The URL can be used to link to this page

2007-718 FM/G/I/TE ENGINEERING SER VICES DEPAR TMENT Cityof Capital Improvement Projects Encinitas District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering February 28, 2011 Attn: I.C.W. Group P.O. Box 85563 San Diego, California 92186-5563 RE: Pacific Station Property, LLC 687 S. Coast Highway 101 APN 258-161-11 TM 05-237 Grading Permit 718-G Fianl release of security Permit 718-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a full release of the remaining security deposit is merited. Performance Bond 2279814, (in the original amount of$1,667,029.00), reduced by to $416,757.25, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geishart / Le bach Engineering Technician finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Pacific Station Property,LLC Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper _=-- `ENGINEERING SERVICES DEPARTMENT Y Qq 0 f Capital Improvement Projects Encinitas District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 7, 2011 Attn: I.C.W. Group P.O. Box 85563 San Diego, California 92186-5563 RE: Pacific Station Property, LLC 687 S. Coast Highway 101 APN 258-161-11 TM 05-237 Improvement Permit 718-I Partial release of security Pen-nit 718-I authorized the installation of all improvements as shown, all needed to build the described project. The Field Operations Division has approved the installation and finaled the project. Therefore, a partial release of the security deposit is merited. A one- year warranty period is in effect for the remaining release. Performance Bond 2279813, in the amount of$ 423,493.95, may be reduced by 75% to $ 105,873.49. The document original will be kept until such time it is fully exonerated. The one-year warranty inspection is required prior to release of remaining deposit. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, r� /1 Debra Geish rt ay embach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager. Pacific Station Property,LLC Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING March 10, 2011 PLSA 1409 City of Encinitas 505 South Vulcan Ave Encinitas, CA 92024 Attn Engineering: RE: MONUMENT BOND RELEASE FOR MAP 15722, TM 05-237 To Whom It Mat Concern, Please be advised that the monuments for the above referenced maps have been set and we have been paid for said work. If you have any questions regarding the above please feel free to contact me Sincerely, Joseph Yuhas, PLS 5211 Principal Land Surveyor C. Pasco Laret Suiter&Associates, Inc. Ls 535 N Coast Highway 101 Ste A Solana Beach, California 92075 ph 858.259.821 ix 858.259.4812 plsaengineering.com City O ENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 23, 2009 Attn: I.C.W. Group P.O. Box 85563 San Diego, California 92186-5563 RE: Pacific Station Property, LLC 687 S. Coast Highway 101 APN 258-161-11 TM 05-237 Grading Permit 718-G Partial release of security Permit 718-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the rough grading. Therefore, a reduction in the security deposit is merited. Performance Bond 2279814, in the amount of$1,667,029.00, may be reduced by 75% to $416,757.25. The document original will be kept until such time it is fully exonerated. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geis y L bach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC Jay Lembach,Finance Manager Pacific Station Property,LLC Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 D recycled paper `ENGINEERING SERVICES DEPARTMENT City of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 1, 2012 Attn: I.C.W. Group P.O. Box 85563 San Diego, California 92186-5563 RE: Pacific Station Property, LLC 687 S. Coast Highway 101 APN 258-161-11 TM 05-237 Improvement Permit 718-I Final release of security Pen-nit 718-I authorized the installation of all improvements as shown, all needed to build the described project. The Field Operations Division has approved the installation, finaled the project and approved the one-year warranty inspection. Therefore, release of the remaining security deposit is merited. Performance Bond 2279813, (in the original amount of$ 423,493.95), reduced by 75% to $ 105,873.49, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geishart J y em ach Engineering Technician ance Manager Subdivision Engineering tnancial Services CC Jay Lembach,Finance Manager Pacific Station Property, LLC Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Lncinicjs, California 92024-3633 FDD 760-633-2700 �� recycled paper Geotechnics Incorporated San Diego El Centro Riverside May 20, 2008 Mr. John DeWald Project No. 0917-005-01 John DeWald & Associates Document No. 08-0386 1855 Freda Lane Cardiff, California 92007 SUBJECT: GEOTECHNICAL UPDATE AND GRADING PLAN REVIEW Pacific Station South Coast Highway 101 Encinitas, California References: Geotechnics Incorporated(2005), Geotechnical Investigation, The Toy Factory,South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, Document No. 05-1281, December 22. Pasco Engineering(2007),Grading Plan for Pacific Station,APN 258-161-11,Planning Case No. 05-237, 20-Scale, October 8. Dear Mr. DeWald: This letter confirms that we have reviewed the geotechnical aspects of the referenced grading plans for the subject project. It is our opinion that the grading plans are in substantial conformance with the recommendations contained in our referenced geotechnical investigation report. We appreciate this opportunity to be of service. Please feel free to contact us with any questions. �QNAL Q 0 W LEE l � O GEOTECHNICS INCORPORATED VANDERHURST 11 Fq No.1125 CERTIFIED f 1� 5 B C ENGINEERING �g•P` GEOLOGIST LP No.50057 Thomas B. Canadv. P. E. 50057 '; ` Exp.1.-1-9 � W. Lee Vanderhurst, CEG Principal p'.,r1�,1� Principal OF C. Distribution: (2) Addressee (idewald (l) Mr. Michael Gaddie (nnkgconsulting @cox.net) (1) Mr. Keith Minnie (kminnie rnaplearchitects.com) 9245 Activity Road,Ste. 103 • San Diego, California • 92126 Phone (858) 536-1000 • Faa (858)536-8311 Geotechnics Incorporated San Diego El Centro Riverside October, 26, 2007 John F. DeWald &Associates Project No. 0917-005-01 1855 Freda Lane Document No. 07-0800 Cardiff, California 92007 Attention: Mr. John DeWald U SUBJECT: GEOTECHNICAL UPDATE Pacific Station, South Coast Highway 101 ----- - Encinitas, California Reference: Geotechnics Incorporated (2005). Geotechnical Investigation, The Toy Facto7y, South Coast Highway 101, Encinitas, California, Project No. 0917005-01, Document No. 05-1281,December 22. Pasco Engineering (2007). Grading Plan for Pacific Station, APN 258-161-11, Planning Case No. 05-237, 20-Scale, October 8. Dear Mr. DeWald: In accordance with your request, we have.reviewed the above referenced plans with respect to the recommendations presented 'in the referenced report. We have visited the site to see if there have been substantial changes to the property that might affect the geotechnical recommendations. Additionally, we are providing updated seismic design parameters to reflect recent changes in building codes, and are presenting the results of an analysis of loading from the adjacent railroad tracks and rail traffic. GRADING PLAN REVIEW Our site reconnaissance did not reveal substantial changes to the site since 2005. As a result, it is our opinion that the recommendations, with the exceptions described herein, are appropriate for the proposed development. Based on our review, the referenced grading plans are in substantial conformance with the recommendations contained in the referenced geotechnical report. 9245 Activity Road,Ste.103 • San Diego,California • 92126 Phone(858)536-1000 • Fax(858)536-8311 DEWALD&ASSOCIATES PROJECT NO.0917-005-01 OCTOBER 26,2007 DOCUMENT NO.07-0800 PAGE 2 SEISMIC PARAMETER UPDATE It is our understanding that the Pacific Station project has been designed in conformance with the new California Building Code (CBC). The following CBC seismic parameters may be used for structural design. They are based on the 2006 International Building Code. Site Class: C Site Coefficients,Fn: 1.0 F,: 1.3 Spectral Accelerations, SDs: 0.938 SDI: 0.459 RAILROAD LOADING We analyzed the effects of railroad loading on the proposed shoring/retaining wall for the parking garage. The wall intersects a 1:1 projection from the railway easement. We were provided E80 as the appropriate loading from the Architect. The results of the analysis are presented on the following Figure 1. Note that these recommendations are for rigid walls. If other systems are planned, please contact Geotechnics Incorporated for additional recommendations. The recommendations presented herein are considered generally consistent with methods typically used in southern California, and have been developed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. Geotechnics Incorporated DEWALD&ASSOCIATES PROJECT NO.0917-005-01 OCTOBER 26,2007 DOCUMENT NO.07-0800 PAGE We appreciate this opportunity to provide professional services. If you have any questions or comments regarding this preliminary report or the services provided, please do not hesitate to contact us. Respectfully submitted, GEOTECHNICS INCORPORATED � � omas B. Canady,P. E. 50057 PLee Vanderhurst,�CEG '1125 Principal Principal Attachment: Figure 1, Surcharge Analysis NAL O Distribution: (4)Addressee W. VAN ERHURST N No.1125 �EESSlO. • CERTIFIED • 4►e�OQI� B. C �� GEOLOGIC r NO.5cas7 � 9TE CIV1 � A OF CA1- Geotechnics Incorporated ----- ------- -t FFT- 20 I 40 LL 60 W a 9 80 w FQ CO J � 0 Z Q 100 Z I � I i 120 i � II 140 160 0 5 10 15 20 25 30 35 DEPTH [FEET] Project No.0917-005-01 =`G e o t e c h n i c s SURCHARGE ANALYSIS Document No. 07-0800 Incorporated FIGURES Geotechnic s I n c o r p o r a t e d San Diego E1 Centro Riverside November 13, 2007 Mr. John DeWald Project No. 0917-005-01 John DeWald &Associates Document No. 07-0847 1855 Freda Lane Cardiff, California 92007 SUBJECT: ADDENDUM TO GEOTECHNICAL INVESTIGATION REPORT Re: Design Groundwater Elevation Pacific Station Encinitas,California References: 1) Geosyntec (2007), Evaluation of Groundwater Level, Proposed Pacific Station Project, Highway 101 and E Street, Encinitas, California,November 9. 2) Geotechnics Incorporated (2005), Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, Document No. 05- 1281,December 22. Dear Mr. DeWald: In response to a request by Michael Gaddie, we have reviewed the referenced Geosyntec letter. A copy of the Geosyntec letter is attached. Based on Geosyntec's groundwater evaluation, we concur that a design groundwater elevation of 64 feet MSL may be used in the structural design. We appreciate this opportunity to be of professional service. If you have any questions or comments regarding this letter, please do not hesitate to contact us. GEOTECHNICS INCORPORATED 1 AQ�pFESSIpNfe j W. Lee Vanderhurst, C.E.G. 1125.__,.,,, Thomas B. Canady, P.E. 50057 Principal No' principal 0/09 � 6/ LEE Attachment: Geosyntec (2007) '�lF Of Ct��`O� y,,NDER125 ST " 0 CERTIFIED ' t Distribution: (2) Addressee EWINEERtNG ��j�C 12EO/331/'0 t�,= OF G 9245 Activity Rd.,Ste.103 • San Diego,California 92126 Phone(858)536-1000 • Fax(858)536-8311 10875 Rancho Bernardo Road Geossuite yn tec 200 San Diego.ca 92127 Consultants pig 858.674 6559 F^.k 858.674b586 ,�vn ecosNnteccoil, 9 November 2007 John DeWald John DeWald&Associates 4 1855 Freda Lane Cardiff, California 92007 Subject: Evaluation of Groundwater Level Proposed Pacific Station Project Highway 101 and E Street Encinitas, California Dear Mr. DeWald: Geosyntec Consultants (Geosyntec) is please to provide this letter presenting the results of our groundwater elevation evaluation at the Pacific Station project site in Encinitas, California. For this project, we have been provided with a copy of the Geotechnics, Inc. (Geotechnics) geotechnical report for the project, "Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California," dated 22 December 2005. For this project Geosyntec evaluated the Geotechnics report, performed a field investigation at the site, and researched the groundwater elevation in nearby wells and piezometers. Our field investigation consisted of installing three piezometers at the project site at the approximate locations indicated on Figure 1. The groundwater elevation within these piezometers was read at the time of installation (15 October 2007) and again on two other dates (26 and 30 October 2007). The boring logs for the piezometer installation are attached. Geosyntec had personal communication with Mr. Ronald Fisher at the Self Realization Fellowship Church (SRFC). SRFC has been measuring the groundwater elevation at their property for approximately 40 years. SRFC has two properties in the area where they measure the groundwater in numerous wells (approximately 20 wells). Mr. Fisher has been involved with the measurement of the groundwater within these wells since the mid-1960s and has personal knowledge of the groundwater elevation at the site. Mr. Fisher also had the documented groundwater elevation measurements in his possession when we discussed the groundwater elevation with him. Based on Mr. Fisher's recollection and the documentation, he reported that the groundwater has not fluctuated more than 2 feet since the 1960s. In addition, the fluctuation in the groundwater elevation, was a lowering of the groundwater due to dewatering performed at their southern property. SRFC has a well on their property at their 939 2nd Street location adjacent to Highway 101 in Encinitas, California. This location is less than '/z mile from the engi.rieers I scientists I iririoxrators t f i f Mr. John DeWald 9 November 2007 Page 2 Pacific Station project site. The groundwater reported in this well has been measured at an elevation of approximately+62 feet,Mean Sea Level in 1981. The high groundwater elevation measured in the Geotechnics borings and the Geosyntec piezometers is approximately +62 feet Mean Sea Level (MSL). Based on our review of the elevation in the three Geotechnics report, our measurements of the groundwater elevation appears to begat piezometers, and our discussions with SRFC, the perched g relatively the same elevation over the past 25 years in the area, approximately +62 feet MSL. We recommend a design groundwater elevation of 2 feet above this at +64 feet MSL (or 3 feet lower than the Geotechnics design elevation). Geosyntec is still awaiting additional laboratory data for the project unrelated to the groundwater elevation. A report describing the full extent of the Geosyntec investigation at the site will be presented in a supplemental report to this letter. Please contact us at (858) 674-6559 if you have any questions, comments, or if you need additional information. Sincerely i oQ ��oN even itzwilliam,PE, M,F1 T2��y Associate 2501 7 m EXP. Attachments: Figure 1 —Piezometer Locations Boring Logs OFCP&X� i i i i I i P:\Gw letter.I 10907.ltr.f.doe engineers I scientists 1 innovators X ALZ 2 P-3 y _k i1y V , P-1 40 20 0 40 80 120 Feet 1:8o scale Piezometer Locations S Coast Highway 101 at W E Street Encinitas,Ca Legend Geosptec° Figure • Approximate Piezometer Locations consultants 1 Parcel Boundary San Diego November 2007 I 10875 Rancho Bernardo Rd,Suite 200 PROJECT Pacific Station Highway 101 Geosyntec D San Diego,CA 92127 PROJECT LOCATION South-West Portion of Site Tel:(856)674-6559 PROJECT NUMBER SCO456 COMU1tMtS Fax:(858)674-6586 !, GS FORM: KEY SHEET-CLASSIFICATIONS AND SYMBOLS KEY 09199 i EMPIRICAL CORRELATIONS WITH STANDARD PENETRATION RESISTANCE UE VALUES N VALUE" CONSISTENCY UNCONFINED COMPRESSIVE (gLOWS/FT) DENSITY (BLOWS/FT) STRENGTH(TONS/SQ D...... .............. .................. 0-4 VERY LOOSE <0.25 0-2 VERY SOFT COARSE 5-10 LOOSE FINE 3-4 F 0.25-0.50 11 -30 MEDIUM DENSE GRAINED 5-8 0.50-1.00 GRAINED DENSE 9-15 STIFF 1.00-2.00 SOILS 3>500 VERY DENSE SOILS 16-30 VERY STIFF 2.00-4.00 31 -50 HARD >4.00 >50 VERY HARD 'ASTM D 1586;NUMBER OF BLOWS OF 140 POUND HAMMER FALLING 30 INCHES TO DRNE A 21N.O.D.,1.41N.I.D.SAMPLER ONE F00T. PARTICLE SIZE IDENTIFICATION UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART >300 mm ! MAJOR DIVISIONS sYMBOLS DESCRIPTIONS BOULDERS WELL GRADED GRAVELS, COBBLES 75-300 mm GRAVEL CLEAN Da GW GRAVEL-SAND MIXTURES, 19.0-75 mm AND GRAVELS D LITTLE OR NO FINES GRAVEL:COARSE 4.75-19 mm i GRAND LITTLE E S POORLYGRADEDGRAVELS• GRAVEL:FINE COARSE SOILS FINES 1' GP GRAVEL-SAND MIXTURES, SAND:COARSE 2.00-4.75 mm LITTLE OR NO FINES 0.425-2.00 mm GRAINED SAND:MEDIUM MORE THAN GRAVELS GM SILTY GRAVELS,GRAVEL- 0.075-0.425 mm SOILS COARSE WITH FINES SAND-SILT MIXTURES SAND:FINE 0.075-0.002 mm SILT FRACTION APPRECIABLE CLAYEY GRAVELS,GRAVEL CLAY <0.002 mm RETAINED ON AMOUNT OF GC -SAND-CLAY MIXTURES ' ........................... NOA SIEVE FINES WELL GRADED SANDS, WELL GRADED-HAVING WIDE RANGE OF GRAIN SIZES AND APPRECIABLE SAND CLEAN A4 SW GRAVELLY SANDS,FINES�E OR AMOUNTS OF ALL INTERMEDIATE PARTICLE SIZES MORE THAN AND SANDS POORLY GRADED-PREDOMINANTLY ONE GRAIN SIZE,OR HAVING A RANGE OF 50%OF SANDY LITTLE OR NO POORLY GRADED SANDS, SIZES WITH SOME INTERMEDIATE SIZES MISSING COARSER SOILS FINES SP GRAVELL NO FINES ITTLE OR THAN NO.200 SILTY SANDS,SAND-SILT SIEVE SIZE MORE 5 %OF N SANDS SM MIXTURES COARSE WITH FINES ' FRACTION APPRECIABLE CLAYEY SANDS,SAND CLAY PLASTICITY CHART PASSING NOA AMOUNT OF SC MIXTURES SIEVE FINES ........60 wORr SLW=VERY FlNESte, ROCNFL.15.7VGRCUYEYFINE9MIDE •qJ"LIN ML ORCIAYEYSLIs-H-GNr FI-- FINE SILTS P LIQUID LIMIT ViOROWCCIAYSOFLOV�TOMEOM / "A" INE pIASTCRY rWAVEILY CUYA SRtOY CLAYS, L H Or O GRAINED AND LESS THAN 50 CL SILIYGUVS1EANCUYS / ORGANIC SILTS AND ORGANIC A l SOILS CLAYS / PI=0.7 (LL-2 i OL SILTY CLAYS OF LOW S N / PLASTICITY T D sp INORGAMC SILTS.MICACEOUS OR I E / Or OL MORE THAN G Tm4oE=FKESANGYoRSLnsals. X MH ELA ncSILT C / I 20 i MATERIAL SILTS LIQUID LIMIT T / MH or H GREATER INORGANIC CLAYS OF HIGH / FINER 200 AND THAN 50 CH PLASTICITY,FAT CLAYS Y 10 SIEVE SIZE CLAYS �i ORGANIC CLAYS OF MEDIUM L OH TO HIGH PLASTICITY, ML or L I ORGANIC SILTS PEAT,HUMUS,SWAMP SOILS D 10 Y0 30 40 50 60 70 LID 90 100 HIGHLY ORGANIC SOILS PT COI ORGANIC LIQUID LIMIT(LL)(°�) NOTE:DUAL SYMBOLS USED FOR BORDERLINE CLASSIFICATIONS OTHER MATERIAL SYMBOLS WELL SYMBOLS SAMPLER AND OTHER SYMBOLS HYDRALEDR :�:. GRANOLA BULK SAMPLE :SL Water Level at Time Siltstone Sand BR TONITE ••• Drilling,or as Shown BENT(��ITE :1 Static Water Level Sandstone Slit GROUT CORE SAMPLE Siltstone/Claystone MS Mean Sea Level Silty Sand FILTER PACK GRAB SAMPLE AGS:Above Ground o Claystone Evaporite CONCRETE Surface o BGS:Below Ground Shale Artificial Fill NATIVE/ HAND AUGER SLOUGH Surface z Siltstone/Sandstone Debris Fill CENTRAL- BT Below Top of Ca IZER DRIVE SAMPLE Casing Conglomerate Asphalt HSA:Hollow Stem Auger GROUNDWATER 8 't* Concrete SAMPLE Granitic Y f BORING P-1 SHEET 1 OF 1 Q 10875 Rancho Bemardo Rd,Suite 200 START DATE Oct 15,07 ELEVATION T6 FT MSL Geosyntee San Diego,CA 92127 FINISH DATE Oct 15,07 Tel:(858)674-6559 COSSUItMtS Fax:(858)674-6586 PROJECT Pacific Station Highway 101 LOCATION South-West Portion of Site GS FORM: BOREHOLE RECORD PROJECT NUAABER sco455 BORE 1199 SAMPLES I 0 i y z I z w T- 73 MATERIAL - m a. O p COMMENTS j DESCRIPTION m > w P J z 0O Lu m a 111., Base Material Under 2.5"asphalt Terrace Deposits:Dense,moist,reddish to strong brown silly 75 fine sand[S". 74 2 3 72 4 71 13/16116 Composite sample 5 70 (P-1-1-1 and P-1-1-2) 6- colected from material 69 at 5-10 feet. 7 68 8 67 9 66 10 8/9/9 65 11 64 12 63 13 62 14 _ ___ _ 61 Composite sample 15 — --- — -- --- 4111114 Medium dense,pale yellowish-gray,silty fine sand[SfA. 60 {P-1-2-1 and P-1-2-2) collected from material 16 at 15-30 feet. 59 17 58 18 57 19 Torrey Sandstone: Very ense,wet,pale yellow,fine sand with sift ISM). 56 20 ry 361 55 /� 21 54 22 53 23 52 24 w 51 25 39/ Cn 26- 50 50/2" I 49 a 27 48 g 28 U) 47 co 29- 46 Z 30 50X' y Bottom of boring at 30'-4"bgs. CONTRACTOR Tri-County NORTHING REMARKS: °z EQUIPMENT CME-75 EASTING o DRILL MTHD Hollow-Stem Auger ANGLE Vertical II z DIAMETER 8-inch BEARING COORDINATE SYSTEM: E LOGGER A.Greene REVIEWER PRINTED Nov 9,O7 SEE 10Y SHEET FOR SYMBOLS AND AeaREVIAT1oNS o i m rFINISH P-2 SHEET 1 OF 1 10875 Rancho Bernardo Rd,Suite 200 DATE Oct 15,07 Elevation 78.00 FT.MSL Geosptec° San Diego, 6559 7 DATE Oct 15,07 Tel:(85B)67 COIISUlt MtS Fax:(858)6746586 CT Pacific Station Highway 101 ION South-West Portion of Site G s FORM. gpREHOLE LOG PROJECT NUMBER SC0455 CORE3 10/00 it SAMPLES i U' C ip o C7 o O W w y E TIM COMMENTS DEPTH MATERIAL J J Well ¢ m wa (L W a (ft) DESCRIPTION m JJU Construction p n 2 5 Material w Z OJ w C3 w o` o m Fill: 3.5-inch asphalt-concrete over Class II • Terrace Deposits:Dense,moist,reddish brown • • to strong brown,silly fine sand ISM). • • •� . Concrete 75 I 14/17/16 Composite sample 5 (P-2-1-1 and P-2-1-2)at 5-15 ft. I 7/12/13 70 r 10 — —_ 35 gallons of 6113/12 Medium dense,moist,light brownish yellow,fine bentonite grout sand with sit[SK, i 65 15 Dense,moist,pale grayish-yellow,poory greded, 6113120 Composite sample :iq' (P-2-2-1 and ftne to medium sand,with few subrounded c P-2-2-2)at 15-30 ft. gravels(-1.54nch max.)(SP-GP). a. •-� 1 x 50 lbs bag of Torrey Sandstone: Very dense,wet,pale F1lviroplug 60 grayish-ye®ow,poorly graded,fine to medium bentonite chips sand with sit[SMI. I I 20 22/50/2" r o I 55 o � 4 x 100 Ibs bags of w 25 #3 sand 50/5" z N W C7 ' 'a I 50 8 > Rig breaks down at 30 Bottom of boring at 30'bgs. 30 ft.bgs,unable to I drive sample. N O Z CONTRACTOR Tri-County NORTHING REMARKS: EQUIPMENT CME-75 FASTING o DRILL MTHD Hollow-Stem Auger ANGLE Vertical z DIAMETER 8-inch BEARING -- COORDINATE SYSTEM: rc LOGGER A.Greene REVIEWER PRINTED Oct 30,07 SEE KEY SHEET FOR SYMBOLS AND ABBREVIAT10NS o I m BORING P-3 SHEET 1 OF 1 ® 10875 Rancho Bemardo Rd,Suite 200 START DATE Oct 16,07 Elevation 79.00 FT.MSL Geosymuk; San Diego,CA 92127 FINISH DATE Oct 16,07 Tel:(858)674-6559 j COMIdt MtS Fax(858)674-6586 PROJECT Pacific Station Highway 101 LOCATION South-West Portion of Site GS FORM: BOREHOLE LOG PROJECT NUMBER SCO456 CORE3 10/00 SAMPLES z z DEPTH MATERIAL p.. TIME COMMENTS V _� o Well OF m a o- w a n DESCRIPTION m -emu' Construction > p a (it) g S Material w z O a t v}i m W o Fill: 1.5-inch asphalt over mast,dark brown, T• ilty fine sand(SM). • i Terrace Deposits: Medium dense,moist,light •• • yellowish-brown,fine sand with silt[SM. •• • ' •• • Concrete I 75 5 8!11!16 Composite sample (P-3-1-1 and P-3-1-2)at 5-15 ft. i I i i 70 10 35 gallons of 11/14/19 bentonite grout 11/17/21 65 15 9116/24 1 x 50 Ibs bag of Enviroplug bentonite chips j Torrev Sandstone:Very dense,wet, 60 20 brownish-yellow,fine to medium sand with little 'WV' Composite sample silt[SM). (P-3-2-1 and P-3-2-2)at 20-30 ft. 50/5' 0 I Becomes pale yellow,fine sand with trace sift (SM SP). 4 x too Ibs bags of 55 25 #3 sand � 50/6" W w a ai 50 5 30 27/500 S2 Bottom of boring at 30'-8"bgs. 0 z CONTRACTOR Tri-County NORTHING REMARKS: EQUIPMENT CME-75 EASTING °o DRILL MTHD Hollow-Stem Auger ANGLE Vertical DIAMETER 8-inch BEARING -- COORDINATE SYSTEM: a LOGGER A.Greene REVIEWER PRINTED Oct 30,07 seercr ysHEErFOR$YMBO.S AND ABBREVIATIONS 0 on 10,975 Rancho Bernardo Road Suite ago Geosyntec Sail n Diego,CA 92127 consultants P41858.674.6559 FAX 858.674.6586 W WW.°eoq n lcc XOT" 28 November 2007 j i John DeWald John DeWald & Associates 1855 Freda Lane Cardiff, California 92007 Subject: Construction Dewatering Assessment Proposed Pacific Station Project Highway 101 and E Street Encinitas, California 1 Dear Mr. DeWald: Geosyntec Consultants (Geosyntec) i5 pleased to provide this letter presenting the results of our groundwater pumping test at the Pacific Station project site in Encinitas, California. As part of our investigation for this project, Geosyntec has performed a field investigation, collected soil samples for geotechnical testing, soil samples and groundwater samples for analytical testing, and performed a groundwater pumping test to evaluate the hydraulic conductivity of the subsurface soils. For this project Geosyntec performed a preliminary evaluation of the volume of groundwater that would be produced based on soil particle size from geotechnical laboratory testing performed on 3 samples recovered from the project field investigation. In addition, on 21 November 2007 Geos ntec performed ashort-term pumping test at one of the three piezometer/monitoring wells Y installed at the project site. We have evaluated the volume of water during construction dewatering assuming that the groundwater has an eleven foot head above the bottom of excavation (+62 feet, Mean Sea Level (MSL) for the groundwater and +51 feet, MSL for the bottom of excavation 2 feet below the bottom of the basement slab). Based on our groundwater elevation measurements across the site, we have assumed that the groundwater flows east to west at an approximate gradient of 9.5x 10"" feet per foot. 1 I In an electronic mail dated 15 November 2007, Geosyntec provided preliminary recommendations on the estimated volume of water that may be produced from construction dewatering at the site. The estimated volume is based on general correlations with grain size distribution to obtain a hydraulic conductivity of the soil. Based on the range of grain size distribution, we estimated a hydraulic conductivity between 1.Ox 14"4 cm/sec to 4.9x 10"� cm/sec, resulting in an estimated volume of between 200 and 10,000 gallons of water per day. Based on the results of the short-term pumping test at the site, the hydraulic conductivity of the subsurface soil is estimated at 5.7x 10 cm/sec. Based on the results of the pumping test, we 1 1 engineers l scientists 1 innovators Mr.John DeWald 28 November 2007 Page 2 estimate that the volume of water that may be produced from construction dewatering will be on the order of 11,500 gallons per day. A report describing the full extent of the Geosyntec investigation at the site will be presented in a supplemental report to this letter. Please contact us at (858) 674-6559 if you have any questions, comments,or if you need additional information. Sincerely, "`Steven M. Fitzwilliam, G owq� Associate F 1 TZyy�ly� c� EXP �f T9�FOF CP"uE PAdewatering letter.I 12907.ltr.f.doc engineers I scientists I innovators CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: �-/O d�' PROJECT NAME: �% r G'• I �Oa PROJECT NUMBER STREET LOCATION: �� w IOI PERMIT NUMBER: -7/8 �l CONTRACTOR: Ckll7JE TELEPHONE: 7E- 5 OU7 _ s 5cc/SS�y• `cod w Sao 41 S ° �/I o L41vE f u ir- l C ff '7� /��`�M► SET - p,q�� / ru QS S /Yf • n/ �'TUI�i«/ R f-'�/�� 5 "V 5 / S 171:�- oN GC 4-.SS/U,c>� -t(-Og yr7helEaq ou :5c)u7 Y '7�'9 y FLA S/rfa�ii�G. C lLC7,05 ,446- 14 ez a S -� —51 C/ .Sv� l� Sic% �►, �P� rrro y q 1s 0�6 gee.ns c �bEl114,44 1 - of o��. -/o v If 7(,-f-71>6 0�% f-loco 4NlL Cl EZE7v4s 9/1 �7L Sv e LS L e-/9c6v Ll .,S �,DELc+�C,C- mil• C�U��' - �v � v(!On � 1S5uE?9 ?a Ct er u 61-- v/!/c C,47) COA)77Nu� 9 25 v� S SEW. C t-�`trV' - iuCj C�/�j �S1►wtin9 �crrn5 0.-� . s ,� 7virt�2 2©cv `rT 7' 3 Ctm - 5• e c/u f /vt sp e-01)& S s of P�` have " S�G.,cl,►� w=�4- _ I rPci��YeS 35�u �5/ %►, 6cFme,-�f /�J.Lt� ,,, 1� Ca-�7' � C�'tZGS T�-{E ltis9'7��- SE YJ APO �t3 NAT �rr►CEr f na 41E fe-af fir, v . s!c 2—so P-S� 5.�•e �h +s (,e ter •ie� ti � o m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: cor...l 777110 UM3 ALati [. .o l `TVm -Z-Z SiLT - Br`l(a S©07 •1 `7�4-1 /l: fry oe beck reo/.) .9 c l-nv roo / Alick /f5148r-�/ s LA.) CV fe c . f�. ��xo -Jim /l/v ff 3%om . /0 ;"i ca Vp . /y Ai lob Sf�ca �QAc�,�,c Co,v pivut , ��Z T1bN�S �r7 L O d RAL422 /21/tt tr 'r7q 7�0 l -s"7Z7 f VV I vor- FbC c.�Ca.�nlV -NlS�4�0 Fiv To CoKl.So L i,t7 fl i��E /9iNoNf L ry zZ o�5 /,L'v Ab— o-, t �k'ELus re- urewcl _7$ /d Z3�of3 LRLrG/�!� /asn9cc.rYno�% coN'nN�E11 AL.!>N6 F..�9sr� d�Y/ZA /�G.F7C CON77�Vl.iQJ ("r�k:SO�i3O�J� ,�j�j9,�rrl.!(� C/tan.tGil.E� Gig�� /-'- t�G-7rl�L i Ao� �Y»v�/✓`tC.- • wit✓ + �iciFjc �oraPNL7 a VP m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER:- STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: /O Z:7 0l3 `o � o� t`•��,�v �,v nNuc�J �I�v�C tti� ��ru.- �� A i 's-vQ 221 ,y 2t.-lo tJ GAl-, � 027 t4,i7)-f//I, -,N 4a64- ,ti/`T�+IIOIlT� 6,,127- I-J' - ,C3IEZ- de 4-11 Wola .5 7;q LG/Ax, "7767 G,�S `7b0 oN i U ohs �f3 77E - C5 COA/7�ivu0C,::- (, Lr FT OA-.'L-f 6A-1 E�`tS7�2Ly L f QIC 7;t)E4-7 l5b o!>nlo / ,)7.,16 7-z E- e., [a K, (74 N S S�r�v ��✓�,�v6 5c i,PCtvkt-t,' nom4- iAi-ee niD C. -;!!;I cks 066!4/J 7b09y . EAS% No2rdG W 4 LL, A Ll- 6.:S G/��-��n O�J J� dc-,0 c.w i>t i5 "�7F A•v rQ /02(-K it 2v 08 ELuo1T pie�c"V& lAO -50/nE miNU�a �P / At 7HE 5bt� C�ut7� lj, r- s r rE �s�c -mou/�l b/2T earn ti/UT �cim /W %NArr" /4 �4 y 2y a9 &ti-ivi cFlflof� D)t SO CoO. of 511E� m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: Ir Z� vfi iE� � cl 771 �jffG�s., R-ak• 1S/� fin�/�. (.�ii'tS�,2�• d�'f_ •n r � OZ bu y o� roT Cor,-i*NuES pjZerp,•IC, i:c� ks L,%,ALL- . 62 y o'L -TIE- �- / an.,�rv+-r�3 �v.�l� l� l2NE cam h ..n;e ftsr►f �� M -� e • � t pudc F*o- 04d he water `'S -{-err �1, - e 1, � 7r nj - �CrS rZ 3 pti E- tip a: i -ArLc); v LtLt.-t WA-U-- lZ of ob ME- uj,f Li- ) C•oN7-)NUe5 - rZ� — _ o _j-)4 io'r �s DRrWi�x. E AST OF TPe: S Pj Uri)4CRIj A�.C. �� IZ ro J� S o+ t?,eor►^ Jl1r..+C7L L c C re 4+e �- _ b��,n t!'tLaCf�ysrr belv�.�: `� •-bdoCS t� cclo�� f1'� � a io Gnc'r cei A r,t- f tit i 2 i� a�i St�.`YZ ACtr%►� bri�-r oA s ,� Ca NSalrr Ds A%t� � R-i s , Gt tl t(� o v— i pf-Po E-(Aral-t AKA -ZC.1.)y dS CtCfGSS fart-, 6 ur:(q 1Z ►_s . rZ 2q oe Aj v r�c�vo ors-IED� 7�HA' m,NO2 s�io2+�tU i4crveyl s�njC , �z �r uE -7, o r/S/off Sit�9- ��r�iC STri2�'� �� J7 lc� � ( EPIC 74D k9e m14429 -�v�� C�E'fiU �✓�'�°�� CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: AxAet, Iola 4 tom► . ' . �c l� pis 4 ew?,71,-o vo-N41 iM S./7E '7b� g EXI6L/ 1E CvN SUl{Q flT)r�Ca `6AV /jT (r�C� rri � 5✓�, ELL4o•7T &c AL eLpoil- /[ L, err' /h�5' Sc1v��'% .S�-ro��.rt t� l�hw �tt� f✓C-�t Pt-�is s w'- S�� . &AC �cr-- S Pity uj�9 vkieol ! , � /. �cr-l'l�r� cos -•tea-�=�� 01, Iku v 77e-694 s r9NO j q(,44^+Et 60Al77"E- i ��n0�%"�j /�r��ofbS- S h!�1 i�/6 o�U L7 o� m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: 7 to EL��oi U Eta o� S fr:F, 6,� v2T-,Zklectulr aif ku ee G. c° r`c7 G: � en i cf h off ��- ,b e•kD �,e p l e specs 2=1 9 — Z 1'5 Z-#4!.6/AJ HorlCt Ajt,7 Z ! d% - -0 L ! D�f SS T .7n /�J�J _ �%E?�U '7J 771 'f 2,11910 57bn vti'04t (arty -ruT ,� ,at_ re(e nSO'c /1� /ky Se aGC• C o,< ya/e m u/mLL) ar IV O vy'c tl eO AApL&7e-,) r1- -r w mx . .$i Ew, P9 c,r7c r -yc�ec,-W7,n in m4t, Lt 7Z_t C�-S 771/A v 442-f1 Lv 6 ekFT "It 12�; e, � ,ra t{e GuCrS D.L / V N S� i C7CdA- �-i✓-�- -��r�u'T� P4-104A( 6F ri c('c' v `Th 3 tom'<i ttS o c-r7v ,EC 10 enD r nee,' ah ,o m- 9rac elf2d, -3/7-3/0-C) c"o -5c)/i-S Chi- FviS / s5 LvCY9 je&L n/ L�i Gu U� (.uE= i ' f{61/�7a15T Gti a/t�C.�l� U� �u urr�6�nlca "A-IO LFt 7�-/E" BL «vin/G 71�s�`i ?� Dy �/NL'I�'n(�,t'au,t10 r 57tc'u2� oPrT�Nu�j cic� � 7Z-6 15 71L91,-)9 sPl ex-�, fed �P�JT"• j�V&NU v U T m14429 Geotechnical f y j < — . ?–LA, c)W,, Environmental Materials Testing September 18, 2008 Project No. I082081-35 CITY OF ENCINITA Engineering Division 505 South Vulcan Avenue Encinitas, California 92024 Subject: Notification of Consultant of Record, Toy Factory, Located at the South Coast Highway 101 and E Street, City of Encinitas, County of San Diego, California Reference: Geotechnics Incorporated, 2005, Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, dated December 22 , 2007a, Geotechnical Update, Pacific Station, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, dated October 26 , 2007b, Addendum to Geotechnical Investigation Report, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, dated November 13 , 2008, Geotechnical Update and Grading Plan Review, Pacific Station, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, dated May 20. Per your request, LGC Inland, Inc. (LGC) has reviewed the above referenced reports and we are in general agreement with the findings, conclusions, and recommendations and will assume the duties of Engineer of Record from this point forward. Should you have any questions, please do not hesitate to contact this office at your earliest convenience. Respectfully submitted, LGC INLAND,INC. ��QR��iVq� co 5 Yogi Pirathapan, RCE 68698q Engineering Division Manager OF CAN-SE YP/kg Distribution: (4) Addressee 41531 Date Street• Murrieta •CA 92562-7086•(951) 461-1919•Fax(951)461-7677 Geotechnics Incorporated San Diego El Centro Riverside October 10, 2008 Mr. John DeWald Project No. 0917-005-02 John DeWald & Asscociates Document No. 08-0767 1855 Freda Lane Cardiff, California 92007 SUBJECT: CHANGE OF GEOTECHNICAL ENGINEER OF RECORD Pacific Station Encinitas, California Dear Mr. DeWald: We were informed by Mr. Michael Gaddie that you have selected another consultant to be the geotechnical engineer of record for all portions of the subject project. The recommendations Geotechnics Incorporated has provided for the project are contingent upon Geotechnics Incorporated performing observation and testing services during construction. This is because assumptions were made during our geotechnical investigation and supplemental consultations that must be confirmed in the field. Depending on the conditions observed during construction, modifications, or additional recommendations may be warranted. Because the required observations and tests will not be made by Geotechnics Incorporated, in accordance with the standards of practice we retract responsibility for the performance of earthwork or structures constructed at the subject site. If you have any questions, please do not hesitate to contact us. GEOTECHNICS INCORPORATED 4RpF EMt?,q �— C No sm •09 Thomas B. Canady, P.E. 50057 � '� E*(,x' Anthony F. Belfast, P.E. 40333 � Principal9 CIV �` Principal OF C Distribution: (2) Addressee (1) Mr. Michael Gaddie (mkgconsulting(o�cox.net) (1) Ms. Stephanie Kellar, City of Encinitas (1) Mr. James Knowleton, Geopacifica 9245 Activity Road,Ste. 103 • San Diego,California 92126 Phone(858)536-1000 • Fax(858)536-8311 ENGINEERING SERVICES DEPARTMENT Capital improvement Projects .., City of District Support Services Field eld Operations Subdivision Engineering Traffic Engineering ROUGH GRADING APPROVAL k- Fv4 -75 Gl TO: Subdivision Engineering (ea5e, , Public Service counter FROM: Field Operations Private Contract Inspection RE: Grading Permit No. L Name of Project Pi4 C 1 Gl L 5�W CA Name of Developer -T6" ✓��il�Af�� - Site Location dLorecsast.;i;o;•:n lot57 S COQSf W.: .number .street.name ~ .. •b I have;inspected the gradingzt thesubject.site and.:have.uerifie.d7dertificatroi-1 of.the.pad:by the.:Engineer of vVOrk,R4 L ,2F .Su . ,Zdated: X12 ; and certi acation of..soil compaction-by the Soil Engineer,L G IA1LA,6.' dared- '-� -' i-am.hereby satisfied that the:.rough -grading has:b.een com01eteXJ4'An-accordance wlth=, the:approved plans &-specifications; Chapter•23:24~of(the Municipal Code; an&:any other applicable &- erYgirreering standards ansp:ecific project requirements.,•"." Based ,on:my observation and the•certifications, take no:exception to the issuance .of-a:.,,, -�'- building permit for the lot(s) as noted or-Phase , if any, but only in so far as grading is concerned. However., this release -is not Intended to certify the project with respect to other.engineering concerns, including .public road, drainage; water, sewer, park, and trail improvements, and their availability, any other public improvements, deferred monumentation;or final grading: Prior to final Inspection of the Building Permit(s) and legal occupancy, I need to be further advised so that I can verify that final grading (i.e., finished precise grading, planting and Irrigation) has been completed in accordance with the approved plans and specifications. (signature of Engineering inspector) (Date) (signature of senior Civil Engineer, only if appropiate) (Date) Reference: Building Permit No. — Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering technicians'in-boxes.Please remember to do a final inspection of the grading permit and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection.Thank you. JSG/field3.docl TEL 760-633-2600 /fAX 760 633 2627 505 S. Vulcan Avenue, Enciniras, California 920243633 TDD 760-633-2700 recycled paper Geotechnical Environmental Materials Testing March 19, 2009 Project No. 1082081-50 Mr. John DeWald PACIFIC STATION PROPERTIES, LL 8910 University Center Lane, Suite 265 San Diego, California 92122 Subject: Geotechnical Letter for the Slab Subgrade for the Proposed Pacific Station Building Slab, Located at the South Coast Highway 101 and E Street, City of Encinitas, County of San Diego, California Reference: Geotechnics Incorporated, 2005, Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, dated December 22. 2007b, Addendum to Geotechnical Investigation Report, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, dated November 13. Pacific Station Plan Set, 2008, Civil Plan Sheets, Reference Nos. 1-15, April 25. LGC Inland, Inc. has performed a geotechnical observation and probing of the slab subgrade for the proposed Pacific Station building located at the South Coast Highway 101 and E Street, City of Encinitas, County of San Diego, California. Our field personnel observed and probed the subject subgrade, except a small portion of the slab subgrade, located in the northeast corner. This area consists of an earthen ramp that is being utilized for construction related purposes. Our observation and probing indicated that the subject slab subgrade has exposed undisturbed competent Eocene Sandstone bedrock. Based upon our observation and probing the subgrade for the proposed building slab is considered suitable for the intended use, except for the ramp area. The ramp area should be observed by LGC upon completion of the excavation. Should you have any questions regarding the contents of this letter, please do not hesitate to contact this office at your earliest convenience. Respectfully submitted, LGC INLAND, INC. 7_33 Exp. ��J � S•�Fps, �C��•�r '9 fCNN . Yogi Pirathapan, GE 2834 �C)r CALIV- / Chris Josef Engineering Division Manager Project Engineer Distribution: (2) Addressee (1) (email) Michael Gaddie, MKG Consulting, 20857 Parkridge, Lake Forest, California 92630 41531 Date Street• Murrieta • CA 92562-7086•(951) 461-1919 • Fax(951)461-7677 PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING March 12, 2009 PE 1409C City of Encinitas Engineering Services Permits 505 S. Vulcan Avenue Encinitas, CA 92024 RE: ENGINEER'S PAD CERTIFICATION 687 S. COAST HIGHWAY (718-G) GARAGE LEVEL To Whom It May Concern: Pursuant to Section 23.24.3 10 of the Encinitas Municipal Code,this letter is hereby submitted as a Pad Certification Letter for the above referenced site as the Surveyor for the subject property. I hereby state that the rough grading for this project has been completed in conformance with the approved plan and requirements of the City of Encinitas Codes and Standards. Certification was performed on March 11, 2009. The following is a list of pad elevation as field verified and depicted on the approved grading plan pursuant to Section 23.24.3 10 (B): The pad has been graded to an elevation of 50.3' which is consistent with the architectural plans to produce a finished floor elevation of 53.17' as shown on said grading plan 718-G. If you should have any questions in reference to the information listed above, please do not hesitate to contact this office. Very truly yours, PASCO ENGINEERING, INC. \J,ND N C Joseph uhas LS 5-211 Director of Land Surveying Exp.06/30109 OF CF��-��4 i 335 N Coast Highway 101 Ste A Solana Beach, Calilornia 92075 ph 858.259.8212 fx 558.259.4812 1 plsaengineering.com ■ THE ORIGINAL OF THIS DOCUMENT WHEN RECORDED MAIL TO: DOCUMnENT NUMBER 20110-0313800 DA`JID L.BUTLER COUNT`'RECORDER City Clerk SAN DIEGO COl 1NTi'RECORDER'S OFFICE City of Encinitas TIME: 3:59 FM 505 S. Vulcan Avenue Encinitas, CA 92024-3633 FOR THE BENEFIT OF THE CITY RELEASE OF COVENANT REGARDING REAL PROPERTY Assessor's Parcel No. 258-190-21 WHEREAS, PACIFIC STATION PROPERTY LLC, a Delaware limited liability company, as successor in interest to Robert J. Lusitana, James G. Austin, and Stephen D. Timmons, who entered into a covenant for the benefit of the City of Encinitas ("City"hereinafter)No. 94-0655368 on November the County Recorder of the County of San Diego as Document 10, 1994, and City have detennined that the obligations set forth in that covenant will be fully and satisfactorily completed with the improvements proposed on City of Encinitas drawing number 0718-1, NOW THEREFORE, CITY hereby releases said covenant. CIT OF ENCINITAS Peter Cota-Robles, City Engineer Date Notarization of signature attached CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of� •p-� On AP_ 2DIa before me, 440-io02. A)0_19XI 104)A a G Da a Here Insert Name and Title of the Officer personally appeared —A � �-�� " d Name(s) Sner(s) who proved to me on the basis of satisfactory evidence to be the person(s) whose name(S(SAre subscribed to the IN in instrument and acknowle ed to me that (9%/they executed the s e i hi er/their authorized capacity(ies), and that byer/their signature(s) on the RI►NDA G-WLLJOW instrument the person(s), or the entity upon behalf of C0" 04669 which the person(s) acted, executed the instrument. Sas aw"= Elio qn.� ZOtt I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature Place Notary Seal Above Signat of Notary Public OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer—Title(s): ❑Corporate Officer—Title(s): ❑ Partner—❑ Limited ❑ General ❑ Partner—❑ Limited ❑ General [I Attorney in Fact • El Attorney in Fact ' Top of thumb here Top of thumb here El Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: ❑Other: Signer Is Representing: Signer Is Representing: 02007 National Notary Association•9350 De Soto Ave.,PO.Box 2402•Chatsworth,CA 91313-2402-www.NationalNotary.org Item#5907 Reorder:Call Toll-Free 1-800-876-6827 Recording Requested By and ) z, When Recorded Mail To: } City Clerk } City of Encinitas ) 505 S. Vulcan Avenue ) Encinitas,CA 92024 } SPACE ABOVE FOR RECORDER'S USE FOR THE BENEFIT OF THE CITY ) RELEASE OF COVENANT REGARDING REAL, PROPERTY Assessor's Parcel No. 258-190-21 Gd[IEREAS, PACIFIC STATION PROPERTY LLC, a Delaware limited J. liability company, as successor in interest to Robert entered Austin, and. Stephen o. Timmons, Lusitana, James G. of -cncini,tas ("CITY" into a covenant for the benefit of the City Recorder of the hereinafter) was recorded with the County Co,anty of San Diego as ermi endtrha.t the4obliga-8.ons set eforth,'On 1994, and CITY have de fully a that covenant . wi.11 be fully and S�ncinatas drawingpnumberw0718 the iRlprovements Proposed on City of 1djOW 'THEREFORE, CITY hereby releases said covenant . CI O EN TAS Peter Cota-Robles,City Engineer Date V NOTARIZATION OF SIGNATURE ATTACHED. , CALIFORNIA ALL-PURPOSE State of California CERTIFICATE OF ACKNOWLEDGMENT county of before me, .7 On t (here imeri narne and title of The officer) rie(�Olre subscribed to ,I who proved to me on the basis of satisfactory evidence to be the person(s)whose nan to me that(lij2)helthey executed the same illsz�er/their the within instrument and acknowledged J entity nd that �ohis' er/their signature(s) on the instrument the person(s), or the upon behalf of which the person(s)acted,executed the instrument, PERJURY under the laws of the I certify under PENALTY OF LLJWRI State of California that the foregoing paragraph is true and correct. Ifttey Pubk- Sm Diego County My min"an Exp.Jan.6,2011 WiTNESS my hand and official seal. Signature (Seal) OPTIONAL INFORMATION it couid prevent(rauduiew removal and rpottochmLnt of this I Although the informotion in this section is nor required by 10 W' . meni. ,-1,,c,A1iedyrnent to on unauthorize.d document and rnoy prove Useful to per_�ons reiying on the attached docu Description of Attached Document tisattachedtoadocurnent _��e!hod of Signer Identification The preceding Certificate of Acknowledgmen Proved tome of)the basis of satisfactory den titled/for the purpose of )ofidenrficarion () credible witness(es) notary journal on: Notarial event is detailed in Paqe Entry 4- containing pages,and dated Notary contact: The signer(s) capacity or authority is/are as: [-1 Individual(s) Other Additional Signer(s) L signef(.,)Thurnbpr�nt(,) Partner-Limited/General Other oil-fiee 877-349-6588 ot 0;i us on the Inte—t at http;//-Nw%,t,.notaryrolary�oni - r 1994-065536 • .� V 1 —MEIV— 9 '4 11 : 05 AM 742 !jFFIC?ail RECDnEi- Recording Requested By: ) 5AH DIEGO C[1i;NiY ECDkDEF:'� OFFICE When Recorded Mail To: ) �F; 14 .0 �EEz. '•'I�' City Engineer qF; :�•`!'� City of Encinitas 505 South Vulcan Avenue ) Encinitas CA 92024 ) AGREEMENT FOR IMPROVEMENTS IN PUBLIC RIGHT-OF-WAY (LIEN CONTRACT) Assessor's Parcel Project No. :-FN 54-55Q No. 258-190-21 This AGREEMENT executed this 3rd, day of October 1994 , by and between Rnher; T Liis tana, Jamgg G. Austin and Stephen D. T' , ons hereinafter called the OWNER, and the CITY OF ENCINITAS, a political subdivision of the State of California, hereinafter called the CITY, is as follows: WHEREAS, the OWNER owns property described as: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE WHEREAS, the OWNER is currently proposing nonyersion Qf an building existing gtorage to retail use WHEREAS, the property is adjacent to an incomplete street, and WHEREAS, the improvement will generate more traffic and the OWNER has agreed to provide the right-of-way and/or improvements in accordance with Title 24 of the City of Encinitas code, and WHEREAS, pursuant to Title 24 of the City of Encinitas code, the City Engineer has recommended that construction of those improvements required by the CITY to be constructed by the OWNER be postponed and that the OWNER be required to execute an agreement to construct said improvements in the future and to grant a lien to the CITY upon said property to secure the cost of construction of said future improvements, and WHEREAS, the OWNER is agreeable to the execution of such an agreement; bp3753a L 743 NOW THEREFORE, IT IS AGREED by and between the parties hereto as follows: 1) The CITY agrees to accept the dedications, if any, and upon the completion of the improvements required herein to the satisfaction of the City Engineer, agrees to dedicate said improvements to the public and for public streets. 2) The OWNER, in lieu of making_ the improvements specified herein, and required by c,=X_ 23 36 of Municipal Code agrees, covenants, and promises that he/she will install, construct, or cause to be installed or constructed the improvements herein set forth at a time satisfactory to the CITY, provided, however, that the OWNER shall not be required to complete said improvements before October 3, 1995 or within such further period of time as is hereafter specified by the CITY, or such extended period of time which may have been specified by the CITY: a) When the City Council has initiated assessment proceedings over an area between intersecting streets on both sides of the street upon which the property herein described has frontage; or b) When owners of more than 60% of the frontage, between intersecting streets on both sides of the street upon which the property herein described has frontage, have petitioned the CITY to form an improvement district for the improvement of said streets and the CITY initiates such proceedings. Such improvements shall be made without cost or expense to the CITY. The CITY estimates that the cost of construction of said improvements at the time of the signing of this Agreement is $1,7Q .Qom_ (Exhibit "B") . The OWNER hereby acknowledges that said cost is a reasonable estimate of construction costs at this time and that the actual cost of said improvements at some time in the future may exceed this estimate; and the OWNER hereby agrees that his/her obligation under this Agreement extends to the actual cost of construction of said improvements, notwithstanding it may exceed such estimate. 3) That for the faithful performance of the promises and covenants herein contained the OWNER hereby grants to the CITY a lien upon the property herein described, and in the event the OWNER, his/her successors, heirs, assigns, or transferees fail to install and construct said improvements in the manner and within the time specified herein, he/she agrees that the CITY may do all of the following: a) Install and construct said improvements by contract or otherwise, and grant permission to the CITY or its contractor and his/her employees to enter upon any bp3753a . 4r 744 �r portion or portions of the property reasonably necessary for said construction, and the entire cost and expense of said improvements shall be charged against said property. Said cost and expense shall be payable by said OWNER, his/her successors, heirs, assigns or transferees, immediately upon completion of said improvements, and in the event the same is not paid within thirty (30) days from said completion, the CITY may foreclose said lien as provided by law for the foreclosure of mortgages, and the OWNER agrees that the amount of said lien shall include reasonable attorney's fees which shall be taxed as a cost in any suit for such foreclosure. b) Direct the City Engineer to estimate the cost of the work required to complete said improvements and foreclose said lien in said amount. C) Foreclose said lien as a mortgage. d) Pursue any other remedy, legal or equitable by law for the foreclosure of a lien, and the OWNER, his/her heirs, successors, assigns and transferees shall pay reasonable attorney's fees to be taxed as a cost in said proceedings. 4) That it is agreed that anything herein contained to the contrary notwithstanding, the promises and covenants made herein shall not be binding upon the holders, mortgagees, or beneficiaries of any purchase money mortgage or trust deed, for value which has been or may in the future be executed by the OWNER, his/her heirs, successors, representatives, assigns, or transferees, and the lien hereby created shall be and is hereby subordinated to and declared to be inferior and subsequent in lien to the lien of any such purchase money mortgage or trust deed. The lien hereby created shall likewise be of no force or effect against any owner whose title to the property herein described is acquired by or as a result of a foreclosure or trustee's sale of any such first mortgage or first trust deed. 5) That at any time during the period herein provided, the OWNER, his/her heirs, successors, representatives, assigns, or transferees, may place a cash deposit or post a form of surety satisfactory to the CITY to charge said surety with the cost of said improvements, the amount of security to be the estimated cost of improvements, as ascertained by the City Engineer at the time of the request., and that upon deposit of said cash or posting of said surety the CITY agrees to release the property, or any portion of it under single ownership, from the provisions of the Agreement, and to execute any necessary release to enable the OWNER, his/her heirs, successors, representatives, assigns, or his/her transferees to clear the record title of the property so released of the lien herein imposed. bp3753a `. 745 6 The OWNER will cause to be constructed, in accordance with CITY standards, at his sole cost and expense, the following improvements: lineal feet. Face of curb 1) Curb and gutters, to be located feet from the centerline. 2) Sidewalk, , .107 square feet.,, 3) driveway(s) feet wide. 4) Roadways, 5) Drainage: as required. 6) Other: a) Clearing and grubbing, as required. b) j7�1 :k�7�X�I�37CX& I��f3X C) Plant 2 Mexican Fan Pal d) p )ert sitana Jam Ash r St A D. l.mmons Signature of owners to be notarized. Attach the appropriate acknowledgements. XF_�ENCINITAS City Manager bp3753a 4 S No.519: ��.-�■ yR��s� rs�r-rVtr�rVaC AL;rn1VY1/Lt>CL7t�iMENT 35S$SSSSSSSS OPTIONAL SECTION State of ' CAPACITY CLAIMED BY SIGNER Though statute does not require the Notary to County OKS - ? fill in the data below, doing so may prove in uable to persons raying on the document. Can !� � Z � before me,�� /�'T1S�U. ' !`f � INDIVIDUALS DATE% NAME,TITLE OF OFFICER-E.G.,'JAN DOE.NOTARY PUBLIC /T!}8�.� �_ Ur 4 4` ' � � «�(/.S [e CORPORATE OFFICER(S) personally appeared E( F SIGNER($) T TITLE(S) PARTNER(S) LIMITED 15' 1❑personally known to me - -' proved to me on the basis of satisfactory evidences,, a GENERAL / to be the person(s) whose name(s) is ar subscribed to the within instrument and ac- ATTORNEY-IN-FACT knowledged to me that he/sh a xecuted ❑TRUSTEE(S) the same in his/her hei authori�d GUARDIAN/CONSERVATOR woTA�a pUf�if".�t�l capacity(ies), and that y his/he(the OTHER: L COMM.NUMBER IOf)6322 signature(s) on the instrument the person s), sANOleaoCOUNTY or the entity upon behalf of which the person(s) acted, executed the instrument. SIGNER IS REPRESENTING: WITNESS y han and official eal. NAME OF PERSON(S)OR ENTITY(IES) SIGNATURE OF NOTARY OPTIONAL SECTION THIS CERTIFICATE MUST BE ATTACHED TO TITLE OR TYPE OF DOCUMENT THE DOCUMENT DESCRIBED AT RIGHT: NUMBER OF PAGES DATE OF DOCUMENT Though the data requested here is not required by law, OTHER THAN NAMED ABOVE it could prevent fraudulent reattachment of this form. SIGNER(S) 01993 NATIONAL NOTARY ASSOCIATION-8236 Remmet Ave.,P.O.Box 7184•Canoga Park,CA 91309.7184 747 EXHIBIT A Parcel 9 of Parcel Map No. 12092, in the City of Encinitas, County of San Diego, State of California, according to Map thereof, filed in the office of the County Recorder of San, Diego County, May 6, 1982 , being a division of a portion of the Atchison, Topeka, and Santa Fe Railway Companys station grounds in Section 16, Township 13 South, Range 4 West, San Bernardino Meridian, according to official Plat thereof. EXHIBIT "B" •. CITY OF ENCINITAS u ESTIMATE OF QUANTITIES AND COST 70 Reference �`+ F'�G "F" `ice- - Ares Road Quantities by Data 8-15=94 Estimate By WCO Date No. Quantity Unit Item Unit Price Amours k 2.90 3 , 210 2 2 each I Mexican Fan Palm 275.00 550 M I This is an ESTIMATE ONLY.Quantities, units and sizes may be modified and are subject to the approval of TOTAL 3 ,760 the final engineering plans by the City Engineer. Remarks: Recording Requested By: ) THE OR.IGINALOFTHIS DOCUMENT WAS RECORDED ON MA`(11:2010 DOCUMEP-JT NUP,ABER. 2010-0236510 City of Encinitas ) DAVID L. BUTLER. C:O[JNTY'RECORDER SAN DIEGO COUN-r-( RECORDER'S OFFICE When Recorded Mail to: ) TIME 148 PM City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 j SPACE ABOVE FOR RECORDER'S USE FOR THE BENEFIT OF THE CITY PUBLIC SEWER EASEMENT Assessor's Parcel No: 258-161-11 Case #: 05-237 TM/DR/CDP PACIFIC STATION PROPERTY LLC., h DELAWARE of the LIMITED LIABILITY n the City of hereinafter called GRANTOR(S), are t Encinitas, County of San Diego, State of California, described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF, do(es) hereby grant, convey, and dedicate for valuable consideration to the City of Encinitas, State of California, hereinafter called GRANTEE, a Public Sewer Easement, subject to the terms and conditions 'I'twh ch s attached and Resolution made a part adopted October 28, 2009, included a s EXHIBIT "D hereof, the real property described as follows: SEE EXHIBITS "B" and "C" ATTACHED HERETO AND MADE A PART HEREOF. GRANTOR: OWNER SIGNATURE BLOCK PACIFIC STATION PROPERTY LLC, a Delaware limited liability company By: Pacific Station Holdings LLC, a Delaware limited liability company, its sole Member By: Pacific Station LLC, a California limited liability company, ki ManaWFox, 11, �, By: W. Neil anager By:4ohn ald Associates, LLC, rnia li it bility y, Manager By: Wal , Manager GRANTEE: This is to certify that the interest in real property conveyed by deed or grant to the City of Encinitas, a Municipal Corporation, is hereby accepted by the undersigned agent on behalf of the City Council of the City of Encinitas pursuant to authority conferred by Resolution of the City Council of the City itaoeddon Nv mb r9 1994 and recordation thereof by its duly er. Peter Cota-Robles Date Director of Engineering Services City of Encinitas CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of S 1kn�V v` I On\� J � ',\ before me, Here Insert and Title: f he Officer Date personally appeared V\�l1 Pl n Names)of Signers) who proved to me on the basis of satisfactory evidence to be the persono whose name) is/Ke subscribed to the within instrument and acknowledged to me that he/5hb/tl}46y executed the same in his/kbr li�k6ir authorized capacity�j ), and that by his/bet`/ter signature,( on the instrument the person, or the entity upon behalf of which the person(?s acted, executed the instrument. PATRICIA GALLEGOS Commission * 1764734 1 certify under PENALTY OF PERJURY under the laws Notary Public -California of the State of California that the foregoing paragraph is San Diego County Wcorrm.eq*mSep22,2011 true and correct. WITNESS my hand and official seal. Signature �L r Signatur otary Public r Place Notary Seal Above OPTIONAL Though tha information o Id prevent fraudulent removal and reattachment of this l form to anotherydocument document Description of Attached Document Title or Type of Document: Number of Pages: Document Date: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual El Individual El Corporate Officer—Title(s): ❑ Corporate officer—Title(s): ❑ Partner—❑ Limited [I General ,. ❑ Partner—❑ Limited ❑ General ❑Attorney in Fact • • Top of thumb here ❑ Attorney in Fact To of thumb here Top ❑Trustee ❑ Trustee ❑Guardian or Conservator Cl Guardian or Conservator ❑Other: ❑ Other: Signer Is Representing: Signer Is Representing: ©2007 National Notary Association•9350 De Soto Ave.,P.O.Box 2402•Chatsworth,CA 91313-2402•www.NationalNotary.org Item 65907 Reorder:Call Toll-Free i-800-876-6827 �r CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County ofd Ald�- //vJ' o�/O before me, �19 l� ' On /�a(' —_---- Here Insert Name and itle of the Officer Gate personally appeared u o n ' Namefs,o+s�gner�si who proved to me on the basis'of satisfactory evidence to be the person( whose nameV) is/afe subscribed to the within instrument and acknowledged to me that he/si�e/t+�ey executed the same in hiss" authorized OFFICIAL SEAL capacity(+ea), and that by his/weir signature(-5) on the ' JOYE DAWN CATO instrument the person(g), or the entity upon behalf of 03 ; NOTARY PUBLICCALIFDRNIA which the person(s) acted, executed the instrument. COMM.NO. 1789146 SAN DIEGO COUNTY ^� MY COMM.EXP.JAN. 182012 t certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature Signature of Notary Public Place Notary Seal Above EXHIBIT "A" LEGAL DESCRIPTION OF PROPERTY ALL OF TRACT NO 05-237 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO 15722 RECORDED OCTOBER, 10, 2008, IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY. ® \,NN0 t? LS 5211 P.061301i a _ \. EXHIBIT "B" LEGAL DESCRIPTION OF EASEMENT THE NORTHERLY 7.00 FEET OF THE OU OF SAN DIEGO, STAOTE OF NO 05- 237 IN THE CITY OF ENCINITAS, COUNTY P THEREOF NO 15722 RECOR CALIFORNIA, ACCORDING TOH ACOUNTY RECORDER O SAID SAN D EGO ER, 10, 2008, IN THE OFFICE OF COUNTY. EXCEPTING THEREFROM RECORDED 1 PORTION LYING EASTERLY OF THAT CERTAIN RECD SEWER EASEMENT 2, 1952 N BOOK 4469 AT AGE 443 OF OFFICIAL RECORDS OF SAID SAN DIEGO COUNTY. p,ND 3 r LS 5211 .06130111 TF OF Q J a W �CE V �O V --� Z w cr- 1 W z w a o W�� a ¢ a cWn¢Q _ _ - - - - - rll En - - - II Cl- II U �. I CIE Z LLJ I CL W Ln I w C:L I W Q I U cr- U-i I I Q z VW Er) ,00'L II Q I �—i L'V Co UL go = Q 00'b I 00'� W s >< LLJ J I II yCIS . , ca TOT AMH I om � . e — e 1SdpJ S n e EXHIBIT "D" Terms and Conditions for Dedication of Public Sewer Easement The dedication or irrevocable offer of dedication made by the Grantor named in the document dedicating or offering the dedication of public sewer easement for the benefit of the City of Encinitas, hereinafter Grantee, is for valuable consideration and is subject to the following terms and conditions. The dedication or irrevocable offer of dedication shall be for a perpetual easement and right-of-way upon, through, under, over, and across the hereinafter described real property for the installation, construction, operation, maintenance, repair, replacement, and reconstruction of sewer pipe lines and/or mains, manholes, sewer lateral pipe lines, and all structures incidental thereto, for ingress and egress for public sewer maintenance and repair, together with the perpetual right to perform grading, to extend embankment slopes beyond the limits of the dedicated easement as deemed by Grantee necessary for the construction and maintenance of facilities within said easement, and to remove buildings, structures, trees, bushes, undergrowth, flowers, and any other obstructions interfering with the use of said easement and right-of-way by Grantee, its successors or assigns and in addition thereto, to remove soil and other materials within said right-of-way and to use the same or in such manner and at such locations reconstruction, and maintenance deof proper, d sewer lanes or necessary in the construction, structures incidental thereto. To have and to hold said easement and right-of-way unto itself and unto its successors and assigns forever, together with the right to convey said easement, or any portion of said easement, to other public agencies. The real property referred to herein and made subject to said easement and right-of- way by this grant is situated in the City of Encinitas, County of San Diego, State of California, and is more particularly described in the document dedicating or offering to dedicate the sewer easement. The Grantors may, at their own risk, use the surface of the above described real property in a manner that will not interfere with or be detrimental to the use of said easement and right-of-way by Grantee, its successors and assigns, provided no trees shall be planted or grown thereon. The Grantors hereby covenant and agree for themselves, their heirs, successors and assigns, that there shall not be constructed or maintained upon the above described real property or within said easement and right-of-way any building or structure of any nature or kind that will interfere with the use of said easement and right-of-way by Grantee, its successors or assigns, or that will interfere with the ingress or egress along said easement by said Grantee, its successors or assigns. The Grantee hereby covenants and agrees for itself, its successors and assigns, not to prevent the Grantors, their successors or assigns, from crossing over said real property and agrees that the Grantors, their heirs, successors and assigns, may enjoy the continued use of the surface of said real property herein described, subject to the conditions above stated; and the Grantee hereby covenants and agrees that after the installation of any pipe line by it in any excavation made by it in the above described vation made by it so as to fill easement and right-of-way it will backfill any such exca said excavation as nearly as practicable to the level of the surrounding ground, and will replace any oiled, asphalt or concrete surface with like material and will replace any fence removed by it. The Grantee, its successors and assigns, shall be responsible for operating, maintaining, and keeping in good repair the described works of improvement. This dedication may be terminated and the right to accept the irrevocable offer of dedication may be abandoned in accordance with the vacation procedures in Section 8300 et seq. of the Streets and Highways Code of the State of California. The termination and abandonment may be made by the Grantee. At time of acceptance of this offer, any and all trust deed(s) and easement(s) shall be subordinated to the dedication or offer of dedication of sewer easement. Grantor agrees that Grantor's duties and obligations under this offer of dedication are a lien upon the subject property. Upon notice and opportunity to respond, Grantee may add to the tax bill of the Grantor any past due financial obligation owing to the Grantor by way of this offer of dedication. If either Grantor or Grantee is required to incur costs to enforce the provisions of this offer of dedication, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorney's fees, from the other party. The Grantee may assign to persons impacted by the performance of this offer of dedication the right to enforce this offer of dedication against the Grantor. CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT �r�.�rY=�;�,�� .crcY•c�c�,�C'.c—c'.e:c,e;�.cC.:c�;�=�'•remcc`.cfc�C';crncc:G,c:r`.c:!`,cC'.c:rc>t',c:rce.ce,e;ace+,eye;c:c.cr.�:re:oc�C',c:ccccccecrc(sc�Y� State of California � 2 fi Count y of On �d before me Date Here insert Name and Te it of the Officer fi 1, i�,�,�cs personally appeared �� Name(s)of Signers) I. who proved to me on the basis of satisfaG,tory evidence to be the person(s) whose name(s is re subscribed tot within instrument and acknowledged e that he/ e/they executed the same in ger/the ir authorized capacity(ies), and that by RANDA G. MILUOUR er/their signature(s) on the instrument the Notary X1709664 ��,nuesc.Cam,rr, person(s), or the entity upon behalf of which the , San Diego County person(s) acted, executed the instrument. '6�I My mission Exp.Jan.6;2011 s I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature: Signatur Notary Public Place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. ? Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Name: ❑ Corporate Officer—Title(s): ❑Corporate Officer—Title(s): , ❑ Individual El Individual s ❑ Partner—❑Limited ❑General 7of b he re ❑Partner—❑Limited ❑General Top of thumb here ❑ Attorney in Fact El Attorney in Fact ❑ Trustee ❑Trustee fi El or Conservator ❑Guardian or Conservator El Other: ❑Other: I Signer Is Representing: Signer Is Representing: �K 4 Item N5907 - ...��cr<,`�,t�4��".�."r=�C.`�kn"'•='�r`�4"�k`�`uS�=4^�?�S�=CSC-.�"r-f> ©2009 National Notary Association•NationalNotary.org•1-800-US NOTARY(1-800-876-6827) THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON AUG 10: 2010 DOCUMENT NUMBER 2010-0411119 DAVID L BUTLER COUNTY RECORDER '=,AN DIEGO COUNT`,'RECORDER'S OFFICE RECORDING REQUESTED BY AND, ) TIME. 153 PM WHEN RECORDED MAIL TO: ) CITY CLERK ) CITY OF ENCINITAS ) 505 SOUTH VULCAN AVENUE ) ENCINITAS, CA 92024 ) SPACE ABOVE FOR RECORDER'S USE ENCROACHMENT MAINTENANCE AND REMOVAL COVENANT ENCROACHMENT PERMIT NO. 10601-PE A.P.N. 258-161-11 Planning Case#: 05-237 TM/CDP Grading Plan: 718-G An encroachment permit is hereby granted to the Permittee designated in paragraph one, Exhibit"A", as the owner of the Benefited property described in paragraph two, Exhibit"A," to encroach upon City Property described in paragraph three, Exhibit"A", as detailed in the diagram, Exhibit"B". Exhibits "A" and "B" are hereby incorporated herein by this reference as though fully set forth at length. In consideration of the issuance of this encroachment permit, Permittee hereby covenants and agrees, for the benefit of the City, as follows: 1. This covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees, and assigns of the respective parties. 2. Permittee shall use and occupy the City Property only in the manner and for the purpose described in paragraph four, Exhibit"A". 3. By accepting the benefits herein, Permittee acknowledges title to the City Property to be in the City and waives all right to contest that title. 4. The term of the encroachment permit is indefinite and may be revoked by the City and abandoned by Permittee at any time. The city shall mail written notice of revocation to Permittee, addressed to the Benefited Property which shall set forth the date upon which the benefits of encroachment permit are to cease. 5. City is entitled to remove all or a portion of the improvements constructed by Permittee in order to repair, replace, or install public improvements. City shall have no obligation to pay for or restore Permittee's improvements. 6. Permittee agrees to hold harmless, defend and indemnify from and against all claims, demands, costs, losses, damages, injuries, litigation, and liability arising out of or related to the use, construction, encroachment or maintenance to be done by the Permittee or Permittee's agents, employees or contractors on City Property. 7. Upon abandonment, revocation, completion, or termination, Permittee shall, at no cost to the city, return City Property to its pre-permit condition within the time specified in the notice of revocation or prior to the date of abandonment. 8. If Permittee fails to restore the City Property, the City shall have the right to enter upon the City Property, after notice to the Permittee, delivered at the Benefited Property, and restore the City Property to its pre-permit condition to include the removal and destruction of any improvements and Permittee agrees to reimburse the city for the costs incurred. Notice may be given by first class mail sent to the last known address of the Permittee, which shall be deemed effective three calendar days after mailing, or by any other reasonable method likely to give actual notice. g. If either party is required to incur costs to enforce the provisions of this covenant, the prevailing party shall be entitled to full reimbursement for all costs, including reasonable attorney's fees. 10. Permittee shall agree that Permittee's duties and obligations under this covenant are a lien upon the Benefited Property. Upon 30-day notice, and an opportunity to respond, the City may add to the tax bill of the Benefited Property any past due financial obligation owing to city by way of this covenant. 11. Permittee waives the right to assert any claim or action against the City arising out of or resulting from the revocation of this permit or the removal of any improvements or any other action by the City, its officers, agents, or employees taken in a manner in accordance with the terms of the permit. 12. Permittee recognizes and understands that the permit may create a possessory interest subject to property taxation and that the permittee may be subject to the payment of property taxes levied on such interest. 13. As a condition precedent to Permittee's right to go upon the City Property, the agreement must first be signed by the Permittee, notarized, executed by the City and recorded with the County Recorder of the County of San Diego. The recording fee shall be paid by Permittee. Y4 14. Approved and issued by the City of Encinitas, California, this 8 day of v vs , 2016 AGREED AND ACCEPTED: PERMITTEE PACIFIC STATION PROPERTY LLC, a Delaware limited liability company By: Pacific Station Holdings LLC, a Delaware limited liability company, its sole Member By: Pacific Station LLC, a California limited liability company, its Manager By: W. Neil Fox, II, Manager Date By: John DeWald &Associates, LLC, a California limited liability company, Manager By' John DeWald, Manager Date (Notarization of PERMITTEE signature is attached) CITY 2!�/19//y I�APeter Cota-Robles Date Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT �(�,�:(',hrc:(`.c�(`.c�(`.car c:t^.c0.M.e;c`•c;!'.c:E',c—.'cLM.c�C'.e;Y`•c;<'.M.c>c.cc-.c(`�:e:cJC�E`.c�l>.c:(scG'.c:F'.cC'.c�C".cal':c:l..c.�.c�•M.cF'.cC.c�(SC:c':e:c.eXl`.c�Y':c:C`.c�f`.c�('.� '•c�.'y� fi fi State of California County of ,5 � t o by L�r fi On before mef, " r ""' Here Insert Name and Title of the Officer Date personally appeared Namm es)of Signer(s) S' who proved to me on the basis of satisfactory evidence to be the person(s) whose name( is re subscribed to tDhgLwithin instrument and acknowledged e that he/they executed the same in A G. MIIt.JOINC CEDer/their authorized capacity(ies), and that by RAND f er/their signature(s)nature(s) on the instrument the I Commission#F1709664 g i Notary Public-CWfornia erson(s), or the entity upon behalf of which the San Diego county person(s) acted, executed the instrument. �Iy Cgnmission Exp.Jan.6.2011 I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing I paragraph is true and correct. WITNESS my hand and official seal. ' Signature: -4-24 cCe✓ r Place Notary Seal Above Signa e of Notary Public r OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) '' S Signer's Name: Signer's Name: f ❑ Corporate Officer—Title(s): ❑Corporate Officer—Title(s): f ❑ Individual ,' ❑ Individual ❑ Partner—❑Limited ❑General Top of thumb here ❑Partner—❑ Limited ❑General Top of thumb here ❑ Attorney in Fact ❑Attorney in Fact ❑ Trustee ❑Trustee ❑ Guardian or Conservator ❑Guardian or Conservator ❑ Other: ❑Other: , Signer Is Representing: Signer Is Representing: m 5 ©2009 National Notary Association•NauonalNotary.org•1-800-US NOTARY ft-800-876-6827) CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County of EAR(N �\Q-�� - ng On tT`og' k `, before me, Here Insert Named Tit e o, e officer Date personally appeared (�Q.� ��X Nari of Signers) who proved to me on the basis of satisfactory evidence to be the personA whose name is/a ve subscribed to the within instrument and acknowledged to me that he/!4Y(e/tp6y executed the same in his/hpr/tl eir authorized capacity(ie0l and that by his/Yet/tpdr signature(;) on the instrument the person, or the entity upon behalf of Rii0A GALLEGOS which the personv� acted, executed the instrument. CommWton * 1769734 Notary PubNC -California I certify under PENALTY OF PERJURY under the laws San Oleo County of the State of California that the foregoing paragraph is Wcalfmblp 22,2011 true and correct. WITNESS my hand and official seal. Signature Signature of Notary Public Place Notary Seal Above OPTIONAL Though the prevent fraudulent removal and reattachment of this form persons document Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer(s) Signer's Name: Signer's Name: ❑ Individual ❑ Individual ❑ Corporate Officer—Title(s): El Corporate Officer—Title(s): ❑ Partner—El Limited E! General ❑ Partner—El Limited El General u Attorney in Fact F1 Attorney in Fact Top of thumb here Top of thumb here �-]Trustee ❑ Trustee ❑ Guardian or Conservator 1 Guardian or Conservator ❑ Other: ❑Other: Signer Is Representing: Signer Is Representing: ©2007 National Notary Association•9350 De Soto Ave.,P.O.Box 2402-Chatsworth,CA 91313-2402•www.NationalNotary.org Item#5907 Reorder:call Toll-Free 1-800-876-6827 By: W.W. Neil Fox, III, Manager By: John DeWald,&Associ tes LC, a California limited,(ability co an , Manager By: Date John id, a ager (Notarization of PERMITTEE signature is attached) CITY Peter Cota-Robles Date Director of Engineering Services CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of California County f 0 On before me, in Name and Ti e the Off er/ Here Dal personally appeared h r� Signer(s) ---------- who proved to me on the basis of satisfactory evidence to be the person whose names) is4i4:e subscribed to the within instrument and acknowledged to me that he/she/hey executed the same in his,41496*+ew authorized capacity(ieW, and that by r;l his/he4theiisignatureW on the instrument the OFFICIAL SEAL e which person(4, or the entity upon behalf of whi h th L MONIES NOTARY PbBLIC-CAUFORNIA 93 person(g) acted, executed the instrument. NOTAF NO.1810258 on COMM.C SAN DIEGO COUNTY I certify under PENALTY OF PERJURY under the 0 MY COMM.EXP-L�UG-�19,201�23 laws of the State of California that the foregoing paragraph is true and correct. W hand and official sea[. Si nature: Sig ub Place Notary Seal Above OPTIONA Though the information below is not required by law, it may prove valuable to persons relg-on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attacheqocument Title or Type of Document- 11 AjG1 N4ber of Pages: Document Date: a Signer(s) Other Than N med Above: Capacity(ies) Claimed by Signer(s) ; Name ame- Signer's Name: Signer j ❑ rate Officer—Title(s): El Corporate Officer—Title(s): 1W IN ❑Individual ❑ individual Limited EJ General Top of thumb here L1 Partner—71 Limited ❑General T thumb here El Partner—El ❑ Attorney in Fact ❑Attorney in Fact ❑ Trustee ❑Trustee 0 Guardian or Conservator f, El Guardian o nservator Ot El ❑Other: Signer Is Representing: Signer Is Representing: Item fl 5907 0 2009 National Notary Association•NationalNotary.org•1-800-US NOTARY(1-800-876-6827) EXHIBIT "A" TO COVENANT REGARDING ENCROACHMENT PERMIT NO. 10601-PE PARAGRAPH ONE: PERMITTEE PACIFIC STATION PROPERTY, LLC, A DELAWARE LIMITED LIABILITY COMPANY PARAGRAPH TWO: BENEFITED PROPERTY A PORTION OF PARCEL 9 OF PARCEL MAP 12092 RECORDED MAY 6, 1982 IN BOOK OF PARCEL MAPS AT PAGE 12092, RECORDED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY AND LOTS 4 AND 5 IN BLOCK 60, ENCINITAS, IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 148, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, JUNE 12, 1883, FURTHER DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEASTERLY CORNER OF SAID PARCEL 9 OF PARCEL MAP 12092; THENCE SOUTH 5 021'55" EAST ALONG THE EASTERLY BOUNDARY OF SAID PARCEL 9 A DISTANCE OF 480.00 FEET; THENCE SOUTH 84 038'05" WEST ALONG THE SOUTHERLY BOUNDARY OF SAID PARCEL 9 A DISTANCE OF 174.86 FEET; THENCE NORTH 5 622'18" WEST ALONG THE WESTERLY BOUNDARY OF SAID PARCEL 9 AND THE NORTHERLY PROLONGATION THEREOF A DISTANCE OF 214.66 FEET; THENCE NORTH 86 011'27" EAST A DISTANCE OF 26.25 FEET; THENCE NORTH 20 036'07" EAST, A DISTANCE OF 66.17 FEET; THENCE NORTH 5 940'13" WEST A DISTANCE OF 16.49 FEET TO THE EASTERLY PROLONGATION OF THE NORTHERLY BOUNDARY OF THE LAND CONVEYED IN DEED TO GEORGE YEE AND ANNA WONG YEE RECORDED NOVE24BER 15, 1991 AS FILE/PAGE O 1991-05913014" NIQ THE OFFICE SAID THE COUNTY RECORDER OF SAN DIEGO COUNTY; NORTHERLY BOUNDARY A DISTANCE OF 1.29 FEET TO A POINT ON THE WESTERLY BOUNDARY OF SAID PARCEL 9 OF PARCEL MAP 12092; THENCE ALONG THE WESTERLY LINE OF SAID PARCEL 9 NORTH 21 010144" EAST A DISTANCE OF 103.05 FEET; THENCE CONTINUING ALONG SAID WESTERLY BOUNDARY NORTH 5 021'55" WEST A DISTANCE OF 97.84 FEET; THENCE NORTH 84 03614" EAST ALONG THE NORTHERLY BOUNDARY OF SAID PARCEL 9 A DISTANCE OF 75.00 FEET TO THE POINT OF BEGINNING. PARAGRAPH THREE: CITY PROPERTY A PORTION OF THE SOUTHERLY HALF OF E STREET LOCATED BETWEEN VULCAN AVENUE AND SOUTH COAST HIGHWAY 101 LYING DIRECTLY ADJACENT TO AND NORTHERLY OF THE PROPERTY AS DESCRIBED IN PARAGRAPH TWO ABOVE AND A PORTION OF THE EASTERLY HALF OF SOUTH COAST HIGHWAY 101 LOCATED BETWEEN E STREET AND F STREET LYING DIRECTLY ADJACENT TO AND NORTHERLY OF THE PROPERTY AS DESCRIBED IN PARAGRAPH TWO ABOVE. PARAGRAPH FOUR: PURPOSE THE ENCROACHMENT IS FOR A "PACIFIC STATION" MONUMENT SIGN, ASSOCIATED ELECTRICAL, AND OTHER APPURTENANCES LOCATED WITHIN A PLANTER, WHICH IS ALSO MAINTAINED BY THE PERMITTEE, LOCATED ON E STREET ADJACENT TO THE "PACIFIC STATION' DEVELOPMENT. THE SECOND ENCROACHMENT IS A"PACIFIC STATION' MONUMENT SIGN THAT HANGS APPROXIMATELY THREE (3) FEET INTO THE PUBLIC RIGHT-OF WAY OVER THE EXISTING SIDEWALK ALONG SOUTH COAST HIGHWAY 101. MINIMUM THE VERTICAL S OM MOST OF THE SIGN OVER THE SIDEWALK SHALL BE EIGHT 8 FEET. \ ; -E ----- - E ---- X I D3= - 11,311 TO COVENTANT 1 REGARDING ENCROACHMENT PERMIT DETAIL OF ENCROACHMENT / ., N83• g 75.00' y FROF05ED 51GN APN:258-161-11 t_. I y t FROP05ED 51GN — — — — — — — — — — et,_C, �,e Ad 5 C-)Ve 75-____ HIG HWAY - - - - - _.--75-------------- S 1-t C, e__ c, - --- - - - - - - - - - - - - ❑ En) ❑ - El _ ° s - EXISTI NG ORH/E AFN: 258-161-11 G e o t e c h n i c s Incorporated San Diego El Centro Riverside May 20, 2008 Mr. John DeWald Project No. 0917-005-01 John DeWald & Associates Document No. 08-0386 1855 Freda Lane Cardiff, California 92007 SUBJECT: GEOTECHNICAL UPDATE AND GRADING PLAN REVIEW Pacific Station South Coast Highway 101 Encinitas, California References: Geotechnics Incorporated(2005), Geotechnical Investigation, The Toy Factory,South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, Document No. 05-1281, December 22. Pasco Engineering(2007),Grading Plan for Pacific Station,APN 258-161-11,Planning Case No. 05-237, 20-Scale, October 8. Dear Mr. DeWald: This letter confirms that we have reviewed the geotechnical aspects of the referenced grading plans for the subject project. It is our opinion that the grading plans are in substantial conformance with the recommendations contained in our referenced geotechnical investigation report. We appreciate this opportunity to be of service. Please feel free to contact us with any questions. �QCIAL GFLJ OTC W.LEE GEOTECHNICS INCORPORATED �t VANDERHURST 1125 125 No. CERTIFIED l f� ENGINEERING GEOLOGIST t2-31-o Thomas B. Canadv, P. E. 50057 ' `` Exp. W. Lee Vanderhurst, CEG Principal Principal Distribution: (2) Addressee (jdewald' (1) Mr. Michael Gaddie (mkgconsulting�cox.net) (1) Mr. Keith Minnie (kminnie ci?maplearchitects.coln) 9245 Activity Road,Ste. 103 • San Diego, California • 92126 Phone (858) 536-1000 • Fax (858) 536-8311 k. GeotechniCS A00000■, Ilicorpor ate San Diego Ed Centro Riverside November 13, 2007 Mr. John DeWald - Project No. 0917-005-01 John DeWald & Associates Document No. 07-0847 1855 Freda Lane Cardiff, California 92007 SUBJECT: ADDENDUM TO GEOTECHNICAL INVESTIGATION REPORT Re: Design Groundwater Elevation Pacific Station Encinitas, California References: 1) Geosyntec (2007), Evaluation of Groundwater Level, Proposed Pacific Station Project, Highway 101 and E Street, Encinitas, California,November 9. 2) Geotechnics Incorporated (2005), Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917-005-01, Document No. 05- 1281, December 22. Dear Mr. DeWald: In response to a request by Michael Gaddie, we have reviewed the referenced Geosyntec letter. A copy of the Geosyntec letter is attached. Based on Geosyntec's groundwater evaluation, we concur that a design groundwater elevation of 64 feet MSL may be used in the structural design. We appreciate this opportunity to be of professional service. If you have any questions or comments regarding this letter, please do not hesitate to contact us. GEOTECHNICS INCORPORATED 94�pE ESS/p�'f! � . 3, FyPA coo r" W. Lee Vanderhurst, C.E.G. 1125,___,,,, Thomas B. Canady, P.E. 50057 W No.=57 M Principal °C ~ 1< = Principal ��R � �� E'6/30/09 t? �i' � .t►�' � W.LEE Attachment: Geosyntec (2007) '�l�r �OQ` VANDERHURST , No.1125 i • GEFMF1ED Distribution: (2) Addressee gNQINEERING N9 122/31/0' b�2 OF C 9245 Activity Rd.,Ste.103 • San Diego,California 921.26 Phone(858)536-1000 • Fax(858)536-8311 10975 Fxncl�(�Bernardo Road Geosyntec suite-'100 127 S�v*t L)ie��i�.LA i)?i?7 consultants r= 9 November 2007 John DeWald John DeWald&Associates 1855 Freda Lane Cardiff, California 92007 Subject: Evaluation of Groundwater Level Proposed Pacific Station Project Highway 101 and E Street Encinitas, California Dear Mr. DeWald: Geosyntec Consultants (Geosyntec) is please to provide this letter presenting the results of our groundwater elevation evaluation at the Pacific Station project site in Encinitas, California. For this project, we have been provided with a copy of the Geotechnics, Inc. (Geotechnics) geotechnical report for the project, "Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California," dated 22 December 2005. For this project Geosyntec evaluated the Geotechnics report, performed a field investigation at the site, and researched the groundwater elevation in nearby wells and piezometers. Our field investigation consisted of installing three piezometers at the project site at the approximate locations indicated on Figure 1. The groundwater elevation within these piezometers was read at the time of installation (15 October 2007) and again on two other dates (26 and 30 October 2007). The boring logs for the piezometer installation are attached. Geosyntec had personal communication with Mr. Ronald Fisher at the Self Realization Fellowship Church (SRFC). SRFC has been measuring the groundwater elevation at their property for approximately 40 years. SRFC has two properties in the area where they measure the groundwater in numerous wells (approximately 20 wells). Mr. Fisher has been involved with the measurement of the groundwater within these wells since the mid-1960s and has personal knowledge of the groundwater elevation at the site. Mr. Fisher also had the documented groundwater elevation measurements in his possession when we discussed the groundwater elevation with him. Based on Mr. Fisher's recollection and the documentation,'he reported that the groundwater has not fluctuated more than 2 feet since the 1960s. In addition, the fluctuation in the groundwater elevation, was a lowering of the groundwater due to dewatering performed at their southern property. SRFC has a well on their property at their 939 2nd Street location adjacent to Highway 101 in Encinitas, California. This location is less than '/z mile from the erigi_neers I scientists I ii-ii-ovatars i i Mr. John DeWald 9 November 2007 Page 2 Pacific Station project site. The groundwater reported in this well has been measured at an elevation of approximately+62 feet,Mean Sea Level in 1981. The high groundwater elevation measured in the el t MSLcs Based on the review ofnthe piezometers is approximately +62 feet Mean Sea Lev ( ) Geotechnics report, our measurements of the groundwater waterlelev elevation appears to on-site piezometers, and our discussions with SRFC, the perched ground roximatel +62 feet MSL. relatively the same elevation over the past 25 years in the area, app Y We recommend a design groundwater elevation of 2 feet above this at +64 feet MSL (or 3 feet lower than the Geotechnics design elevation). Geosyntec is still awaiting additional laboratory data for the project unrelated to the groundwater elevation. A report describing the full extent of the Geosyntec investigation at the site will be presented in a supplemental report to this letter. Please contact us at (858) 674-6559 if you have any questions, comments, or if you need I additional information. i Sincerely I oP even M. itzwilliam,PE, F1 Fy Associate <<� y 2501 �� meter Locations Pi Figure 1 — ezo I Attachments: g Boring Logs OFCaL�F°�`� I i I i i I PAGW letter.110907.1tr.f.doe engineers 1 scientists 1 innovators 3 . . 4 y w k �F f i t Y. Si{ .dtY1 ll# N •.: ��', iii;,'2 ....,. I f�l i d � r lk 3 P-1 A 40 20 0 40 80 120 Feet V 1:80 Scale Piezometer Locations S Coast Highway 101 at W E Street Encinitas, Ca 8 Legend Geosyntec° Figure • Approximate Piezometer Locations consultants 1 Parcel Boundary San Diego November 2007 i 10875 Rancho Bernardo Rd,Suite 200 PROJECT Pacific Station Highway 101 Geosyntec San Diego,CA 92127 PROJECT LOCATION South-West Portion of Site Tel:(858)674-6559 PROJECT NUMBER SC0456 ConSUItMtS Fax:(858)674-6586 GS�FORM6 KEY SHEET -CLASSIFICATIONS AND SYMBOLS KE ;j EMPIRICAL CORRELATIONS WITH STANDARD PENETRATION RESISTA N vALUE'ALUESRELATIVE N VALUE' CONSISTENCY UNCONFINED COMPRESSIVE BLOWS/FT) DENSITY j STRENGTH(TONS/S0 FT)..... ............................I.................. ; (BLOWS/FT)............................ p-4 VERY LOOSE VERY SOFT <0'25 COARSE 5-10 LOOSE FINE 3 4 SOFT 0.25-0.50 11 _3p MEDIUM DENSE GRAINED 5-8 FIRM 0.50-1-00 GRAINED 9 15 1.00-2.00 3>500 VERY DENSE SOILS 16.30 VERY STIFF 2.00-4.00 SOILS 31 -50 HARD >4.00 >50 VERY HARD •ASTM D 1586;NUMBER OF BLOWS OF 140 POUND HAMMER FALLING R INCHES TO DRIVE k2 IN.O.D.,1.4 IN.I.D.SAMPLER ONE FOOT. PARTICLE SIZE IDENTIFICATION UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART >300 mm MAJOR DIVISIONS SYMBOLS DESCRIPTIONS BOULDERS WELL-GRADED GRAVELS, COBBLES 75-300 mm GRAVEL CLEAN Da GW GRAVEL-SAND MIXTURES, 19.0-75 mm AND GRAVELS D LrM_F OR NO FINES GRAVEL:COARSE 4.75-19 mm POORLY GRADED GRAVELS, GRAVEL:FINE GRAVELLY LITTLE OR NO COARSE SOILS FINES 1` GP GRAVEL-SAND MIXTURES, SAND:COARSE 2.00-4.75 mm LITTLE OR NO FINES 0.425-2.00 mm GRAINED SAND:MEDIUM MORE THAN GRAVELS SILTY GRAVELS,GRAVEL- 0.075-0.425 mm SOILS COARSE% WITH FINES GM sANDSILrMLXIURES SAND:FINE SILT 0.075-0.002 mm FRACTION APPRECIABLE CLAYEY GRAVELS,GRAVEL CLAY <0.002 mm RETAINED ON AMOUNT OF GC SAND-CLAY MIXTURES . ................. .................................................. ....................... NOA SIEVE FINES WELL GRADED SANDS, WELL GRADED-HAVING WIDE RANGE OF GRAIN SIZES AND APPRECIABLE SAND CLEAN i�¢SW GRAVELLY SANDS,LITTLE OR AMOUNTS OF ALL INTERMEDIATE PARTICLE SIZES NO FINES MORE THAN AND SANDS POORLY GRADED-PREDOMINANTLY ONE GRAIN SIZE,OR HAVING A RANGE OF 50°6 OF SANDY LITTLE OR NO .' POORLY GRADED SANDS, SIZES WITH SOME INTERMEDIATE SIZES MISSING MATERIAL FINES SP GRAVELLY SANDS,LITTLE OR COARSER SOILS NO FINES THAN NO.200 MORE AN SILTY SANDS,SAND-SILT TH SIEVE SIZE H SANDS SM MIXTURES COARSE WITH FINES FRACTION APPRECIABLE CLAYEY SANDS,SAND-CLAY PLASTICITY CHART PASSING N0.4 AMOUNT OF SC MIXTURES SIEVE FINES .......60 IN00.OANIC SLTS AND VERY FIRE SAM9. POCNFLOUR.SLTYOR CLAYEY FINE SANDS // LIN ML OR CLAYEY SILTSWITN SU°Lrt PLASTICITY 50 FINE SILTS LIQUID LIMIT INOROUII°°LAYSDFLwaTOrAEUUrA P / "A" INE j pLASTICr,'OR Y CLAYS,SMAY CLAYS, L H a O GRAINED AND LESS THAN 50 CL SILTY CLAYS.LEAN CLAYS / I, ORGANIC SILTS AND ORGANIC S I SOILS CLAYS / PI=o.7 (LL-2 I OL SILTY CLAYS OF Low S N / PLASTICITY T D 30 / INORO.AMC SILTS.MICACEOUS ON I E /C or OL MORE THAN MH DIAToMACEDUSF,NESVISDYOR SILTY SOILS. .. 50%OF EUSI C ILT C X / zo MATERIAL SILTS LIQUID LIMIT T, MH or H GREATER INORGANIC CLAYS OF HIGH j FINER THAN AND THAN 50 CH PLASTICITY,FAT CLAYS Y 10 SIEVE SIZE CLAYS �i ORGANIC CLAYS OF MEDIUM L OH TO HIGH PLASTICITY, ML or L ORGANIC SILTS PEAT,HUMUS,SWAMP SOILS 0 10 20 30 40 50 60 70 80 90 100 I HIGHLY ORGANIC SOILS PT H HIGH ORGANIC LIQUID LIMIT(LL){%) NOT E:DUAL SYMBOLS USED FOR BORDERLINE CLASSIFICATIONS OTHER MATERIAL SYMBOLS WELL SYMBOLS SAMPLER AND OTHER SYMBOLS HYDRATED .:d.. GRANULAR BULK SAMPLE :y Water Level at Time Siltstone Sand BENT NITS { Drilling,or as Shown ENTOTITE :1 Static Water Level j Sandstone Silt ROUT CORE SAMPLE FILTER PACK MSL:Mean Sea Level Siltstone/Claystone Silty Sand i GRAB SAMPLE AG Above Ground o Claystone Evaporite CONCRETE Surface NATIVE/ HAND AUGER Shale Artificial Fill BGS:Below Ground SLOUGH Surface I o _ CENTRAL- BTOC:Below Top of Siltstone/Sandstone Debris Fill IZER DRIVE SAMPLE Casing 2 Asphalt HSA:Hollow Stem Auger Conglomerate >.rt GROUNDWATER f;,• Concrete SAMPLE W Granitic 'b-_ BORING P-1 SHEET 1 OF 1 10875 Rancho Bernardo Rd,Suite 200 START DATE Oct 15,07 ELEVATION 76 FT MSL j Geosptec o San Diego,CA 92127 FINISH DATE Oct 15,07 Tel:(858)674-6559 PROJECT pacifflic Station Highway COIISLlltdilt3 Fax:(858)674-6586 LOCATION South-West Portion of S te1 GS FORM: BOREHOLE RECORD PROJECT NUMBER SC0456 BORE 1/99 SAMPLES i 0 C F x U` J Z a' = W ❑ MATERIAL m (L 0 p w COMMENTS j _ W a DESCRIPTION m w D 3 ❑ ~ wo rn W Z m o n Fill: Base Material Under 2.5"asphalt-ooncrete. 75 1 Terrace D?DOSits:Dense,moist,reddish to strong brown silty fine sand[SIA. 74 2 73 3 72 4 71 Composite sample 70 13!16!16 5 (P-1-1-1 and P-1.1-2) collected from material 6 69 at 5-10 feet. 7 68 I 8 67 9 66 10 6/9/9 65 11 64 12 63 13 62 14 ___ 61 Composite sample 15 — --- _ --- 4111/14 Medium dense,pale yellowish-gray,silty fine sand ISM], 60 oollec-1 and maters collected from material 16 59 at 15-30 feet. 17 58 18 57 19 Torrev Sandstone: Very dense,wet,pale yellow,fine sand with sift ISM]. 56 361 j 20 55 50/T' 21 54 0 22 0 53 23 r 52 24 51 LU 39! 0 25 50 50/2" W 26 49 i 27 48 ZS 28 W 47 m 29 46 z 30 50/4" } Bottom of boring at 30'4"bgs. 7 rr > II rEQUIPMENT ACTOR Tri-County NORTHING REMARKS: °z CME-75 FASTING o MTHD Hollow-Stem Auger ANGLE Vertical z DIAMETER 8-inch BEARING -- COORDINATE SYSTEM: o LOGGER A.Greene REVIEWER PRINTED Nov 9,07 SEE KEY SHEET FOR SYMBOLS AND ABBREV A noNS M ENUMBER-2 SHEET 1 OF 1 10875 Rancho Bernardo Rd,Suite 200 Oct 15,07 Elevation 78.00 FT.MSL G=o�sEpt San Diego,CA 92127 Oct 15,07 Tel:(858)674-6559 Fax:(858)674-6586 ific Station Highway 101 uth-West Portion of Site GS FORM: BOREHOLE LOG BER SC0456 CORE3 10100 SAMPLES I c� � io o c� O w } o., TIM COMMENTS DEPTH MATERIAL J J Weil m a o W a (ft) DESCRIPTION m JJ�Uu Construction W 3 p 8 S Material w Z o w a co m Fill: 3.5-inch asphalt-concrete over Class II V• V base. T • Terrace Deposits:Dense,moist,reddish brown • • to strong brown,silty fine sand ISM. - T� • Concrete 75 5 14/17116 Composite sample (P-2-1-1 and P-2-1-2)at 5-15 ft. 7112113 70 i 10 — —-'— — 35 gallons of 6/13112 Medium dense,moist,light brownish-yellow,fine benttonite grout sand with silt[SK. I 65 15 ——— —— — 6/13/20 Composite sample Dense,moist,pale grayish-yellow,poorly graded, iY:.:•:• . (P-2-2-1 and fine to medium sand,with few subrounded :c..• ;. P•2-2-2)at 15-30 ft. gravels(-1.54nch max.)(SP-GP). :p.':•,{D 1x50ibs bag of Torrey Sandstone: Very dense,wet,pale Enviroplug 60 grayish-yellow,poorly graded,fine to medium bentonite chips sand with silt(SM). 20 22150/2" i n 55 a 4 x 100 lbs bags of w 25 sand 50/5" i w i a' 50 a r Rig breaks down at >30 Bottom of boring at 30'bgs. 30 ft.bgs,unable to r, drive sample. rn 'I CONTRACTOR Tri-County NORTHING REMARKS: 3 EQUIPMENT CME-75 EASTING °o DRILL MTHD Hollow-Stem Auger ANGLE Vertical a DIAMETER 84nch BEARING -- COORDINATE SYSTEM: c o LOGGER A.Greene REVIEWER PRINTED Oct 30,07 SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS BORING P-3 SHEET 1 OF 1 j 10875 Rancho Bernardo Rd,Suite 200 START DATE Oct 16,07 Elevation 79.00 FT.MSL Geosyntec° San Diego,CA 92127 FINISH DATE Oct 16,07 Tel:(858)674-6559 ConSWtMtS Fax:(858)674-6586 PROJECT Pacific Station Highway 101 LOCATION South-West Portion of Site GS FORM: BOREHOLE LOG PROJECT NUMBER SC0456 CORE3 10/00 SAMPLES l O `D p J O O 0: w } o.. TIM COMMENTS DEPTH MATERIAL J J Well Q m o N > W a (ft) DESCRIPTION m J Construction > Material w z 0 w a m m o Fill: 1.5-inch asphalt over moist,dark brown, ilty fine sand(SM). •• • Terrace Deoosks: Medium dense,moist,light •� • yellowish-brown,fine sand with silt[SM]. Concrete • • j 75 5 8111116 Composite mple and 1 P-3-1-2)at 5-15 ft. I 70 10 35 gallons of 11114/19 bentonfte grout 11/17/21 65 15 9/16/24 I 1 x 50 its;bag of Enviroplug bentonite chips 60 � Ton Sandstone:Very dense,wet, 20 brownish-yellow,fine to medium sand with little 5015" Composite sample sit[StA]. (P-3-2-1 and P-3-2-2)at 20-30 ft. i 5016' � Becomes pale yellow,fine sand With trace sift o (SM-SP). 4 x 100 Ibs bags of 55 f/3 sand ci 25 50/9' w � I 'a I 50 30 27/50tV y Bottom of boring at 30'-8"bgs. 0 z CONTRACTOR Tri-County NORTHING REMARKS: EQUIPMENT CME-75 FASTING o DRILL MTHD Hollow-Stem Auger ANGLE Vertical DIAMETER 8-inch BEARING COORDINATE SYSTEM: oLOGGER A.Greene REVIEWER PRINTED Oct 30,07 SEE KEY SHEETFORSYMBOLS AND ABBREVIAMONS m Geotechnics Incorporated San Diego El Centro Riverside October, 26, 2007 John F. DeWald &Associates Project No. 0917-005-01 1855 Freda Lane Document No. 07-0800 Cardiff, California 92007 Attention: Mr. John DeWald SUBJECT: GEOTECHNICAL UPDATE Pacific Station, South Coast Highway 101 Encinitas, California Reference: Geotechnics Incorporated (2005). Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917005-01, Document No. 05-1281,December 22. Pasco Engineering (2007). Grading Plan for Pacific Station, APN 258-161-11, Planning Case No. 05-237, 20-Scale, October 8. Dear Mr. DeWald: In accordance with your request, we have reviewed the above referenced plans with respect to the recommendations presented in.the referenced report. We have visited the site to see if there have been substantial changes to the property that might affect the geotechnical recommendations. Additionally, we are providing updated seismic design parameters to reflect recent changes in building codes, and are presenting the results of an analysis of loading from the adjacent railroad tracks and rail traffic. GRADING PLAN REVIEW Our site reconnaissance did not reveal substantial changes to the site since 2005. As a result, it is our opinion that the recommendations, with the exceptions described herein, are appropriate for the proposed development. Based on our review, the referenced grading plans are in substantial conformance with the recommendations contained in the referenced geotechnical report. 9245 Activity Road,Ste.103 - San Diego,California - 92126 Phone(858)536-1000 - Fax(858)536-831-1 PROJECT NO.0917-005-01 DEWALD&ASSOCIATES DOCUMENT NO.07-0800 OCTOBER 26,2007 PAGE 2 SEISMIC PARAMETER UPDATE It is our understanding that the Pacific Station project has been designed in conformance with the new California Building Code (CBC). The following CBC seismic parameters may be used for structural design. They are based on the 2006 International Building Code. Site Class: C Site Coefficients,F,,: 1.0 F,,: 1.3 Spectral Accelerations, SDs: 0.938 SDI: 0.459 RAILROAD LOADING We analyzed the effects of railroad loading on the proposed shoring/retaining wall for the parking garage. The wall intersects a 1:1 projection from the railway easement. We were provided E80 as the appropriate loading from the Architect. The results of the analysis are presented on the following Figure 1. Note that these recommendations are for rigid walls. If other systems are planned, please contact Geotechnics Incorporated for additional recommendations. The recommendations presented herein are considered generally consistent with methods typically used in southern California, and have been developed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. Geotechnics Incorporated PROJECT NO,0917-005-01 DEWALD&ASSOCIATES DOCUMENT NO.07-0800 OCTOBER 26,2007 PAGE 3 We appreciate this opportunity to provide professional services. If you have any questions or comments regarding this preliminary report or the services provided, please do not hesitate to contact us. Respectfully submitted, GEOTECHNICS INCORPORATED omas B. Canady,P. E. 50057 P. Lee Vanderhurst, CEG 1125 Principal Principal Attachment: Figure 1, Surcharge Analysis x NAL GF` O � O Distribution: (4)Addressee �O VANDW.LEE ST N No.1125 pFESStp CERTIFIED NGINEEPJNG B. �Yq�� EGEOLOGIST 4, r Na 5W57 ��` 9lFOf CA��F�� rF CIV1 `44�,& / OF 0—% .: Geotechnics Incorporated 0 20 40 t� N w 60 N w � J 60 °up w `Y- F- o' DD g J 100 W I Z 1 120 I � I 140 160 30 35 0 5 10 15 20 25 DEPTH [FEET] Project No.0917-005-01 `G e o t e c h n i c s SURCHARGE ANALYSIS Document No. 07-0800 Incorporated FIGURE CITY OF ENCINITAS — ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: TELEPHONE: ,,Ya-s;at ,� ,�1,, c Lei:i 4A rj 5Yl i S�`Dr .-AG j Co � tv T-v _75 W7 7 a`I /v`'04C/9 4AXWIZQ9 �v ire cCs. � � rf �9 2 q r/ -;C7 ' c c cx�l7v v w S S Sir- ! /o 57t2-5- 2 /J gv y . zip GP --1-/- UG . o /-/ ut.� vee.� �� C. Pa rl f7)I-rvD tk e( >-i-�i' A111010(? E - N n-12r=�T • HaL E-zc A 4 AI-n yC-�7E J,/Xl (-v,� ' -4 C, V bac _ ctt, ox t3lticCf�`I/ j2 E-'1113107 C'g-rru, re ti-e,-A,,,-vC4 G "ot-c {k:' G -tl t tu,-� ,x,t'- rt- �.- i(`.e �c� 425 7'C C S 1004T �wKoirE ;� 5.9.mE L��•�i-nv�J C�E1TIr'C� 0,2 v t. c .5� OK 1-1#510? 7XEkjcA( bvIcts tti U"T om,4 5 - -r S,402-,C -a&—A E/-/(s o, t"/ta"s P CB A Fzv.2.►►.a/C> �� -y c v, !7 rc e 1vu2 T)4�-m o /tr!o sr�t crr t m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: TELEPHONE: y zi og 7=C. pt,4 y&W /()o Cr— -41— o� ��-/ r' ,/'c�► !�'� T1au �' LC 1 SECS • c o O ,�1 C� f!/i/�/.�t r ZE 6Z 0 .Gb L or- 404- �'tR ew 7V �z itlt- rz/ri1(� C7.iiD ©ice .e- ZVi, i "r,n - zz- cr., C' . `1�Z3�o9 �xr� /cD� S fU2mCO TL/aE rC ��Ix1 �✓�i C� SiYf. 2-t2z pvcr,F.rAj& 7bAtojaj2 7" , f}i L �.k.vr+• t ` EFT OLoq-NS 4 S .acs D,2a- irU i2v SS/ k/, p r %4rL, 1.v i4 eSrr C�,"i : 4112-6 o9 100 c T. 2>u(, 7;2iFA)&0 lftcn,06s A,4.o, 7Z Dck, C y� ��.i ern, Z 4�!/�1 CS r!//1 oiJ�' l�,I��!�r��Gy�J/� //Z(�1 P�'/ � Cf.�! Inc ,s�vw' 7YCnc h•i�J, lf 'Ti .,c /C4Va.,r/ 2�'t/� q Wo Lk OoC /8+r tZ C Puy cEb i- 45TLv/�.t°J G.v VQ lCQri el j OiC TV F ih/e-1 srx► - /of fK/ -5M . !l 33 /Ovu✓ec� ea .��ti sr�4 ,ion/ E,.c-o,,aweW,- 5 ,{ v 9 r2EW3- otm e Gt/k( /Oou re cf w iA9 /pe ( An&1/ 57 .If 33 , is� " ��/�' GA•c,/� �i"�viY/ r ` �.�, sTXI lo,�uc! � ��c � / :�,�fii s� �bfZ& 5 IS I dq -Too op 6 " r' /n! / 5 I f� '/�rmPol Rnq' 7L�AC F r /�1�Pi1�� 5 nq.,(o f YY - {�,l o 2 -1�p w'•,8�-/ oh le-1 ,J,-A, //�33 4nd g// 5n4 �D f cl�/ SIA9&W,4tt j C4 C, M0'j3 EGG OUL7 lrl--IG 6-1 1-71,e f7n e , 15-14 r 6rh , 1 o-+L,6 m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: and 6u,h y/ r• �/ v� C— s 1', S7►� . l o r2 Fs F72,-4#y ctecr7 / �'``�c N' L�'y�� /K2c6S (/rule.► C��t c< � ic.i,, 13,qc G F VAC.Q77p N - �k ,61x— /AJ-)000.42 0 /l► �r Seilce o.-7 Sn4. lo f Z`� i5 Novi c(�/noLEfE - 12 P C le 1e Jv6 GRAS vN 14o(_o kUtj t 17 fw,qs 90rW ue c-6,7 T/JD /TLUAS IN S 4vt L 2�e lard ci- n-It- rie,-an cc tra(f, c e -1 u N�C> fti c SZa o ! q7$eq f j5a?n A "7b g-( 6n tet On OK5 j •54Xr ck it, ca.• Greer. IT- COL-o S Z! ('�`� �/nf(� •� �N�-� CSrU � S�faC �� CCcn pfJU��. Uc� T �� ; - J D SOng, off; S C o �a sue- 127 * 9 w,� ,�v C t� et ►� .4 !�� f �-r� 4 .tea/p, A-A L-f�ST �� f�ttt"�5c� �PCS • I?�rrk;�� gcv��S u�f]`" f' 'fP r�'�rt rS Lllqloel Por Tx►^ Y'K"C-- gF c7''-oc€ &To v 9 r; 0 9 a✓► a ct�C Pry frr <� a c S �e r e fr m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: /nagt� 7�latt b ci6y Dj'e ula /!75 Az Af A/W AA-) C'o.#JP14t r5 - -Z6�v t cKos I�i!'�e-cnc v.�tG ��. �/ si�tZ, Ce �t�rs�T ��u,�a�r'L /-2�-/© .3'� SAC. cr✓�..t4urT �h: G'��L `� �� 5? i�:1��SC-Zr CAdWS A igr- 7at�BIZ- ;&r—;&r 77-je ,/� j)v/f-ju(,� bLC D tlZLZ77lul-J . 2r�w 5 v Cep �63 �¢°' it-�� TD►d�4-� lit.. ium. ,l1 6 SiYt T A C v+.�ov .T w j l E So.,f-tom S r/�l� o f=-( ,Ju 57 A5-7- 4-rke J.Li�1l 4j o-d c +p-,e rvtZA-c-- jOe'dr-%f-Ut f5 'fb 410 S93042 ��rnc /�G �/-lo�r/�v� -t Erns l Ks v r ��G 01) Or- '5'7)9 U c:ru S'` JCS e /emc Stu:L�2 � �x i TUB / lac mil n� F DA) ��Q , t V 57 J 1 V•e /"oVl� -se to Sc Dld� (oatinq clowri , ut-lee 'dndd�r c-ha lm, 11 t jt�,,lce on C/A+ri5 Ltl7 Q/� on m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: 7 c- V 7-2o-10 S/,OGw401- AEU Ai(. AeMO �oaL N c b4 rc C-AST, m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: 3�Z 3 -a9 G�c> i� cis r D � tlgo . +Xlo ew, S ,eerin /,...4f A C v�'�, c�is c i s -/-b 2 i L-L le its '.5c= c�� o j U ws b ec,Q.-7 eA cculn kn y-p /Y1 LS Show- all S l,eef Z- Ao �i 5 v.� of 42-1, C0/L,6 was AO2AR� /NTZ> 2-oi..J , '77-/F r SAC " Pc 1" t� A-" =cZPAV, S� ,5-b - G � ��a��u % �� nf� s� LiNl7cr �►( ,q yC"� 00 wr T'ZI qz ,2nSS /L• U L,y ��5�►r�`J ��j?� T7-�¢��v E�-�c-I ?b/!,C ol'�.¢.D c..�.y. -r-C 2 k. L� cit,n(s s ors tf STerZ LRS,NL� us1�� 4w Y•&r of - w V-CLL( dw s L . 0 3 30 oy ��n�. �5 Zit" /�� w �'usH� �G►n��,�i yZ" ('Cmavrh 9 r��;,.�min-�- -�•� loves Per•� to r'TN al c 'l /4'f p '77Jv cx i L=72 t7� is/G m14 4 2 9 6-v kFo 6,cw^ t"� :7' �fx10 60"ice i- �Lr es- '7t &zrJ0-3jE 0 /SPAI- Zcfrr �Q P/T = CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: S77U- Ai- A4 4-r-Pllll� 3 Or� /• tr 21131 nq TC. m,16 24,-v - TC'. &4`loj 3 be kefed 2tt"ZcP S�c�n rs our s 111PF SO em a� v ve l ha 5 .ScoiG,�lr�ll�c ��AG�Lf.�J oL t.�1/ytz w�� H-Nl_1 Irt/1 C,L f7�� 70/!c�f''_•d,c� • Lb$ n q I le Pr o� Z Vcr t2crAGtt ry- "L- .lz D !v 4.r- ar Z y(f RCp PC4 66:-_ -7xO 57)a- f(- 26v f 3 Z- 31-51617 AGE F VWk S c-i�r eG role 4.7'T'�� i<'v dK L n to Sc=n L Gt-d r GtJ / D. L�av� 0� -rc 4p c .3'rl-c�� j:C• fu�;x� 4•�! ,fie' en e -e�),Oc cloy Shur me -,l rZ-o T•C. v�mwc�w Ut°t- Prf o✓► 4ue-5r sr,OC z�F- 7t K5. x'13`0rj f3/2E 1077 Cvmpt f- ; o,IJ c;;�T S Irma- dK- O' l�iT 6.� S� Sri fC 7a Sr,44(- �� CtP�Lvs /holy%�Zc� A-t.� i3�Gs�� SST cEQ Fv� �-c Rc-��77N(� NL I2•D W• �-55u&5 Such as -Fu��y Gam( �-r�:l East 51d, 1--r# Evre Ptr fir, crL co.-, fl ucc 0^ FC(5+- 5;cie m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: TELEPHONE: ��77r.�J' tiin� �ucW �S?4�� ?EZl-f �$i�./i. STN ��.:rc• �t:s ?7.e!J�fv ' . c 5 017 'pq V,, ,/6 wv /D/ -font'/!lf C /leCl due- -7b ccl L,0 s � S 0 Z-V/379P— 111,q AV /AJS/X-461477""j RIaRlli i'i u71� h7c_ir�i�" 1��-!► � s aC( %� �. �� S'•r��.>a 4111i4r'V c z,1;.t:�Licr 5 A-'7- 101 c—/ /ha4,h blw Rt/G -T��r'f�lSi� �O rr��cfG G.1G w�' �2'�ii. �Jj�t 17o EST o1- geWOL TA�!cH >�Ep 4"TSI J V C�tuc,k ory E sT -Thy also �flx:/rc/ u l ,� ��,.�h Pr•► �7- stb.�� Z>XA,,J �4 u,J 4 ncd &-V(-cu v EM A- �►.�C�F wMrGF-1 �S iN Lo.J FUG°i- o o q G p"jo F C. we ^tldA4*,r-Ile -5)X60-IF s%�Au4LC: 41A.; c-, _ST-- swi v _ i //Jr 09 ,Alc. tTivil�j m14429 , CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: m- / op 62&Zu5 a .Z i- '?b r=7' je Zet, C' 2ews tvv/cam 12 rt/ 7vn/IT l .r / - ecA .sue rn�r �rAJ&Tw Ce#j &-Z&-44-f-70US- Cl- Z en 1-44 w j 3 oQ �u��,+c� ~�-, � - "✓�s��i(� t.urt-TZ'YZ rvi�t, E � t b(12-114106 L"tayT #41&k7S 1A'ux u u e-m72 po' o C—9 S�wtr Ac�aa . Ell( 6AcC 7le-.f a-ct 12-1 U• UIJ � S1 4ESIle ssaw• �k)" V i Cf-ttS Cw"C iL11 t?I.J PIS �.~ ' -tpryu , {' ►f-t. C� - vx) k(-)off` is bus nPsS "fb •`f"he of 0n et on I✓i C A-r -111 o m - ' �-I • 2 O F S-e.,a l a-FC: i S r zmv.-i ecl. "firo r►�i 1�r car s�s v d ISr �t'fi 11n 'A'fA. ALL- wisA �c Pi i Z�loo •T-•C. f�►1a rlGc� o�fi arc kT L n. ]� �-za2 w� !&�RyiL�S �n CZ1 �� "-levc'/l� . F rc " d"An+S o'ec` - 17rvi tW�erC +kt Q how 01 tezr7 r�c u-�'s}gal ��G1 o e - -f ' 12 F 1. e is j,riot' u —1 -c cy.te aC 0.4-0 D �5e"A- I Cwwci'Ro- O x I's ci f3', ' �rct' s+o fA A rein _ :>C i�-r,i� S•rU •� , 1 nStCt(t,-l' � PUC uk 0 CC s S r n ibc.,i e sy I Z9 v$ �u Aci rv,�( SinrGe -f IZ(l( Dve 7b {2i4rN t"n10 ti(vli TC Cis Pzr-sornvo 577.1,1-1-01 4oeA.t + 'i/ 6'o F OF 2 y " 2c P )0'�c s1-1"a4qo ASS% V -i GiNt; 3 o / tab /jT b�+�GFiwNL� srxr . /v t,b l2 f,(- c.+w7-7(, tQ_ u _ dnu U� r,C. #o Coco /U Aw S&E,TTL m14429 •'' N 5T14�i f►;u�A•Q,�W CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: �0 ; off; A 14o[% 4''" Srl Cofu7�,uu E� Nl6 FrT lc>a1d w� cw / - if o 5&71-uEk' A116- 7 �t1vl�� . catif�,uu 3f uNt�c h-to 79,--WCW a)OW /9-u- 7?,-(! w •-tu -7 -nc/ 5T7LC- ,�r v-w/-d—nice iin all /U/ .S'�Q c,CPC� L-�VC16-7f.`//el-11' AP /m sip of �-G►� r �n9 f,� rh�f� cjc .hs,e tru�Sf 5i�ftS, 7��c/ �S'•7(��°. Shor-7'- �� eC ot�>� 3,e %I 2 Oj •T moC. foCgN FD/� `�' •CC GSUf or ci✓ �'% n�`cil�-L C.4r►1ri� '�'►�S lt:��1C f S Cvn,��i►--�• �vq,0 Cc-osufZE iS f=Z�Q IQ�iSf� l��2 /►'�i9-�.J t.�� itn� 6�� 7-,C. �'. �, c feosurZ& �' S r-- �2r�S DR-c�yOiKG �� '7t7 s�f� Lcx,��'v asp c z-o- efL -70 its 4 �° v-elW lone,S Td-1 i� ZO C 4 to lo« L G s�.j'. t-1ztNo 2 fL, �i lfl�� (oa4 s1)iu�. 8�llc.Df�c. rCL�'t1%. �IVA'T� C-i9'I�rLItL 77 W,047 &4k1- pn"`whj, O►?I- /d a s�w� cPvss. I.r.L3� O F �� GfvsSg,, a f t�r` S r• -TY146fj CFA( OL O r9'?�- 'yl�rJ_ S S i7 W I �� Sh�a � ��fn � is t1ns�`cfih� m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: S7XQ7' n.%A�U�r4i» � Cl{i/r fi CS 9 342213 C��r Fnl�- r Aetd� lb ith a � s S--jr_ 5160 /.,J 17-And oL/fi c6- Cu�Se flo 9 /oloe> �pjlo4�� /• Co,477&L SET c•P �sco �rc� �AJ c a PLO yia �I ri ofj 7,C re url7e 9115106 A nME P0TN0L_jAA, Tba iqy on•{ /O/ , PU�ha/�' el f-Cl�l S, �,(i eJ S�rU/C P S� c CAS- 7/7 P-19 1_ j OC 4 AJ& CvAr n Av U IA-) e7r7UX OF E7 �T AWD 77-t� E�tsi srAE /o . w r r o n c h Orr t iS ret(Fr , me \� r a c a*l Q Zy Dp7�ouhlCG G� � c 2o5si Al - Czz 0/U S iro 08— 8,ic k- ern ati - c ',O'e.4-, IAJ5,�4 tL(� air/ S °rrt Z�U "I s71 F W 6 U � : CAF �?-rE wry SS oc Z,O ©9 'T, c C00J.ST. ExC4vAl&v PO -C Foe 'rHE" ell Q �� S �� c icc� .i^ place Piet, Jr m14429 CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: .k'cP ADD /e'rreC P rF,.fd -�} OuT /V T79t1-E--M - `Tip/ NI.� Co UNT7 of s7��G�NG i5 i�lstGt . T C Cco-ine - Also � C�T�' v� EL7�uJ • �� s G//�D� u'r !O ZZ o CLE:P4/) OU7- 77YE" A14v d /n/` z�r a- Cot �f k . Za( 1??,47,v 5C&POO /Ze777 v cm �t`�cftctb 06) /O Z3 OQj 7 C Co„�5 Z: COAQ)A 00 ltiU.2lG! c7N G(lr99�� 1-17CW 2 S r? acs .0t --you oe l E 69 ; s r C. OF X,.v /o/ - /VoLJ n 77L/F- fl ►[fi!/t?� C ,t3 ct Rr! e C o,JS i vac C,,t.10L2S w✓2� A 2 SS D. 1C ill C7tSt� 9-WO Pej / A r L919 1017910e,- CA—az All e Otis ra rn a �`$ �a,,✓1� - a �hP�rs h+ f ne:�s SDL-�S � l� Z o� of co LEA / r��i i7>i►-� 177c-Lean e5e—, �tbll 17e- UKI oars. �+s A / j4"r fle', m14429 Geotechnics Incorporated San Diego El Centro Riverside October, 26, 2007 Project No. 0917-005-01 John F. DeWald& Associates Document No. 07-0800 1855 Freda Lane Cardiff, California 92007 Attention: Mr. John DeWald SUBJECT: GEOTECHNICAL UPDATE Pacific Station, South Coast Highway 101 Encinitas, California Reference: Geotechnics Incorporated (2005). Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California, Project No. 0917005-01, Document No. 05-1281,December 22. Pasco Engineering (2007). Grading Plan for Pacific Station, APN 258-161-11, Planning Case No. 05-237, 20-Scale, October 8. Dear Mr. DeWald: In accordance with your request, we have.reviewed the above referenced plans with respect to the recommendations presented in the referenced report. We have visited the site to see if there have been substantial changes to the property that might affect the geotechnical recommendations. Additionally, we are providing updated seismic design parameters to reflect recent changes in building codes, and are presenting the results of an analysis of loading from the adjacent railroad tracks and rail traffic. GRADING PLAN REVIEW Our site reconnaissance did not reveal substantial changes to the;site since 2005. As a result, it is our opinion that the recommendations, with the exceptions described herein, are appropriate for the proposed development. Based on our review, the referenced grading plans are in substantial conformance with the recommendations contained in the referenced geotechnical report. 9245 Activity Road,Ste.103 • San Diego,California • 92126 Phone(858)536-1000 • Fax(858)536-8311 PROJECT NO,0917-005-01 DEWALD&ASSOCIATES DOCUMENT NO.07-0800 OCTOBER 26,2007 PAGE 2 SEISMIC PARAMETER UPDATE It is our understanding that the Pacific Station project has been designed in conformance with the new California Building Code (CBC). The following CBC seismic parameters may be used for structural design. They are based on the 2006 International Building Code. Site Class: C Site Coefficients,Fn: 1.0 Fv: 1.3 Spectral Accelerations, SDs: 0.938 SDI: 0.459 RAILROAD LOADING We analyzed the effects of railroad loading on the proposed shoring/retaining wall for the parking garage. The wall intersects a 1:1 projection from the railway easement. We were provided E80 as the appropriate loading from the Architect. The results of the analysis are presented on the following Figure 1. Note that these recommendations are for rigid walls. If other systems are planned, please contact Geotechnics Incorporated for additional recommendations. The recommendations presented herein are considered generally consistent with methods typically used in southern California, and have been developed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No warranty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. Geotechnics Incorporated PROJECT NO.0917-005-01 DEWALD&ASSOCIATES DOCUMENT NO.07-0800 OCTOBER 26,2007 PAGE 3 We appreciate this opportunity to provide professional services. If you have any questions or comments regarding this preliminary report or the services provided, please do not hesitate to contact us. Respectfully submitted, GEOTECHNICS INCORPORATED P. Lee Vanderhurst, CEG 1125 omas B. Canady,P.E. 50057 Principal rincipal Attachment: Figure 1, Surcharge Analysis ONAL �Fp Distribution: (4)Addressee O W LEA O� Q VANDERHUtZST No.1125 �fESSIQ CERTIFIED B. � F GEOLOGISTG C `P E2 9rFOF GAOFOQ` ca No =57 OF Ch1- � Geotechnics Incorporated 0 I I II III I I I I 20 I I 40 I I I LL 60 w N w a J +0 80 0 w vO (_ CO g Z W j 100 I w I I U Z I I II II 120 II 140 I I I II II I I 160 0 5 10 15 20 25 30 35 DEPTH [FEET] Project No. 0917-005-01 � Moon"-: e o t e c h n i c s SURCHARGE ANALYSIS Document No. 07-0800 Incorporated FIGURE HYDROLOGY AND HYDRAULICS STUDY FOR PACIFIC STATION PROPOSED MIXED USE DEVELOPMENT ON COAST HIGHWAY 101 05-237 TM/MUP/DR/CDP/EIA CITY OF ENCINITAS, CA PREPARED FOR: TOY FACTORY 101 ENCINITAS, L.P. A LIMITED CALIFORNIA PARTNERSHIP 1855 FREDA LANE, CARDIFF, CA 92007 DATE: DECEMBER 14, 2007 EESS�aa \GMEL �<! Lu cc m No. 71651 ° zcl Exp.IZ It OF F CALIF /Z-ITcrl BRIAN M. ARDOLINO, RCE 71651 DATE WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 TABLE OF CONTENTS SECTION Executive Summary 1.0 Introduction 1.1 Existing Conditions 1.2 Proposed Project 1.3 Off-Site Storm Drain Improvements 1.4 Hydrologic Unit Contribution 1.5 Post-Developed Anticipated Pollutants 1.6 Summary of Results and Conditions 1.7 Conclusions 1.8 References 1.9 Methodology 2.0 Introduction 2.1 County of San Diego Criteria 2.2 City of Encinitas Standards 2.3 Runoff coefficient determination 2.4 Hydrology & Hydraulic Model Output 3.0 Pre-Developed Hydrologic Model Output(100 Year Event) 3.1 Post-Developed Hydrologic Model Output(100 Year Event) 3.2 Post-Developed Hydrologic Model Output(50 Year Event) 3.3 Hydraulic Output 3.4 Hydraulic Calculations 3.5 85TH Percentile Calculation and Interceptor Specifications 3.6 Attachments 4.0 Isopluvial Maps Runoff Coefficients Off-Site Basin Maps M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for Pacific Station project has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed(existing) conditions and the post-developed(proposed) conditions produced by the 100 year 6 hour storm. In addition this report will propose the sizing of all necessary storm drain facilities and storm drain piping necessary for the storm drain system to safely convey the runoff from the 100-year rainfall event. 1.2 Existing Conditions The project site is located in Downtown Encinitas, and is bound by Highway 101 to the west, E street to the north, an extension of F street to the south and the railroad right-of- way to the east as shown on the Vicinity Map. la [ . I URI $ tee 41 t WC1WWM" tr.a.*1jfO A4s NTS The existing, irregular shaped, project site is currently occupied by a large metal building on the southern portion of the site and a single story wood building on the northern portion of the site. Paved parking surrounds both of the buildings. The drainage characteristics of the site consist generally of sheet flow from the northeast to the southwest, which ultimately discharges into Highway 101 where it is picked up in an M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 existing storm drain inlet and conveyed via public storm drain westerly to the Pacific Ocean. 1.3 Proposed Project The intent of the proposed project is to develop the existing site into a multi-level, multi- use building consisting of approximately 50,000 SF of residential, 40,000 SF of y retail/commercial and 10,000 SF of office professional. The proposed development consists of grading to create a pad suitable for the construction of the multi-level structure including two levels of underground parking and associated underground utilities. The underground construction will require nearly full build out of the lot, essentially creating an underground concrete structure with the three levels of multi-use plaza to be built upon it. Dealing with storm water is a significant concern and a great deal of effort has gone into incorporating a sustainable storm drain system into the design of this proj ect. All rainfall intercepted by the roof of the structure and runoff collected on the plaza level will be piped internally to the lower garage level. Storm water from both the roof and ground level, once piped down to the lower basement level will be treated in a storm water quality treatment device approved by the City Engineer, and pumped back to a cleanout on the surface where it will then be conveyed by pipe into the public storm drain system in F Street. Residual storm water runoff and other nuisance water generated in the two basement garage levels will be conveyed through internal piping to a separate system in the lower basement level. This water is of particular concern with regards to pollution and water quality due to its direct association with vehicle use and spills. Because of the great potential of this water to impact water quality most adversely, this water will be treated in an oil/grease separator and then filtered through a City approved hydrocarbon filter. After the two stage treatment this water will be pumped back up to an elevation suitable to be discharged via gravity into the public sanitary sewer system. Another concern with a project of this nature is groundwater,both in the construction and post construction phases. Groundwater encountered in the construction phase of the project shall not be allowed to discharge into the public storm drain system without explicit approval from the City Engineer. Construction groundwater shall be trucked offsite to an appropriate receiving point without this approval. There will be no permanent dewatering of groundwater proposed with this project. The building will be designed to handle the appropriate hydrostatic pressure. Refer to sheet 2 of drawing 718- G for construction temporary dewatering plan. 1.4 Off-Site Storm Drain Improvements As part of this project an off-site storm drain system will be constructed to collect runoff from the drainage basin to the east of the property. The collection points for the system M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc - PE# 1409 include inlets on Vulcan Avenue as well as inlet on E street. This runoff will be conveyed via 24" RCP to the projects southerly property line where an easement will be granted to convey the water westerly to the storm drain system in Highway 101. _ Additionally, to accommodate this runoff, the 18" RCP currently in Highway 101 and F Street will be upsized to a 30" RCP from the east side of Highway 101 to the intersection of 2nd Street and F Street. Hydrology and Hydraulics for the off-site improvements can be found in Sections 3.3 and 3.4 of this report. 1.5 Hydrologic Unit Contribution As identified by the San Diego Basin Plan, the proposed project site drains within San Marcos Hydrologic Unit, specifically the Batiquitos Hydrologic Sub Area(904.51). According to the California 1998 and 2002 CWA 303d list published by the San Diego Regional Water Quality Control Board, there are impaired water bodies that are associated with the Pacific Ocean Shoreline in this basin. The pollutant and stressor listed are bacterial indicators. The bacterial indicators are most likely the result of water fowl and migrating bird species that make the Moonlight State Beach area a nesting and foraging area. The proposed project has a relatively low concern for bacterial pollutants and therefore will have a low impact. Any impact will be adequately handled by the project storm water treatment system. Drainage from the site ultimately discharges to the Pacific Ocean, but the site does not directly discharge into the ocean itself. The path of discharge from the pre-developed and post-developed is as follows: initially collected in a storm drain inlet in Highway 101, conveyed in, conveyed in a public storm drain and discharged into the ocean. 1.6 Post-Developed Anticipated Pollutants The proposed project will most closely resemble the anticipated pollutants associated with commercial developments. Table 4.3 included at the end of this section, illustrates the pollutant categories typically associated with various categories of development. In this case the commercial development priority project category has been highlighted to illustrate the pollutant categories that will be addressed by the post-construction BMPs proposed for this project. Pollutants of concern, listed in Table 4.3, are grouped in the following categories: Sediment — sediment is defined as rock or soil particles that characterized as materials that are susceptible to erosion and are then transported and or deposited by wind, water, ice, or gravity. Sediment becomes a condition of concern when the concentration of sediment in a liquid causes the turbidity (concentration of suspended solids in a liquid) to increase. The potential results of high turbidity in our rivers, streams, and other receiving M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 waters include the reduction of spawning habitat, smothering bottom dwelling organisms, the suppression of aquatic vegetative growth, and fish kills due to clogging of fish gills. Nutrients — nutrients are defined as substances that an organism must obtain from its surroundings for growth and the sustainment of life. Nutrients are typically inorganic substances, which are most commonly found as mineral salts such as nitrogen and phosphorous. The primary sources of nutrients in urban runoff are eroded soils and fertilizers. High concentrations of nutrients can result in loss of dissolved oxygen in water, the release of toxins from sediment, decay of organic matter at an accelerated rate all which can be detrimental to aquatic life. Another result of the discharge of nutrients to receiving water is excessive aquatic plant and algae growth, which is also defined as eutrophication. Metals — metals are defined as chemical elements that are various opaque, fusible, ductile, and typically lustrous substances; which are good conductors of electricity and heat, form cations by loss of electrons, and yield basic oxides and hydroxides. Metals of concern are lead, copper, mercury, zinc, chromium and cadmium. Primary sources of metals of concern are raw materials that are constituents of non-metal products such as adhesives, paints, other coatings and fuels. High metal concentrations in storm water can interfere with reproduction and be toxic to aquatic organisms and other wild life. Trash and Debris — trash and debris are defined as substances such as paper, plastics, food and or yard wastes that have been haphazardly discarded. Trash and debris can be forms of organic matter and the degradation of which can result in a high biochemical oxygen demand (BOD). Water with a high concentration of BOD result in low water quality and in worst case scenarios can result in septic conditions. Oxygen Demanding Substances—oxygen demanding substances are defined as anything that can be oxidized in the receiving water with the consumption of dissolved molecular oxygen. These materials are usually biodegradable organic matter but also include certain inorganic compounds. The consumption of dissolved oxygen (DO) poses a threat to higher forms of aquatic life that must have oxygen to survive. The levels at which the DO concentration becoming threatening to aquatic life varies drastically between various species. Oil and Grease — oil and grease are defined as organic compounds with high molecular weight. Primary sources of oil and grease as pollutants of concern are motor oils, waxes, and fats and grease from restaurants and food processing operations. High concentrations of oil and grease result in low water quality as well as poor water aesthetics. Table 4.3 -Anticipated and Potential Pollutants from the Project Area General Pollutant Categories Priority Trash Oxygen Bacteria Project Heavy Organic & Demanding Fco,,il& & Cate ories Sediments Nutrients Metals Com ounds Debris Substances rease Viruses Pesticides M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 Detached Residential X X X X X X X Development Attached PM p(2) Residential X X X P X Development Automotive X X(4)(5) X X Repair Shops I Restaurants X X X X Hillside Development X X X X X X >5,000 ft2 Parking Lots PM PM X X PM X PM Streets, PM X X(4) P(5) Highways& X X X Freeways Retail Gas X X(4) X X Outlets X=anticipated P=potential (1)A potential pollutant if landscaping exists on-site. (2)A potential pollutant if the project includes uncovered parking areas. (3)A potential pollutant if land use involves food or animal waste products. (4)Including petroleum hydrocarbons. (5)Including solvents. 1.7 Preliminary Hydrology Calculations The existing 100 year peak discharge from the site is 7.09 cfs, and is associated with a time of concentration (Tc) of 9.03 minutes and a total area of 1.8 acres. The post- " developed condition peak discharge is 7.09 cfs, and is associated with a Tc of 9.03 minutes (conservative) and the same total area as the existing conditions. 1.8 Conclusions The proposed development and proposed storm drain design will be capable of not only safely conveying the 100-year storm runoff flow, but has included many instruments into the storm drain system design to ensure that the discharge from the project site is of the best possible quality and will not pose any significant impact or threats to the water quality of the Pacific Ocean, or the public storm drain system. In addition, the proposed M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 development and storm drain improvements will not significantly alter the existing drainage patterns. Any increase in storm water runoff will be detained and will not increase the potential for flooding or create an increase in erosion. The peak discharge determined in post-developed conditions is a conservative number since the majority of the drainage from the site will be collected, conveyed to the lower basement level, treated and then pumped back to the public storm drain system. This process will help to attenuate the discharge. In addition the peak discharge from the proposed project site will not be a function of simply calculating the tributary area of the site and modeling it with its associated runoff coefficients and intensity, but more a function of the pumping system and its associated piping. It is with these above reasons that it can be concluded that there will be no negative impact to the downstream storm drain facilities or an increased potential of flooding. Since a major goal of this project is to ensure that all storm water quality issues are addressed to the maximum extent practical, the peak discharge for the proposed site will be utilized to adequately size the components of the storm drain system for this project. In particular the peak discharge as modeled by this report, will be relied upon to ensure that the treatment devices will be sized adequately to ensure that not only the 85th percentile runoff flow and volume are treated, but a flow much greater than the first flush condition. WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 1.9 References "San Diego County Hydrology Manual", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. - "Drainage Design Manual", City of San Diego, April 1984, addendum March 1989. "Grading, Erosion and Sediment Control Ordinance/Chapter", City of Encinitas, Engineering Services and Community Development Department, revised November 2002. WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Ration Method (RM) equation, Q=CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity(1) is equal to: I =7.44xP6 xD"0.645 Where: I=Intensity (in/hr) P6 = 6-hour precipitation(inches) D=duration(minutes—use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines " the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: Q = CIA Where: " Q=flow(in cfs) C =runoff coefficient, ratio of rainfall that produces storm water runoff(runoff vs. infiltration/evaporation/absorption/etc) I =average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A= drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop that falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, 1, or the precipitation zone number. 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour storm). M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths under 100 feet, and is dependent on land use and slope. 2.3 City of Encinitas Standards The City of Encinitas has additional requirements for hydrology reports which are outlined in the Grading, Erosion and Sediment Control Ordinance. Please refer to this manual for further details. 2.4 Runoff Coefficient Determination As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table, included at the end of this section, categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 - 3.0 HYDROLOGY MODEL OUTPUT 3.1 Pre-Developed Hydrologic Model Output(100 Year Event) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * PREDEVELOPMENT HYDROLOGIC ANALYSIS FOR THE 100 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 10-4-07 ************************************************************************** FILE NAME: PS50PRE.DAT TIME/DATE OF STUDY: 16:43 10/04/2007 ----------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.490 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 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 1.13 TO NODE 1.12 IS CODE = 21 ------------------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 ,._. UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 155.00 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 1.12 TO NODE 1.11 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 98.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1332 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.50 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.11 = 528.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.11 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.049 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 2.62 TC(MIN) = 7.50 **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.10 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0035 CHANNEL FLOW THRU SUBAREA(CFS) = 2.62 FLOW VELOCITY(FEET/SEC) = 1.08 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.62 Tc(MIN.) = 10.12 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.10 = 698.00 FEET. FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 10.12 RAINFALL INTENSITY(INCH/HR) = 4.16 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 FLOW PROCESS FROM NODE 2.02 TO NODE 2.01 IS CODE = 21 --------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 158.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.931 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE 2.01 TO NODE 1.10 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 530.00 CHANNEL SLOPE = 0.1143 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.57 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 7.86 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 630.00 FEET. FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 IS CODE = 81 ---------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.899 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.60 TOTAL AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 4.17 TC(MIN) = 7.86 FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 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.) = 7.86 RAINFALL INTENSITY(INCH/HR) = 4.90 TOTAL STREAM AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.17 - WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2.62 10.12 4.163 0.84 2 4.17 7.86 4.899 1.39 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 6.39 7.86 4.899 2 6.15 10.12 4.163 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.39 Tc(MIN.) = 7.86 TOTAL AREA(ACRES) = 2.22 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.10 = 698.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.09 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 97.40 DOWNSTREAM(FEET) = 96.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0032 CHANNEL FLOW THRU SUBAREA(CFS) = 6.39 FLOW VELOCITY(FEET/SEC) = 1.27 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 11.54 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.09 = 978.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.09 TO NODE 1.09 IS CODE = 81 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.825 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 4.50 TOTAL AREA(ACRES) = 4.19 TOTAL RUNOFF(CFS) = 10.89 TC(MIN) = 11.54 **************************************************************************** FLOW PROCESS FROM NODE 1.09 TO NODE 1.08 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 10.89 FLOW VELOCITY(FEET/SEC) = 1.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.08 = 1013.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE = 1 --------------------------------------------------- M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 »»>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) = 3.74 TOTAL STREAM AREA(ACRES) = 4.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.89 **************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.02 IS CODE = 21 ------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 11.00 4.047 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) _ *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.01 IS CODE = 52 ------------------------------------------------ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 134.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0568 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 3.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.05 Tc(MIN. ) = 8.05 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 3.01 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 ------------------------------------------------------------ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 1.93 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 2.48 TC(MIN) = 8.05 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 --------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10PE# 1409 USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 6.13 TC(MIN) = 8.05 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 1.08 IS CODE = 52 ---------- _________________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 134.00 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1600 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 6.13 FLOW VELOCITY(FEET/SEC) = 7.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.56 Tc(MIN. ) = 8.61 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 1.08 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE ------------------------------------------1----IS CODE = 81 --»»>ADDITION-OF-SUBAREA TO MAINLINE PEAK FLOW««< w 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.620 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 6.65 TC(MIN) = 8.61 **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 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.) = 8.61 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 10.89 11.97 3.736 4.19 2 6.65 8. 61 4.620 2.27 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 15.45 8.61 4. 620 2 16.26 11.97 3.736 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.26 Tc(MIN.) = 11.97 WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 TOTAL AREA(ACRES) = 6.46 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.08 = 1013.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.08 TO NODE 1.07 IS CODE = 52 ------------ __________________ ---------- _______ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 96.40 DOWNSTREAM(FEET) = 95.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0062 CHANNEL FLOW THRU SUBAREA(CFS) = 16.26 FLOW VELOCITY(FEET/SEC) = 2.22 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.97 Tc(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.07 = 1143.00 FEET. **************************************************************************** «- --FLOW-PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 81 -------------------- _________________ --»»>ADDITION-OF-SUBAREA-TO-MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.552 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) = 19.76 TC(MIN) = 12.94 **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE ------------------------------------------1-06-IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 95.60 DOWNSTREAM(FEET) = 93.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 19.76 FLOW VELOCITY(FEET/SEC) = 2.99 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.31 Tc(MIN. ) = 14.26 LONGEST FLOWPATH FROM NODE 1.13 TO NODE -. 1.06 = 1378.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ------------------- ----------------------------------- '°" »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.338 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.92 TOTAL AREA(ACRES) = 10.55 TOTAL RUNOFF(CFS) = 24.68 TC(MIN) = 14.26 **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 -• --------------------- __________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.338 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 10.96 TOTAL RUNOFF(CFS) = 25.50 TC(MIN) = 14.26 **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.05 IS CODE = 52 ----------- ----------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 93.25 DOWNSTREAM(FEET) = 88.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0328 CHANNEL FLOW THRU SUBAREA(CFS) = 25.50 FLOW VELOCITY(FEET/SEC) = 5.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.46 Tc(MIN. ) = 14.72 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.05 = 1538.00 FEET. **************************************************************************** --FLOW-PROCESS FROM-NODE------105-TO NODE 1.05 IS CODE _ $1 ------ __________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.270 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 12.96 TOTAL RUNOFF(CFS) = 29.42 TC(MIN) = 14.72 **************************************************************************** --FLOW-PROCESS FROM-NODE------105-TO NODE 1.04 IS CODE = 52 -------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 88.00 DOWNSTREAM(FEET) = 84.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.0571 CHANNEL FLOW THRU SUBAREA(CFS) = 29.42 FLOW VELOCITY(FEET/SEC) = 7.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.86 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.04 = 1608.00 FEET. --FLOW-PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 81 --------------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.249 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 14.62 TOTAL RUNOFF(CFS) = 31.62 TC(MIN) = 14.86 **************************************************************************** --FLOW-PROCESS FROM-NODE------1.04-TO NODE ---103-IS CODE = 52 ---------- ________________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 ELEVATION DATA: UPSTREAM(FEET) = 84.00 DOWNSTREAM(FEET) = 83.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 20.00 CHANNEL SLOPE = 0.0500 CHANNEL FLOW THRU SUBAREA(CFS) = 31.62 FLOW VELOCITY(FEET/SEC) = 7.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.04 Tc(MIN.) = 14.91 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.03 = 1628.00 FEET. **************************************************************************** --FLOW- - ------ PROCESS FROM NODE 103-TO NODE 1.03 IS CODE = gl ------ _________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 14.93 TOTAL RUNOFF(CFS) = 32.04 TC(MIN) = 14.91 **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.02 IS CODE = 52 ------- ___________________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 83.00 DOWNSTREAM(FEET) = 77,70 CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00 CHANNEL SLOPE = 0.0589 CHANNEL FLOW THRU SUBAREA(CFS) = 32.04 FLOW VELOCITY(FEET/SEC) = 8.28 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.18 Tc(MIN. ) = 15.09 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.02 = 1718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ------------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 15.00 TOTAL RUNOFF(CFS) = 32.25 TC(MIN) = 15.09 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.01 IS CODE = 52 ----- ___________________ ---------------- ____________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< - ELEVATION DATA: UPSTREAM(FEET) = 77.70 DOWNSTREAM(FEET) = 74,80 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 32.25 FLOW VELOCITY(FEET/SEC) = 3.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.41 Tc(MIN.) = 16.50 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.01 = 2008.00 FEET. **************************************************************************** - FLOW PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 81 ----------------------------------- WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.037 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 15.53 TOTAL RUNOFF(CFS) = 33.62 TC(MIN) = 16.50 +------------------------------- ---------- I END OF HYDROLOGIC ANALYSIS FOR NORTHERN SUBAREA TO E STREET I BEGIN HYDROLOGIC ANALYSIS FOR SOUTHERN SUBAREA TO F STREET I +--------------------------------------------------------------------------I **************************************************************************** FLOW PROCESS FROM NODE 4.04 TO NODE 4.03 IS CODE = 21 ----------------------------- _____ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 83.00 DOWNSTREAM ELEVATION = 80.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.120 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.02 IS CODE = 52 ------- ____________________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 80.00 DOWNSTREAM(FEET) = 74.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0163 CHANNEL FLOW THRU SUBAREA(CFS) = 1.03 FLOW VELOCITY(FEET/SEC) = 1.93 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 9.03 LONGEST FLOWPATH FROM NODE 4.04 TO NODE 4.02 = 450.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 4.02 TO NODE 4.02 IS CODE = 81 ------------------ ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.481 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 7.09 TC(MIN) = 9.03 **************************************************************************** WHydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 FLOW PROCESS FROM NODE 4.02 TO NODE 4.02 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. ) = 9.03 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.09 FLOW PROCESS FROM NODE 4.11 TO NODE 4.10 IS CODE = 21 ------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 80.10 DOWNSTREAM ELEVATION = 79.10 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.98 --FLOW-PROCESS FROM NODE 4.10 TO NODE 4.02 IS CODE = 52 ------ ----------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA UPSTREAM(FEET) 79.10 DOWNSTREAM(FEET) = 74.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 485.00 CHANNEL SLOPE = 0.0099 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.98 FLOW VELOCITY(FEET/SEC) = 1.49 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 5.42 Tc(MIN.) = 11.42 -v LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.02 = 585.00 FEET. --FLOW-PROCESS FROM NODE 4.02 TO NODE 4.02 IS CODE = 81 --------------- ___________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.852 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 5.95 TOTAL AREA(ACRES) = 2.01 TOTAL RUNOFF(CFS) = 6.92 TC(MIN) = 11.42 FLOW PROCESS FROM NODE 4.02 TO NODE 4.02 IS CODE = 1 ----------------- ------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.42 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.09 9.03 4.481 1.80 2 6.92 11.42 3.852 2.01 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 13.04 9.03 4.481 2 13.01 11.42 3.852 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.04 Tc(MIN.) = 9.03 TOTAL AREA(ACRES) = 3.81 LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.02 = 585.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 4.02 TO NODE 4.01 IS CODE = 41 ------------------ ----------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING-USER-SPECIFIED-PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) 71.37 DOWNSTREAM(FEET) = 69.66 FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.009 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.90 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.04 PIPE TRAVEL TIME(MIN. ) = 0.16 Tc(MIN. ) = 9,19 LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.01 = 673.00 FEET. **************************************************************************** FLOW PROCESS-FROM-NODE------4.01-TO-NODE------401-IS CODE = 81 --»»>ADDITION-OF-SUBAREA-TO-MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,429 *USER SPECIFIED(SUBAREA) : - USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 4.11 TOTAL RUNOFF(CFS) = 14.17 TC(MIN) = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.00 IS CODE = 41 ------------------- __________________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< --------------------------------------------- - ELEVATION DATA: UPSTREAM(FEET) = 69.66 DOWNSTREAM(FEET) = 59,28 FLOW LENGTH(FEET) = 237.50 MANNING'S N = 0.013 WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.95 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.17 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN. ) = 9.50 LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.00 = 910.50 FEET. ---____--- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.11 TC(MIN. ) = 9.50 PEAK FLOW RATE(CFS) = 14.17 -------------------------- ______________________ END OF RATIONAL METHOD ANALYSIS WHydrology& Hydra ulics11409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 3.2 Post-Developed Hydrologic Model Output(100 Year Event) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * POSTDEVELOPMENT HYDROLOGIC ANALYSIS FOR THE 100 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 10-4-07 FILE NAME: PS100PST.DAT TIME/DATE OF STUDY: 18:09 10/04/2007 --- _____ _______ ----------------------- ____________ --USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.490 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 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 1.16 TO NODE 1.15 IS CODE = 21 -------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------ ____ *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 155.00 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 WHydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.14 IS CODE = 52 ------------------- ________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 98.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1332 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 1.16 TO NODE . 1.14 = 528.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.14 TO NODE 1.14 IS CODE = 81 ------------------- _______________ --»»>ADDITION-OF-SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.049 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 2.62 TC(MIN) = 7.50 **************************************************************************** FLOW PROCESS FROM NODE 1.14 TO NODE 1.13 IS CODE = 52 ----------------- ------------------------------------ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< - ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 30.00 CHANNEL SLOPE = 0.0033 CHANNEL FLOW THRU SUBAREA(CFS) = 2.62 FLOW VELOCITY(FEET/SEC) = 1.05 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) - TRAVEL TIME(MIN.) = 0.48 Tc(MIN. ) = 7.98 LONGEST FLOWPATH FROM NODE 1.16 TO NODE 1.13 = 558.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.13 TO NODE 1.13 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. ) = 7.98 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 - FLOW PROCESS FROM NODE 2.02 TO NODE 2.01 IS CODE = 21 ------------------------------------ WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 158.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.931 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE 2.01 TO NODE 1.13 IS CODE = 52 ----- ------------------------------------------------ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 158.00 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 530.00 CHANNEL SLOPE = 0.1134 - NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.57 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.86 Tc(MIN. ) = 7.86 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 IS CODE = 81 ------------------------ ---------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.899 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.60 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 4.16 TC(MIN) = 7.86 --FLOW-PROCESS FROM NODE 1.13 TO NODE 1.13 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.) = 7.86 RAINFALL INTENSITY(INCH/HR) = 4.90 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2.62 7.98 4.853 0.84 2 4.16 7.86 4.899 1.38 " WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 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 6.75 7.86 4.899 2 6.74 7.98 4.853 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.75 Tc(MIN.) = 7.86 TOTAL AREA(ACRES) = 2.22 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.12 IS CODE = 52 -------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 97.90 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 6.75 FLOW VELOCITY(FEET/SEC) = 1.23 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.30 Tc(MIN. ) = 10.17 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.12 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.12 TO NODE 1.11 IS CODE = 52 ----------------- ------------------------------------ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 97.40 DOWNSTREAM(FEET) = 96.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0032 CHANNEL FLOW THRU SUBAREA(CFS) = 6.75 FLOW VELOCITY(FEET/SEC) = 1.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.63 Tc(MIN. ) = 13.80 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.11 = 1080.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.11 TO NODE 1.11 IS CODE = 81 ----------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.409 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 4.18 TOTAL RUNOFF(CFS) = 10.75 TC(MIN) = 13.80 **************************************************************************** --FLOW-PROCESS FROM NODE 1.11 TO NODE 1.10 IS CODE = 52 ----- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 10.75 M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 FLOW VELOCITY(FEET/SEC) = 1.36 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.43 Tc(MIN. ) = 14.23 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. --FLOW-PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 14.23 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.75 FLOW PROCESS FROM NODE 3.03 TO NODE------302-IS CODE = 21 ----------------- ___________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------- ____ _ USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.047 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.56 --FLOW PROCESS-FROM-NODE------3_02-TO-NODE------3_01 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 134.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0568 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 3.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.05 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 3.01 = 540.00 FEET. FLOW PROCESS FROM NODE 3.01 TO NODE ------------------------------------------3----IS CODE = 81 --»»>ADDITION-OF-SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 2.48 TC(MIN) = 8.05 WHydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 --------------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 - S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 6.13 TC(MIN) = 8.05 **************************************************************************** --FLOW-PROCESS FROM NODE 3.01 TO NODE 1.10 IS CODE = 52 ----- ------------------------------------------------ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 134.00 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1600 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 6.13 FLOW VELOCITY(FEET/SEC) = 7.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 8.61 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 1.10 = 775.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.10 TO NODE 1.10 IS CODE = 81 ----------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.620 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 6.64 TC(MIN) = 8.61 **************************************************************************** --FLOW-PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 8.61 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 10.75 14.23 3.342 4.18 2 6.64 8.61 4.620 2.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. WHydrology & Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.42 8.61 4.620 2 15.56 14.23 3.342 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.56 Tc(MIN.) = 14.23 TOTAL AREA(ACRES) = 6.45 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.09 IS CODE = 52 ---------------------- -------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 96.40 DOWNSTREAM(FEET) = 95.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0062 CHANNEL FLOW THRU SUBAREA(CFS) = 15.56 FLOW VELOCITY(FEET/SEC) = 2.20 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.99 Tc(MIN.) = 15.21 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.09 = 1245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.09 TO NODE 1.09 IS CODE = 81 ------------------ ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.201 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 ` SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 3.14 TOTAL AREA(ACRES) = 8.09 TOTAL RUNOFF(CFS) = 18.70 TC(MIN) = 15.21 **************************************************************************** --FLOW-PROCESS FROM NODE 1.09 TO NODE 1.08 IS CODE = 52 -------------------- -------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 95.60 DOWNSTREAM(FEET) = 93.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 18.70 FLOW VELOCITY(FEET/SEC) = 2.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.33 Tc(MIN.) = 16.54 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.08 = 1480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE = 81 ----------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.032 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.45 TOTAL AREA(ACRES) = 10.53 TOTAL RUNOFF(CFS) = 23.16 TC(MIN) = 16.54 WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 **************************************************************************** --FLOW-PROCESS FROM NODE 1.08 TO NODE 1.07 IS CODE = 41 ---- ____ ________________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 86.69 DOWNSTREAM(FEET) = 85.69 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.11 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.16 - PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN. ) = 16.65 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.07 = 1531.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 81 ------------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.020 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 -~ SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 10.96 TOTAL RUNOFF(CFS) = 23.92 TC(MIN) = 16.65 **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE 1.06 IS CODE = 41 ----------------------------- ----------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 85.69 DOWNSTREAM(FEET) = 79.56 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.47 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.92 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.66 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.06 = 1558.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ---------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.018 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) = 3.73 TOTAL AREA(ACRES) = 13.01 TOTAL RUNOFF(CFS) = 27.65 TC(MIN) = 16.66 **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 --------------- ____________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< WHydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.018 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 13.78 TOTAL RUNOFF(CFS) = 28. 60 TC(MIN) = 16.66 **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE --------------1.05-IS CODE - 41 ---------------- ___________________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) 79.56 DOWNSTREAM(FEET) 76.05 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 7.59 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.60 PIPE TRAVEL TIME(MIN. ) = 0.66 Tc(MIN.) = 17.32 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.05 = 1858.00 FEET. **************************************************************************** - FLOW PROCESS FROM NODE 1.05 TO NODE 1.04 IS CODE = 41 ---------------- ____________________ ---------------- __ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 76.05 DOWNSTREAM(FEET) 75.50 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.13 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.60 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 17.41 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.04 = 1899.00 FEET. **************************************************************************** --FLOW-PROCESS FROM-NODE------1.04 TO NODE 1.04 IS CODE = 81 ---------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.934 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.83 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 14.62 TOTAL RUNOFF(CFS) = 29.60 TC(MIN) = 17.41 **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.03 IS CODE = 41 ----------------------------- _____ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING-USER-SPECIFIED-PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) 72.15 FLOW LENGTH(FEET) = 66.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.4 INCHES WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 PIPE-FLOW VELOCITY(FEET/SEC.) = 16.44 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.60 PIPE TRAVEL TIME(MIN. ) = 0.07 Tc(MIN.) = 17.47 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.03 = 1965.60 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.03 TO NODE 1.02 IS CODE = 41 -------- ___________________ ------------------ ______ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 72.15 DOWNSTREAM(FEET) = 65.53 FLOW LENGTH(FEET) = 165.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 15.06 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.60 PIPE TRAVEL TIME(MIN. ) = 0.18 Tc(MIN. ) = 17.66 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.02 = 2130.80 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ------------ ----------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.907 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 16.52 TOTAL RUNOFF(CFS) = 34.30 TC(MIN) = 17.66 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ------------------ ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.907 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.95 TOTAL AREA(ACRES) = 18.52 TOTAL RUNOFF(CFS) = 39.25 TC(MIN) = 17.66 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.01 IS CODE = 41 ----------------- _________________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING-USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 65.53 DOWNSTREAM(FEET) = 64.26 FLOW LENGTH(FEET) = 93.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 10.65 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.25 PIPE TRAVEL TIME(MIN. ) = 0.15 Tc(MIN.) = 17.80 LONGEST FLOWPATH FROM NODE 2.02 TO NODE -- 1.01 = 2224.00 FEET. **************************************************************************** M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 FLOW PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 81 -------------------- ________________ --»»>ADDITION-OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.892 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 18.79 TOTAL RUNOFF(CFS) = 39.91 TC(MIN) = 17.80 **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.00 IS CODE = 41 ------------------- ----------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING-USER-SPECIFIED-PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 64.26 DOWNSTREAM(FEET) = 59.28 FLOW LENGTH(FEET) = 237.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.73 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.91 PIPE TRAVEL TIME(MIN. ) = 0.31 Tc(MIN.) = 18.11 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.00 = 2461.00 FEET. +--------------------------- -------------------- I END OF HYDROLOGIC ANALYSIS OF SOUTHERN SUBAREA TO F STREET - I BEGIN HYDROLOGIC ANALYSIS OF NORHTERN SUBAREA TO E STREET I I +--------------------------------------------------------------------------I FLOW PROCESS FROM NODE 4.02 TO NODE 4.01 IS CODE = 21 ----------- ____________________ --------------- ____ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) :_________________________________________________ USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 - INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 84.40 DOWNSTREAM ELEVATION = 84.00 ELEVATION DIFFERENCE = 0.40 - URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.856 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.996 a SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.08 **************************************************************************** - --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) = 2.996 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 - SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.52 M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 TC(MIN) = 16.86 ------------------ END OF STUDY SUMMARY; TOTAL AREA(ACRES) = 0.87 TC(MIN.) = 16.86 PEAK FLOW RATE(CFS) = 1.52 END OF RATIONAL METHOD ANALYSIS WHydrology& Hydraulics\1 409\1 409 FINAL HYDRO (10-5-07).doc PE# 1409 3.2 Post-Developed Hydrologic Model Output(50 Year Event) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * POSTDEVELOPMENT HYDROLOGIC ANALYSIS OF THE 50 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 10-4-07 *************************************************************************** FILE NAME: PS50POST.DAT TIME/DATE OF STUDY: 18:41 10/04/2007 --- ------------------- ------------------------------------ --USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING N0. WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 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 1.16 TO NODE ------1.15-IS CODE = 21 ------------- __________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 - UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 155.00 WHydrology & Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.388 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.50 --FLOW-PROCESS FROM NODE 1.15 TO NODE 1.14 IS CODE = 52 ------------------ ------------------------------------ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 98.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1332 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.50 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.50 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 1.16 TO NODE 1.14 = 528.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.14 TO NODE 1.14 IS CODE = 81 ------------------- _________________ ------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.664 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0. 68 SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 2.42 TC(MIN) = 7.50 **************************************************************************** FLOW PROCESS FROM NODE 1.14 TO NODE 1.13 IS CODE = 52 -------------- --------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 30.00 CHANNEL SLOPE = 0.0033 - CHANNEL FLOW THRU SUBAREA(CFS) = 2.42 FLOW VELOCITY(FEET/SEC) = 1.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 1.16 TO NODE 1.13 = 558.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 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. ) = 7.99 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42 **************************************************************************** WHydrology& Hydra ulics\1409\1409 FINAL HYDRO (10-5-07).doc PE* 1409 FLOW PROCESS FROM NODE 2.02 TO NODE 2.01 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 158.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.931 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.388 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 1.13 IS CODE = 52 ------------- ____________________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 97,90 CHANNEL LENGTH THRU SUBAREA(FEET) = 530.00 CHANNEL SLOPE = 0.1134 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.52 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 7,86 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.13 TO NODE ------------------------------------------------1 13 IS CODE - 81 - - »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.526 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 3.84 - TC(MIN) = 7.86 **************************************************************************** --FLOW-PROCESS-FROM-NODE------113-TO NODE 1.13 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. ) = 7,86 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) WHydrology & Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 1 2.42 7.99 4.480 0.84 2 3.84 7.86 4.526 1.38 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 6.24 7.86 4.526 2 6.22 7.99 4.480 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.24 Tc(MIN.) = 7.86 TOTAL AREA(ACRES) = 2.22 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. --FLOW-PROCESS FROM NODE 1.13 TO NODE 1.12 IS CODE = 52 ---------- _________________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 97.90 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 6.24 FLOW VELOCITY(FEET/SEC) = 1.21 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.35 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.12 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.12 TO NODE 1.11 IS CODE = 52 --------------------- --------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 97.40 DOWNSTREAM(FEET) = 96.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0032 CHANNEL FLOW THRU SUBAREA(CFS) = 6.24 FLOW VELOCITY(FEET/SEC) = 1.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 3.70 Tc(MIN.) = 13.91 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.11 = 1080.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.11 IS CODE = 81 ------------------- _________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.132 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 4.18 TOTAL RUNOFF(CFS) = 9.91 TC(MIN) = 13.91 **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.10 IS CODE = 52 ------- ____________________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 96.40 WHydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 9.91 FLOW VELOCITY(FEET/SEC) = 1.33 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.44 Tc(MIN. ) = 14.35 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. --FLOW-PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 14.35 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.91 --FLOW-PROCESS FROM NODE 3.03 TO NODE 3.02 IS CODE = 21 ----------------------------- ------------------------ --»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.047 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.388 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** --FLOW-PROCESS FROM NODE 3.02 TO NODE 3.01 IS CODE = 52 ------------- ---------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< -. ELEVATION DATA: UPSTREAM(FEET) 159.00 DOWNSTREAM(FEET) = 134.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0568 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.51 - FLOW VELOCITY(FEET/SEC) = 3.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 3.01 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 ------------ ___________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.457 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.78 WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 2.29 TC(MIN) = 8.05 **************************************************************************** --FLOW-PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 ------------------ ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.457 - *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.49 TOTAL RUNOFF(CFS) = 4.07 TC(MIN) = 8.05 **************************************************************************** --FLOW-PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 ------------------ ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.457 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 5.66 TC(MIN) = 8.05 **************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 1.10 IS CODE = 52 ------------- ---------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 134.00 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1600 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.66 FLOW VELOCITY(FEET/SEC) = 6.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.57 Tc(MIN.) = 8.62 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 1.10 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 IS CODE = 81 ----------------------- ------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.264 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 6.14 TC(MIN) = 8.62 **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 IS CODE = 1 ----------------- ------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 WHydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 8.62 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 9.91 14.35 3.070 4.18 2 6.14 8.62 4.264 2.27 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 13.27 8.62 4.264 2 14.33 14.35 3.070 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.33 Tc(MIN.) = 14.35 TOTAL AREA(ACRES) = 6.45 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.09 IS CODE = 52 ------------------------ _____________ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 96.40 DOWNSTREAM(FEET) = 95.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0062 CHANNEL FLOW THRU SUBAREA(CFS) = 14.33 FLOW VELOCITY(FEET/SEC) = 2.15 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 15.36 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.09 = 1245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.09 TO NODE 1.09 IS CODE = 81 ------------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.938 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 2.88 - TOTAL AREA(ACRES) = 8.09 TOTAL RUNOFF(CFS) = 17.21 TC(MIN) = 15.36 **************************************************************************** --FLOW-PROCESS FROM NODE 1.09 TO NODE 1.08 IS CODE = 52 ---------- --------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 95.60 DOWNSTREAM(FEET) = 93.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 17.21 - FLOW VELOCITY(FEET/SEC) = 2.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.36 Tc(MIN. ) = 16.72 WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.08 = 1480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE = 81 ---------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 10.53 TOTAL RUNOFF(CFS) = 21.30 TC(MIN) = 16.72 **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.07 IS CODE = 41 ---------------------- ---------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 86.69 DOWNSTREAM(FEET) = 85.69 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.11 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.30 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN. ) = 16.82 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.07 = 1531.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 81 ---------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.771 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 10.96 TOTAL RUNOFF(CFS) = 22.00 TC(MIN) = 16.82 **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE 1.06 IS CODE = 41 ---------- ------------------------------------------ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING-USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 85.69 DOWNSTREAM(FEET) = 79.56 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 26.89 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.00 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.84 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.06 = 1558.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ---------------------------- ------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.769 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 13.01 TOTAL RUNOFF(CFS) = 25.42 TC(MIN) = 16.84 --FLOW-PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 -------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.769 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 13.78 TOTAL RUNOFF(CFS) = 26.29 TC(MIN) = 16.84 **************************************************************************** --FLOW-PROCESS FROM NODE 1.06 TO NODE 1.05 IS CODE = 41 ------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) 79.56 DOWNSTREAM(FEET) = 76.05 - FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.59 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.29 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN. ) = 17.50 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.05 = 1858.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.05 TO NODE 1.04 IS CODE = 41 -------------------- ------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 76.05 DOWNSTREAM(FEET) = 75.50 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 8.13 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.29 PIPE TRAVEL TIME(MIN. ) = 0.08 Tc(MIN.) = 17.58 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.04 = 1899.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 81 ------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.693 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 M:1Hydrology& Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 SUBAREA AREA(ACRES) = 0.83 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 14.62 TOTAL RUNOFF(CFS) = 27.21 TC(MIN) = 17.58 **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.03 IS CODE = 41 --------------------- --------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) 72.15 FLOW LENGTH(FEET) = 66.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 16.12 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.21 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN. ) = 17.65 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.03 = 1965.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.02 IS CODE = 41 ------------------ ------------------------------ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) 72.15 DOWNSTREAM(FEET) = 65.53 FLOW LENGTH(FEET) = 165.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.78 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.21 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 17.84 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.02 = 2130.80 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ------------ ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.668 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 16.52 TOTAL RUNOFF(CFS) = 31.52 TC(MIN) = 17.84 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ------------- ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.668 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.54 TOTAL AREA(ACRES) = 18.52 TOTAL RUNOFF(CFS) = 36.07 TC(MIN) = 17.84 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.01 IS CODE = 41 M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 ------------- ---------------------------------------- - »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 65.53 DOWNSTREAM(FEET) = 64.26 FLOW LENGTH(FEET) = 93.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 10.49 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.07 PIPE TRAVEL TIME(MIN. ) = 0.15 Tc(MIN.) = 17.99 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.01 = 2224.00 FEET. --FLOW-PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 81 ------------------ ----------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.654 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 18.79 TOTAL RUNOFF(CFS) = 36.67 TC(MIN) = 17.99 --FLOW-PROCESS FROM NODE 1.01 TO NODE 1.00 IS CODE = 41 ----------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 64.26 DOWNSTREAM(FEET) 59.28 FLOW LENGTH(FEET) = 237.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.49 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36. 67 PIPE TRAVEL TIME(MIN. ) = 0.32 Tc(MIN.) = 18.30 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.00 = 2461.00 FEET. +----------------------- -------------------- I END OF HYDROLOGIC ANALYSIS OF SOUTHERN SUBAREA TO F STREET I BEGIN HYDROLOGIC ANALYSIS OF NORTHERN SUBAREA TO E STREET I I +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.01 IS CODE = 21 ------- _________________ --------------------- _____ --»»>RATIONAL-METHOD-INITIAL SUBAREA ANALYSIS««< USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 84.40 DOWNSTREAM ELEVATION = 84.00 ELEVATION DIFFERENCE = 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.856 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.767 WHydrology & Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.07 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ----------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.767 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.40 TC(MIN) = 16.86 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.87 TC(MIN.) = 16.86 PEAK FLOW RATE(CFS) = 1.40 END OF RATIONAL METHOD ANALYSIS WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE* 1409 3.4 Hydraulic Output **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * STORMDRAIN HYDRAULIC ANALYSIS FOR THE 50 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 10-5-07 * ************************************************************************** FILE NAME: PS50HYD.DAT TIME/DATE OF STUDY: 09:05 10/05/2007 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 59.28 PIPE DIAMETER(INCH) = 30.00 PIPE FLOW(CFS) = 36.67 ASSUMED DOWNSTREAM CONTROL HGL = 61.780 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 1.00 : HGL= < 61.780>;EGL= < 62.647>;FLOWLINE= < 59.280> PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 1.01 IS CODE = 1 UPSTREAM NODE 1.01 ELEVATION = 64.20 ------------- -------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 36.67 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 237.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = ( ( 36.67) /( 410.171) )**2 = 0.0079927 HF=L*SF = ( 237.00) * ( 0.0079927) = 1.894 --NODE-----1.01-:-HGL= < 63.674>;EGL= < 64.541>;FLOWLINE= < 64.200> ------------------------- --------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.03 NODE 1.01 : HGL= < 66.700>;EGL= < 67.567>;FLOWLINE= < 64.200> PRESSURE FLOW PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 5 UPSTREAM NODE 1.01 ELEVATION = 64.26 ------------------ ---------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 1 36.1 30.00 4.909 7.348 38.150 0.838 2 36.7 30.00 4.909 7.470 -- 0.867 3 0.6 12.00 0.785 0.764 32.780 4 0.0 0.00 0.000 0.000 0.000 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) /( (A1+A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00773 DOWNSTREAM FRICTION SLOPE = 0.00799 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00786 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.039 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.412+ 0.838- 0.867+( 0.039)+( 0.000) = 0.423 NODE 1.01 : HGL= < 67.151>;EGL= < 67.990>;FLOWLINE= < 64.260> --------------------------------------- ----------- - PRESSURE FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE 1 UPSTREAM NODE 1.02 ELEVATION = 65.19 --------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 36.07 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 93.20 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = ( ( 36.07)/( 410.171) ) **2 = 0.0077333 HF=L*SF = ( 93.20)*( 0.0077333) = 0.721 NODE 1.02 : HGL= < 67.872>;EGL= < 68.710>;FLOWLINE= < 65.190> PRESSURE FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 5 UPSTREAM NODE 1.02 ELEVATION = 65.53 ---------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 27.2 24.00 3.142 8.661 9.760 1.165 -- 2 36.1 30.00 4.909 7.348 -- 0.838 3 4.3 18.00 1.767 2.439 90.000 4 0.0 0.00 0.000 0.000 0.000 5 4.6===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) /( (A1+A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.01447 DOWNSTREAM FRICTION SLOPE = 0.00773 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01110 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.044 ENTRANCE LOSSES = 0.168 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.253+ 1.165- 0.838+( 0.044)+( 0.168) = 0.791 NODE 1.02 : HGL= < 68.337>;EGL= < 69.502>;FLOWLINE= < 65.530> M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 PRESSURE FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 1 UPSTREAM NODE 1.03 ELEVATION = 71.81 ------------------------------------------------------------ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 27.21 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 165.20 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = ( ( 27.21)/( 226.224) ) **2 = 0.0144671 HF=L*SF = ( 165.20)* ( 0.0144671) = 2.390 NODE 1.03 : HGL= < 70.727>;EGL= < 71.892>;FLOWLINE= < 71.810> ---------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.08 NODE 1.03 : HGL= < 73.810>;EGL= < 74.975>;FLOWLINE= < 71.810> PRESSURE FLOW PROCESS FROM NODE 1.03 TO NODE 1.03 IS CODE = 2 UPSTREAM NODE 1.03 ELEVATION = 72.15 ---------------------------------------------------------- CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD) : PIPE FLOW = 27.21 CFS PIPE DIAMETER = 24.00 INCHES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 8.66 FEET PER SECOND VELOCITY HEAD = 1.165 HMN = .05* (VELOCITY HEAD) = .05* ( 1.165) = 0.058 NODE 1.03 : HGL= < 73.868>;EGL= < 75.033>;FLOWLINE= < 72.150> --------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.28 NODE 1.03 : HGL= < 74.150>;EGL= < 75.315>;FLOWLINE= < 72.150> ------------- PRESSURE FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 1 UPSTREAM NODE 1.04 ELEVATION = 75.30 -------------- ----------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 27.21 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 66.60 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 27.21)/( 226.224) ) **2 = 0.0144671 HF=L*SF = ( 66.60)* ( 0.0144671) = 0.964 NODE 1.04 HGL= < 75.114>;EGL= < 76.278>;FLOWLINE= < 75.300> --------------- ------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 2.19 NODE 1.04 : HGL= < 77.300>;EGL= < 78.465>;FLOWLINE= < 75.300> PRESSURE FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 5 UPSTREAM NODE 1.04 ELEVATION = 75.50 ------------------------------------------------ CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 26.3 24.00 3.142 8.368 26.760 1.087 2 27.2 24.00 3.142 8.661 -- 1.165 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.9===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( (A1+A2)*16.1) M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.01351 DOWNSTREAM FRICTION SLOPE = 0.01447 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01399 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.042 ENTRANCE LOSSES = 0.233 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.388+ 1.087- 1.165+( 0.042)+( 0.233) = 0.585 NODE 1.04 : HGL= < 77.963>;EGL= < 79.050>;FLOWLINE= < 75.500> PRESSURE FLOW PROCESS FROM NODE 1.04 TO NODE 1.05 IS CODE = 1 UPSTREAM NODE 1.05 ELEVATION = 75.99 --------------------- -------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 26.29 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 41.00 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 26.29) /( 226.224) ) **2 = 0.0135053 HF=L*SF = ( 41.00)* ( 0.0135053) = 0.554 NODE 1.05 HGL= < 78.516>;EGL= < 79.604>;FLOWLINE= < 75.990> PRESSURE FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 2 UPSTREAM NODE 1.05 ELEVATION = 76.05 ---------------- ------------------------------------ CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD) : PIPE FLOW = 26.29 CFS PIPE DIAMETER = 24.00 INCHES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 8.37 FEET PER SECOND VELOCITY HEAD = 1.087 HMN = .05*(VELOCITY HEAD) = .05*( 1.087) = 0.054 NODE 1.05 : HGL= < 78.571>;EGL= < 79.658>;FLOWLINE= < 76.050> PRESSURE FLOW PROCESS FROM NODE 1.05 TO NODE 1.06 IS CODE = 1 UPSTREAM NODE 1.06 ELEVATION = 79.53 ---------------- ----------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 26.29 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 300.00 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 26.29) /( 226.224) )**2 = 0.0135053 HF=L*SF = ( 300.00) * ( 0.0135053) = 4.052 NODE 1.06 : HGL= < 82.622>;EGL= < 83.710>;FLOWLINE= < 79.530> PRESSURE FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE 5 UPSTREAM NODE 1.06 ELEVATION = 79.56 ---------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 22.0 18.00 1.767 12.449 64.140 2.407 2 26.3 24.00 3.142 8.368 -- 1.087 3 4.3 18.00 1.767 2.428 0.000 4 0.0 0.00 0.000 0.000 0.000 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: WHydrology & Hydraulics1140911409 FINAL HYDRO (10-5-07).doc PE# 1409 DY=(Q2*V2-Ql*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) /( (A1+A2)*16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.04386 DOWNSTREAM FRICTION SLOPE = 0.01351 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02868 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.115 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.140+ 2.407- 1.087+( 0.115)+( 0.000) = 2.574 NODE 1.06 : HGL= < 83.878>;EGL= < 86.284>;FLOWLINE= < 79.560> PRESSURE FLOW PROCESS FROM NODE 1.06 TO NODE 1.07 IS CODE = 1 UPSTREAM NODE 1.07 ELEVATION = 85.09 ---------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 22.00 CFS PIPE DIAMETER = 18.00 INCHES - PIPE LENGTH = 26.54 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 22.00) /( 105.043) ) **2 = 0.0438641 HF=L*SF = ( 26.54) * ( 0.0438641) = 1.164 NODE 1.07 HGL= < 85.042>;EGL= < 87.448>;FLOWLINE= < 85.090> --------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.55 NODE 1.07 : HGL= < 86.590>;EGL= < 88.997>;FLOWLINE= < 85.090> PRESSURE FLOW PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 5 UPSTREAM NODE 1.07 ELEVATION = 85.69 ------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 21.3 18.00 1.767 12.053 25.850 2.256 2 22.0 18.00 1.767 12.449 -- 2.407 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.7===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) /( (A1+A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.04112 DOWNSTREAM FRICTION SLOPE = 0.04386 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04249 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.170 ENTRANCE LOSSES = 0.481 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.753+ 2.256- 2.407+( 0.170)+( 0.481) = 1.253 NODE 1.07 : HGL= < 87.994>;EGL= < 90.250>;FLOWLINE= < 85.690> PRESSURE FLOW PROCESS FROM NODE 1.07 TO NODE 1.08 IS CODE = 1 UPSTREAM NODE 1.08 ELEVATION = 86.69 -------------------------------------------------- WHydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 21.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 51.24 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = ( ( 21.30)/( 105.043) ) **2 = 0.0411171 HF=L*SF = ( 51.24) * ( 0.0411171) = 2.107 NODE 1.08 HGL= < 90.101>;EGL= < 92.357>;FLOWLINE= < 86.690> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 3.5 Hydraulic Calculations »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS)= 23.92 GUTTER FLOWDEPTH(FEET)= 0.53 BASIN LOCAL DEPRESSION(FEET)= 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 4.65 3.83 5.00 4.10 5.50 4.48 6.00 4.86 6.50 5.24 7.00 5.62 7.50 5.99 8.00 6.37 8.50 6.74 9.00 7.11 9.50 7.48 10.00 7.84 10.50 8.21 11.00 8.58 11.50 8.94 12.00 9.30 12.50 9.67 13.00 10.03 13.50 10.39 14.00 10.74 14.50 11.04 15.00 11.34 15.50 11.64 16.00 11.93 16.50 12.23 17.00 12.51 17.50 12.80 18.00 13.08 18.50 13.37 19.00 13.65 19.50 13.93 20.00 14.20 20.50 14.48 21.00 14.76 21.50 15.03 22.00 15.30 22.50 15.57 23.00 15.84 23.50 16.11 24.00 16.36 24.50 16.61 25.00 16.86 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 25.50 17.10 26.00 17.34 26.50 17.57 27.00 17.80 27.50 18.03 28.00 18.25 28.50 18.46 29.00 18.67 29.50 18.87 30.00 19.08 30.50 19.27 31.00 19.47 31.50 19.66 32.00 19.84 32.50 20.02 33.00 20.20 33.50 20.38 34.00 20.55 34.50 20.72 35.00 20.89 35.50 21.05 36.00 21.21 36.50 21.36 37.00 21.52 37.50 21.67 38.00 21.81 38.50 21.96 39.00 22.10 39.50 22.24 40.00 22.38 40.50 22.51 41.00 22.64 41.50 22.77 42.00 22.90 42.50 23.02 43.00 23.14 43.50 23.26 44.00 23.38 44.50 23.49 45.00 23.60 45.50 23.72 46.00 23.82 46.46 23.92 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS)= 3.42 GUTTER FLO WDEPTH(FEET)= 0.21 BASIN LOCAL DEPRESSION(FEET)= 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.76 0.45 2.00 0.51 2.50 0.63 3.00 0.75 3.50 0.87 4.00 0.99 4.50 1.11 5.00 1.23 5.50 1.35 6.00 1.47 6.50 1.59 7.00 1.69 7.50 1.79 8.00 1.89 8.50 1.99 9.00 2.09 9.50 2.18 10.00 2.28 10.50 2.37 11.00 2.45 11.50 2.53 12.00 2.61 12.50 2.68 13.00 2.76 13.50 2.83 14.00 2.91 14.50 2.98 15.00 3.05 15.50 3.12 16.00 3.19 16.50 3.27 17.00 3.33 17.50 3.40 17.62 3.42 M:\Hydrology& Hydraulics\1409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 Worksheet Worksheet for Irregular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 Worksheet VULCAN 100 YEAR Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.007500 ft/ft Water Surface Elevation 0.53 ft Elevation range: 0.00 ft to 0.80 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.50 0.00 50.00 0.015 0.17 0.00 30.00 0.80 49.83 0.00 50.00 0.50 Results Wtd. Mannings Coefficient 0.015 Discharge 30.71 cfs Flow Area 8.81 ft2 - Wetted Perimeter 34.04 ft Top Width 33.24 ft Height 0.53 ft Critical Depth 0.57 ft Critical Slope 0.005148 ft/ft Velocity 3.49 ft/s Velocity Head 0.19 ft Specific Energy 0.72 ft Froude Number 1.19 Flow is supercritical. Flow is divided. Water elevation exceeds lowest end station by 0.03 ft. 10/05/07 Academic Edition FlowMaster v5.17 11:24:35 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 Worksheet VULCAN 100 YEAR Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.007500 ft/ft Water Surface Elevation 0.53 ft Discharge 30.71 cfs 0.8 0.7 0.6 0. C .2 0.4 N W 0.3 0.2 0.1 0.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) 10/05/07 Academic Edition FlowMaster v5.17 11:24:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 w. Worksheet E SOUTH CURB Flow Element Triangular Channel Method Manning's Formula w Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.067000 ft/ft Left Side Slope 25.000000 H : V Right Side Slope 0.330000 H : V Discharge 3.42 cfs Results Depth 0.21 ft Flow Area 0.54 ft2 Wetted Perimeter 5.37 ft Top Width 5.21 ft Critical Depth 0.34 ft Critical Slope 0.004621 ft/ft Velocity 6.37 ft/s Velocity Head 0.63 ft Specific Energy 0.84 ft Froude Number 3.50 Flow is supercritical. 10/05/07 Academic Edition FlowMaster v5.17 11:59:31 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Cross Section Cross Section for Triangular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 Worksheet E SOUTH CURB Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.067000 ft/ft Depth 0.21 ft Left Side Slope 25.000000 H : V Right Side Slope 0.330000 H : V Discharge 3.42 cfs =0.21 ft 1 N V H 1 NTS 10/05/07 Academic Edition FlowMaster v5.17 11:59:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 3.685 1h Percentile Calculation and Interceptor Specifications M:\Hydrology & Hydraulics11409\1409 FINAL HYDRO (10-5-07).doc PE# 1409 85TH PERCENTILE PEAK FLOW AND VOLUME DETERMINATION Modified Rational Method - Effective for Watersheds < 1.0 mil Note: Only Enter Values in Boxes-Spreadsheet Will Calculate Remaining Values Project Name PACIFIC STATION Work Order Jurisdiction City of Encinitas BMP Location IJENSEN PRECAST INSTERCEPTER 85th Percentile Rainfall = 0.58 inches (from County Isopluvial Map) Developed Drainage Area 1 1.5 jacres Natural Drainage Area = 1 0.0 jacres Total Drainage Area to BMP = 1.5 acres Dev. Area Percent Impervious= =% Overall Percent Impervious= 95 % Dev. Area Runoff Coefficient= 0.95 Nat. Area Runoff Coefficient= 0.35 Runoff Coefficient= 0.95 Time of Concentration = 7.4 minutes (from Drainage Study) RATIONAL METHOD RESULTS Q = CIA where Q = 85th Percentile Peak Flow(cfs) C = Runoff Coefficient I = Rainfall Intensity(0.2 inch/hour per RWQCB mandate) - A= Drainage Area (acres) V= CPA where V= 85th Percentile Runoff Volume (acre-feet) C = Runoff Coefficient P = 85th Percentile Rainfall (inches) A= Drainage Area (acres Using the Total Drainage Area: C = 0.95 1 = 0.2 inch/hour P = 0.58 inches A= 1.5 acres Q= 0.29 cfs V= 0.07 acre-feet Jensen Precast Interceptor Hydraulic Calculations MacArthur Place-Santa Ana, CA 17-Sep-07 Job# 0708-2223-F Input Data By Matt Constant-Fard Engineers Rev. Dec/03/07 Note: P1-Southwest Interceptor Salesperson: Alistair Muller JPHV 120011 Stormwater Interceptor Site Engineer to Confirm Flow and Elevation Information Rational C 1.00 Ground Water Elevation (ft) Unknown Basin Area(ac) 0.68 Peak Intensity(in/hr) 4.00 Peak Runoff Q(cfs) 2.70 Peak Runoff Q(gpm) 1210.95 Treatment Intensity(in/hr) 0.20 Treatment Q(cfs) 0.14 Treatment Q(gpm) 60.55 PO Influent pipe 12pvc P3 Effluent pipe 12pvc PO Invert Elevation(ft) 3.92 P3 Invert Elevation (ft) 3.90 Interceptor and Headworks Rim Elevation (ft) 6.50 30 "Control Weir Bury Depth (ft) 0.00 Vault Top Elevation (ft) 6.50 Weir Top Elevation (ft) 4.86 Vault Base Elevation (ft) 0.00 Max Bypass Water Elevation (ft) 5.34 Internal Depth of Interceptor(ft) 5.00 Max Bypass Q (cfs) 2.57 Total Vol. 961 Gallons 16.9 Detention at Max Bypass Q Active Vol. 227 Gallons 7.5 Minute Fill to Bypass Submerged Control Orifice Head Loss"Orifice Formula" head in Feet=(Q/C*A"2/2g Velocity in FPS=C(2gh)^1/2 C = Entry Coefficient,A Area in Sq. Ft., g= 32.174 0 Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C Orifice C=Sharp-Edged 1.283 5.54 0.14 0.02 2.1133545 0.61 Submerged P1 Entry Head Loss"Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C Orifice C=Square Edged 0.013 0.74 0.135 0.18 5.8 0.82 Dip Tube P2 Entry Head Loss"Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C Orifice C= Re-Entrant Tube 0.016 0.74 0.135 0.18 5.8 0.73 P1 Pipe Hydraulic Loss, Hazen Williams Formula head in Feet=(4.73*Q"1.85*L)/(C^1.85*D^4.87) 150 "C'Plastic Pipe h in Feet Q in CFS "C" ID inch ID ft. Length 0.001 0.14 150 5.8 0.48 3.60 0.74 FPS Full Pipe Velocity 30 Inch Weir length of 6"wide Broad-Crested Weir (h) in feet=(Q/L*C)^2/3 Assume Approach Velocity near Zero at 3*h Upstream of Weir Crest h in Feet Q in CFS "C" Length Ft. 0.48 2.57 3.08 2.50 0.0778 feet PO Velocity Head @ Full Flow 5.77 head in Inches 0.93 inch PO Velocity Head @ Full Flow 2.1 Vel. FPS over Weir Note: Outlet Control Orifice is set horizontally in the discharge tee below discharge invert. Treated flow is calculated at maximum probable hydraulic grade line (HGL) based on limited information. Because of variable site conditions beyond Jensen Precast control the actual treated flow may vary with influent flow and any tailwater elevation above th - bypass pipe springline at outlet box. ©2007 Jensen Precast Information contained herein is the property of Jensen Precast. Any use of the data without the expressed written approval is protected under copyright laws. S:\JOBS\0708\0708-2223-F MacArthur Place\P1-S=0708-2223_B-P1-SW_120011_HydCalcs.xls 1 40 iJ R § jo . . /§\/k § m 0 cn . > m�jqƒ � ]7� | > j >;Mu z 2<)o m 2§�> § =wmw < — >U)oo \§%\ $ wzmo oQOX Mi-</ \ § kk\E «o= 622!,G \gi g >C5j \ \ §� ;u ( 00 . ¥\\ ` — 0 CA t m < < + 2;g§wt $ m dm;.,- !-2!§B ®a®t; i� Ln_;7� �--- }E22> �i-0� c 2? . §\m;o ` >> ' m x zk o 27g §am#£ . m-n cza §;t; o o>zz Gla;g �meMz 333[2 025 -u- \ X m 1 ®§ f■ | $<2a � � \■ ® � I , » § \| \ /\� I 7)§)§ r\ >,2e ,e?@� ° ) ( ° ' aomo_ § o {\] 2 2 m # a 2 e!z§z ■ 2-_�k 2§m� ,R §2ms�§p»�! • | e = a %Pf*2 � ®_ - §mg m` «lqc; 9E; k 2 k 7 \ # m .. 2�q ) Pc @mg/�me2 .. > _ e{£f� �o (aft .! , , »�rn \ & § o 7®�IJ §§\P ;g#, \® &�`,°`o`m k © /°��! - 6yG) §7 /§j\�{/\\ � ®mom »min� �| \� 0 \k7«\ - 2§ §�§m _f(§//f2{ \/)_( §Q// > ! |� E k\}\/ - \/ISM $ ¥ _ j§-/ �z#G m � .� ; w � � . 0 z �� ] m § �� ® eeg223-e@-mJ20011_AkacAPmw mG - Jensen Precast JPHV 120011 MacArthur Place- Santa Ana, CA Target Particle Size Calculations Find optimum sand particle size removed with JPHV utilizing Hazen's Surface Area Loading Rate and Stoke's Law. Assume uniform laminar flow regime.Terminal Velocity =Q/A Captured particle target settling rate(Vj is equivalent to treatment flow rate divided by the surface area as predicted by Hazen's Loading Rate. Therefore,the active volume depth in feetr drain down time in minutes is equivalent to the design settling velocity. Stoke's Law states Vt=(g(dAZ)(p.-p)y18p. It follows that the targeted particle diameter,dp.� [Va18N)/(g(p.-p))1 Water Dynamic in ma i For Demonstration Only Temperature viscosity- Viscosity_ -r AL 10-5 10-5 Given: (°F) (Ib.s/ftZ) (ftz/s) Design Surface Area 1 (ftZ) 32 3.73E-05 1.92E-05 Total Volume Depth 3.88(Design Volume ft) 40 3.23E-05 1.66E-05 Detention Time 16.94(min) 50 2.73E-05 1.41E-05 Detention Time 0.28 (hr) 60 2.34E-05 1.21E-05 Effective Surface Area 90% 70 2.03E-05 1.05E-05 Net Surface Area Loading Rate 1.715(gpm/ftZ) Gross Surface Area Loading Rate 1.906 (gpm/ftZ) Particle Terminal Velocity Vt 0.2548 (fpm) Acceleration of Gravity g 32.2 (ft/s2) Target Particle Specific Gravity 2.65 Density of Sand p. 165.36 (Ibm/ft) Density of Water p 62.4 (Ibm/ft) Temperature of Water 60 ff) Kinematic viscosity(v) 1.21 E-05 (ftZ/s) Target Particle dp 1.31E-04(ft) Target Particle dp 38.79 (microns) Percentage Removal Calculations Particle removal in dynamic settling condition: Fair,Geyer and Okun(1958)research on settling basin dynamics describes the fraction of sediment particle removal from the water column as a function of the settling velocity,the hydraulic surface loading rate,and the basin performance. This principle was experimentally verified by Guo(1976 and was found to apply in rectangular vaults. R.=1.0-[1.0+(n)(V./(WA)l 11t-vn1 R,=fraction of solids of given settling velocity removed under dynamic conditions V,=settling velocity of a sediment particle(fps) Qt=treatment flow-through rate(cfs) A=vault water surface area(ftZ) n=short circuiting and turbulence factor,where n=1 significant and n=1/8 insignificant Design Particle Diameter 100 microns V,(ft/s) 2.63E-02 dp(ft) 3.28E-04 Q,(cfs) 3.82E-03 A(ft) 9,00E-01 n 1/3 Performance Factor F;4 96.51% Fraction of Solids Removed Copyright Information®2007 Jensen Precast All Rights Reserved.All materials appearing as Jensen Precast site documentation and the like are protected by copyright as a collective work or compilation under U.S.copyright and other laws and are the property of Jensen Precast or the party credited as the provider of the content. a pa Z > y N E 72 Z3 n L w> o V m o m� G� �Q� Tr 00 T 3a m u1 QlJ U l./ TN N i.�Z E Y c m Q,U m jv d N o� r c .n 3 a of �° ao y Y m 3 N d Of O O ^ V N E N N;n O O q Q ti N oc E t C0N � NmbO OkO O �00 Y C nm �N QOQ1nm im c �NN�Of�N ^ OOrO N y�N�p� rRNN �lnitN NN 0b� 2�vkm�.., mZmC t m...� O b u ° 0 5 %8 v, N O ty V C 5 0 yJ y O k Oy S - u V 00 , �„ by 04 ob r- y z -op a 5 - L e a p a. � 06 :: v ° o ; I v o .5 5 > o II u Y u c o y y � uayon,o � > E mC� O 0 0 quo cQ y > o O mw ,A. C 0 Y U v Q 2 2v4 .5w :�- t .,°,y � �0 � v U v `" v a�� 5o EN 4j v $ oo � m uo ° ,° ° c� r °• O C O m G. �.'.� O [1. Dq iii 61 „r, 4J �+ 4 .� v E u o �' v u C n.v, C a o u o c Yy cR op +� C M + v7 o _o, o m > � av ° ho a� q o c v w E�' � � c > a y3 qe u° o x w a o e w u bC v0 V bC�O n M q C •1 3 a u o c p u ac v > '�a b Q. c� O u .� v b W •vii' o dt ? � '^ - ❑ Eovp; � u .� a� v •a�� ca qq " 'a 0 � v ° 9 � .V ouo � � o o v o g u� 1 o 5 v u o w v ry a. iJ O O U En 7 [� ,'��' > t' ,� u y� G b M00v� dOv� w' Iz. z 2 ouEc� w y 0 V F re Ll, O 0. O iC Lu Lu -Wo 1 Ln Lo la IL 4. Ln } z I LP LC I Y r j Lo W BYPASS FLOW JUNCTION JPHV-1200 STRUCTURE -- BOX HIGH VELOCITY O O O STORMWATER INTERCEPTOR STORMWATER INTERCEPTOR /-24" CAST IRON FRAME AND TYPICAL SYSTEM CONFIGURATION J COVER TYP. (STANDARD) 3", 6" OR 12" GRADE RINGS (SEE NOTE 1) / AS REQUIRED (EXTRA COST) /// RETAINING CORD AND RING, TYP. VARY I I S2 6'-6" VARIABLE 5 _0 LIGUID NORMAL SEE VARIABLE DEPTH 48"x24' NOTE 4. PER PIPE BAFFLE OPENINGS 24" VAR SIZE I.I IIS1 - ALTERNATE OIL SECTION VEW MAT LOCATION _ P1 8'-6 P2 I 24"• H H I OPENING I TYP. I I I I I I I OUTLET CONTROL I I ORIFICE. 6'-6" 5'-s" I I I 48 I I 0 I ALTERNATE PIPE I I I I I I LOCATIONS I N LH I L - - - J L - - - J L - - - J TOP VEW (COVERS k RISERS REMOVED) MODEL JPHV-1200 MAXIMUM I ROCOMMENSED REC�MENDED TANK TOTAL TREATMENT RECOMMENDED UTBO MINN0. OF ACCESS TANK FLOW TREATMENT (MAX O.D.) SORBENT COVERS CAPACITY (CFS) FLOW(CFS) SIZE MATS REOUIRED 1,443 GAL. 3g .32 48"0 ROUND i 3 NOTES: 1. BYPASS STRUCTURE AND JUNCTION BOX SHALL BE SIZED ACCORDING TO PIPE SIZES AND FLOW. ALTERNATIVE CONFIGURATIONS AVAILABLE, CONTACT JENSEN PRECAST FOR MORE INFORMATION. 2. BAFFLE OPENINGS (S1 do S2) SHALL BE SIZED ACCORDING TO FLOW. 3. ALL EXTERNAL PIPING TO BE SUPPLIED BY OTHERS. 4. OIL SORBENT MATS TO BE EQUIPPED WITH RETAINING CORD AND RING, SECURED TO OR UNDER FRAME AND COVER, FOR HAND ACCESS BY OTHERS. 5. DESIGN LOAD: H-20 TRAFFIC FROM 1' TO 6' OF COVER. FOR OTHER DEPTHS, SPECIAL LOADINGS, AND COMPLETE DESIGN INFORMATION, CONTACT JENSEN PRECAST. 6. MINIMUM GROSS TREATMENT HAZEN'S SURFACE AREA LOADING RATE (SALR) SHALL NOT BE GREATER THAN SIX (6) GALLONS PER MINUTE PER SQUARE FOOT. THE SALR SHALL BE CALCULATED BY DIVIDING THE TREATMENT FREE SURFACE AREA IN SQUARE FEET BY THE DESIGN FLOW RATE IN GALLONS PER MINUTE. NO EXCEPTIONS SHALL BE ALLOWED. 6/13/05 JPHV12 �� PHV1200_SAC_C.dwg 02005 Jensen Precost A PRECA6T® . A��►�tlTCliAV� Sizing Summary ST©RMWATER SQLUTI(}NS. Pacific Station Stormwater Treatment System/Design Summary Encinitas, California Information provided: Water quality flow rate = 0.28 cfs Peak hydraulic flow rate, Q100= 7.5 cfs • Presiding agency = City of Encinitas Assumptions: Media = ZPG cartridges • Drop required from inlet to outlet = 2.3' minimum Size estimates: The Stormwater Management StormFilter® is a passive, siphon-actuated, flow-through stormwater filtration system consisting of a structure that houses rechargeable, media-filled filter cartridges. The StormFilter works by passing stormwater through the media-filled cartridges, which trap particulates and adsorb pollutants such as dissolved metals, nutrients, and hydrocarbons. The StormFilter is a flow-based system, and therefore, is sized by calculating the water quality flow rate associated with the design storm. The water quality flow rate was calculated by the site civil engineer and provided to CONTECH Stormwater Solutions. Using the given runoff rate for this site, the number of StormFilter Cartridges was calculated to be: q[cfs]x 449[9P%fj 0.28*449 N[cartridges]_ —— =8.38 4 use 9 cartridges 15 m ' cartridge 15 To,house 9 cartridges, CONTECH Stormwater Solutions recommends a 6'x12' precast StormFilter. This precast StormFilter has an internal bypass capacity of 1.8 cfs. Since the peak discharge off the site is expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system. CONTECH Stormwater Solutions could provide our high-flow bypass, the StormGate, which provides a combination weir-orifice control structure to limit the flow to the StormFilter. ©2006 CONTECH Stormwater Solutions 7020 Troy Hill Drive,Suites A-B,Elkridge MD 21075 Page 1 of 1 contechstormwater.com Toll-free:866.740.3318 Fax:866.376.8511 4.0 ATTACHMENTS M:1Hydrology & Hydraulics\140911409 FINAL HYDRO (10-5-07).doc PE# 1409 ' _ _ _ _ _ _ _ _ _ _ _ _ - - cd Mg. cod cn fq Imperial County - _ _ _ ' - - _ ' - _ ' _ ' ' it 0 *T14 �g Imperial County LO MALL dD ZEiLL - _ _ _ _ _ � _ _ _ _ - ' - _ b Imperial County AVALL R. _ _ _ _ - _ - _ - _ _ ' - - cd 0-4 oil Hli 11,11 g Imperial County - J � � —=was■■Rirr�sR wRi■R....--- �"' ��-`.::�,_::_•--_.:_.��-=_� C�=a_____r w�.w�Rws wtaR�`Jiiriiii��ss■� �:�;::::::�'�:rs��:�� C.�-w —.rG G=.ww.�.www...........,.._ww�..�� Jwi ► rs�a �JRJw'J■.rJ'.Jr■s.i .R.R.LRRRSJ� ■.■niuv�iwrr aas�... ----r.r.rr�,�,�.a��riii��rrrss■11■■■■■•i■rrr�■■s��r. G � r�rr�s�rrrr�r/r�.J��S'Jr.J.�J��J.■n■.■■..Y■...aa�R■�.� riQi� ��■�r.rr�,rrrJrJr,rr.�rwr�rJ� J�rwJ�tll■r■►J■rrrrr��r�rr� �rr�rrrr■�.r�Jrs J rJ rri r�.�IJr�■'ir■rr.�■■uo/u■rrr rssss�r■ Y sr err`�rlYr•��rrr�ttltr•,tttrrrrr�t��r!!rr �,itw='A tr tllrr.ttttrrlrrrrErlwrrrr�l �tr�r�� ArA rArwAmom erAmnAmr�itr�r�tllr•nttrrrrrE===t - m!!l�lllllrAlris,4rers►�.r ■lr��.u�.r nr�...�sulo �Y� • MWi'.►I/INIM /M �I59 msoII..all...r\.ilt�=!! r Awd F441111 XWAKANFAOLLANFAM ?,Now . '" C C1.:`.C% n'f%WA =A '�"lirin 111 1111112"100110 mum MINMOf►AJr JUG:��>��flfLl��aitl11f1111��MENEM �� lMrirwrwffl■ifARMIF �_!if■f�ra�fu��ffu��f��_■ CO -----.�� •:ice�� — ^�� °E tC==�:�CCC� �'w■..w■■.wr�s■.�r�.�.RJarwaJw.w Jwr�.rw.a♦•�.��ir.w�wii�iiiiiiiiorrasstar,i. ar wr�.�w�a w■� s...�ww.aR..a..rJ.tiRR■■.a�Ra....i.��..a��w� . oo.....a:��.aRSa s..wwlRwrwsr■rr ..�w i.�..rJr.Rr rs w�Jtaw■.a.rJ..a.�r.n■�R..a.J■.rRa�Ra.w u..■o■■..R+rw.r:a.w■r■.■in �■■R■tati■trw.r■�.�rw RJRr.rrJr.t:JRr■■��.awsa.sr.�■�..R..■s■■■■.R.■R.r...sr1 t:rw �w�..i�.��RR.JR a I.RrJ saw/R.r JR.■r+IJ■RR rw I�RR■ra■rJw w■�■..aRa.■■.■■..i■rrrrasi�r■.aa rrl�...arr RR.a.i■��.I■JR.�.�I/RsJRw J�.RJ■Ra.Ri�.�RaR�R wRi R�.R.r■.■■R■........�a..S�.R w..w..wa�R�.aw.■Rw•Jai.rJw.JrJ.rJ.�Rw._.�..�ww.a�.ww■..�...�wwww,.n....ow.wl.w.wa.wr�w.at. - rrlrrlr�rrrrr�r 'r—J rf ZFAZ PA ��r'Irr rrlrlJrr�rrrrl rrrr�rllrr■rrr■r■ rirlrl��rr www�l��wr�•Jr�r�Is�trs•� WWAlwrrAww��rr�wl��tllrrttttrrrCrsal.sn� ,. �rwr�a�t�■rrwY�JSR/.r rrrw��wr�� rrlr�i•rr�rrrr/�_ I�rI�iJ�r/�rrwil�rrr�rrrr�tllrr.r■t■rrrr=>•rlr[!� . ..��. ��.G�C�:G � CriRrirrCi■■iiraisJi■i.�.J ,■i■Jrw=�.irLr 'arm.iris■C■w�■�■C�■iii:iCCi:`sGCC.irG�G■s� rrlrrir�rr.rrJ�Irr rr►Jr rrl�■a rrf�rr•�r��rwlr�rrrr� ■.■■■■■..rrrrsrl■■��r■ rswrsirrsr►r �.r►JS.s■rfrwrRrJr�wJrrrrrrr rsrs■rr�r■��.1.■■■■■■rrrrsssr■ra r�i VAt/■I r�J>•JrIJ.��.`�ra.R■a■fi..a�R■■.■■...--rrr=�a■rr■.s rrrar�a�rrA"'m tfI■r�■IIJ■�■'Jr�r.�■��t J=-�_-rrrrr.■11■■V.■■rrrrsrs�r■■� r�ra 'r�'Jr! �Jw wrJ -- [-/�� l0■■1■■■RR■■rrrisrlrl�� trtwrtrar.rr! AAIW,t� 5rrrr� "�r��t/lrr.ttrer�r�i��s�at wwiJr�/!�J n rrrr/�� /�wr��r�rwrl�ttlttrttlr■rrrlE>•rlil.� iMIMI=mw AWAOrAWAN irirtrA�AA A��i��wtwrw�n l�nrurrttrtar.r■ao=�Y - rlwltrs.rw �"WANOWlttil��YYi��rt■l�ttl ■nt.rorwnr!!� I rAWiC�ir.lr�lrAlnrli�� w�rrw� �aEUU!!�! i'rR. �AIIA �srl�r�l r��G'MEnsnl�l�Y�lCnr.nttr Ol.snn!!! lrl�■..ui�Ia � ��r�Y>. ■rt... ■■ n!!� ..ri. ► r�i�lr J�l�w:i��CG��!■�C�l�=uC.uwC.. 0■l.,. ��i�! � ►Almir, �� .■�� n11111111■..sue .! �KAW AVG•�rtfi►�■�1i�r��I C��C�iirffn�C�fIMOnwoolM 1MO11C NFAVAK � t�vavC�Cr•��a�r•�11111115 Immit rlmwwI /alrl��! . ��11111/1111��n>t�■C »►rArA►AAAWWW IWI f/mo��f1�1U1H1IIl�i��i1f��f• - ►I1%%WFA-- /i�/a momm��It111111111��®��.■1• . WRAPAWMANE WE ANSI ME ■r��■r�rra■M rAINS Now inlllliniginnom WAMIFIii./i�MWA. ■CNINE ni..■■ .. ►'n�- G gr_ �� C Ill 111 V . ■ •■ •O ��CCC.�Ci� ll�lll�� ■ C* °a v h � O+ N [- O M '-+ O, ON N v1 Y1 r- M N C C O C G C O O C O O O O O G a O d0 � � v I W a W s E E 00 O �O 00 of r O O� 00 DD et V' U M M llf v1 Iq IO Ct- P 00 00 00 OC r,- C O O O C O O O O C O O O O O y ac m .0 en v, N fn 00 V %q d• Oo t� r- r o w ct t- 3 N rn � st �t v�• kn v� �o t� t� o0 00 00 0o G - ' '• U C G C C C C b O O G O O C C O -. � N l0 C/] Cr u Q _O C O I� 'fit 00 00 N %n �O %O %O O M M l� U d . .40 y � � C U G C Q * O O v1 O O v1 O h O O V7 O O h U v ... O O N N M v v %n �O 00 00 00 C, ON ON ... GW rr [= 0.0 U o � a fA V VJ U 'Ll W C 0 .2 2 ' [0 O N V d N O O O O OO O O O ,.O IV a a a -cj b C A A A A A A A A A o cc o C tn '7O 00 N O O O� M M .0-•i tn �. M V U ° b r- cam. •� U O �••� N fV ►�r iv Rf io i{1 Rt iC �d % U �.. IC rr 43 � cc d 4wr •F C S' P� Z C7 O -J C, a _ _ u o 40 rA G.r G •p ' cz ca pTp �i C! v v v v R R O O i0 tJ ca U �' U d E u ict :a w a°i u d is m C7 O .l C7 3 0 `a M 4u 72 :2'++ W • • / moN/ .y h/ . c 17, cc 0. {C N N f da n d 10 :v :o b iA N vs w W f-�' w y H y h y y y V o ^y a Ix Z 04 � �° e a c c y U u U C is tu go bD ro„b '[ao e o ¢ U x x U c) A Z U U U } c°� .� i i f O ! o O � po i it li °1 t I cr- " ICI I } EMI I ,1; la' f � � o 1 ICI CP O-D i , II - ca a , �) Iti1 Q � O Q C3 I i Q ,� r , c� NoText Ili i W I . � I MM CD C) 11�1 1� ct NO -i t2 C�2 I A A, -A I orv) o f4 31 P-4 14 o j a v o on 4p T1 A HYDROLOGY AND HYDRAULICS STUDY FOR PACIFIC STATION PROPOSED MIXED USE DEVELOPMENT ON COAST HIGHWAY 101 05-237 TM/MUP/DR/CDP/EIA CITY OF ENCINITAS, CA PREPARED FOR: TOY FACTORY 101 ENCINITAS, L.P. A LIMITED CALIFORNIA PARTNERSHIP 1855 FREDA LANE, CARDIFF, CA 92007 DATE: FEBRUARY 28, 2008 �OQ?,pFESS/pN9l Et o c,; CD m lZ �+ LLJ No. 71651 � �. Exp.IZ 3/•o� � `r'1,91 C1Vi\. �x FOF CALIF 308 BRIAN M. ARDOLINO, RCE 71651 DATE M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 TABLE OF CONTENTS SECTION Executive Summary 1.0 Introduction 1.1 Existing Conditions 1.2 Proposed Project 1.3 Off-Site Storm Drain Improvements 1.4 Hydrologic Unit Contribution 1.5 Post-Developed Anticipated Pollutants 1.6 Summary of Results and Conditions 1.7 Conclusions 1.8 References 1.9 Methodology 2.0 Introduction 2.1 County of San Diego Criteria 2.2 City of Encinitas Standards 2.3 Runoff coefficient determination 2.4 Hydrology & Hydraulic Model Output 3.0 Pre-Developed Hydrologic Model Output (100 Year Event) 3.1 Post-Developed Hydrologic Model Output (100 Year Event) 3 2 Post-Developed Hydrologic Model Output (50 Year Event) 3.3 Hydraulic Output 3.4 Hydraulic Calculations 3.5 85TH Percentile Calculation and Interceptor Specifications 3.6 Attachments 4.0 Isopluvial Maps Runoff Coefficients Off-Site Basin Maps M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for Pacific Station project has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed (existing) conditions and the post-developed (proposed) conditions produced by the 100 year 6 hour storm. In addition this report will propose the sizing of all necessary storm drain facilities and storm drain piping necessary for the storm drain system to safely convey the runoff from the 100-year rainfall event. 1.2 Existing Conditions The project site is located in Downtown Encinitas, and is bound by Highway 101 to the west, E street to the north, an extension of F street to the south and the railroad right-of- way to the east as shown on the Vicinity Map. f� .. —� 4 XF . S _ 1 \ = tT a EA17 .�1 011 d794,1 NTS The existing, irregular shaped, project site is currently occupied by a large metal building on the southern portion of the site and a single story wood building on the northern portion of the site. Paved parking surrounds both of the buildings. The drainage characteristics of the site consist generally of sheet flow from the northeast to the southwest, which ultimately discharges into Highway 101 where it is picked up in an WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE* 1409 existing storm drain inlet and conveyed via public storm drain westerly to the Pacific Ocean. 1.3 Proposed Project The intent of the proposed project is to develop the existing site into a multi-level, multi- use building consisting of approximately 50,000 SF of residential, 40,000 SF of retail/commercial and 10,000 SF of office professional. The proposed development consists of grading to create a pad suitable for the construction of the multi-level structure including two levels of underground parking and associated underground utilities. The underground construction will require nearly full build out of the lot, essentially creating an underground concrete structure with the three levels of multi-use plaza to be built upon it. Dealing with storm water is a significant concern and a great deal of effort has gone into incorporating a sustainable storm drain system into the design of this project. All rainfall intercepted by the roof of the structure and runoff collected on the plaza level will be piped internally to the lower garage level. Storm water from both the roof and ground level, once piped down to the lower basement level will be treated in a Contech Stormwater Solutions Stormfilter, and pumped back to a cleanout on the surface where it will then be conveyed by pipe into the public storm drain system in F Street. Residual storm water runoff and other nuisance water generated in the two basement garage levels will be conveyed through internal piping to a Jensen Precast sand/ oil separator in the lower basement level. This water is of particular concern with regards to pollution and water quality due to its direct association with vehicle use and spills. Because of the great potential of this water to impact water quality most adversely, this water will be treated in the sand/oil separator and then filtered through City approved hydrocarbon filters prior to reaching the sand/oil separator. After the two stage treatment this water will be pumped back up to an elevation suitable to be discharged via gravity into the building's sanitary system and ultimately will reach the public sanitary sewer system. Another concern with a project of this nature is groundwater, both in the construction and post construction phases. Groundwater encountered in the construction phase of the project shall not be allowed to discharge into the public storm drain system without explicit approval from the City Engineer. Construction groundwater shall either be treated onsite and discharged into the public storm drain with the necessary RWQCB permits or it will be treated and discharged into the public sewer system. There will be no permanent dewatering of groundwater proposed with this project. The building will be designed to handle the appropriate hydrostatic pressure. Refer to sheet 2 of drawing 718-G for construction temporary dewatering plan. M:1Hydrology & Hydraulics1140911409 FINAL HYDRO (3-6-08).doc PE# 1409 1.4 Off-Site Storm Drain Improvements As part of this project an off-site storm drain system will be constructed to collect runoff from the drainage basin to the east of the property. The collection points for the system include inlets on Vulcan Avenue as well as inlet on E street. This runoff will be conveyed via 24" RCP to the projects southerly property line where an easement will be granted to convey the water westerly to the storm drain system in Highway 101. Additionally, to accommodate this runoff, the 18" RCP currently in Highway 101 and F Street will be upsized to a 30" RCP from the east side of Highway 101 to the intersection of 2nd Street and F Street. Hydrology and Hydraulics for the off-site improvements can be found in Sections 3.3 and 3.4 of this report. 1.5 Hydrologic Unit Contribution As identified by the San Diego Basin Plan, the proposed project site drains within San Marcos Hydrologic Unit, specifically the Batiquitos Hydrologic Sub Area (904.51). According to the California 1998 and 2002 CWA 303d list published by the San Diego Regional Water Quality Control Board, there are impaired water bodies that are associated with the Pacific Ocean Shoreline in this basin. The pollutant and stressor listed are bacterial indicators. The bacterial indicators are most likely the result of water fowl and migrating bird species that make the Moonlight State Beach area a nesting and _. foraging area. The proposed project has a relatively low concern for bacterial pollutants and therefore will have a low impact. Any impact will be adequately handled by the project storm water treatment system. Drainage from the site ultimately discharges to the Pacific Ocean, but the site does not directly discharge into the ocean itself. The path of discharge from the pre-developed and post-developed is as follows: initially collected in a storm drain inlet in Highway 101, conveyed in, conveyed in a public storm drain and discharged into the ocean. 1.6 Post-Developed Anticipated Pollutants The proposed project will most closely resemble the anticipated pollutants associated with commercial developments. Table 4.3 included at the end of this section, illustrates the pollutant categories typically associated with various categories of development. In this case the commercial development priority project category has been highlighted to illustrate the pollutant categories that will be addressed by the post-construction BMPs proposed for this project. Pollutants of concern, listed in Table 4.3, are grouped in the following categories: WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 Sediment — sediment is defined as rock or soil particles that characterized as materials that are susceptible to erosion and are then transported and or deposited by wind, water, ice, or gravity. Sediment becomes a condition of concern when the concentration of sediment in a liquid causes the turbidity (concentration of suspended solids in a liquid) to increase. The potential results of high turbidity in our rivers, streams, and other receiving waters include the reduction of spawning habitat, smothering bottom dwelling organisms, the suppression of aquatic vegetative growth, and fish kills due to clogging of fish gills. Nutrients — nutrients are defined as substances that an organism must obtain from its surroundings for growth and the sustainment of life. Nutrients are typically inorganic substances, which are most commonly found as mineral salts such as nitrogen and phosphorous. The primary sources of nutrients in urban runoff are eroded soils and fertilizers. High concentrations of nutrients can result in loss of dissolved oxygen in water, the release of toxins from sediment, decay of organic matter at an accelerated rate all which can be detrimental to aquatic life. Another result of the discharge of nutrients to receiving water is excessive aquatic plant and algae growth, which is also defined as eutrophication. Metals — metals are defined as chemical elements that are various opaque, fusible, ductile, and typically lustrous substances; which are good conductors of electricity and heat, form cations by loss of electrons, and yield basic oxides and hydroxides. Metals of concern are lead, copper, mercury, zinc, chromium and cadmium. Primary sources of metals of concern are raw materials that are constituents of non-metal products such as adhesives, paints, other coatings and fuels. High metal concentrations in storm water can interfere with reproduction and be toxic to aquatic organisms and other wild life. Trash and Debris — trash and debris are defined as substances such as paper, plastics, food and or yard wastes that have been haphazardly discarded. Trash and debris can be forms of organic matter and the degradation of which can result in a high biochemical oxygen demand (BOD). Water with a high concentration of BOD result in low water quality and in worst case scenarios can result in septic conditions. Oxygen Demanding Substances — oxygen demanding substances are defined as anything that can be oxidized in the receiving water with the consumption of dissolved molecular oxygen. These materials are usually biodegradable organic matter but also include certain inorganic compounds. The consumption of dissolved oxygen (DO) poses a threat to higher forms of aquatic life that must have oxygen to survive. The levels at which the DO concentration becoming threatening to aquatic life varies drastically between various species. - Oil and Grease — oil and grease are defined as organic compounds with high molecular weight. Primary sources of oil and grease as pollutants of concern are motor oils, waxes, and fats and grease from restaurants and food processing operations. High concentrations of oil and grease result in low water quality as well as poor water aesthetics. M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 Table 4.3 -Anticipated and Potential Pollutants from the Project Area General Pollutant Categories Priority Trash Oxygen Bacteria Project Heavy Organic & Demanding Oil& & Cate ories Sediments Nutrients Metals Compounds Debris Substances Grease Viruses Pesticides Detached Residential X X X X X X X Development Attached Residential X X X PM P(2) P X Development Commercial Development PM p X ' X � P��t X. PP> pts) >1 00,000 t, Automotive X X(4)(5) X Repair Shops X Restaurants X X X X Hillside Development X X X X X X >5,000 ft2 Parking Lots PM PM X X PM X PM Streets, Highways& X PM X X(4) X P(5) X Freeways Retail Gas Outlets X X�4� X X X=anticipated P=potential (1)A potential pollutant if landscaping exists on-site. (2)A potential pollutant if the project includes uncovered parking areas. (3)A potential pollutant if land use involves food or animal waste products. (4)Including petroleum hydrocarbons. (5)Including solvents. 1.7 Preliminary Hydrology Calculations The existing 100 year peak discharge from the site is 7.09 cfs, and is associated with a time of concentration (Tc) of 9.03 minutes and a total area of 1.8 acres. The post- developed condition peak discharge is 7.09 cfs, and is associated with a Tc of 9.03 minutes (conservative) and the same total area as the existing conditions. WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 1.8 Conclusions The proposed development and proposed storm drain design will be capable of not only safely conveying the 100-year storm runoff flow, but has included many instruments into the storm drain system design to ensure that the discharge from the project site is of the best possible quality and will not pose any significant impact or threats to the water quality of the Pacific Ocean, or the public storm drain system. In addition, the proposed development and storm drain improvements will not significantly alter the existing drainage patterns. Any increase in storm water runoff will be detained and will not increase the potential for flooding or create an increase in erosion. The peak discharge determined in post-developed conditions is a conservative number since the majority of the drainage from the site will be collected, conveyed to the lower basement level, treated and then pumped back to the public storm drain system. This process will help to attenuate the discharge. In addition the peak discharge from the proposed project site will not be a function of simply calculating the tributary area of the site and modeling it with its associated runoff coefficients and intensity, but more a function of the pumping system and its associated piping. It is with these above reasons that it can be concluded that there will be no negative impact to the downstream storm drain facilities or an increased potential of flooding. Since a major goal of this project is to ensure that all storm water quality issues are addressed to the maximum extent practical, the peak discharge for the proposed site will be utilized to adequately size the components of the storm drain system for this project. In particular the peak discharge as modeled by this report, will be relied upon to ensure that the treatment devices will be sized adequately to ensure that not only the 85th percentile runoff flow and volume are treated, but a flow much greater than the first flush condition. WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE* 1409 1.9 References "San Diego County Hydrology Manual", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. "Drainage Design Manual", City of San Diego, April 1984, addendum March 1989. "Grading, Erosion and Sediment Control Ordinance/Chapter", City of Encinitas, Engineering Services and Community Development Department, revised November 2002. WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE* 1409 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Ration Method (RM) equation, Q=CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (I) is equal to: I = 7.44xP6 xD_'-"' Where: I = Intensity (in/hr) P6 = 6-hour precipitation (inches) D =duration (minutes—use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: Q = CIA Where: Q= flow(in cfs) C =runoff coefficient, ratio of rainfall that produces storm water runoff(runoff vs. infiltration/evaporation/absorption/etc) I =average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A =drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop that falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour storm). M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths under 100 feet, and is dependent on land use and slope. 2.3 City of Encinitas Standards The City of Encinitas has additional requirements for hydrology reports which are outlined in the Grading, Erosion and Sediment Control Ordinance. Please refer to this manual for further details. 2.4 Runoff Coefficient Determination As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table, included at the end of this section, categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. WHydrology & Hydraulics\140911409 FINAL HYDRO (3-6-08).doc PE # 1409 3.0 HYDROLOGY MODEL OUTPUT 3.1 Pre-Developed Hydrologic Model Output (100 Year Event) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001, 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * PREDEVELOPMENT HYDROLOGIC ANALYSIS FOR THE 100 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 10-4-07 ************************************************************************** FILE NAME: PS50PRE.DAT TIME/DATE OF STUDY: 16:43 10/04/2007 ------------------------------------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------------ 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.490 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 30. 0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 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 1.13 TO NODE 1.12 IS CODE = 21 -------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 155.00 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.55 FLOW PROCESS FROM NODE 1.12 TO NODE 1.11 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 98.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1332 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME (MIN. ) = 1.50 Tc(MIN. ) = 7.50 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.11 = 528.00 FEET. FLOW PROCESS FROM NODE 1.11 TO NODE 1.11 IS CODE = 81 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.049 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 2.62 TC(MIN) = 7.50 FLOW PROCESS FROM NODE 1.11 TO NODE 1.10 IS CODE = 52 -------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0035 CHANNEL FLOW THRU SUBAREA(CFS) = 2.62 FLOW VELOCITY(FEET/SEC) = 1.08 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME (MIN. ) = 2.62 Tc(MIN. ) = 10.12 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.10 = 698.00 FEET. FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 10.12 RAINFALL INTENSITY(INCH/HR) = 4.16 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2. 62 FLOW PROCESS FROM NODE 2.02 TO NODE 2.01 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED. RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 158.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.931 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE 2.01 TO NODE 1.10 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 530.00 CHANNEL SLOPE = 0.1143 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.57 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.86 Tc(MIN. ) = 7.86 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 630.00 FEET. FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.899 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.60 TOTAL AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 4.17 TC(MIN) = 7.86 FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 7.86 RAINFALL INTENSITY(INCH/HR) = 4.90 TOTAL STREAM AREA(ACRES) = 1.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.17 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE* 1409 ** CONFLUENCE DATA ** - STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2.62 10.12 4.163 0.84 2 4.17 7.86 4.899 1.39 FAINFALL 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 6.39 7.86 4.899 2 6.15 10.12 4.163 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.39 Tc(MIN. ) = 7.86 TOTAL AREA(ACRES) = 2.22 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.10 = 698.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.09 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 97.40 DOWNSTREAM(FEET) 96.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0032 CHANNEL FLOW THRU SUBAREA(CFS) = 6.39 FLOW VELOCITY(FEET/SEC) = 1.27 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 3. 68 Tc(MIN. ) = 11.54 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.09 = 978.00 FEET. FLOW PROCESS FROM NODE 1.09 TO NODE 1.09 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.825 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 4.50 TOTAL AREA(ACRES) = 4.19 TOTAL RUNOFF(CFS) = 10.89 TC(MIN) = 11.54 FLOW PROCESS FROM NODE 1.09 TO NODE 1.08 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 10.89 FLOW VELOCITY(FEET/SEC) = 1.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME (MIN. ) = 0.43 Tc(MIN. ) = 11.97 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.08 = 1013.00 FEET. FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE = 1 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 >>>>>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) = 3.74 TOTAL STREAM AREA(ACRES) = 4.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.89 FLOW PROCESS FROM NODE 3.03 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.047 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.56 FLOW PROCESS FROM NODE 3.02 TO NODE 3.01 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< --------------- ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 134.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0568 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 3.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME (MIN. ) = 2.05 Tc(MIN. ) = 8.05 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 3.01 = 540.00 FEET. FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC lI) = 0 SUBAREA AREA(ACRES) = 0. 67 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 2.48 TC(MIN) = 8.05 FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 USER.-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 6.13 TC(MIN) = 8.05 FLOW PROCESS FROM NODE 3.01 TO NODE 1.08 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 134.00 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1600 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 6.13 FLOW VELOCITY(FEET/SEC) = 7.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 8.61 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 1.08 = 775.00 FEET. FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.620 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 6.65 TC(MIN) = 8.61 **************************************************************************** FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 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.) = 8.61 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN. ) (INCH/HOUR) (ACRE) 1 10.89 11. 97 3.736 4.19 2 6.65 8.61 4.620 2.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER. (CPS) (MIN. ) (INCH/HOUR) 1 15.45 8. 61 4.620 2 16.26 11. 97 3.736 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.26 Tc(MIN. ) = 11.97 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 TOTAL AREA(ACRES) = 6.46 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.08 = 1013.00 FEET. FLOW PROCESS FROM NODE 1.08 TO NODE 1.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 96.40 DOWNSTREAM(FEET) = 95.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0062 CHANNEL FLOW THRU SUBAREA(CFS) = 16.26 FLOW VELOCITY(FEET/SEC) = 2.22 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.97 Tc(MIN. ) = 12.94 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.07 = 1143.00 FEET. FLOW PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.552 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) = 19.76 TC(MIN) = 12. 94 FLOW PROCESS FROM NODE 1.07 TO NODE 1.06 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 95.60 DOWNSTREAM(FEET) = 93.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 19.76 FLOW VELOCITY(FEET/SEC) = 2.99 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.31 Tc(MIN. ) = 14.26 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.06 = 1378.00 FEET. FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.338 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.92 TOTAL AREA(ACRES) = 10.55 TOTAL RUNOFF(CFS) = 24.68 TC(MIN) = 14.26 FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ----------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.338 - *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 10.96 TOTAL RUNOFF(CFS) = 25.50 TC(MIN) = 14.26 FLOW PROCESS FROM NODE 1.06 TO NODE 1.05 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 93.25 DOWNSTREAM(FEET) = 88.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.0328 CHANNEL FLOW THRU SUBAREA(CFS) = 25.50 FLOW VELOCITY(FEET/SEC) = 5.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.46 Tc(MIN. ) = 14.72 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.05 = 1538.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.270 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 12.96 TOTAL RUNOFF(CFS) = 29.42 TC(MIN) = 14.72 FLOW PROCESS FROM NODE 1.05 TO NODE 1.04 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 84.00 CHANNEL LENGTH THRU SUBAREA(FEET) 70.00 CHANNEL SLOPE = 0.0571 CHANNEL FLOW THRU SUBAREA(CFS) = 29.42 FLOW VELOCITY(FEET/SEC) = 7.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.15 Tc(MIN. ) = 14.86 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.04 = 1608.00 FEET. FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.249 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 14.62 TOTAL RUNOFF(CFS) = 31.62 TC(MIN) = 14.86 FLOW PROCESS FROM NODE 1.04 TO NODE 1.03 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 ELEVATION DATA: UPSTREAM(FEET) = 84.00 DOWNSTREAM(FEET) = 83.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 20.00 CHANNEL SLOPE = 0.0500 CHANNEL FLOW THRU SUBAREA(CFS) = 31. 62 FLOW VELOCITY(FEET/SEC) = 7.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME (MIN. ) = 0.04 Tc(MIN. ) = 14.91 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.03 = 1628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 14. 93 TOTAL RUNOFF(CFS) = 32.04 TC(MIN) = 14.91 FLOW PROCESS FROM NODE 1.03 TO NODE 1.02 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------- ELEVATION DATA: UPSTREAM(FEET) = 83.00 DOWNSTREAM(FEET) = 77.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00 CHANNEL SLOPE = 0.0589 CHANNEL FLOW THRU SUBAREA(CFS) = 32.04 FLOW VELOCITY(FEET/SEC) = 8.28 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.18 Tc(MIN. ) = 15.09 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.02 = 1718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218 *USER SPECIFIED(SUBAREA) : _ USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 15.00 TOTAL RUNOFF(CFS) = 32.25 TC(MIN) = 15.09 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.01 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ----------------------- ELEVATION DATA: UPSTREAM(FEET) = 77.70 DOWNSTREAM(FEET) = 74.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 32.25 FLOW VELOCITY(FEET/SEC) = 3.42 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME (MIN. ) = 1.41 Tc(MIN. ) = 16.50 LONGEST FLOWPATH FROM NODE 1.13 TO NODE 1.01 = 2008.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 81 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.037 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 15.53 TOTAL RUNOFF(CFS) = 33.62 TC(MIN) = 16.50 +--------------------------------------------------------------------------+ END OF HYDROLOGIC ANALYSIS FOR NORTHERN SUBAREA TO E STREET BEGIN HYDROLOGIC ANALYSIS FOR SOUTHERN SUBAREA TO F STREET +--------------------------------------------------------------------------+ FLOW PROCESS FROM NODE 4.04 TO NODE 4.03 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 83.00 DOWNSTREAM ELEVATION = 80.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.120 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.03 FLOW PROCESS FROM NODE 4.03 TO NODE 4.02 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 80.00 DOWNSTREAM(FEET) = 74.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0163 CHANNEL FLOW THRU SUBAREA(CFS) = 1.03 FLOW VELOCITY(FEET/SEC) = 1.93 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 3.03 Tc(MIN. ) = 9.03 LONGEST FLOWPATH FROM NODE 4.04 TO NODE 4.02 = 450.00 FEET. FLOW PROCESS FROM NODE 4.02 TO NODE 4.02 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.481 *USER SPECTFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 7.09 =MIN) = 9.03 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 FLOW PROCESS FROM NODE 4.02 TO NODE 4.02 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. ) = 9.03 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.09 FLOW PROCESS FROM NODE 4.11 TO NODE 4.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 80.10 DOWNSTREAM ELEVATION = 79.10 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.98 FLOW PROCESS FROM NODE 4.10 TO NODE 4.02 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ---------------------------- ELEVATION DATA: UPSTREAM(FEET) = 79.10 DOWNSTREAM(FEET) = 74.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 485.00 CHANNEL SLOPE = 0.0099 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.98 FLOW VELOCITY(FEET/SEC) = 1.49 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 5.42 Tc(MIN. ) = 11.42 LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.02 = 585.00 FEET. FLOW PROCESS FROM NODE 4.02 TO NODE 4.02 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.852 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF CCEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 5. 95 TOTAL AREA(ACRES) = 2.01 TOTAL RUNOFF(CFS) = 6. 92 TC(MIN) = 11.42 FLOW PROCESS FROM NODE 4.02 TO NODE 4.02 IS CODE = 1 --------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------------------------------- TOTAL NUMBER OF STREAMS = 2 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE* 1409 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 11.42 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6. 92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 7.09 9.03 4.481 1.80 2 6. 92 11.42 3.852 2.01 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 13.04 9.03 4.481 2 13.01 11.42 3.852 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.04 Tc(MIN. ) = 9.03 TOTAL AREA(ACRES) = 3.81 LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.02 = 585.00 FEET. FLOW PROCESS FROM NODE 4.02 TO NODE 4.01 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 71.37 DOWNSTREAM(FEET) = 69.66 FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.009 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 8.90 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.04 PIPE TRAVEL TIME(MIN. ) = 0.16 Tc(MIN. ) = 9.19 LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.01 = 673.00 FEET. FLOW PROCESS FROM NODE 4.01 TO NODE 4.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.429 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 4.11 TOTAL RUNOFF(CFS) = 14.17 TC(MIN) = 9.19 FLOW PROCESS FROM NODE 4.01 TO NODE 4.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 69. 66 DOWNSTREAM(FEET) = 59.28 FLOW LENGTH(FEET) = 237.50 MANNING'S N = 0.013 WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 12. 95 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14 . 17 PIPE TRAVEL TIME(MIN. ) = 0.31 Tc(MIN. ) = 9.50 LONGEST FLOWPATH FROM NODE 4.11 TO NODE 4.00 = 910.50 FEET. ------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4. 11 TC(MIN. ) = 9.50 PEAK FLOW RATE(CFS) _ 14.17 ------------------------------------------ END OF RATIONAL METHOD ANALYSIS M M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 3.2 Post-Developed Hydrologic Model Output (100 Year Event) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ****************+********* * POSTDEVELOPMENT HYDROLOGIC ANALYSIS FOR THE 100 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 10-4-07 FILE NAME: PS100PST.DAT TIME/DATE OF STUDY: 18:09 10/04/2007 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.490 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0. 95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 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 1.16 TO NODE 1.15 IS CODE = 21 ------------- >>>>>RATIONAL METHOD IN=TIAL SUBAREA ANALYSIS<<<<< ------------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 155.00 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 `CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.55 FLOW PROCESS FROM NODE 1.15 TO NODE 1.14 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ------------ ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 98.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1332 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.50 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 1.16 TO NODE 1.14 = 528.00 FEET. FLOW PROCESS FROM NODE 1.14 TO NODE 1.14 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.049 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 2.62 TC(MIN) = 7.50 FLOW PROCESS FROM NODE 1.14 TO NODE 1.13 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ------------------------ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 30.00 CHANNEL SLOPE = 0.0033 CHANNEL FLOW THRU SUBAREA(CFS) = 2.62 FLOW VELOCITY(FEET/SEC) = 1.05 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.48 Tc(MIN. ) = 7.98 LONGEST FLOWPATH FROM NODE 1.16 TO NODE 1.13 = 558.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 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. ) = 7.98 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 FLOW PROCESS FROM NODE 2.02 TO NODE 2.01 IS CODE = 21 ---------------------------------------------------------------------------- WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE* 1409 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 158.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3. 931 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE 2.01 TO NODE 1.13 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 530.00 CHANNEL SLOPE = 0.1134 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .l WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.57 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.86 Tc(MIN. ) = 7.86 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------- - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.899 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.60 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 4.16 TC(MIN) = 7.86 FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 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. ) = 7.86 RAINFALL INTENSITY(INCH/HR) = 4. 90 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2.62 7.98 4.853 0.84 2 4.16 7.86 4.899 1.38 WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 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 6.75 7.86 4.899 2 6.74 7. 98 4.853 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.75 Tc(MIN. ) = 7.86 TOTAL AREA(ACRES) = 2.22 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.12 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ------------------------ ELEVATION DATA: UPSTREAM(FEET) = 97.90 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 6.75 FLOW VELOCITY(FEET/SEC) = 1.23 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.30 Tc(MIN. ) = 10.17 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.12 = 800.00 FEET. FLOW PROCESS FROM NODE 1.12 TO NODE 1.11 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 97.40 DOWNSTREAM(FEET) = 96.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0032 CHANNEL FLOW THRU SUBAREA(CFS) = 6.75 FLOW VELOCITY(FEET/SEC) = 1.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME (MIN. ) = 3.63 Tc(MIN. ) = 13.80 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.11 = 1080.00 FEET. FLOW PROCESS FROM NODE 1.11 TO NODE 1.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.409 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 4.18 TOTAL RUNOFF(CFS) = 10.75 TC(MIN) = 13.80 FLOW PROCESS FROM NODE 1.11 TO NODE 1.10 IS CODE = 52 ---------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< --------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 10.75 WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 FLOW VELOCITY(FEET/SEC) = 1.36, (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.43 Tc(MIN. ) = 14.23 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 14.23 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.75 FLOW PROCESS FROM NODE 3.03 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.047 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.833 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.56 FLOW PROCESS FROM NODE 3.02 TO NODE 3.01 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 134.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0568 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 3.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.05 Tc(MIN. ) = 8.05 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 3.01 = 540.00 FEET. FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 -------------------- >>>>>ADDIT'ION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : JSER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0. 67 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 3.82 TOTAL RUNOFF(CFS) = 2.48 TC(MIN) = 8.05 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 • ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.825 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.08 TOTAL RUNOFF(CFS) = 6.13 TC(MIN) = 8.05 FLOW PROCESS FROM NODE 3.01 TO NODE 1.10 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 134.00 DOWNSTREAM(FEET) = 96.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1600 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 6.13 FLOW VELOCITY(FEET/SEC) = 7.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.56 Tc(MIN.) = 8.61 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 1.10 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.620 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 6.64 TC(MIN) = 8.61 FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 8.61 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 10.75 14.23 3.342 4.18 2 6. 64 8.61 4. 620 2.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE* 1409 * PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 14.42 8. 61 4.620 2 15.56 14.23 3.342 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.56 Tc(MIN. ) = 14.23 TOTAL AREA(ACRES) = 6.45 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. FLOW PROCESS FROM NODE 1.10 TO NODE 1.09 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA««< ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 96.40 DOWNSTREAM(FEET) = 95.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0062 CHANNEL FLOW THRU SUBAREA(CFS) = 15.56 FLOW VELOCITY(FEET/SEC) = 2.20 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0. 99 Tc(MIN. ) = 15.21 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.09 = 1245.00 FEET. FLOW PROCESS FROM NODE 1.09 TO NODE 1.09 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.201 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER. (AMC II) = 0 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 3.14 TOTAL AREA(ACRES) = 8.09 TOTAL RUNOFF(CFS) = 18.70 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 1.09 TO NODE 1.08 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 95.60 DOWNSTREAM(FEET) = 93.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 18.70 FLOW VELOCITY(FEET/SEC) = 2. 94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.33 Tc(MIN. ) = 16.54 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.08 = 1480.00 FEET. FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE = 81 ---------------- - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.032 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.45 TOTAL AREA(ACRES) = 10.53 TOTAL RUNOFF(CFS) = 23.16 TC (MIN) = 16.54 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 FLOW PROCESS FROM NODE 1.08 TO NODE 1.07 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< -------------------- ELEVATION DATA: UPSTREAM(FEET) = 86.69 DOWNSTREAM(FEET) = 85.69 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 8.11 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.16 PIPE TRAVEL TIME(MIN. ) = 0.10 Tc(MIN. ) = 16.65 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.07 = 1531.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.020 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) -- 0 -. SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 10.96 TOTAL RUNOFF(CFS) = 23.92 TC(MIN) = 16.65 FLOW PROCESS FROM NODE 1.07 TO NODE 1.06 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 85.69 DOWNSTREAM(FEET) = 79.56 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 27.47 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23. 92 PIPE TRAVEL TIME(MIN. ) = 0.02 Tc(MIN. ) = 16.66 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.06 = 1558.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.018 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) = 3.73 TOTAL AREA(ACRES) = 13.01 TOTAL RUNOFF(CFS) = 27.65 TC(MIN) = 16.66 FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 --------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.018 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 13.78 TOTAL RUNOFF(CFS) = 28.60 TC(MIN) = 16.66 FLOW PROCESS FROM NODE 1.06 TO NODE 1.05 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 79.56 DOWNSTREAM(FEET) = 76.05 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 7.59 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.60 PIPE TRAVEL TIME(MIN. ) = 0.66 Tc(MIN. ) = 17.32 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.05 = 1858.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.04 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 76.05 DOWNSTREAM(FEET) = 75.50 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 8.13 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.60 PIPE TRAVEL TIME(MIN. ) = 0.08 Tc(MIN.) = 17.41 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.04 = 1899.00 FEET. FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.934 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.83 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 14.62 TOTAL RUNOFF(CFS) = 29.60 TC(MIN) = 17.41 FLOW PROCESS FROM NODE 1.04 TO NODE 1.03 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ------------------- ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = 72.15 FLOW LENGTH(FEET) = 66. 60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.4 INCHES M-.\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 PIPE-FLOW VELOCITY(FEET/SEC. ) = 16.44 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.60 PIPE TRAVEL TIME (MIN. ) = 0.07 Tc(MIN.) = 17.47 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.03 = 1965.60 FEET. FLOW PROCESS FROM NODE 1.03 TO NODE 1.02 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 72.15 DOWNSTREAM(FEET) = 65.53 FLOW LENGTH(FEET) = 165.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 15.06 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.60 PIPE TRAVEL TIME(MIN. ) = 0.18 Tc(MIN. ) = 17.66 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.02 = 2130.80 FEET. FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------- 1.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.907 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 16.52 TOTAL RUNOFF(CFS) = 34.30 TC(MIN) = 17.66 FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2. 907 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.95 TOTAL AREA(ACRES) = 18.52 TOTAL RUNOFF(CFS) = 39.25 TC(MIN) = 17. 66 FLOW PROCESS FROM NODE 1.02 TO NODE 1.01 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ------------------ ELEVATION DATA: UPSTREAM(FEET) = 65.53 DOWNSTREAM(FEET) = 64.26 FLOW LENGTH(FEET) = 93.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 10. 65 - GIV'EN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.25 PIPE ':RAVEL TIME(MIN. ) = 0.15 Tc (MIN. ) = 17.80 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.01 = 2224.00 FEET. M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 FLOW PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.892 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 18.79 TOTAL RUNOFF(CFS) = 39.91 TC(MIN) = 17.80 FLOW PROCESS FROM NODE 1.01 TO NODE 1.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 64.26 DOWNSTREAM(FEET) = 59.28 FLOW LENGTH(FEET) = 237.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 12.73 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39. 91 PIPE TRAVEL TIME(MIN. ) = 0.31 Tc(MIN. ) = 18.11 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.00 = 2461.00 FEET. +--- ------------------------------------------------------------------+ I END OF HYDROLOGIC ANALYSIS OF SOUTHERN SUBAREA TO F STREET I BEGIN HYDROLOGIC ANALYSIS OF NORHTERN SUBAREA TO E STREET +--------------------------------------------------------------------------+ FLOW PROCESS FROM NODE 4.02 TO NODE 4.01 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 84.40 DOWNSTREAM ELEVATION = 84.00 ELEVATION DIFFERENCE = 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.856 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.996 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.08 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) = 2.996 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) = 1.52 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 TC(MIN) = 16.86 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.87 TC(MIN. ) = 16.86 PEAK FLOW RATE(CFS) = 1.52 END OF RATIONAL METHOD ANALYSIS M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 3.2 Post-Developed Hydrologic Model Output (50 Year Event) *************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001, 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * POSTDEVELOPMENT HYDROLOGIC ANALYSIS OF THE 50 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 10-4-07 ************************************************************************** FILE NAME: PS50POST.DAT TIME/DATE OF STUDY: 18:41 10/04/2007 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 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 1.16 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 155.00 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.500 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.388 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.50 FLOW PROCESS FROM NODE 1.15 TO NODE 1.14 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 155.00 DOWNSTREAM(FEET) = 98.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 428.00 CHANNEL SLOPE = 0.1332 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.50 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.50 Tc(MIN. ) = 7.50 LONGEST FLOWPATH FROM NODE 1.16 TO NODE 1.14 = 528.00 FEET. FLOW PROCESS FROM NODE 1.14 TO NODE 1.14 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - ----------------------- 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.664 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 - SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 2.42 TC (MIN) = 7.50 FLOW PROCESS FROM NODE 1.14 TO NODE 1.13 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< - >>>>>TRAVELTIME THRU SUBAREA<<<<< --------------- ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 97. 90 CHANNEL LENGTH THRU SUBAREA(FEET) = 30.00 CHANNEL SLOPE = 0.0033 - CHANNEL FLOW THRU SUBAREA(CFS) = 2.42 FLOW VELOCITY(FEET/SEC) = 1.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 0.48 Tc(MIN. ) = 7.99 LONGEST FLOWPATH FROM NODE 1.16 TO NODE 1.13 = 558.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 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. ) = 7.99 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42 WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 FLOW PROCESS FROM NODE 2.02 TO NODE 2.01 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 158.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.931 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.388 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.52 FLOW PROCESS FROM NODE 2.01 TO NODE 1.13 IS CODE = 52 _. ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 530.00 CHANNEL SLOPE = 0.1134 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.52 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.86 Tc(MIN. ) = 7.86 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------- 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.526 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 3.84 TC(MIN) = 7.86 FLOW PROCESS FROM NODE 1.13 TO NODE 1.13 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. ) = 7.86 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 1 2.42 7.99 4.480 0.84 2 3.84 7.86 4.526 1.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN. ) (INCH/HOUR) 1 6.24 7.86 4.526 2 6.22 7.99 4.480 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.24 Tc(MIN. ) = 7.86 TOTAL AREA(ACRES) = 2.22 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.13 = 630.00 FEET. FLOW PROCESS FROM NODE 1.13 TO NODE 1.12 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 97.90 DOWNSTREAM(FEET) = 97.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 6.24 FLOW VELOCITY(FEET/SEC) = 1.21 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.35 Tc(MIN. ) = 10.21 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.12 = 800.00 FEET. FLOW PROCESS FROM NODE 1.12 TO NODE 1.11 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 97.40 DOWNSTREAM(FEET) = 96.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 280.00 CHANNEL SLOPE = 0.0032 CHANNEL FLOW THRU SUBAREA(CFS) = 6.24 FLOW VELOCITY(FEET/SEC) = 1.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 3.70 Tc(MIN. ) = 13.91 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.11 = 1080.00 FEET. FLOW PROCESS FROM NODE 1.11 TO NODE 1.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.132 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1. 96 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 4.18 TOTAL RUNOFF(CFS) = 9.91 TC (MIN) = 13. 91 FLOW PROCESS FROM NODE 1.11 TO NODE 1.10 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 96.40 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 CHANNEL LENGTH THRU SUBAREA(FEET) = 35.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 9.91 FLOW VELOCITY(FEET/SEC) = 1.33 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = C.44 Tc(MIN. ) = 14.35 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. FLOW PROCESS FROM NODE 1.10 TO NODE 1.10 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. ) = 14.35 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.91 FLOW PROCESS FROM NODE 3.03 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.047 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.388 - SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.51 FLOW PROCESS FROM NODE 3.02 TO NODE 3.01 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 134.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0568 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.51 FLOW VELOCITY(FEET/SEC) = 3.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 2.05 Tc (MIN. ) = 8.05 LONGEST FLOWPATH FROM NODE 3.03 TO NODE 3.01 = 540.00 FEET. FLOW PROCESS FROM NODE 3.01 TO NODE 3.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.457 *USER SPECIFIED(SUBAREA) : USER.-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.78 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 8.62 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 9. 91 14.35 3.070 4.18 2 6.14 8.62 4.264 2.27 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 13.27 8.62 4.264 2 14.33 14.35 3.070 - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.33 Tc(MIN.) = 14.35 TOTAL AREA(ACRES) = 6.45 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.10 = 1115.00 FEET. **************************************************************************** -FLOW-PROCESS FROM NODE 1.10 TO NODE 1.09 IS CODE = 52 -------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 96.40 DOWNSTREAM(FEET) = 95.60 - CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0062 CHANNEL FLOW THRU SUBAREA(CFS) = 14.33 FLOW VELOCITY(FEET/SEC) = 2.15 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.01 Tc(MIN. ) = 15.36 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.09 = 1245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.09 TO NODE 1.09 IS CODE = 81 --------------- ---------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2. 938 - *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 2.88 TOTAL AREA(ACRES) = 8.09 TOTAL RUNOFF(CFS) = 17.21 TC(MIN) = 15.36 - FLOW PROCESS FROM NODE 1.09 TO NODE 1.08 IS CODE = 52 -------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 95. 60 DOWNSTREAM(FEET) = 93.25 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.0100 CHANNEL FLOW THRU SUBAREA(CFS) = 17.21 FLOW vELOCITY(FEET/SEC) = 2.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN. ) = 1.36 Tc(MIN. ) = 16.72 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.08 = 1480.00 FEET. FLOW PROCESS FROM NODE 1.08 TO NODE 1.08 IS CODE = 81 --------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.782 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 10.53 TOTAL RUNOFF(CFS) = 21.30 TC(MIN) = 16.72 FLOW PROCESS FROM NODE 1.08 TO NODE 1.07 IS CODE = 41 ---------------------- ------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 86.69 DOWNSTREAM(FEET) = 85.69 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.11 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.30 PIPE TRAVEL TIME(MIN. ) = 0.10 Tc(MIN.) = 16.82 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.07 = 1531.00 FEET. FLOW PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 81 ------------- -------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.771 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT= . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 10.96 TOTAL RUNOFF(CFS) = 22.00 TC(MIN) = 16.82 FLOW PROCESS FROM NODE 1.07 TO NODE 1.06 IS CODE = 41 ----------------- ------------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 85. 69 DOWNSTREAM(FEET) = 79.56 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 26.89 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.00 PIPE TRAVEL TIME(MIN. ) = 0.02 Tc(MIN. ) = 16.84 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.06 = 1558.00 FEET. FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ----------------------- ------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.769 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = . 6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 13.01 TOTAL RUNOFF(CFS) = 25.42 TC(MIN) = 16.84 FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 81 ----------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.769 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 13.78 TOTAL RUNOFF(CFS) = 26.29 TC(MIN) = 16.84 FLOW PROCESS FROM NODE 1.06 TO NODE 1.05 IS CODE = 41 ------------------------------------------------------ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 79.56 DOWNSTREAM(FEET) = 76.05 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 7.59 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) - GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.29 PIPE TRAVEL TIME(MIN. ) = 0.66 Tc(MIN. ) = 17.50 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.05 = 1858.00 FEET. FLOW PROCESS FROM NODE 1.05 TO NODE 1.04 IS CODE = 41 -------------------------------------------------- "` >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 76.05 DOWNSTREAM(FEET) = 75.50 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC. ) = 8.13 (PIPE FLOW VELOCITY CORRESPONDING TO FULL PIPE CAPACITY FLOW) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.29 PIPE TRAVEL TIME(MIN. ) = 0.08 Tc(MIN. ) = 17.58 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.04 = 1899.00 FEET. FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 81 -------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2. 693 *USER SPECIFIED(SUBAREA) : i;SER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 SUBAREA AREA(ACRES) = 0.83 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 14.62 TOTAL RUNOFF(CFS) = 27.21 TC(MIN) = 17.58 - FLOW PROCESS FROM NODE 1.04 TO NODE 1.03 IS CODE = 41 ------------------------------------------------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = 72.15 FLOW LENGTH(FEET) = 66.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 16.12 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.21 PIPE TRAVEL TIME(MIN. ) = 0.07 Tc(MIN.) = 17.65 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.03 = 1965.60 FEET. FLOW PROCESS FROM NODE 1.03 TO NODE 1.02 IS CODE = 41 ----------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 72.15 DOWNSTREAM(FEET) = 65.53 FLOW LENGTH(FEET) = 165.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 14.78 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.21 PIPE TRAVEL TIME(MIN. ) = 0.19 Tc(MIN.) = 17.84 -° LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.02 = 2130.80 FEET. FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ---------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.668 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1. 90 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 16.52 TOTAL RUNOFF(CFS) = 31.52 TC(MIN) = 17.84 FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 81 ----------------- --------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.668 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.54 TOTAL AREA(ACRES) = 18.52 TOTAL RUNOFF(CFS) = 36.07 TC(M!N) = 17.84 FLOW PROCESS FROM NODE 1.02 TO NODE 1.01 IS CODE = 41 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 ------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ---------------------------- ELEVATION DATA: UPSTREAM(FEET) = 65.53 DOWNSTREAM(FEET) = 64.26 FLOW LENGTH(FEET) = 93.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 10.49 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.07 PIPE TRAVEL TIME(MIN. ) = 0.15 Tc(MIN. ) = 17.99 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.01 = 2224.00 FEET. FLOW PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------- 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.654 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 18.79 TOTAL RUNOFF(CFS) = 36.67 TC(MIN) = 17.99 FLOW PROCESS FROM NODE 1.01 TO NODE 1.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 64.26 DOWNSTREAM(FEET) = 59.28 FLOW LENGTH(FEET) = 237.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 12.49 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.67 PIPE TRAVEL TIME (MIN. ) = 0.32 Tc(MIN. ) = 18.30 LONGEST FLOWPATH FROM NODE 2.02 TO NODE 1.00 = 2461.00 FEET. +-------------------------------------------------------------------------- END OF HYDROLOGIC ANALYSIS OF SOUTHERN SUBAREA TO F STREET BEGIN HYDROLOGIC ANALYSIS OF NORTHERN SUBAREA TO E STREET I +--------------------------------------------------------------------------+ FLOW PROCESS FROM NODE 4.02 TO NODE 4.01 IS CODE = 21 --------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------- *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 84.40 DOWNSTREAM ELEVATION = 84.00 ELEVATION DIFFERENCE = 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.856 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.767 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.07 FLOW PROCESS FROM NODE 4 .00 TO NODE 4.00 IS CODE = 81 -------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< SO YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.767 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.33 - TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.40 TC(MIN) = 16.86 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.87 TC(MIN. ) = 16.86 PEAK FLOW RATE(CFS) = 1.40 ------------------------------------------------- END OF RATIONAL METHOD ANALYSIS M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 3.4 Hydraulic Output **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD, & OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * STORMDRAIN HYDRAULIC ANALYSIS FOR THE 50 YEAR STORM EVENT * PACIFIC STATION - PE 1409 * 2-13-08 ************************************************************************** FILE NAME: PS50HYD.DAT TIME/DATE OF STUDY: 13:46 02/13/2008 ------------------------- NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 59.28 PIPE DIAMETER(INCH) = 30.00 PIPE FLOW(CFS) = 36.67 ASSUMED DOWNSTREAM CONTROL HGL = 61.780 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS -------------------------- NODE 1.00 : HGL= < 61.780>;EGL= < 62.647>;FLOWLINE= < 59.280> ---------------------------- PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 1.01 IS CODE = 1 UPSTREAM NODE 1.01 ELEVATION = 64.20 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 36.67 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 237.00 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 36.67) / ( 410.171) ) **2 = 0.0079927 HF=L*SF = ( 237.00) * ( 0.0079927) = 1.894 NODE 1.01 : HGL= < 63.674>;EGL= < 64.541>;FLOWLINE= < 64.200> -------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.03 140DE 1.01 : HGL= < 66.700>;EGL= < 67.567>;FLOWLINE= < 64.200> --------------------------- PRESSURE FLOW PROCESS FROM NODE 1.01 TO NODE 1.01 IS CODE = 5 UPSTREAM NODE 1.01 ELEVATION = 64.26 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 1 36.1 30.00 4. 909 7.354 38.150 0.840 2 36.7 30.00 4. 909 7.470 -- 0.867 3 0. 6 12.00 0.785 0.726 32.780 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS (DELTA3)- Q4*V4*COS (DELTA4) ) / ( (Al+A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00775 DOWNSTREAM FRICTION SLOPE = 0.00799 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00787 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.039 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.410+ 0.840- 0.867+( 0.039)+( 0.000) = 0.423 NODE 1.01 : HGL= < 67.149>;EGL= < 67.989>;FLOWLINE= < 64.260> ------------------ PRESSURE FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 1 UPSTREAM NODE 1.02 ELEVATION = 65.19 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD) : PIPE FLOW = 36.10 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 93.20 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 36.10) / ( 410.171) ) **2 = 0.0077461 HF=L*SF = ( 93.20) * ( 0.0077461) = 0.722 NODE 1.02 HGL= < 67.871>;EGL= < 68.711>;FLOWLINE= < 65.190> PRESSURE FLOW PROCESS FROM NODE 1.02 TO NODE 1.02 IS CODE = 5 UPSTREAM NODE 1.02 ELEVATION = 65.42 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 27.2 24.00 3.142 8.661 9.760 1.165 2 36.1 30.00 4.909 7.354 -- 0.840 3 4.3 18.00 1.767 2.433 90.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 4.6===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS (DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS (DELTA4) ) / ( (Al+A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.01447 DOWNSTREAM FRICTION SLOPE = 0.00775 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01111 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.044 ENTRANCE LOSSES = 0.168 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.256+ 1.165- 0.840+( 0.044)+( 0.168) = 0.794 NODE 1.02 : HGL= < 68.340>;EGL= < 69.505>;FLOWLINE= < 65.420> M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 PRESSURE FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 1 UPSTREAM NODE 1.03 ELEVATION = 69.22 --------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 27.21 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 165.16 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 27.21) / ( 226.224) ) **2 = 0.0144671 HF=L*SF = ( 165.16) * ( 0.0144671) = 2.389 NODE 1.03 : HGL= < 70.729>;EGL= < 71.894>;FLOWLINE= < 69.220> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.49 NODE 1.03 : HGL= < 71.220>;EGL= < 72.385>;FLOWLINE= < 69.220> PRESSURE FLOW PROCESS FROM NODE 1.03 TO NODE 1.03 IS CODE = 2 UPSTREAM NODE 1.03 ELEVATION = 69.49 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD) : PIPE FLOW = 27.21 CFS PIPE DIAMETER = 24.00 INCHES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 8.66 FEET PER SECOND VELOCITY HEAD = 1.165 HMN = .05* (VELOCITY HEAD) = .05* ( 1.165) = 0.058 NODE 1.03 : HGL= < 71.278>;EGL= < 72.443>;FLOWLINE= < 69.490> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.21 NODE 1.03 : HGL= < 71.490>;EGL= < 72.655>;FLOWLINE= < 69.490> ------------------ PRESSURE FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 1 UPSTREAM NODE 1.04 ELEVATION = 74.56 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 27.21 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 61.17 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 27.21) / ( 226.224) ) **2 = 0.0144671 HF=L*SF = ( 61.17) * ( 0.0144671) = 0.885 NODE 1.04 HGL= < 72.375>;EGL= < 73.540>;FLOWLINE= < 74.560> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 4.19 NODE 1.04 : HGL= < 76.560>;EGL= < 77.725>;FLOWLINE= < 74.560> ---------------- PRESSURE FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 5 UPSTREAM NODE 1.04 ELEVATION = 74.89 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 26.3 24.00 3.142 8.368 26.760 1.087 2 27.2 24.00 3.142 8. 661 -- 1.165 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0. 9===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS(DELTAI)-Q3*V3*COS (DELTA3)- Q4*V4*COS (DELTA4) ) / ( (A1+A2) *16.1) - M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.01351 DOWNSTREAM FRICTION SLOPE = 0.01447 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01399 JUNCTION LENGTH(FEET) = 3.00 FRICTION LOSS = 0.042 ENTRANCE LOSSES = 0.233 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.388+ 1.087- 1.165+( 0.042)+( 0.233) = 0.585 NODE 1.04 : HGL= < 77.223>;EGL= < 78.310>;FLOWLINE= < 74.890> PRESSURE FLOW PROCESS FROM NODE 1.04 TO NODE 1.05 IS CODE = 1 UPSTREAM NODE 1.05 ELEVATION = 75.99 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 26.29 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 45.22 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 26.29) /( 226.224) ) **2 = 0.0135053 HF=L*SF = ( 45.22) * ( 0.0135053) = 0.611 NODE 1.05 HGL= < 77.833>;EGL= < 78.921>;FLOWLINE= < 75.990> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.16 NODE 1.05 : HGL= < 77.990>;EGL= < 79.077>;FLOWLINE= < 75.990> ------=---------=----------- ------------------------------------------------ ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1.05 TO NODE 1.05 IS CODE = 2 UPSTREAM NODE 1.05 ELEVATION = 76.05 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD) : PIPE FLOW = 26.29 CFS PIPE DIAMETER = 24.00 INCHES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 8.37 FEET PER SECOND VELOCITY HEAD = 1.087 HMN = .05* (VELOCITY HEAD) = .05* ( 1.087) = 0.054 NODE 1.05 : HGL= < 78.044>;EGL= < 79.132>;FLOWLINE= < 76.050> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.01 NODE 1.05 : HGL= < 78.050>;EGL= < 79.137>;FLOWLINE= < 76.050> PRESSURE FLOW PROCESS FROM NODE 1.05 TO NODE 1.06 IS CODE = 1 UPSTREAM NODE 1.06 ELEVATION = 79.53 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 26.29 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 300.00 FEET MANNINGS N = 0.01300 SF=(Q/K.) **2 = ( ( 26.29) / ( 226.224) ) **2 = 0.0135053 HF=L*SF = ( 300.00) * ( 0.0135053) = 4.052 NODE 1.06 : HGL= < 82.102>;EGL= < 83.189>;FLOWLINE= < 79.530> PRESSURE FLOW PROCESS FROM NODE 1.06 TO NODE 1.06 IS CODE = 5 UPSTREAM NODE 1.06 ELEVATION = 79.56 CALCULATE PRESSURE FLOW JUNCTION LOSSES: M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 22.0 18.00 1.767 12.449 64.140 2.407 2 26.3 24.00 3.142 8.368 -- 1.087 3 4.3 18.00 1.767 2.428 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*V1*COS (DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) / ( (Al+A2) *1.6.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.04386 DOWNSTREAM FRICTION SLOPE = 0.01351 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02868 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.115 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.140+ 2.407- 1.087+( 0.115)+( 0.000) = 2.574 NODE 1.06 : HGL= < 83.357>;EGL= < 85.763>;FLOWLINE= < 79.560> PRESSURE FLOW PROCESS FROM NODE 1.06 TO NODE 1.07 IS CODE = 1 UPSTREAM NODE 1.07 ELEVATION = 85.09 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 22.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.54 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 22.00) 1( 105.043) ) **2 = 0.0438641 HF=L*SF = ( 26.54) * ( 0.0438641) = 1.164 NODE 1.07 HGL= < 84.521>;EGL= < 86.928>;FLOWLINE= < 85.090> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 2.07 NODE 1.07 : HGL= < 86.590>;EGL= < 88.997>;FLOWLINE= < 85.090> PRESSURE FLOW PROCESS FROM NODE 1.07 TO NODE 1.07 IS CODE = 5 UPSTREAM NODE 1.07 ELEVATION = 85.69 ------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 21.3 18.00 1.767 12.053 25.850 2.256 2 22.0 18.00 1.767 12.449 -- 2.407 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.7===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) ) / ( (Al+A2) *16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.04112 DOWNSTREAM FRICTION SLOPE = 0.04386 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04249 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.170 ENTRANCE LOSSES = 0.481 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) WHydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 JUNCTION LOSSES = 0.753+ 2.256- 2.407+ ( 0. 170) +( 0.481) = 1.253 NODE 1.07 : HGL= < 87. 994>;EGL= < 90.250>;FLOWLINE= < 85.690> PRESSURE FLOW PROCESS FROM NODE 1.07 TO NODE 1,08 IS CODE = 1 UPSTREAM NODE 1.08 ELEVATION = 86.69 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 21.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 51.24 FEET MANNINGS N = 0.01300 SF=(Q/K) **2 = ( ( 21.30) / ( 105.043) ) **2 = 0.0411171 HF=L*SF = ( 51.24) * ( 0.0411171) = 2.107 NODE 1.08 HGL= < 90.101>;EGL= < 92.357>;FLOWLINE= < 86.690> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 3.5 Hydraulic Calculations »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS)= 23.92 GUTTER FLOWDEPTH(FEET)= 0.53 BASIN LOCAL DEPRESSION(FEET)= 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 4.65 3.83 5.00 4.10 5.50 4.48 6.00 4.86 6.50 5.24 7.00 5.62 7.50 5.99 8.00 6.37 8.50 6.74 9.00 7.11 9.50 7.48 10.00 7.84 10.50 8.21 11.00 8.58 11.50 8.94 12.00 9.30 12.50 9.67 13.00 10.03 13.50 10.39 14.00 10.74 14.50 11.04 -- 15.00 11.34 15.50 11.64 16.00 11.93 16.50 12.23 17.00 12.51 17.50 12.80 18.00 13.08 18.50. 13.37 19.00 13.65 19.50 13.93 20.00 14.20 20.50 14.48 2 1.00 14.76 21.50 15.03 22.00 15.30 22.50 15.57 23.00 15.84 23.50 16.11 24.00 16.36 24.50 16.61 25.00 16.86 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 25.50 17.10 26.00 17.34 26.50 17.57 27.00 17.80 27.50 1 8.03 28.00 18.25 28.50 18A6 29.00 18.67 29.50 18.87 30.00 19.08 30.50 19.27 31.00 19.47 31.50 19.66 32.00 19.84 32.50 20.02 33.00 20.20 33.50 20.38 34.00 20.55 34.50 20.72 35.00 20.89 35.50 21.05 36.00 21.21 36.50 21.36 37.00 21.52 37.50 21.67 _ 38.00 21.81 38.50 21.96 39.00 22.10 39.50 22.24 40.00 22.38 40.50 22.51 41.00 22.64 41.50 22.77 42.00 22.90 42.50 23.02 43.00 23.14 43.50 23.26 44.00 23.38 44.50 23.49 45.00 23.60 45.50 23.72 46.00 23.82 46.46 23.92 M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE# 1409 **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION-- ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS)= 3.42 GUTTER FLOWDEPTH(FEET)= 0.21 BASIN LOCAL DEPRESSION(FEET)= 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.76 0.45 2.00 0.51 2.50 0.63 3.00 0.75 3.50 0.87 4.00 0.99 4.50 1.11 5.00 1.23 5.50 1.35 6.00 1.47 6.50 1.59 7.00 1.69 7.50 1.79 8.00 1.89 8.50 1.99 9.00 2.09 9.50 2.18 10.00 2.28 10.50 2.37 11.00 2.45 11.50 2.53 12.00 2.61 12.50 2.68 13.00 2.76 13.50 2.83 14.00 2.91 14.50 2.98 15.00 3.05 -- 15.50 3.12 16.00 3.19 16.50 3.27 17.00 3.33 17.50 3.40 17.62 3.42 WHydrology & Hydraulics11409t1409 FINAL HYDRO (3-6-08).doc PE# 1409 Worksheet Worksheet for Irregular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 Worksheet VULCAN 100 YEAR Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.007500 ft/ft Water Surface Elevation 0.53 ft - Elevation range: 0.00 ft to 0.80 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.50 0.00 50.00 0.015 0.17 0.00 30.00 0.80 49.83 0.00 50.00 0.50 Results Wtd. Mannings Coefficient 0.015 Discharge 30.71 cfs Flow Area 8.81 ft2 Wetted Perimeter 34.04 ft Top Width 33.24 ft Height 0.53 ft Critical Depth 0.57 ft Critical Slope 0.005148 ft/ft Velocity 3.49 ft/s - Velocity Head 0.19 ft Specific Energy 0.72 ft Froude Number 1.19 -- Flow is supercritical. Flow is divided. Water elevation exceeds lowest end station by 0.03 ft. 05/0 Academic Edition FlowMaster v5 1 1 1 24 35 AM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 Worksheet VULCAN 100 YEAR Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient 0.015 Channel Slope 0.007500 ft/ft Water Surface Elevation 0.53 ft Discharge 30.71 cfs 0.8 0.7 0.6 0. c 0 0.4 _N W 0.3 0.2 0.1 0.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) 10/05/07 Academic Edition FlowMaster v5.17 24 3�{AM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 Worksheet E SOUTH CURB Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.067000 ft/ft Left Side Slope 25.000000 H : V Right Side Slope 0.330000 H : V Discharge 3.42 cfs Results Depth 0.21 ft Flow Area 0.54 ftz Wetted Perimeter 5.37 ft Top Width 5.21 ft Critical Depth 0.34 ft Critical Slope 0.004621 ft/ft Velocity 6.37 ft/s Velocity Head 0.63 ft Specific Energy 0.84 ft Froude Number 3.50 Flow is supercritical. 10/05/07 Academic Edition FlowMaster v5 1 59 21 n,M Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 0` 1 Cross Section Cross Section for Triangular Channel Project Description Project File c:\docume-1\bardol-1\my documents\pasco\haested\haested\academic\fmw\1409.fm2 Worksheet E SOUTH CURB Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth - Section Data Mannings Coefficient 0.013 Channel Slope 0.067000 ft/ft Depth 0.21 ft Left Side Slope 25.000000 H : V Right Side Slope 0.330000 H : V Discharge 3.42 cfs 'K7 / 0.21 ft 1 N V H 1 NTS 0105/07 Academic Edition FlowMaster v5.1- Sc?36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 3.6 85`t' Percentile Calculation and Interceptor Specifications M \Hydrology & Hydraulics1140911409 FINAL HYDRO (10-5-Or j doc PE # 1409 85TH PERCENTILE PEAK FLOW AND VOLUME DETERMINATION Modified Rational Method - Effective for Watersheds < 1.0 miz Note Only Enter Values in Boxes-Spreadsheet Will Calculate Remaining Values Project Name JPACIFIC STATION Work Order Jurisdiction lCity of Encinitas BMP Location IJENSEN PRECAST INSTERCEPTER 85th Percentile Rainfall = 1 0.58 inches (from County Isopluvlal Map) Developed Drainage Area = 1.5 acres Natural Drainage Area = 0.0 acres Total Drainage Area to BMP = 1.5 acres Dev. Area Percent Impervious = 95 % Overall Percent Impervious = 95 % Dev. Area Runoff Coefficient= 0.95 Nat. Area Runoff Coefficient= 0.35 Runoff Coefficient = 0.95 Time of Concentration = 7.4 minutes (from Drainage Study) RATIONAL METHOD RESULTS Q = CIA where Q = 85th Percentile Peak Flow (cfs) C = Runoff Coefficient I = Rainfall Intensity (0.2 inch/hour per RWQCB mandate) A = Drainage Area (acres) V = CPA where V = 85th Percentile Runoff Volume (acre-feet) C = Runoff Coefficient P = 85th Percentile Rainfall (inches) A = Drainage Area (acres Using the Total Drainage Area: C = 0.95 1 = 0.2 inch/hour P = 0.58 inches A = 1.5 acres Q = 0.29 cfs - V = 0.07 acre-feet p��li��ITCAV�. •�%�►``':`!� it ::�'! STORMWATER Sizing Summary SOLUTIOf�15.� Pacific Station Stormwater Treatment System/Design Summary Encinitas, California Information provided: • Water quality flow rate = 0.28 cfs • Peak hydraulic flow rate, Qioo= 7.5 cfs • Presiding agency = City of Encinitas Assumptions: • Media = ZPG cartridges • Drop required from inlet to outlet = 2.3' minimum Size estimates: The Stormwater Management StormFilter@ is a passive, siphon-actuated, flow-through stormwater filtration system consisting of a structure that houses rechargeable, media-filled filter cartridges. The StormFilter works by passing stormwater through the media-filled cartridges, which trap particulates and adsorb pollutants such as dissolved metals, nutrients, and hydrocarbons. The StormFilter is a flow-based system, and therefore, is sized by calculating the water quality flow rate associated with the design storm. The water quality flow rate was calculated by the site civil engineer and provided to CONTECH Stormwater Solutions. Using the given runoff rate for this site, the number of StormFilter Cartridges was calculated to be: q[cfs] 449 " �f_] 0.28*449 N[cailr�idg"]_ _ =8.38 4 use 9 cartridges 15 gP cm•irvclgc 15 To house 9 cartridges, CONTECH Stormwater Solutions recommends a 6'x12' precast StormFilter. This precast StormFilter has an internal bypass capacity of 1.8 cfs. Since the peak discharge off the site is expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system. CONTECH Stormwater Solutions could provide our high-flow bypass, the StormGate, which provides a combination weir-orifice control structure to limit the flow to the StormFilter. ©2006 CONTECH Stormwater Solutions 7020 Troy Hill Drive,Suites A-B,Elkridge MD 21075 Page 1 of 1 contechstormwater.com Toll-free: 866.740.3318 Fax:866.376.8511 �a•p.o°�° �I.�waw�.� — NOIldNJIS3Q 311S °°°^•°tea ��•• 'SNOLL(1105 3 VO'SHlINION3 �w o�l°,oM1 a w0°%"°:•aH.e .,...° w o a... .. .� o w°lu.• ,ww^. VaLVMWlOO:LS N011b'1S OIdlOb'd .,""""°°°°^°°' I.."'°I`""""` w . o0°I SSA••I CUIG^PV•'uop•r yv°Nn, : p/ y N 'ISSoI sugl^O neac Muu°i�w��3 N� ° Fli • vi�� 60 LL6£E 2i31�IdW2iOlS ZlX9 wl wwabs .rl o x � r ❑ r > p rn Q > LL Q p m _ W z r E Va < ¢ ¢ U5 r r irO ¢ zm LL o J ¢>o �- r w WJ N N m W U w r oa ❑ �w is E a a w� Ili Om o L0 0= ¢ gm 3Q o¢r W U m- w y Oa o3 t=y U� ww 3H_ pF E K < as w a' w wx w x u0 0303 ro rn ¢ ¢ zr o m w0 ¢O ¢I tia wm ti O...w ¢U zo �� & 2 � waw au az mZ ��a oxz U� ¢ O 3u a¢ x ,n0 - Q O¢ I > virtu_¢o zQ❑ ¢ y V V y0 ¢ r ¢ ;V ✓� 1 m I<o°0 z2 ¢ ow- ri U oz W U m LL r ,Q W U y�y rawQ OyLL z zx�;>� O U� I.iJ m >m x x x ON-Wz W O W 2W�N x j Q i x i i 2 0 0 0 W m ❑ U U U U U w r-m d O aU yy��yy > W W W W W U U U r� r S m W W r(�U>z- r Wt mm r r r r r Q a Q o_]¢ v12 Ozu O2wa r O O O O o z z z m W>W S �az Tuxia FO x U U U U U O o 0 W Z O 1-m=N w 7 . yy��yy ❑ ` F LL 2 U U U W Jx w0 W W j Q❑ri m� U w wl II Jx C1 = �xQdxZ�.m - xLL3U�p wo r U wrw�3WUJ " o- rzz �z rri OYd ..fix¢ y H �woxU�W<a i owz�g¢ W z m OU J o o x x W izx0�W x O QN�(7 vwi� ¢2 .0 y O UJ' > Ha 3OmSa�H r =wa?HH dy a�wrO? ¢z n p ❑ x '+' 2 H?O¢❑NU' ❑ O,. p Qw Q w O' x w w33w oz,5 =w =m��a5 ww a > Q a w Op�¢rxQ Nm ¢ Yz Oayo Y r O 2 V w to ¢ x 0 rn w O C7 >y 3rzUw� W rn<aax?a rw w a F c7 ❑ x z oxz�QOpoa �¢ wmN Owoo O� r> a a ❑ > o r d x ox3uzgp r zrrrr rz is O rn x z w < rn n' �cwz<m 3� o.2 S2 1 x << x='xx x0 \ N V u� r x 3 3 g p wO y¢rw Ow�K 0❑ Z¢r O`i00 0p wi 3} w w O o a rrzomr-xx , z r��r �-O 3w o m O xd z w w ofoxid Q Oa duiUr zo x00 u r zmVS rVZ_pLLU pm-<o ¢ ax wQ rw urxx Ow z OVr' Jt°m¢m�z zz Fx m o�ooM Pwaoo azoo=oo°oo �� a o w0❑w UN_tnwO mmu y<Qu.00wuu xa m c�1NM v Inm r z� me n mQ � r - w C « �^a E Y •S= 4-+ 9'Z LcL. Q w F—m w > 3 C . ww E L 0 5: �4 ¢ ?2 oz aw rN ice$ a J= �f"o o o OmO O .� x o 0 I ❑Q / I x J 1 __ w x = a I I I « y I I L F---C--- -=�---a o O ¢Z r o R I I I I I W I I W a I I Z L) :a w, i a w. o LU �o a O a x 4 N a I � I I - I I I I I >x I Oo x Wa �O y I? ao zzw o EL r, o n� m Q zm m a 03 IW m 320 GALLON SAND-OIL INTERCEPTOR MODEL JP320EE-SO 24" CAST IRON RING & COVER WITH GASKET [(GASTIGHT) STANDARD AS REQUIRED — (A T EXTRA COST) 2432-03 RISER-3" 2432-06 RISER-6" VARIABLE 2432-12 RISER-12" 16" MIN. ' a �/ INLET SIDE �/�EW INVERT OUTLET SANITARY INVERT(CUT AWAY) TEE OR ELBOW PER LOCAL CODE 4'-6" 4" PVC INLET & OUTLET PIPE AND FITTINGS STANDARD 7'-0" r - - - - - - - - - - � r - - - - � (COVERS &) RISERS I 1 3'-0" REMOVED) I I I L - - - - - - - - - - -J L - - - - � LIQUID CAPACITY: 320 GALLONS. BOX DESIGN LOAD: H-20 TRAFFIC FROM 1' TO 8' OF SOIL COVER. FOR COMPLETE DESIGN AND PRODUCT INFORMATION CONTACT JENSEN PRECAST. 3130101 JESS ffjl 32000—JP—vl.dwg m 2001 Jensen Precost ST® 4.0 ATTACHMENTS M:\Hydrology & Hydraulics\1409\1409 FINAL HYDRO (3-6-08).doc PE # 1409 io�nn o �+ 73 , k�: X314 Est a A U 2 O M o Imperial County a _ N N ' ........... ..to �O.o. _ .. q . A£.9l 4 _ .a U o- a oo.0 t R • ,.�3:a.. •�o o o � i _ m � _ o S p `h fi ° ✓ a. i n g a n i� o a;8 ' �• = t 8E .� °off$ O ti3 Es U o 0 g Imperial County Q • n. . �m W' Xr' - ------- OF-9t L : m V X pL0'51. o... ..=.•' t7 tr O' � •� � Sb,9t L oo.t L L __ 1 ..• c� � •` � ��'p. > � 6S 4` 'dye -. • n r w - -- i O N r•. n O O n � . M _ _ — JI as — - -- _ _ _ _ IN OA kn imperial County ZULL _ tom■■.—..�� t■-.t�.+�■�■■�■■■r.�.■r.rrr�r�tr�r�t.s�.R�iiiwigi�i��i.■ , �� Q•�rI ■•■r.■rr .�■r�t�.u■■t■o-r.rt•■■tt�s ■.a ��rCGGir{"7�i'iii"�'� '�'�wC'�'�'1i'i.::0` : Q.�.C: �� tit�i�■ ar��■t. nrpvtrr...te�� ui■.n■�w�.r..■Irar■/wir•r..�r�7�..:■irr■wr.rur■■..wao CCU W��■.r��wu.rai�� .rra■.r.��w.r nw.■.■!■.��a■ mow•�� i9�..Nr��■.w�i�I�..I%n..t...t....�� WAVAMMMWA ■ AWAFAFAMW ,mr��r��nn�i��Qnnn� ��i■t.■tt�t■t. •�rr�Jr��r�r.r�.�,�.fG..��.L:'��r.:.--.-o-wrrr��s� __ ��t■tra■tt■t■� a..��_�■■��r■��t�.ryr..iG:aoC■oss�C�i� rtrr■rrtta■r�rs t■■��r..�r/r■�r■r■�./.■��r/■.■t�Q.��.i�o-'�'iiiiiiiw°furiin�la�!■�.� Ct.■tt�ittt��■�ai�ir .�.��.t��t�wt�tt�r��t�.w...r■a�`..s .��/ ttrt■�itttt.�t��/��r..trr = ��■�I��■�r�C�t/ ..t.t.t�■t�r..a.■..■r...na�i�■rts■ _ ;i/wI -- —As Ii�owJ=mom.■■■■■■■....Ogg N�A "Exam �Em�� C�■■t.t.�t�lC'Lii.i-a■��C��iriwT■CG--� ^��_-_� CLLZ�LZCCcS��-` �`� iG�i��rj�■� r�� aC�I��t7I'i��o C��i°uiiCCCCs'C.Csi�C■�i'i■� �s■t1■■rti `Iaw >/r�i_�j�J/� .■►�■� 1� /■t.tt.tt� ....t■ rr...tlar�rl/�� ■�a��i�rGl■F=Amwr�i 'Lt ��•—��i�rC.■r■tr�r..it.w�.t�■.� w■i�J.�w.�C��■��.0=r�■a...■C. CCU mwum i�I i� m��r��... . .a.....s�am C=.��.iCL'�J�Cam:�"C�...........i.... �i■�■�G.rr.�r�i■°u�i�r■s� ■��v�n■�r orrrr ■■■■s■■.s �i�ir=ile��i�'��i■�'jii�"I`i�i■�i�i��"r'ii�=�Qi�in��`i� i�i��rr� �'� Div=� CC�C�■�i=C�C:�iiiC':�'�� ► .��r �C�C��ii��ni��aNn Cic1�.i�C�DiiC.r■��■i ■■CiC■�CC�riiimi"N®■�i r.�ri��,�■i��i��i■�i��■iinn°im�ii■�i�m �� VA WA AM • y � O �/'1 ^• V� O� N h O M -' D\ O� N v1 �!1 h � U O O O O O O O O O O O O O a G >O_> tsp U � C1 y U .� cA w O to N kn OO � h O O, w OO .-• V h C U M fl1 Wn V 1 O0 OG tom. O O O O O O Cl O O O O O O O 03 (U q C a C oUq U E~ U 'ca a� ca E CL .O N w U � • U M •- E v) N x W) — v ao z` h r o v v h 3 U N M M t? ':r kn' -n Y1 �O r h w o0 OR 00 CO - ` U � U] U C C Q ..O C Cl f- 'ct W 00 N 1n �O ,O %.O U U r r �O n h 00 00 W 00 .'� O O O O O O O O O O O O O O O -p U h � U yy + Cl o In O O u-I o v, Q O to O O v, V V N M 4 V tr'� ZO O, W �=• W M �y V o � W C N Oy.1 y N cu N N 4) �- U ,O U [C �•- i.. �.. �., 4, O O O O (� 0 0 0 0 o Q Q Q Q W Q ¢ Q Q a a = E h U Q Q Q Q Q A A A A o c cc o ❑ O0 O O O� M M O V �}' U U U O N N C' h N C p aEi �/ O p 4.. 'L7 b C �.• '.y K m i•� is iC is m io ie is � p .y ._ O t� C _ c g o .� � C i CYO CAN+ CL E E O b o U O o o C C Q Q co —c- U U C E is m a aC aCi aCi aGi e Z C7 O .� C7 �' o Z Q M W —ct C C C 'v� .NH •in C C N a7 is ti C ON v o b C4 C4 CR b v E 5 y y as c a a ❑ a c o C O Z GLi C� FC C C G C CZ C3. U O U `' z b aci aCi aci aGi = 5 m a C = = U U o " a� a� 0 c 3 ry '0 '0 'U o b z E E E E Q A A a 7 7 E A A > U Q C 3 3 3 D a� b a� E C p p o a� V bD o 0 0 0 U U U � .� Az � I i � � I ) 1 � � � � ; ; . � i � � ._ j I i i � I I - 1 � I I .____� � I �_ 1 __! � _ _ � � � f f � � r' I � � � �� t-- � � , _�; ,1 ! 1 � , , � . � �� "`I -� v, ,� � .� I ' f � � i - : - � i �, - �' 3. a __I 1. � _ � i ' � - � � 3-IS �� I i I I � - , � ,� I _ ; I -=� t�v J i � � .� i I ---R- i � - - -.I _ ^. I � j I I i � I �� i f | - 3� --| ' ` ' | | rJ / _1 c` ~� —1 - -z .......L'i 1 , t ; � 1 - � II � I III 7,7- i • I i l r� G Y1 � CJ \\i -s 9 N it Geosynte& 10875 Rancho Bernardo Road Suite 200 San Diego,CA 92127 COI1SUItantS PH 85s.674.6559 FAX 858.674.65$6 www._eosyntec.com 4 December 2007 Mr. John DeWald John DeWald & Associates - 1855 Freda Lane Cardiff, California 92007 Subject: Groundwater and Soil Evaluation Report Pacific Station Project Highway 101 and E Street Property Encinitas, California -- Dear Mr. DeWald: Geosyntec Consultants (Geosyntec) is pleased to submit this letter report presenting the results of our groundwater and soil evaluation for the proposed Pacific Station project, located southeast of the intersection of Highway 101 and E Street (the site) (Figure 1). This evaluation was performed in accordance with the cost estimate and our scope of services provided in our revised proposal dated 14 September 2007, our change of scope letter dated 16 November 2007, and our authorized agreement for professional services. PROJECT BACKGROUND We understand that John DeWald & Associates plans to improve the subject site by demolishing the existing onsite buildings and constructing a mixed-use 3-story structure with two levels of underground parking and a 2-story on-grade restaurant building. Geosyntec has reviewed the following documents and conducted the following personal communication as part of this report: ■ Geotechnics, "Geotechnical Investigation, The Toy Factory, South Coast Highway 101, Encinitas, California," 22 December 2005. • Moffatt and Nichol, "Pacific Station, Opportunistic Beach Replenishment Project, Draft Sampling and Analysis Plan," 2 October 2007. ■ Personal Communication, Mr. Ronald Fisher, Self Realization Fellowship Church, Historic groundwater data for properties in close proximity to project site, 9 November 2007. Geosyntec has provided interim engineering recommendations regarding the design groundwater elevation and the estimated volume of water that may be produced as a result of construction dewatering. The engineering recommendations were provided in the following two letters: engineers I scientists I innovators Mr. John DeWald 4 December 2007 Page 2 ■ "Evaluation of Groundwater Level, Proposed Pacific Station Project, Highway 101 and E Street, Encinitas," California, dated 9 November 2007. ■ "Construction Dewatering Assessment, Proposed Pacific Station Project, Highway 101 and E Street, Encinitas, California," dated 28 November 2007. - SCOPE OF SERVICES The objective of Geosyntec's investigation was to: evaluate the presence and depth of groundwater beneath the site; provide recommendations for a design groundwater elevation; perform geotechnical and analytical laboratory testing to assess the suitability of on-site soil for beach replenishment; and complete analytical and hydraulic testing of groundwater for discharge to the storm drain from construction dewatering activities. To achieve these objectives, Geosyntec provided the following services: ■ Advanced three soil borings, ■ Installed groundwater monitoring wells within the three soil borings, ■ Collected composite soil samples from 3 borings, ■ Developed, surveyed, gauged, and sampled groundwater monitoring wells, ■ Conducted a groundwater pumping test, ■ Performed geotechnical laboratory testing on six soil samples, ■ Performed environmental analytical laboratory testing on three soil samples, and ■ Performed environmental analytical laboratory testing on three groundwater samples. The results of the field investigation, geotechnical, analytical, and aquifer testing, and engineering recommendations are presented in this letter report. FIELD INVESTIGATION AND LABORATORY TESTING The field investigation consisted of advancing three exploratory soil borings, installing and developing groundwater wells in the borings, and conducting a modified short-term pumping test. Prior to commencing field activities, a DEH boring permit was obtained and Underground Service Alert (USA, Digalert) was notified for underground utility clearance. On 15 and 16 October 2007 the soil borings were advanced by the drilling subcontractor, Tri- County Drilling, using a truck-mounted hollow-stem auger drill rig. The three soil borings (P-1, P- 2, and P-3) were advanced to a depth of approximately 30 feet below ground surface (bgs) (Figure 2). Each boring was logged in general accordance with ASTM D 2488 and the boring logs are presented in Appendix A. Soil samples were collected and submitted for geotechnical and environmental laboratory testing in accordance with the 2 October 2007 Sampling and Analysis Plan (SAP), prepared by Moffat & Nichol. Upon completion of the soil borings, groundwater monitoring wells were constructed and documented in the field logs. Soil cuttings were drummed P:\Report.20071204.f.doc engineers I scientists I innovators Mr. John DeWald 4 December 2007 Page 3 and removed from the site for proper disposal. The location of the completed monitoring wells were surveyed by Rick Engineering on 6 November 2007. Soil Sampling and Analyses Geosyntec collected a total of six composite soil samples in accordance with the procedures described in the SAP report and performed both geotechnical and analytical laboratory tests as part of our investigation. Composite samples were compiled from soil boring material 5 to 15 feet bgs (shallow composite) and from soil boring material 15 to 30 feet bgs (deep composite). Discrete soil samples collected in a split spoon sampler and soil drill cuttings were placed in a large stainless steel bowl for thorough mixing. A composite sample was then collected from the mixed materials. Six samples obtained from the composite samples were delivered to G-Force geotechnical laboratory located in San Diego, California and were analyzed for Grain Size Distribution by ASTM Method D422 and Specific Gravity by ASTM Method D792 in accordance with the SAP. Three samples obtained from the shallow composite samples were sent to Calscience Environmental Laboratories, Inc. located in Garden Grove, California. The shallow composite samples from each boring were analyzed for the following analyses in accordance with the SAP: ■ Total Petroleum Hydrocarbons (TPH) by EPA Method 8015B (M), ■ Total Recoverable Petroleum Hydrocarbons (TRPH) by EPA Method 418.1, ■ Oil & Grease by EPA Method 413.2, ■ Benzene, Toluene, Ethylbenzene and Xylenes by EPA Method 8260B, - Semi-Volatile Organic Compounds (SVOCs) by EPA Method 8270C, ■ Organochlorine Pesticides by EPA Method 8081 A, ■ Polychlorinated Biphenyls (PCBs) by EPA Method 8082, ■ Title 22 Metals by EPA Method 6020/7471A, ■ Total Solids by SM 2540B, ■ Volatile Solids by EPA Method 160AM, ■ Total and Dissolved Sulfides by EPA Method 376.2, and ■ Total Organic Carbon by EPA Method 9060. Three deep composite soil samples were also sent to the laboratory and were held pending results from the initial analyses of the shallow composite soil samples. Based on the analytical results for the shallow composite soil samples no further analyses were completed on the deep composite samples. P AR e port.20071204.f.doc engineers I scientists I innovators Mr.John DeWald 4 December 2007 Page 4 Groundwater Well Development, Sampling and Analyses In accordance with County of San Diego Department of Environmental Health Site Assessment and Mitigation (SA/M) Manual Guidelines, the groundwater wells were developed by Geosyntec personnel on 26 October 2007 using the surge block method. Development included the purging of groundwater and monitoring of groundwater field parameters; depth to water, pH, conductivity, turbidity, and temperature. Copies of development logs and field sampling logs are presented in Appendix B. Purge water from each well was placed in 55-gallon drums for disposal. On 30 October 2007, Geosyntec personnel gauged each well for depth to water and collected one groundwater sample from each of the three groundwater wells. Groundwater samples were collected in accordance with SA/M Guidelines and were analyzed in accordance with the California Regional Water Quality Control Board, San Diego Region, Order No. 2001-96, NPDES Permit No. CAG919002, "General Waste Discharge Requirements for Groundwater Extraction Waste Discharges from Construction, Remediation, and Permanent Groundwater Extraction Projects to Surface Waters within the San Diego Region Except for San Diego Bay." The following tests were performed on the groundwater samples: ■ Total Cyanide by SM4500-CN E, ■ General Chemistry Parameters: pH, nitrate, turbidity, total residual chlorine, dissolved oxygen, ■ Hydrogen Sulfide by HACH Model HS-C, ■ Settleable Solids by EPA Method 160.5, ■ Asbestos by EPA/600/R-94/134, ■ Total & Fecal Coliform by SMEWW 20th, 9221A-E, ■ Metals by EPA Method 6020/7470A, ■ Semi-Volatile Organic Compounds (SVOCs) by EPA Method 8270B, ■ Organochlorine Pesticides by EPA Method 8081 A, ■ PCBs by EPA Method 8082, ■ Volatile Organic Compounds (VOCs) by EPA Method 8260B, ■ Organotins by Krone et al., ■ 2,3,7,8 —TCDD by EPA Method 8280, ■ Total Phosphorus by EPA Method SM 4500 P B/E, ■ Total Phenolics by EPA Method 420.1, ■ Ammonia by SM 4500-NH3 E/SM, ■ Total Kjeldahl Nitrogen (TKN) by EPA SM 4500 N Org B, and ■ 96-Hour Acute Toxicity fathead minnows Survival Bioassay by EPA 821-R-02-012. PAReport.20071204.f.doc engineers I scientists I innovators Mr.John DeWald 4 December 2007 Page 5 Historic Groundwater Review For this project Geosyntec evaluated the groundwater measurement data from the December 2005 Geotechnics report. In addition, historic groundwater elevation information in the area was obtained by Geosyntec through personal communication with Mr. Ronald Fisher at the Self Realization Fellowship Church (SRFC). Geosyntec spoke with Mr. Fisher at SRFC regarding historical groundwater monitoring and dewatering activities performed at two of their properties located approximately 1/2 mile and 1 mile south of the site. Mr. Fisher reported that groundwater monitoring at their property 1/2 mile south of the site (939 2nd Street) indicated that groundwater elevations have been measured at approximately +62 feet Mean Sea Level (MSL) since 1981. - The measured groundwater at both of their properties has been relatively stable since the 1960s with fluctuations of less than 2 feet. Mr. Fisher also reported that the fluctuations in the groundwater have been encountered at their location approximately 1 mile from the site due to permanent dewatering to control groundwater elevations beneath their property. Pumping Test On 21 November 2007, Geosyntec conducted a modified short-term pumping test. A 4-step drawdown test was performed on well P-3 using successively higher pumping rates of 0.65, 1.35, 2.15 and 3 gallons per minute (GPM). The pump was set in well P-3 approximately 6 inches from the bottom of the well. The water levels in the groundwater monitoring well were measured and recorded automatically at 10 second intervals using an In-Situ, Inc., MiniTROLLTM water level logger. Each drawdown step was performed for a period of approximately one hour. Following the completion of the step drawdown test, the pump was turned off and well recovery was monitored for approximately 2-hours. Appendix C presents the drawdown raw test data, along with the plotted drawdown and recovery data. SITE CONDITIONS The project site is located east of Highway 101 between E Street and F Street in Encinitas, California. Historically the site has been used as a train depot, a newspaper publishing facility, a clothing screen print shop, and for residential and commercial purposes. Currently, the site is utilized as an art studio with associated parking. The site is bordered on the north and south by retail buildings, on the east by the North County Transit District railroad tracks, and on the west by commercial property. The ground surface at the site is relatively flat gently sloping from the east to the west from an elevation of approximately+82 feet MSL to +75 feet MSL. Geology Field logging of borings indicate the site is underlain by terrace deposits ranging from 15 to 19 feet bgs. The terrace deposits consist of dense, moist, reddish to strong brown, fine sand with clay. Underlying the terrace deposits is the Torrey Sandstone formation, which extends to a depth of at least 30 feet bgs. The Torrey Sandstone formation is characterized by a very dense, P AR e p o rt.20071204.f.d o c engineers I scientists I innovators Mr. John DeWald 4 December 2007 Page 6 wet, pale yellow, poorly graded, fine sand. In general, the subsurface profile encountered during drilling activities was consistent with the profile described in the 2005 Geotechnics report. Hydrogeology The site is located in the San Elijo Hydrologic Subarea (4.61) of the Escondido Creek Hydraulic Area of the Carlsbad Hydrologic Unit, as presented in the Water Quality Control Plan for the San Diego Basin (Basin Plan), as established by the Regional Water Quality Control Board (RWQCB) in 1998. According to the RWQCB, groundwater within the San Elijo Hydrologic Subarea has been designated as potentially beneficial for municipal purposes and beneficial for agricultural and industrial purposes. However, beneficial use designations do not apply west of Interstate 5. Based on previous investigations and the measurements of groundwater in the monitoring wells installed for this investigation, the perched groundwater beneath the site is at approximately +62 feet MSL in the east portion of the site (well P-2) and approximately +61 feet MSL at the west portion of the site (well P-1). This indicates a groundwater flow to the west with a hydraulic gradient of 9.5x 10-3. - LABORATORY TEST RESULTS Geotechnical Laboratory Soil Test Results Geotechnical laboratory testing was performed on composite samples of the subsurface soil collected from the field investigation to evaluate the suitability of the soil to be used as beach replenishment. The source soil at the site needs to meet conformance standards with the existing beach sands as defined by the Army Corps of Engineers. As such, grain size distribution analyses and specific gravity tests were performed on the composite samples. The results of the laboratory tests are summarized in Table 1 and presented in Appendix D. _ Environmental Analytical Laboratory Soil Results Laboratory analytical results for soil samples are presented in Appendix E and summarized in Table 2. Analytical results were below laboratory detection limits for all chemical analyses except for TRPH, Oil and Grease, SVOCs, Total Sulfides, and Title 22 Metals. Detected concentrations of SVOCs are below the EPA Region 9 Preliminary Remediation Goals (PRGs) for residential property. Metal concentrations are also below PRGs with the exception of arsenic, which is below the mean background concentration for arsenic in soil (3.5 mg/kg), as cited in the Kearney Foundation, "Background Concentrations of Trace and Major Elements in California Soils", March, 1996. Comparison of sample concentrations to PRGs is for reference purposes only, as approval for beach replenishment discharge is approved by the Army Corp of Engineers on a case by case basis. We understand that Moffatt & Nichol will assist John DeWald & Associates with obtaining the necessary Army Corps of Engineers permits for deposition of the export soils as beach replenishment. P:\Report.20071204.f.doc engineers I scientists I innovators Mr.John DeWald 4 December 2007 Page 7 TRPH concentrations in soil samples were below 50 mg/kg and Oil and Grease concentrations were less than 15 mg/kg. Concentrations of total sulfides ranged from 0.52 mg/kg to 5.8 mg/kg. Analyses for Total Solids, Volatile Solids, and Total Organic Carbon are summarized in Table 2. Groundwater Environmental Analytical Laboratory Results Laboratory analytical results for groundwater samples are presented in Appendix F and summarized in Table 3. Analytical results were below the laboratory detection limit or the listed discharge limits for discharges to lagoons/estuaries for the constituents tested except for pH and total phosphorous. Total phosphorous concentrations ranged from 0.22 to 0.61 mg/L, which slightly exceed the discharge limit of 0.2 mg/L for lagoons and estuaries. The pH values ranged from 6.47 to 6.61, which is slightly below the acceptable pH range (7.0 — 8.0) for discharge to lagoons and estuaries. Since discharges to storm drains are approved on a case by case basis, comparison to the discharge limits for lagoons and estuaries presented in Order 2001-96 was used to provide a conservative reference point for groundwater results. Prior to discharge, the dewatering contractor should identify the discharge point of the storm drain system to be used to dispose of groundwater during temporary construction dewatering. Pumping Test Results A modified short-term pumping test was performed to provide site specific information in order to approximate the volume of groundwater to be pumped on a daily basis during construction dewatering activities. Transmissivity was calculated using the Theis Recovery Method. Recovery data from pumping test on monitoring well P-3 were analyzed by plotting the ratio of t/t' (where t is the time since pumping began and t' is the time since pumping stopped) versus residual drawdown on a semi-log scale. The equation used to calculate transmissivity (T) is as follows: T — 2.3Q 47rAs' Where: As'=Residual drawdown difference per log cycle of Ut' (feet) T=Aquifer transmissivity(ft'/min) Q=Pumping rate(W/min) The equation used to calculate specific capacity is as follows: T = 250Q S Where: s=drawdown(feet) T=Aquifer transmissivity(ft2/min) Q=Pumping rate(gallons/min) P:\Report.20071204.f.doc engineers I scientists I innovators Mr.John DeWald 4 December 2007 Page 8 The Theis Recovery calculations are presented in Appendix G. Based on the pumping test µ. information and the Theis Recovery calculations, it is estimated that approximately 11,500 gallons per day will be pumped during construction dewatering activities. CONCLUSIONS AND RECOMMENDATIONS Geosyntec performed a limited geotechnical and environmental evaluation to assess the depth to groundwater at the site, suitability of on-site soil for use as beach replenishment, and quality and quantity of groundwater for temporary discharge from construction dewatering activities to the storm drain. The groundwater elevation measured in the Geotechnics borings and the Geosyntec piezometers is approximately +62 feet MSL. Based on our review of the Geotechnics report, our measurements of the groundwater elevation in the three on-site piezometers, and our discussions with SRFC, the perched groundwater elevation (approximately +62 feet MSL) appears to be at relatively the same elevation over the past 25 years. We recommend a design groundwater elevation of 2 feet above this at +64 feet MSL (or 3 feet lower than the Geotechnics design elevation presented in their December 2005 report). Based on the results of the short-term_Pumping test at the site, the hydraulic conductivity of the subsurface soil is estimated at 5.7x 10 cm/sec. We estimate that the volume of water that may be produced during construction dewatering will be on the order of 11,500 gallons per day. This estimate should be used for planning and permitting purposes only. The construction dewatering contractor should perform its own volume estimate for bidding purposes. - We understand that Moffatt & Nichol will be assisting John DeWald & Associates with the permitting to use the exported soil as beach replenishment and discharge groundwater from construction dewatering to the storm drain. The results of the geotechnical and environmental laboratory testing on soil samples performed for the project are presented in Appendices D and E and summarized in Tables 1 and 2. The results of the laboratory testing on groundwater collected from on-site monitoring wells for the project are presented in Appendix F and summarized in Table 3. This data is representative of the subsurface soil on-site and the groundwater beneath the site and may be used to obtain the required permits. PAReport.2007 1204.f.doc engineers I scientists I innovators Mr. John DeWald 4 December 2007 Page 9 Please contact us at (858) 674-6559 if you have any questions, comments, or if you need additional information. QRpF E SS/ON Sincerely, �� M. FITZyLI _ LU 2501L// rn EXP.S�.�i�� `•. teven M. Fitzwilliam, GE 2 1* o // PN * Veryl Wittig, CHG . 723 r F7 sr 0rEC.HN�� Associate t:o. Associate gTFOf CAUFp�� Attachments: Table 1 — Summary of Geotechnical Laboratory Test Results Table 2 —Summary of Soil Analytical Results Table 3 — Summary of Groundwater Analytical Results Figure 1 — Site Location Map Figure 2 — Site Plan Appendix A —Boring Logs Appendix B —Well Development and Groundwater Sampling Logs Appendix C — Pumping Test Data Appendix D— Geotechnical Laboratory Test Results Appendix E— Environmental Certificates of Analyses (Soil) Appendix F—Environmental Certificates of Analyses (Groundwater) Appendix G —Theis Recovery Method Calculations - Copy to: Michael Gaddie, MKG Consulting P:AReport.20071204.Ldoc engineers I scientists I innovators TABLES 0 U 4 - Q^ cu y w — (C f` f` N Lf) O � co to (pD (OfJ Cp0 (p U)Vr N N N N N N \° (n o cn E_ J J � O W Q J o H _w p (1) c o Lo rn o rl- o co QN C N r N T r r yC, ca O a Q v 2 r m C o Lo r p O O N W Q *p ea N cC r` C10 O co m m J J V U) m J V Q = C 5 ca ~ = m 'C 0 c 0 0 0 C7 O O m CL E V E W W w W ((n ( ( (n cn (n (n a• Cn 0 D (n a LL cu O 0 0 0 0 0 0 0 0 N T O Lo O ui O c6 r CO � C 0 _ O CL '+ E O p 0 0 0 CS oLL � � LriN O c m 3 L Cn _ Z N N N �p Lo T r T 1 T N C� O w Q) T T T (..) CL a a O (n Z r CL — LL T 1.L T o U , T T a T CV C7 c a a d 5D U d fr a a O v � T N h � CO (D N (O U) 0) UI CL z 00 O (n � rN � O � ZZ rO O V O O N � N r- CO h M cq co NrCON � ON (.; 00 r T r O N N "i r r p� In Z O T T C O � N O N r O M Ln r- M N (O M M N p (A C\j It N O O 0 0 (O N O O L6 � q d CL OO r � NC+irOO) OO O � N U C N J W W W W 000000 W W W W E � ZZ Z O (nugOOOZZZZ oQ E N N r N In (D - - J Go) E O 0 C U 7 a) «U W O_-O OD O ° T ° 0 o ac N ° ° � o o o0 '�o a: cOV o otoqzzzz CL N O N M (,) (V N a O > n L N J : — (O W Q .N O — J Z a J = 3 Y Y Y Y Y Y Y Y Y Y o c Y Y •V O U) a 'v U. c SEE EE E E E E E E EE W c o 0 O W w 'a> a� U m m N > v E r- t- in CD 0000r� r o (a m r• r 0 0 N r O T 0 r CL d a) J r r 0 0 O O O 66 T o o o Ln U T T T T 3? N E N Q O O O O u O T O N iO O O O O O T O 0 n O O N T r r T r O c; LO — a p o O O O O O O O C N - a Cl) 0 Lo (a .� d N U O 'E _ (tea - _ O 'p o F O U _C c N o o a m a 0 O N O (°o of I voc m mo o0 s m Q y o is U c y o L = et ._ (D o NW ya ca pia o LO to 0 h � a) O C) E y (a U y o c Ln >m a E nN Q O L o 0 >= W p N cc oc 0 m m E oa N 2. o ca m0 (a ` V J CD _ L m p a dN a) -CQa v lac ctsf- c- r W r a W N 'O = ;� C) y R3 .E O N d U U 11 °_' v� tn0 m o o N o y _ MCC = ZZ 3 = V N O � c E U a aabO c a> o ° Y JC7 (n N .S d i L O .0 .r- O O O O O J � O W C I- Orn M52000JzN > � � � ZQHzz � CL a a a uz CU2 j @ 0 2 0 0 7 ® 0 § e e o q n - - o k © A & It o CL q Zw 0000 - - (000 6 d o 0 0 0 0 0 m n n I 9 ! / / / / E , Tqv © 0 5 CL 9 ® 2 0 0 2 0 0 - Coco \ » o a dad $ / / \ Z / \ / & � / ƒ ° J n 22 0g2000 = (6 dd - � k .. 6 0 o 0 o o f § 0 / w $ 3 ° / E qc 7o 806 z \ / kk \ 0 Q « - d d e e d e d Z ¥ _ \ a w � £ a) 7 2 § \ d c 2 0 n « �_ �_ a_ �_ _ / ¥ @ @ ƒ - k \ 2 K % / 7 / E E E / / z � E E E / ƒ / § CL m EL� 2 � ~ 0 ■ c m IL � q c w 0 CL% _ 0 0 0 0 0 0 / 0 o k k f ) 0 C 0 0 0 0 0 0 d q 0 \ / / $ E c £ ) o o a o 0 o 0 8 § b 0 O f - ] 5 � 2 w - 7k � \E /\ - 0 - opt 5 2 E _ / § 0 % S � " / ƒ ƒ 2 / / � / f 0 � � 0 \ 7� 7 0c k ° 2 2 / % k k k 0 f 2 / � X CLa) \ M _ k = 7 2 / o f o m m a) 2 ) � � k u) C) / 2 = E 0 Z § o o = o (D a) ■ = m E c $ o / � # t � $ w = , 2E 2 •- m « 12 >, � 2o § co e O n & ® � � u - = c a 0 k E / mm # > k _ - \ m0 � » m / u . 2 IL o m g e o o % 7 � @ 2 U i E 1751 3 e 2 ■ = 2 2 L m 2 w@ m o � o E 2 5 2 , , , e ,� � / kd � / � F- 2cc2 $ \ �� @ 7 E FIGURES E.n it- . .. Or 4 a i my La r 3 ASI !St p T..09 REt R= i L E.OT N Pacific Station w°'t B S Coast Highway 101 at W E Street Y a swFSt �......St 7 M C tI. W.6St u - E.GSt. 8 oc ►rk E Y 1 � W NN.' E NSt 1 < o c� a 8 St. EISt r E P e NOUN. ±.. .-. . �w w.Ja o _ sm o S E j u Sava Y WAR M. Y p. Fa.r Ave. C a . . Yu.w.rrt. S #a 0 se • o oo...c*WItt o' 3 Vft-- ♦� a O h t 01 C S..x..w a. {, <s Nobly St 5 < o C i Bftt*"be. 3 0.. .2 4► e' t ., tOR� '^a4o3Fwii� San Diego County 0.5 0.25 0 0.5 Miles Site Location Area Enlarged Above Pacific Station S Coast Highway 101 at W E Street Encinitas,CA GeosynCec O Figure consultants 1 San Diego November 2007 W E St,,eet � It Ot t` V < #1 y, A tp AV NOW - ' s7k i r : /P m� Gel 'IL 40 80 120 F11t 40 20 0 1:80 Scale / 8 ' A� Pacific Station A Coast • Encinitas,Ca N • • • , , GroundwaterWell consuJtarits Project Boundary San Diego November 2007 APPENDIX A Boring Logs 10875 Rancho Bernardo Rd,Suite 200 PROJECT Pacific Station Highway 101 GeosptecO San Diego,CA 92127 PROJECT LOCATION Highway 101 and E Street, Encinitas,Ca Tel:(858)674-6559 PROJECT NUMBER SC0456 COIISUItmtS Fax:(858)674-6586 KEY SHEET - CLASSIFICATIONS AND SYMBOLS GS FORM: KEY 09/99 EMPIRICAL CORRELATIONS WITH STANDARD PENETRATION RESISTANCE N VALUES N VALUE* CONSISTENCY UNCONFINED COMPRESSIVE N VALUE* RELATIVE (BLOWS/FT) STRENGTH(TONS/SQ FT) (BLOWS/FT) DENSITY 0-2 VERY SOFT <0.25 0-4 VERY LOOSE FINE 3-4 SOFT 0.25-0.50 COARSE 5-10 LOOSE GRAINED 5-8 FIRM 0.50-1.00 GRAINED 11 -30 MEDIUM DENSE SOILS 9-15 STIFF 1.00-2.00 SOILS 31 -50 DENSE 16-30 VERY STIFF 2.00-4.00 >50 VERY DENSE 31 -50 HARD >4.00 >50 VERY HARD ASTM D 1586;NUMBER OF BLOWS OF 140 POUND HAMMER FALLING 30 INCHES TO DRIVE A 2 IN.O.D.,1.4 IN.I.D.SAMPLER ONE FOOT. UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART PARTICLE SIZE IDENTIFICATION MAJOR DIVISIONS SYMBOLS DESCRIPTIONS BOULDERS >300 mm GRAVEL CLEAN a WELL-GRADED GRAVELS, COBBLES 75-300 mm GW GRAVEL-SAND MIXTURES, AND GRAVELS 4D LITTLE OR NO FINES GRAVEL:COARSE 19.0-75 mm GRAVELLY LITTLE OR NO POORLY GRADED GRAVELS, GRAVEL:FINE 4.75-19 mm COARSE SOILS FINES 1' GP GRAVELSANDMIXTURES, GRAINED LITTLE OR NO FINES SAND:COARSE 2.00-4.75 mm MORE THAN SILTY GRAVELS,GRAVEL- SAND:MEDIUM 0.425-2.00 mm SOILS 50%OF GRAVELS GM SAND-SILT MIXTURES COARSE WITH FINES SAND:FINE 0.075-0.425 mm FRACTION APPRECIABLE CLAYEY GRAVELS,GRAVEL SILT 0.075-0.002 mm RETAINED ON AMOUNT OF GC SAND-CLAY MIXTURES CLAY <0.002 mm NO.4 SIEVE FINES ........................................................................................ SAND CLEAN n' SW GRAVELLY GRADED SANDS, WELL GRADED-HAVING WIDE RANGE OF GRAIN SIZES AND APPRECIABLE RE THAN 0 SANDS,LITTLE OR AMOUNTS OF ALL INTERMEDIATE PARTICLE SIZES MO H AN 5RE AND SANDS NO FINES POORLY GRADED-PREDOMINANTLY ONE GRAIN SIZE,OR HAVING A RANGE OF MATERIAL SANDY LITTLE OR NO POORLY GRADED SANDS, SIZES WITH SOME INTERMEDIATE SIZES MISSING COARSER SOILS FINES SP GRAVELLY SANDS,LITTLE OR THAN NO.200 NO FINES SIEVE SIZE MORE THAN SANDS SILTY SANDS,SAND-SILT COARSE WITH FINES. SM MIXTURES FRACTION APPRECIABLE CLAYEY SANDS,SAND CLAY PLASTICITY CHART PASSING N0.4 AMOUNT OF SC MIXTURES SIEVE FINES 60 INORGANIC SILTS AND VERY FINE SANDS. ROCK FLOUR,SILTY OR CLAYEY FINE SANDS / ML OR CLAYEY SILTS WITH SLIGHT PLASTICITY / "U"LIN FINE SILTS LIQUID LIMIT NORGANIC CLAYS OF LOW TO MEDIUM P / GRAINED AND LESS THAN 50 CL FLASncISILTMCLAYS.LEAN °vcuvs. L INE HorO SOILS CLAYS . . ORGANIC SILTS AND ORGANIC A I OL SILTY CLAYS OF LOW S N / iii PLASTICITY / PI=0.7 (LL-20 T D 3o / MORETHAN MH DIATOMACEOUBCFINEW/D�YORSILTOY801L5, I E /C orOL SO%OF ELASTIC SILT - MATERIAL SILTS LIQUID LIMIT I X 20 / FINER THAN GREATER INORGANIC CLAYS OF HIGH / MH or H NO.200 AND THAN 50 CH PLASTICITY,FAT CLAYS T / SIEVE SIZE CLAYS 1 ORGANIC CLAYS OF MEDIUM Y 10 OH TO HIGH PLASTICITY, ML or L i� ORGANIC SILTS PEAT,HUMUS,SWAMP SOILS 0 10 20 30 40 50 60 70 80 90 100 HIGHLY ORGANIC SOILS PT WITH HIGH ORGANIC CONTENT LIQUID LIMIT(LL) NOTE:DUAL SYMBOLS USED FOR BORDERLINE CLASSIFICATIONS OTHER MATERIAL SYMBOLS WELL SYMBOLS SAMPLER AND OTHER SYMBOLS HYDRATED Siltstone Sand GRANULAR :.� ' BULK SAMPLE SZ Water Level at Time BENTONITE Drilling,or as Shown Silt BB�EEENTONITE Sandstone GROUTT CORE SAMPLE 1 Static Water Level Siltstone/Claystone Silty Sand FILTER PACK : MSL:Mean Sea Level ? GRAB SAMPLE o Claystone Evaporite CONCRETE AGS:Above Ground Surface Shale Artificial Fill SLOUGH HAND AUGER : BGS:Below Ground N Surface U Siltstone/Sandstone Debris Fill CENTRAL- BTOC:Below Top of IZER DRIVE SAMPLE Casing a .:+ Conglomerate Asphalt � � HSA:Hollow Stem Auger GROUNDWATER �, sa;• Concrete Granitic SAMPLE BORING P-1 SHEET 1 OF 1 Geosyntec�' 10875 Rancho Bernardo Rd,Suite 200 START DATE Oct 15,07 Elevation 75.13 FT.MSL San Diego,CA 92127 Tel:(858)674-6559 FINISH DATE Oct 15,07 consultants Fax:(858)674-6586 PROJECT Pacific Station Highway 101 LOCATION Highway 101 and E Street,Encinitas,Ca GS FORM: BOREHOLE LOG PROJECT NUMBER SC0456 -- CORE310/00 it SAMPLES O z io 0 DEPTH MATERIAL - Well � w W a o-- TIME COMMENTS (ft) DESCRIPTION m Construction w 2 3 a �g Material -i z O U o W -j W d m W Fill: Base Material Under 2.5"asphalt-concrete. 75 Terrace Deoosits:medium dense to dense, ; • moist,reddish to strong brown silty fine sand VV • [SM]. VV� • • TV Concrete • 5 70 13/16/16 Composite sample (P-1-1-1 and P-1-1-2)collected from material at 5-10 feet. 10 35 gallons of 65 8/9/9 bentonite grout 15 Medium dense,wet,pale yellowish-gray,siity fine 60 4/11/14 -Composite sample sand ISM]. (P-1-2-1 and P-1-2-2)collected from material at 1 x 50 Ibs bag of 15-30 feet. Enviroplug bentonite chips Torrey Sandstone: 20 Very dense,wet,pale yellow,silty fine sand PA. 55 36/50/3" r 0 4 x 100 Ibs bags of w 25 #3 sand z 50 39/50/2" W 0 w d 30 Bottom of boring at 30'4"bgs. 45 50/4" rn 0 z J CONTRACTOR Tri-County NORTHING REMARKS: Groundwater measured at 15.25(10/15), 14.73(10/26), 3 EQUIPMENT CME-75 EASTING and 14.72 feet(10/30) J DRILL MTHD Hollow-Stem Auger ANGLE Vertical 0 DIAMETER 84nch BEARING — z COORDINATE SYSTEM: LOGGER A.Greene REVIEWER V.Wittig PRINTED Dec 3,07 SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS 0 BORING P-2 SHEET 1 OF 1 10875 Rancho Bernardo Rd,Suite 200 START DATE Oct 15,07 Elevation 77.93 FT.MSL Geosynte& San Diego,CA 92127 FINISH DATE Oct 15,07 Tel:(858)674-6559 COTTSII.IItMtS Fax:(858)674-6586 PROJECT Pacific Station Highway 101 LOCATION Highway 101 and E Street,Encinitas,Ca GS FORM: BOREHOLE LOG PROJECT NUMBER SCO456 - CORE310/00 SAMPLES O io o (g U O of w > p TIME COMMENTS DEPTH MATERIAL J J Well m a o_ w a E (ft) DESCRIPTION m JJ�Uu Construction > 2 rn w n 5 Material ul z p o o a W J w a M of FIII: 3.5-inch asphalt-concrete over Class II �• base. ; • Terrace Deposits:Medium dense to dense, •� • moist,reddish brown to strong brown,silty fine •V • sand[SM]. •� •v Concrete V 75 5 14/17/16 Composite sample (P-2-1-1 and P-2-1-2)at 5-15 ft. 7/12/13 70 10 Medium dense,moist,light brownish-yellow,silty 35 gallons of 6/13/12 fine sand[SM]. bentonite grout 65 15 Dense,moist,pale grayish-yellow,silty fine to 6/13/20 Composite sample medium sand,with few subrounded gravels (-22-2-1 and (-1.5-inch max.)(SM). P-2-2-2)at 15-30 ft. Becomes wet " 1 x 50 Ibs bag of Torrey Sandstone: Very dense,wet,pale Enviroplug 60 grayish-yellow,silty fine to medium sand[SM]. bentonite chips 20 22/50/2" 55 4 x 100 Ibs bags of #3 sand 25 50/5" z W C7 50 30 Rig breaks down at Bottom of boring at 30'bgs. 30 ft.bgs,unable to LD (n drive sample. 0 z CONTRACTOR Tri-County NORTHING REMARKS: Groundwater measured at 16.45(10/15), 15.94(10/26), EQUIPMENT CME-75 EASTING 15.96 feet(10/30) o DRILL MTHD Hollow-Stem Auger ANGLE Vertical c� DIAMETER 84nch BEARING '— COORDINATE SYSTEM: s LOGGER A.Greene REVIEWER V.Wittig PRINTED Dec 3,07 SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS 01 1 m BORING P-3 SHEET 1 OF 1 ynt 1C Q 10875 Rancho Bernardo Rd,Suite 200 START DATE Oct 16,07 Elevation 78.40 FT.MSL Geos San Diego,CA 92127 Tel:(858)674-6559 FINISH DATE Oct 16,07 consultmtS Fax:(858)674-6586 PROJECT Pacific Station Highway 101 LOCATION Highway 101 and E Street,Encinitas,Ca GS FORM: CO RE3 10/00 It BOREHOLE LOG PROJECT NUMBER SC0466 SAMPLES Z in a DEPTH MATERIAL Well w w a o TIME COMMENTS 03 w(ft) DESCRIPTION m �J�Uu Construction w 0 ui 5 Material _j Z 0 v o (n w _j w n m o: Fill: 1.5-inch asphalt over moist,dark brown, �• ilty fine sand. V V • Ton-ace Deposits: Medium dense to dense, i • moist,light yellowish-brown,poorly graded,fine • • sand with silt[SP-SM]. •V • Concrete 75 5 8/11/16 Composite sample (P-3-1-1 and P-3-1-2)at 5-15 ft. 70 1 35 gallons of 11/14/19 bentonite grout 11/17/21 65 15 9/16/24 Becomes wet 1 x 50 Ibs bag of Enviroplug bentonite chips 60 Torrey Sandstone:Very dense,wet, 20 brownish-yellow,silty fine to medium sand[SM]. 50/5" Composite sample (P-3-2-1 and P-3-2-2)at 20-30 ft. 50/5' Becomes pale yellow,fine sand with trace silt 55 (SP-SM). 4 x 100 Ibs bags of w 25 #3 sand 50/6" 0 w c� S 50 30 27/50/2" C7 o Bottom of boring at 30'-8"bgs. z J CONTRACTOR Tri-County NORTHING REMARKS: Groundwater measured at 17.30(10/15), 17.10(10/26), '3 EQUIPMENT CME-75 EASTING 17.12 feet(10/30) DRILL MTHD Hollow-Stem Auger ANGLE Vertical o DIAMETER 84nch BEARING — o LOGGER A.Greene REVIEWER V.Vlfittig PRINTED Dec 3,07 COORDINATE SYSTEM: SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS m APPENDIX B Well Development and Groundwater Sampling Logs Geosyntec O" consultants WELL DEVELOPMENT LOG Project Name: pg�g�, t S;A Tt o,y Date: 10 ft Project Number: s cv JG Weather: S.in/i.,Y Site: �,C ,g� o I /If SrWr Sample Collected by: M4 Well Data Well I.D.: Depth to Surface Water(ft): Well Diameter(in.): IL 14 Well Depth(ft): Sca.cFa✓- 1� ' x O.8 . g «}�c.oa,c Well Purging pt.,ntP CAS.-&-- 0,1} - 0. Method/Equipment: S..R Cc i3Lot4I wA ir--I 1 Volume of Water in Well(gal): ° Z� pH/Cond/turb meter ID#: V-10 -,2 13 o,0 b Depth of Pump(ft): 21 Water Column Length(ft): Z•q,$- 11t,73 c 1 off. Total Volume Purged(gal): 4,o Time Volume pH Cond. Turbidity Temp Comments Pur ed (pH units) (mS/cm) (NTin (°C) I 7: 2-0 I o I.2 I. 19 7 111 Z?. 3 I% - Z o 1 0 2 ::o -4.oS f 3 3 Y,6 Z3.Z GPm I 1-4, 35 7 f, .• -4 11 1 /b. o (�• 4� 3 a . a3 a 'z 3.z. 4f 75 38 Z3 _ b o �•o L 1. 2'z 23,0 Purge Water Disposal: 5"S C�L60r�. 'QeL-4 Z O�y Comments: (D' $-0 - 40 O - SvRCd WE1 L 142 WA-OZ 12 A Field Personnel Signature: j:\standardWorms\Field Forms 21.xls\Well Development log Geosyntec ° consultants WELL DEVELOPMENT LOG Project Name: f 19 OIFi o sTA 7t 0.l Date: 10/Z % /vim Project Number: Weather: J�.✓y�/ Site: /-J;6ww i y l / / c 5 r Sample Collected by: AIA Well Data Well I.D.: P 2 Depth to Surface Water(ft): S. 5 Z, e Well Diameter(in.): Well Depth(ft): Well Purging (s�v�oFl�J ��MP !��' sc.A£E✓ = 8 G4G��,v f t Method/Equipment: AAce B-art1tIA AYi_ Volume of Water in Well(gal): 4.04 K o,l� - o.� Ggcca•f pH/Cond/turb meter ID#: ✓-to D L3 on 6 Depth of Pump(ft): 2 Water Column Length(ft):'3 p.� _q y a I�F,o(, Total Volume Purged(gal): 2!o Time Volume pH Cond. Turbidity Temp Comments Pur ed (pH units) (mS/cm) (NTI (°C) lS.00 O .lo 0. Z4 2-3,8 6P o � 1. z Z. -v„= 111.2?' 1' 9.0 7.o 4 1. 35, /9 5 Purge Water Disposal: SS Coq I. Comments: YVA 66 wC�e- of �-fZ— �1;-:7- Field Personnel Signature: Sts, Pr.o A- )5 y„-me jAstandardVorms\Field Forms 21.xls\Well Development log Geosyntecc> consultants WELL DEVELOPMENT LOG Project Name: !'A f-to,- 1 77--w Date: (d/ -L 6 Project Number: T&O y I-r.. Weather: .f% ,vii Site: y, G i wA y i o r I r 5/ Sample Collected by: A41- W Well Data Well I.D.: F3 Depth to Surface Water(ft): 173.10 e 1 Well Diameter(in.): 2 of Well Depth(ft): f- 1=7 t& 12 61 IoN Well Purging &WAVIZ/vj 11—V cg s.,va Method/Equipment: WA 7z,44 (s,,,z ctr 1,.o cK Volume of Water in Well(gal): Q,4 C,,JLA,0,,,,s pH/Cond/turb meter ID#: (J-70 01300& Depth of Pump(ft): Z 4 Water Column Length(ft): 1-4.to_ Z-I,go.- l Z,4 Total Volume Purged(gal): 30 Time Volume pH Cond. Turbidity Temp Comments Pureed (PH units) (mS/cm) (NTU) CC) ! 0 q.Lo Z. I I > q 9 9 22. 1[ Ic-.30 0-8 475- z 3 2 (z. o 0 Purge Water Disposal: Comments: So T-,Zee IQcocot Hs - (/8• o Field Personnel Signature: „� C-�-`ar.•- j:\standardWorms\Field Forms 21.xls\Well Development log G consultants GROUNDWATER SAMPLE COLLECTION LOG Project Name: PA G 16 C SMATI 212 Date: 0/0-; Project Number: S lfyF, Weather: Site: JOActirc, S7-A-ra,2 Sample Collected by: D. S' n• 10/10 VI) Well Data Well I.D.: P I '' ` Well Diameter(in.): l 4' Depth to Surface Water(ft): 14. 7 Well Depth(ft): 11 -1.9 Immiscible Layer: Y/10 Well Purging Method/Equipment: -,,t4X&ge Of,.,P Depth of Pump(ft): 2 .2 pH/Cond/turb meter ID#: "01,14 0130- 6 Max Depth During Purging(ft): I •S Water Column Length(ft): 2 q.g - i*,-4Z e IS", Depth at Time of Sampling(ft): 1,1--7 2- Volume of Water in Well(gal):Cg-t,, 6. -,>",o8x-,q.;1-7--0 yTotal Volume Purged(gal): S uze d&) - $ 4A4-&0 a Tom Volume Pump pH Cond. ITurbidity Temp Comments Time Pur ft Rate (PH units) �f6s/cm) (INT[n CC) 3 1. 1.60 l3� I �,o l•�-1 LF 3 Z? S- 13:23 J. 12 Z3 2 Z. x•.01 I, .z 3• — . q-4 [42 1 2. 27.2 %Recovery: I v Purge Water Disposal: $S C-f+I-t OA-, o A em 0ey 1 i 7C Sample Collection Parameter/Method I Bottle Type and Volume Filtered Preservative SEC ew A'm of Date/Time: l 013.0 ( COC#: Comments: spur .4T 1�k Samplers Signature: j:\standard\forms\Field Forms 21.xls\gw Sampling Log Geosyntecl' consultants GROUNDWATER SAMPLE COLLECTION LOG Project Name: PA 4 14 t- .1;047 at/ Date: E o(3o% -;L Project Number: SGO,}T& Weather: Site: PA c tot f- SPKI T vtJ Sample Collected by: 17. 5 Well Data Well I.D.: Well Diameter(in.): Z. Depth to Surface Water(ft): 101- Well Depth(ft): 2 mot, �. Immiscible Layer: Y/0 Well Purging Method/Equipment: tp-I?A4 Dee 4-,me Depth of Pump(ft): y R pH/Cond/turb meter ID#: y-,( + 0/300 b Max Depth During Purging(ft): I at. 3 Water Column Length(ft): Z 4.G - fr 4 6 - 13.61E Depth at Time of Sampling(ft): 1 6. o Volume of Water in Well(gal): -a 8 Cvgk o Jytal Volume Purged(gal): 2 S CALSava 3. (P4x 100'+ —a 61 IrC7,41 — 8. 6 CAI.0onM s Time Volume Pump pH Cond. ITurbidity Temp Comments Purged I Rate (pH units) I /cm) I (NTU) CC) 10- _v Z L 2-� 2Z. if 1, 7l S B "w- 1 y f 1 S 20 6. qd L: ' �-o 1 .o l. ( %Recovery: q Y Purge Water Disposal: Sf 6A"l W li5, i � ! f Sample Collection Parameter/Method Bottle Type and Volume Filtered Preservative Date/Time: COC#: Comments: $7{�,2T I ant P/.+(r A f 10 f;i✓I Samplers Signature: oti,J jAstandardVorms\Field Forms 21.xls\gw Sampling Log Geosyntec � consultants GROUNDWATER SAMPLE COLLECTION LOG Project Name: Sco c 6 - �OAC�Gc_ SMr7y,,,,, Date: /Qi7-.,/V� Project Number: ,A 5-(,0 g, b Weather: t�NNY Site: /A C.�F'c S719'701 Sample Collected by: 17-5 Well Data �j Well I.D.: t- -3 Well Diameter(in.): Z ' Depth to Surface Water(ft): 17. 12 e Well Depth(ft): Z 5.8 o Irmniscible Layer: Y/�$ Well Purging Method/Equipment: Poz-,48u= Depth of Pump(ft): Z e pH/Cond/turb meter ID#: (,Op.(,o (11_1 ,0 ,6 Max Depth During Purging(ft): I g ,6 Water Column Length(ft): 1-4.17__ 2 y,d'o r 12.6$ Depth at Time of Sampling(ft): Volume of Water in Well(gal : l?.68 ja- Z.69;r Total Volume Purged(gal): 2 CASrr(s. raw i= 8 —(o„9c. - Volume Pump pH Cond. Turbidity Temp Comments Time Purged Rate (pH units) �(,1ls1cm) (NTU) CC) �•:IZ 10.5 I.S. (o, q 6 7-01 �4 23.Z ' 11 (. Zoe- (o z3.6 '7.3 1. 6-11- Z ( z3.C1 lZ;3o -- -- 6 7o I Z � %Recovery: 1 pea Purge Water Disposal: 67,57 C-A L/ -p, 0Q Sample Collection Parameter/Method Bottle Type and Volume Filtered Preservative S C C-WA cn! to w 70 b - Date/Time: to 00 !w-;— COC#: Comments: Samplers Signature: ! Ao j:\standardWormsTield Forms 21.xls\gw Sampling Log N C d E E O U O ' c E c �? z 0 o C� a Z J a 0 'a a � Z W o a v LL ° 3 �: .f O c Ui LL ° (7 ° = Q Q O ° J U Z O_ r ~ 0 Q �l1 • m � J � ►°• a V m � o o °- 'C U O cli O. Q 2 CD U4� 2 V x L � LL CL N Q o _N APPENDIX C Pumping Test Data 0 0 °o 0 td A I o } ; 4 it I i II 00 0 s lumopmuaQ lenpisag 0 0 0 I � 0. O I O O i I i CD C) i y N N ¢. 0 O W a cu O O �j I 0 (13a3) UMOP UM(t In-Situ Inc. MiniTroll Pro Report generated: 11/21/2007 18:27:34 Report from file: ...\SN16681 2007-11-21 105603 PACIFIC STATION.bin Win-Situ®Version 4.57.5.0 Serial number: 16681 Firmware Version 3.09 Unit name: miniTROLL Test name: PACIFIC STATION Test defined on: 11/21/2007 10:55:50 Test started on: 11/21/2007 10:56:03 Test stopped on: 11/21/2007 14:38:33 Data gathered using Linear testing Time between data points: Seconds. Number of data samples: 1336 TOTAL DATA SAMPLES 1336 Channel number[1] Measurement type: Temperature Channel name: OnBoard Temp Channel number[2] Measurement type: Pressure Channel name: Pacific Station Sensor Range: 15 PSIG. Sensor Offset: 0.000 psi Density: 1.000 g/cm3 Latitude: 32 degrees Elevation: 21.336 meters(70.000 feet) Chan[1] Chan[2] Temperatun Pressure Pump Rate Comments Date Time ET(sec) Fahrenheit Feet H2O GPM -------- ------ ---------- 11/21/2007 10:56:03 0 73.61 9.868 0.0 11/21/2007 10:56:13 10 73.61 9.868 0.0 11/21/2007 10:56:23 20 73.61 9.868 0.0 11/21/2007 10:56:33 30 73.61 9.867 0.0 11/21/2007 10:56:43 40 73.61 9.867 0.0 11/21/2007 10:56:53 50 73.61 9.868 0.0 11/21/2007 10:57:03 60 73.61 9.869 0.0 11/21/2007 10:57:13 70 73.61 9.869 0.0 11/21/2007 10:57:23 80 73.61 9.869 0.0 11/21/2007 10:57:33 90 73.61 9.869 0.0 11/21/2007 10:57:43 100 73.61 9.869 0.0 11/21/2007 10:57:53 110 73.61 9.869 0.0 11/21/2007 10:58:03 120 73.61 9.869 0.0 11/21/2007 10:58:13 130 73.61 9.869 0.0 11/21/2007 10:58:23 140 73.61 9.869 0.0 11/21/2007 10:58:33 150 73.61 9.869 0.0 11/21/2007 10:58:43 160 73.61 9.869 0.0 11/21/2007 10:58:53 170 73.61 9.869 0.0 11/21/2007 10:59:03 180 73.61 9.869 0.0 11/21/2007 10:59:13 190 73.61 9.869 0.0 11/21/2007 10:59:23 200 73.61 9.869 0.0 11/21/2007 10:59:33 210 73.61 9.869 0.0 11/21/2007 10:59:43 220 73.61 9.869 0.0 11/21/2007 10:59:53 230 73.61 9.869 0.0 11/21/2007 11:00:03 240 73.61 9.892 0.0 11/21/2007 11:00:13 250 73.61 9.864 0.65 Turn Pump on at 11:i 11/21/2007 11:00:23 260 73.61 9.701 0.65 11/21/2007 11:00:33 270 73.61 9.043 0.65 11/21/2007 11:00:43 280 73.63 8.779 0.65 11/21/2007 11:00:53 290 73.63 8.691 0.65 11/21/2007 11:01:03 300 73.66 8.598 0.65 11/21/2007 11:01:13 310 73.68 8.554 0.65 11/21/2007 11:01:23 320 73.68 8.521 0.65 11/21/2007 11:01:33 330 73.7 8.499 0.65 11/21/2007 11:01:43 340 73.73 8.501 0.65 11/21/2007 11:01:53 350 73.75 8.487 0.65 11/21/2007 11:02:03 360 73.77 8.486 0.65 11/21/2007 11:02:13 370 73.79 8.541 0.65 11/21/2007 11:02:23 380 73.79 8.607 0.65 11/21/2007 11:02:33 390 73.82 8.654 0.65 11/21/2007 11:02:43 400 73.84 8.708 0.65 11/21/2007 11:02:53 410 73.84 8.724 0.65 11/21/2007 11:03:03 420 73.86 8.688 0.65 11/21/2007 11:03:13 430 73.86 8.756 0.65 11/21/2007 11:03:23 440 73.88 8.778 0.65 11/21/2007 11:03:33 450 73.88 8.713 0.65 11/21/2007 11:03:43 460 73.91 8.638 0.65 11/21/2007 11:03:53 470 73.91 8.595 0.65 11/21/2007 11:04:03 480 73.91 8.573 0.65 11/21/2007 11:04:13 490 73.93 8.541 0.65 11/21/2007 11:04:23 500 73.93 8.562 0.65 11/21/2007 11:04:33 510 73.91 8.583 0.65 11/21/2007 11:04:43 520 73.88 8.61 0.65 11/21/2007 11:04:53 530 73.86 8.627 0.65 11/21/2007 11:05:03 540 73.86 8.64 0.65 11/21/2007 11:05:13 550 73.84 8.656 0.65 11/21/2007 11:05:23 560 73.84 8.664 0.65 11/21/2007 11:05:33 570 73.82 8.665 0.65 11/21/2007 11:05:43 580 73.82 8.667 0.65 11/21/2007 11:05:53 590 73.82 8.666 0.65 11/21/2007 11:06:03 600 73.82 8.666 0.65 11/21/2007 11:06:13 610 73.79 8.665 0.65 11/21/2007 11:06:23 620 73.79 8.664 0.65 11/21/2007 11:06:33 630 73.79 8.664 0.65 11/21/2007 11:06:43 640 73.79 8.665 0.65 11/21/2007 11:06:53 650 73.79 8.664 0.65 11/21/2007 11:07:03 660 73.79 8.665 0.65 11/21/2007 11:07:13 670 73.79 8.666 0.65 11/21/2007 11:07:23 680 73.79 8.665 0.65 11/21/2007 11:07:33 690 73.79 8.666 0.65 11/21/2007 11:07:43 700 73.79 8.665 0.65 11/21/2007 11:07:53 710 73.79 8.667 0.65 11/21/2007 11:08:03 720 73.79 8.667 0.65 11/21/2007 11:08:13 730 73.79 8.668 0.65 11/21/2007 11:08:23 740 73.79 8.672 0.65 11/21/2007 11:08:33 750 73.79 8.656 0.65 11/21/2007 11:08:43 760 73.79 8.648 0.65 11/21/2007 11:08:53 770 73.79 8.645 0.65 11/21/2007 11:09:03 780 73.79 8.643 0.65 11/21/2007 11:09:13 790 73.79 8.643 0.65 11/21/2007 11:09:23 800 73.79 8.642 0.65 11/21/2007 11:09:33 810 73.79 8.641 0.65 11/21/2007 11:09:43 820 73.79 8.642 0.65 11/21/2007 11:09:53 830 73.79 8.642 0.65 11/21/2007 11:10:03 840 73.79 8.641 0.65 11/21/2007 11:10:13 850 73.79 8.644 0.65 11/21/2007 11:10:23 860 73.79 8.643 0.65 11/21/2007 11:10:33 870 73.79 8.642 0.65 11/21/2007 11:10:43 880 73.79 8.644 0.65 11/21/2007 11:10:53 890 73.79 8.643 0.65 11/21/2007 11:11:03 900 73.79 8.644 0.65 11/21/2007 11:11:13 910 73.79 8.643 0.65 11/21/2007 11:11:23 920 73.79 8.643 0.65 11/21/2007 11:11:33 930 73.79 8.644 0.65 11/21/2007 11:11:43 940 73.79 8.643 0.65 11/21/2007 11:11:53 950 73.79 8.644 0.65 11/21/2007 11:12:03 960 73.79 8.644 0.65 11/21/2007 11:12:13 970 73.79 8.642 0.65 11/2112007 11:12:23 980 73.79 8.642 0.65 11/21/2007 11:12:33 990 73.79 8.643 0.65 11/21/2007 11:12:43 1000 73.79 8.643 0.65 11121/2007 11:12:53 1010 73.79 8.643 0.65 11/21/2007 11:13:03 1020 73.79 8.643 0.65 11/21/2007 11:13:13 1030 73.79 8.642 0.65 11/21/2007 11:13:23 1040 73.79 8.641 0.65 11/21/2007 11:13:33 1050 73.79 8.646 0.65 11/21/2007 11:13:43 1060 73.79 8.661 0.65 11/21/2007 11:13:53 1070 73.79 8.669 0.65 11/21/2007 11:14:03 1080 73.79 8.68 0.65 11/2112007 11:14:13 1090 73.79 8.693 0.65 11/21/2007 11:14:23 1100 73.79 8.706 0.65 11/2112007 11:14:33 1110 73.79 8.718 0.65 11121/2007 11:14:43 1120 73.79 8.731 0.65 11/21/2007 11:14:53 1130 73.79 8.741 0.65 11/21/2007 11:15:03 1140 73.79 8.749 0.65 11/21/2007 11:15:13 1150 73.79 8.76 0.65 11/21/2007 11:15:23 1160 73.79 8.776 0.65 11/21/2007 11:15:33 1170 73.79 8.784 0.65 11/21/2007 11:15:43 1180 73.79 8.795 0.65 11/21/2007 11:15:53 1190 73.79 8.806 0.65 11/21/2007 11:16:03 1200 73.79 8.809 0.65 11/21/2007 11:16:13 1210 73.79 8.811 0.65 11/21/2007 11:16:23 1220 73.79 8.812 0.65 11/21/2007 11:16:33 1230 73.79 8.814 0.65 11/21/2007 11:16:43 1240 73.79 8.816 0.65 11/21/2007 11:16:53 1250 73.79 8.819 0.65 11/21/2007 11:17:03 1260 73.79 8.821 0.65 11/21/2007 11:17:13 1270 7339 8.823 0.65 11/21/2007 11:17:23 1280 73.79 8.822 0.65 11/21/2007 11:17:33 1290 73.79 8.822 0.65 11/21/2007 11:17:43 1300 73.79 8.822 0.65 11/21/2007 11:17:53 1310 73.79 8.823 0.65 11/21/2007 11:18:03 1320 73.79 8.822 0.65 11/21/2007 11:18:13 1330 73.79 8.823 0.65 11/21/2007 11:18:23 1340 73.79 8.825 0.65 11/21/2007 11:18:33 1350 73.79 8.824 0.65 11/21/2007 11:18:43 1360 73.79 8.823 0.65 11/21/2007 11:18:53 1370 73.79 8.823 0.65 11/21/2007 11:19:03 1380 73.79 8.823 0.65 11/21/2007 11:19:13 1390 73.79 8.823 0.65 11/21/2007 11:19:23 1400 73.79 8.823 0.65 11/21/2007 11:19:33 1410 73.79 8.823 0.65 11/21/2007 11:19:43 1420 73.79 8.822 0.65 11/21/2007 11:19:53 1430 73.79 8.822 0.65 11/21/2007 11:20:03 1440 73.79 8.822 0.65 11/21/2007 11:20:13 1450 73.79 8.821 0.65 11/21/2007 11:20:23 1460 73.79 8.821 0.65 11/21/2007 11:20:33 1470 73.79 8.822 0.65 11121/2007 11:20:43 1480 73.79 8.822 0.65 11/21/2007 11:20:53 1490 73.79 8.822 0.65 1112112007 11:21:03 1500 73.79 8.819 0.65 11/2112007 11:21:13 1510 73.79 8.819 0.65 11/21/2007 11:21:23 1520 73.79 8.819 0.65 11/21/2007 11:21:33 1530 73.79 8.819 0.65 11/21/2007 11:21:43 1540 73.79 8.82 0.65 11/21/2007 11:21:53 1550 73.79 8.821 0.65 11/21/2007 11:22:03 1560 73.79 8.821 0.65 11/21/2007 11:22:13 1570 73.79 8.82 0.65 11/21/2007 11:22:23 1580 73.79 8.82 0.65 11/21/2007 11:22:33 1590 73.79 8.82 0.65 11/21/2007 11:22:43 1600 73.79 8.821 0.65 11/21/2007 11:22:53 1610 73.79 8.82 0.65 11/21/2007 11:23:03 1620 73.79 8.819 0.65 11/21/2007 11:23:13 1630 73.79 8.819 0.65 11/21/2007 11:23:23 1640 73.79 8.816 0.65 11/21/2007 11:23:33 1650 73.79 8.809 0.65 11/21/2007 11:23:43 1660 73.79 8.809 0.65 11/21/2007 11:23:53 1670 73.79 8.806 0.65 11/21/2007 11:24:03 1680 73.79 8.806 0.65 11/21/2007 11:24:13 1690 73.79 8.809 0.65 11/21/2007 11:24:23 1700 73.79 8.813 0.65 11/21/2007 11:24:33 1710 73.79 8.83 0.65 11121/2007 11:24:43 1720 73.79 8.811 0.65 11/21/2007 11:24:53 1730 73.79 8.817 0.65 11/21/2007 11:25:03 1740 73.79 8.818 0.65 11/21/2007 11:25:13 1750 73.79 8.819 0.65 11/21/2007 11:25:23 1760 73.79 8.82 0.65 11/21/2007 11:25:33 1770 73.79 8.82 0.65 11/21/2007 11:25:43 1780 73.79 8.819 0.65 11/21/2007 11:25:53 1790 73.79 8.821 0.65 11/21/2007 11:26:03 1800 73.82 8.821 0.65 11/21/2007 11:26:13 1810 73.79 8.821 0.65 11/21/2007 11:26:23 1820 73.79 8.822 0.65 11/21/2007 11:26:33 1830 73.79 8.821 0.65 11/21/2007 11:26:43 1840 73.79 8.823 0.65 11/21/2007 11:26:53 1850 73.79 8.822 0.65 11/21/2007 11:27:03 1860 73.79 8.823 0.65 11/21/2007 11:27:13 1870 73.79 8.822 0.65 11/21/2007 11:27:23 1880 73.79 8.822 0.65 11/21/2007 11:27:33 1890 7179 8.823 0.65 11/21/2007 11:27:43 1900 73.79 8.821 0.65 11/21/2007 11:27:53 1910 73.79 8.823 0.65 11/21/2007 11:28:03 1920 73.79 8.823 0.65 11/21/2007 11:28:13 1930 73.79 8.823 0.65 11/21/2007 11:28:23 1940 73.79 8.824 0.65 11/21/2007 11:28:33 1950 73.79 8.824 0.65 11/21/2007 11:28:43 1960 73.79 8.826 0.65 11/21/2007 11:28:53 1970 73.79 8.828 0.65 11/21/2007 11:29:03 1980 73.79 8.828 0.65 11/21/2007 11:29:13 1990 73.79 8.828 0.65 11121/2007 11:29:23 2000 73.79 8.828 0.65 11/21/2007 11:29:33 2010 73.79 8.828 0.65 11/21/2007 11:29:43 2020 73.79 8.827 0.65 11/21/2007 11:29:53 2030 73.79 8.827 0.65 11/21/2007 11:30:03 2040 73.79 8.826 0.65 11/21/2007 11:30:13 2050 73.79 8.827 0.65 11/21/2007 11:30:23 2060 73.79 8.827 0.65 11/21/2007 11:30:33 2070 73.79 8.827 0.65 11/21/2007 11:30:43 2080 73.79 8.827 0.65 11/21/2007 11:30:53 2090 73.79 8.828 0.65 11/21/2007 11:31:03 2100 73.79 8.827 0.65 11/21/2007 11:31:13 2110 73.79 8.827 0.65 11/21/2007 11:31:23 2120 73.79 8.827 0.65 11/21/2007 11:31:33 2130 73.82 8.827 0.65 11/2112007 11:31:43 2140 73.79 8.828 0.65 11/21/2007 11:31:53 2150 73.79 8.831 0.65 11/21/2007 11:32:03 2160 73.79 8.835 0.65 11/21/2007 11:32:13 2170 73.79 8.838 0.65 11/21/2007 11:32:23 2180 73.79 8.79 0.65 11/21/2007 11:32:33 2190 73.79 8.762 0.65 11/21/2007 11:32:43 2200 73.79 8.748 0.65 11/21/2007 11:32:53 2210 73.79 8.744 0.65 11/21/2007 11:33:03 2220 73.79 8.741 0.65 11/21/2007 11:3313 2230 73.82 8.739 0.65 11/21/2007 11:33:23 2240 73.79 8.739 0.65 11/21/2007 11:33:33 2250 73.82 8.738 0.65 11/21/2007 11:33:43 2260 73.79 8.738 0.65 11/21/2007 11:33:53 2270 73.79 8.742 0.65 11/21/2007 11:34:03 2280 73.79 8.795 0.65 11/21/2007 11:34:13 2290 73.79 8.834 0.65 11/21/2007 11:34:23 2300 73.79 8.844 0.65 11/21/2007 11:34:33 2310 73.79 8.773 0.65 11/21/2007 11:34:43 2320 73.79 8.719 0.65 11/21/2007 11:34:53 2330 73.79 8.697 0.65 11/21/2007 11:35:03 2340 73.79 8.687 0.65 11121/2007 11:35:13 2350 73.79 8.684 0.65 11/21/2007 11:35:23 2360 73.79 8.684 0.65 11121/2007 11:35:33 2370 73.79 8.686 0.65 11/21/2007 11:35:43 2380 73.79 8.688 0.65 11/21/2007 11:35:53 2390 73.79 8.691 0.65 11/21/2007 11:36:03 2400 73.79 8.694 0.65 11/21/2007 11:36:13 2410 73.79 8.696 0.65 11/21/2007 11:36:23 2420 73.79 8.7 0.65 11/21/2007 11:36:33 2430 73.79 8.703 0.65 11/21/2007 11:36:43 2440 73.79 8.706 0.65 11/21/2007 11:36:53 2450 73.79 8.707 0.65 11/21/2007 11:37:03 2460 73.79 8.709 0.65 11/21/2007 11:37:13 2470 73.79 8.711 0.65 11/2112007 11:37:23 2480 73.79 8.725 0.65 11/21/2007 11:37:33 2490 73.79 8.765 0.65 11/2112007 11:37:43 2500 73.79 8.783 0.65 11/21/2007 11:37:53 2510 73.79 8.791 0.65 11/2112007 11:38:03 2520 73.79 8.794 0.65 11/21/2007 11:38:13 2530 73.79 8.795 0.65 11/21/2007 11:38:23 2540 73.79 8.796 0.65 11/21/2007 11:38:33 2550 73.79 8.798 0.65 11/21/2007 11:38:43 2560 73.79 8.799 0.65 11/21/2007 11:38:53 2570 73.79 8.798 0.65 11/21/2007 11:39:03 2580 73.79 8.798 0.65 a 11/2112007 11:39:13 2590 73.79 8.798 0.65 11/21/2007 11:39:23 2600 73.79 8.798 0.65 11/21/2007 11:39:33 2610 73.79 8.798 0.65 11/21/2007 11:39:43 2620 73.79 8.798 0.65 1112112007 11:39:53 2630 73.79 8.798 0.65 11/21/2007 11:40:03 2640 73.82 8.813 0.65 11/21/2007 11:40:13 2650 73.79 8.813 0.65 11/21/2007 11:40:23 2660 73.79 8.84 0.65 11/21/2007 11:40:33 2670 73.79 8.858 0.65 11/21/2007 11:40:43 2680 73.79 8.865 0.65 11/21/2007 11:40:53 2690 73.79 8.866 0.65 11/21/2007 11:41:03 2700 73.79 8.868 0.65 11/21/2007 11:41:13 2710 73.79 8.867 0.65 11/21/2007 11:41:23 2720 73.79 8.867 0.65 11/21/2007 11:41:33 2730 73.79 8.866 0.65 11/21/2007 11:41:43 2740 73.79 8.866 0.65 11/21/2007 11:41:53 2750 73.79 8.867 0.65 11/21/2007 11:42:03 2760 73.82 8.867 0.65 11/21/2007 11:42:13 2770 73.82 8.868 0.65 11/21/2007 11:42:23 2780 73.82 8.87 0.65 -- 11/21/2007 11:42:33 2790 73.82 8.872 0.65 11/21/2007 11:42:43 2800 73.82 8.875 0.65 11/21/2007 11:42:53 2810 73.82 8.878 0.65 11/21/2007 11:43:03 2820 73.82 8.879 0.65 11/21/2007 11:43:13 2830 73.79 8.881 0.65 11/21/2007 11:43:23 2840 73.82 8.883 0.65 11/21/2007 11:43:33 2850 73.82 8.885 0.65 11/2112007 11:43:43 2860 73.82 8.887 0.65 11/21/2007 11:43:53 2870 73.82 8.89 0.65 11/21/2007 11:44:03 2880 73.82 8.893 0.65 11/21/2007 11:44:13 2890 73.82 8.852 0.65 11/21/2007 11:44:23 2900 73.82 8.823 0.65 11/21/2007 11:44:33 2910 73.82 8.809 0.65 11/21/2007 11:44:43 2920 73.82 8.803 0.65 11/21/2007 11:44:53 2930 73.82 8.8 0.65 11/21/2007 11:45:03 2940 73.82 8.799 0.65 11/21/2007 11:45:13 2950 73.82 8.799 0.65 11/21/2007 11:45:23 2960 73.82 8.798 0.65 11/21/2007 11:45:33 2970 73.82 8.799 0.65 11/21/2007 11:45:43 2980 73.82 8.796 0.65 11/21/2007 11:45:53 2990 73.82 8.798 0.65 11/21/2007 11:46:03 3000 73.82 8.798 0.65 11/21/2007 11:46:13 3010 73.82 8.799 0.65 11/21/2007 11:46:23 3020 73.82 8.799 0.65 11/21/2007 11:46:33 3030 73.82 8.798 0.65 11/21/2007 11:46:43 3040 73.82 8.817 0.65 11/21/2007 11:46:53 3050 73.82 8.792 0.65 11/21/2007 11:47:03 3060 73.82 8.795 0.65 11/21/2007 11:47:13 3070 73.82 8.798 0.65 11/2112007 11:47:23 3080 73.82 8.801 0.65 11/21/2007 11:47:33 3090 73.82 8.802 0.65 11/21/2007 11:47:43 3100 73.82 8.802 0.65 11/21/2007 11:47:53 3110 73.82 8.802 0.65 11/21/2007 11:48:03 3120 73.82 8.802 0.65 11/21/2007 11:48:13 3130 73.82 8.802 0.65 11/21/2007 11:48:23 3140 73.82 8.8 0.65 11/21/2007 11:48:33 3150 73.79 8.801 0.65 11/21/2007 11:48:43 3160 73.82 8.801 0.65 11/21/2007 11:48:53 3170 73.82 8.801 0.65 11/21/2007 11:49:03 3180 73.82 8.802 0.65 11/21/2007 11:49:13 3190 73.82 8.802 0.65 11/21/2007 11:49:23 3200 73.82 8.803 0.65 11/21/2007 11:49:33 3210 73.82 8.803 0.65 11/21/2007 11:49:43 3220 73.82 8.803 0.65 11/21/2007 11:49:53 3230 73.82 8.803 0.65 11/21/2007 11:50:03 3240 73.82 8.802 0.65 11/21/2007 11:50:13 3250 73.82 8.803 0.65 11/21/2007 11:50:23 3260 73.82 8.803 0.65 11/21/2007 11:50:33 3270 73.82 8.803 0.65 11/21/2007 11:50:43 3280 73.82 8.803 0.65 11/21/2007 11:50:53 3290 73.82 8.802 0.65 11/21/2007 11:51:03 3300 73.82 8.803 0.65 11/21/2007 11:51:13 3310 73.82 8.803 0.65 11/21/2007 11:51:23 3320 73.82 8.803 0.65 11/21/2007 11:51:33 3330 73.82 8.802 0.65 11/21/2007 11:51:43 3340 73.82 8.803 0.65 11/21/2007 11:51:53 3350 73.82 8.803 0.65 11/21/2007 11:52:03 3360 73.82 8.802 0.65 11/21/2007 11:52:13 3370 73.82 8.802 0.65 11/21/2007 11:52:23 3380 73.82 8.802 0.65 11/21/2007 11:52:33 3390 73.79 8.801 0.65 11/21/2007 11:52:43 3400 73.82 8.802 0.65 11/21/2007 11:52:53 3410 73.82 8.802 0.65 11/21/2007 11:53:03 3420 73.82 8.802 0.65 11/21/2007 11:53:13 3430 73.82 8.8 0.65 11/21/2007 11:53:23 3440 73.82 8.802 0.65 11/21/2007 11:53:33 3450 73.82 8.8 0.65 11/21/2007 11:53:43 3460 73.82 8.8 0.65 11/21/2007 11:53:53 3470 73.82 8.801 0.65 11/21/2007 11:54:03 3480 73.82 8.801 0.65 11121/2007 11:54:13 3490 73.82 8.8 0.65 11/21/2007 11:54:23 3500 73.82 8.8 0.65 11/21/2007 11:54:33 3510 73.82 8.801 0.65 11/21/2007 11:54:43 3520 73.82 8.8 0.65 11/21/2007 11:54:53 3530 73.82 8.8 0.65 11/21/2007 11:55:03 3540 73.82 8.801 0.65 11121/2007 11:55:13 3550 73.82 8.8 0.65 11/21/2007 11:55:23 3560 73.82 8.801 0.65 11121/2007 11:55:33 3570 73.82 8.801 0.65 11/21/2007 11:55:43 3580 73.82 8.802 0.65 11/21/2007 11:55:53 3590 73.82 8.804 0.65 11/21/2007 11:56:03 3600 73.82 8.805 0.65 11/21/2007 11:56:13 3610 73.82 8.806 0.65 11/21/2007 11:56:23 3620 73.82 8.807 0.65 11121/2007 11:56:33 3630 73.82 8.807 0.65 11/21/2007 11:56:43 3640 73.82 8.811 0.65 11/21/2007 11:56:53 3650 73.82 8.816 0.65 11/21/2007 11:57:03 3660 73.82 8.819 0.65 11/21/2007 11:57:13 3670 73.82 8.821 0.65 11/21/2007 11:57:23 3680 73.82 8.821 0.65 11/21/2007 11:57:33 3690 73.82 8.821 0.65 11121/2007 11:57:43 3700 73.82 8.823 0.65 11/21/2007 11:57:53 3710 73.82 8.824 0.65 11/21/2007 11:58:03 3720 73.82 8.824 0.65 11/21/2007 11:58:13 3730 73.82 8.822 0.65 11/21/2007 11:58:23 3740 73.82 8.823 0.65 11/21/2007 11:58:33 3750 73.82 8.822 0.65 11/21/2007 11:58:43 3760 73.82 8.821 0.65 11/21/2007 11:58:53 3770 73.82 8.822 0.65 11/2112007 11:59:03 3780 73.82 8.823 0.65 11/21/2007 11:59:13 3790 73.82 8.822 0.65 11/21/2007 11:59:23 3800 73.82 8.823 0.65 11/21/2007 11:59:33 3810 73.82 8.823 0.65 11/21/2007 11:59:43 3820 73.82 8.822 0.65 11/21/2007 11:59:53 3830 73.82 8.822 0.65 11/21/2007 12:00:03 3840 73.82 8.819 0.65 11/21/2007 12:00:13 3850 73.82 8.569 1.35 11/21/2007 12:00:23 3860 73.82 8.288 1.35 11/21/2007 12:00:33 3870 73.82 7.785 1.35 11/21/2007 12:00:43 3880 73.82 7.304 1.35 11/21/2007 12:00:53 3890 73.84 6.741 1.35 11/21/2007 12:01:03 3900 73.86 6.723 1.35 11/21/2007 12:01:13 3910 73.88 6.714 1.35 11121/2007 12:01:23 3920 73.88 6.65 1.35 11/21/2007 12:01:33 3930 73.91 6.622 1.35 11/21/2007 12:01:43 3940 73.91 6.597 1.35 11/21/2007 12:01:53 3950 73.91 6.608 1.35 11/21/2007 12:02:03 3960 73.91 6.685 1.35 11/21/2007 12:02:13 3970 73.91 6.744 1.35 11/21/2007 12:02:23 3980 73.88 6.817 1.35 11/21/2007 12:02:33 3990 73.88 7.007 1.35 11/21/2007 12:02:43 4000 73.86 7.361 1.35 11/21/2007 12:02:53 4010 73.86 7.621 1.35 11/21/2007 12:03:03 4020 73.86 7.985 1.35 11/21/2007 12:03:13 4030 73.86 8.226 1.35 11/21/2007 12:03:23 4040 73.84 7.415 1.35 11121/2007 12:03:33 4050 73.86 6.725 1.35 11/21/2007 12:03:43 4060 73.88 6.595 1.35 11/21/2007 12:03:53 4070 73.88 6.489 1.35 11/21/2007 12:04:03 4080 73.91 6.393 1.35 11/21/2007 12:04:13 4090 73.91 6.341 1.35 11/21/2007 12:04:23 4100 73.91 6.296 1.35 11/21/2007 12:04:33 4110 73.91 6.245 1.35 11/21/2007 12:04:43 4120 73.91 6.201 1.35 11/21/2007 12:04:53 4130 73.91 6.164 1.35 11/21/2007 12:05:03 4140 73.91 6.133 1.35 11/21/2007 12:05:13 4150 73.88 6.102 1.35 11/21/2007 12:05:23 4160 73.88 6.077 1.35 11/21/2007 12:05:33 4170 73.88 6.054 1.35 11/21/2007 12:05:43 4180 73.88 6.032 1.35 11/21/2007 12:05:53 4190 73.88 6.013 1.35 11/21/2007 12:06:03 4200 73.86 5.998 1.35 11/21/2007 12:06:13 4210 73.86 5.989 1.35 11/21/2007 12:06:23 4220 73.86 5.977 1.35 11/21/2007 12:06:33 4230 73.86 5.964 1.35 11/21/2007 12:06:43 4240 73.86 5.953 1.35 11/21/2007 12:06:53 4250 73.86 5.943 1.35 11/21/2007 12:07:03 4260 73.86 5.931 1.35 11/21/2007 12:07:13 4270 73.86 5.923 1.35 11/21/2007 12:07:23 4280 73.86 5.916 1.35 11/21/2007 12:07:33 4290 73.88 5.903 1.35 11/21/2007 12:07:43 4300 73.88 5.887 1.35 11/21/2007 12:07:53 4310 73.88 5.879 1.35 11/21/2007 12:08:03 4320 73.88 5.871 1.35 11/21/2007 12:08:13 4330 73.88 5.866 1.35 11/21/2007 12:08:23 4340 73.88 5.856 1.35 11/21/2007 12:08:33 4350 73.88 5.859 1.35 11/2112007 12:08:43 4360 73.88 5.908 1.35 11/21/2007 12:08:53 4370 73.88 5.93 1.35 11/21/2007 12:09:03 4380 73.88 5.961 1.35 11/21/2007 12:09:13 4390 73.88 5.987 1.35 11/21/2007 12:09:23 4400 73.88 6.004 1.35 11/21/2007 12:09:33 4410 73.88 6.016 1.35 11/21/2007 12:09:43 4420 73.88 6.031 1.35 11/21/2007 12:09:53 4430 73.88 6.041 1.35 11/21/2007 12:10:03 4440 73.88 6.052 1.35 11/21/2007 12:10:13 4450 73.88 6.061 1.35 11/21/2007 12:10:23 4460 73.88 6.066 1.35 11/21/2007 12:10:33 4470 73.88 6.076 1.35 11/21/2007 12:10:43 4480 73.88 6.087 1.35 11/21/2007 12:10:53 4490 73.88 6.094 1.35 11/21/2007 12:11:03 4500 73.88 6.097 1.35 11/21/2007 12:11:13 4510 73.88 6.1 1.35 11/21/2007 12:11:23 4520 73.88 6.109 1.35 11/21/2007 12:11:33 4530 73.88 6.112 1.35 11/21/2007 12:11:43 4540 73.88 6.112 1.35 11/21/2007 12:11:53 4550 73.88 6.116 1.35 11/21/2007 12:12:03 4560 73.88 6.116 1.35 11/21/2007 12:12:13 4570 73.88 6.106 1.35 11/21/2007 12:12:23 4580 73.88 6.108 1.35 11/21/2007 12:12:33 4590 73.88 6.148 1.35 11/21/2007 12:12:43 4600 73.88 6.16 1.35 11/2112007 12:12:53 4610 73.88 6.169 1.35 11/21/2007 12:13:03 4620 73.88 6.187 1.35 11/21/2007 12:13:13 4630 73.88 6.233 1.35 11/21/2007 12:13:23 4640 73.88 6.255 1.35 11/21/2007 12:13:33 4650 73.88 6.274 1.35 11/21/2007 12:13:43 4660 73.88 6.293 1.35 11121/2007 12:13:53 4670 73.88 6.307 1.35 11/21/2007 12:14:03 4680 73.88 6.321 1.35 11/21/2007 12:14:13 4690 73.88 6.333 1.35 11/21/2007 12:14:23 4700 73.88 6.344 1.35 11/21/2007 12:14:33 4710 73.88 6.356 1.35 11/21/2007 12:14:43 4720 73.88 6.368 1.35 11/21/2007 12:14:53 4730 73.88 6.376 1.35 11/21/2007 12:15:03 4740 73.88 6.385 1.35 11/21/2007 12:15:13 4750 73.88 6.394 1.35 11/21/2007 12:15:23 4760 73.88 6.399 1.35 11/21/2007 12:15:33 4770 73.88 6.404 1.35 11/21/2007 12:15:43 4780 73.88 6.404 1.35 11/21/2007 12:15:53 4790 73.88 6.411 1.35 11/21/2007 12:16:03 4800 73.88 6.421 1.35 11/21/2007 12:16:13 4810 73.88 6.413 1.35 11/21/2007 12:16:23 4820 73.88 6.412 1.35 11/21/2007 12:16:33 4830 73.88 6.411 1.35 11/21/2007 12:16:43 4840 73.88 6.412 1.35 11/21/2007 12:16:53 4850 73.88 6.411 1.35 11/21/2007 12:17:03 4860 73.88 6.411 1.35 11/21/2007 12:17:13 4870 73.88 6.436 1.35 11/21/2007 12:17:23 4880 73.88 6.453 1.35 11/21/2007 12:17:33 4890 73.88 6.476 1.35 11/21/2007 12:17:43 4900 73.88 6.498 1.35 11/21/2007 12:17:53 4910 73.88 6.521 1.35 11/21/2007 12:18:03 4920 73.88 6.542 1.35 11/21/2007 12:18:13 4930 73.88 6.542 1.35 11/21/2007 12:18:23 4940 73.88 6.55 1.35 11/21/2007 12:18:33 4950 73.88 6.559 1.35 11/21/2007 12:18:43 4960 73.88 6.564 1.35 11/21/2007 12:18:53 4970 73.88 6.569 1.35 11/21/2007 12:19:03 4980 73.88 6.576 1.35 11/21/2007 12:19:13 4990 73.88 6.579 1.35 11/21/2007 12:19:23 5000 73.88 6.613 1.35 11/21/2007 12:19:33 5010 73.88 6.631 1.35 11/21/2007 12:19:43 5020 73.88 6.639 1.35 11/21/2007 12:19:53 5030 73.88 6.656 1.35 11/21/2007 12:20:03 5040 73.88 6.672 1.35 11/21/2007 12:20:13 5050 73.88 6.698 1.35 11/21/2007 12:20:23 5060 73.88 6.72 1.35 11/21/2007 12:20:33 5070 73.88 6.738 1.35 11/21/2007 12:20:43 5080 73.88 6.755 1.35 11/21/2007 12:20:53 5090 73.88 6.778 1.35 -. 11/21/2007 12:21:03 5100 73.86 6.801 1.35 11/21/2007 12:21:13 5110 73.88 6.82 1.35 11/21/2007 12:21:23 5120 73.88 6.835 1.35 11/21/2007 12:21:33 5130 73.86 6.852 1.35 11/21/2007 12:21:43 5140 73.88 6.866 1.35 11/21/2007 12:21:53 5150 73.88 6.878 1.35 11/21/2007 12:22:03 5160 73.86 6.891 1.35 11/21/2007 12:22:13 5170 73.88 6.909 1.35 11/21/2007 12:22:23 5180 73.88 6.939 1.35 11/21/2007 12:22:33 5190 73.88 6.961 1.35 11121/2007 12:22:43 5200 73.88 6.974 1.35 11/21/2007 12:22:53 5210 73.88 6.968 1.35 11/21/2007 12:23:03 5220 73.88 6.95 1.35 11/21/2007 12:23:13 5230 73.88 6.941 1.35 11/21/2007 12:23:23 5240 73.88 6.94 1.35 11/21/2007 12:23:33 5250 73.88 6.94 1.35 11/21/2007 12:23:43 5260 73.88 6.941 1.35 11/21/2007 12:23:53 5270 73.88 6.943 1.35 11/21/2007 12:24:03 5280 73.88 6.943 1.35 11121/2007 12:24:13 5290 73.88 6.942 1.35 11/21/2007 12:24:23 5300 73.88 6.943 1.35 11/21/2007 12:24:33 5310 73.88 6.945 1.35 11/21/2007 12:24:43 5320 73.88 6.944 1.35 11121/2007 12:24:53 5330 73.88 6.944 1.35 11/21/2007 12:25:03 5340 73.88 6.945 1.35 11/2112007 12:25:13 5350 73.88 6.946 1.35 11/21/2007 12:25:23 5360 73.88 6.946 1.35 11/21/2007 12:25:33 5370 73.88 6.949 1.35 11/21/2007 12:25:43 5380 73.88 6.948 1.35 11/21/2007 12:25:53 5390 73.88 6.948 1.35 11/21/2007 12:26:03 5400 73.88 6.947 1.35 11/21/2007 12:26:13 5410 73.88 6.946 1.35 11/21/2007 12:26:23 5420 73.88 6.945 1.35 11/21/2007 12:26:33 5430 73.88 6.946 1.35 11/21/2007 12:26:43 5440 73.88 6.948 1.35 11/21/2007 12:26:53 5450 73.88 6.946 1.35 11/21/2007 12:27:03 5460 73.88 6.945 1.35 11/21/2007 12:27:13 5470 73.88 6.944 1.35 11/21/2007 12:27:23 5480 73.88 6.943 1.35 11/21/2007 12:27:33 5490 73.88 6.943 1.35 11/21/2007 12:27:43 5500 73.88 6.944 1.35 11/21/2007 12:27:53 5510 73.88 6.945 1.35 11/21/2007 12:28:03 5520 73.88 6.943 135 11/21/2007 12:28:13 5530 73.88 6.942 1.35 11/21/2007 12:28:23 5540 73.88 6.944 1.35 11/21/2007 12:28:33 5550 73.88 6.943 1.35 11/21/2007 12:28:43 5560 73.88 6.941 1.35 11/21/2007 12:28:53 5570 73.88 6.939 1.35 11/21/2007 12:29:03 5580 73.88 6.94 1.35 11/21/2007 12:29:13 5590 73.88 6.944 1.35 11121/2007 12:29:23 5600 73.88 6.942 1.35 11/21/2007 12:29:33 5610 73.88 6.942 1.35 11/21/2007 12:29:43 5620 73.88 6.944 1.35 11121/2007 12:29:53 5630 73.88 6.941 1.35 11/21/2007 12:30:03 5640 73.88 6.94 1.35 11/21/2007 12:30:13 5650 73.88 6.941 1.35 11/21/2007 12:30:23 5660 73.88 6.942 1.35 -- 11/21/2007 12:30:33 5670 73.88 6.938 1.35 11/2112007 12:30:43 5680 73.88 6.939 1.35 11/21/2007 12:30:53 5690 73.88 6.938 1.35 11/21/2007 12:31:03 5700 73.88 6.939 1.35 11121/2007 12:31:13 5710 73.88 6.94 1.35 11/21/2007 12:31:23 5720 73.88 6.939 1.35 11/21/2007 12:31:33 5730 73.88 6.946 1.35 11/21/2007 12:31:43 5740 73.88 6.944 1.35 11/21/2007 12:31:53 5750 73.88 6.942 1.35 11/21/2007 12:32:03 5760 73.88 6.94 1.35 11/21/2007 12:32:13 5770 73,88 6.94 1.35 11/21/2007 12:32:23 5780 73.88 6.94 1.35 11/21/2007 12:32:33 5790 73.88 6.941 1.35 11/21/2007 12:32:43 5800 73.88 6.938 1.35 11/21/2007 12:32:53 5810 73.88 6.943 1.35 11/21/2007 12:33:03 5820 73.88 6.943 1.35 11/21/2007 12:33:13 5830 73.88 6.941 1.35 11/21/2007 12:33:23 5840 73.88 6.941 1.35 11/21/2007 12:33:33 5850 73.88 6.954 1.35 11121/2007 12:33:43 5860 73.88 6.962 1.35 11/21/2007 12:33:53 5870 73.88 6.968 1.35 11/21/2007 12:34:03 5880 73.88 6.972 1.35 11/21/2007 12:34:13 5890 73.88 6.968 1.35 11/21/2007 12:34:23 5900 73.88 6.967 1.35 11/21/2007 12:34:33 5910 73.88 6.969 1.35 11/21/2007 12:34:43 5920 73.88 6.962 1.35 11/21/2007 12:34:53 5930 73.88 6.977 1.35 11/21/2007 12:35:03 5940 73.88 6.976 1.35 11121/2007 12:35:13 5950 73.88 6.978 1.35 11/21/2007 12:35:23 5960 73.88 6.96 1.35 11/21/2007 12:35:33 5970 73.88 6.949 1.35 11/21/2007 12:35:43 5980 73.88 6.941 1.35 11/21/2007 12:35:53 5990 73.88 6.939 1.35 11/21/2007 12:36:03 6000 73.88 6.934 1.35 11/21/2007 12:36:13 6010 73.88 6.935 1.35 11/21/2007 12:36:23 6020 73.88 6.93 1.35 11/21/2007 12:36:33 6030 73.88 6.931 1.35 11/21/2007 12:36:43 6040 73.88 6.93 1.35 11/21/2007 12:36:53 6050 73.88 6.929 1.35 11/21/2007 12:37:03 6060 73.88 6.93 1.35 11/21/2007 12:37:13 6070 73.88 6.929 1.35 11/21/2007 12:37:23 6080 73.88 6.93 1.35 11/21/2007 12:37:33 6090 73.88 6.93 1.35 11/21/2007 12:37:43 6100 73.88 6.929 1.35 11/21/2007 12:37:53 6110 73.88 6.928 1.35 11/21/2007 12:38:03 6120 73.88 6.926 1.35 11/21/2007 12:38:13 6130 73.88 6.926 1.35 11/21/2007 12:38:23 6140 73.88 6.926 1.35 11/21/2007 12:38:33 6150 73.88 6.925 1.35 11/21/2007 12:38:43 6160 73.88 6.927 1.35 11/21/2007 12:38:53 6170 73.88 6.925 1.35 11/21/2007 12:39:03 6180 73.88 6.928 1.35 11/21/2007 12:39:13 6190 73.88 6.929 1.35 11/21/2007 12:39:23 6200 73.88 6.926 1.35 11/21/2007 12:39:33 6210 73.88 6.919 1.35 11/21/2007 12:39:43 6220 73.88 6.923 1.35 11121/2007 12:39:53 6230 73.88 6.925 1.35 11/21/2007 12:40:03 6240 73.88 6.927 1.35 11/21/2007 12:40:13 6250 73.88 6.928 1.35 11121/2007 12:40:23 6260 73.88 6.926 1.35 11/21/2007 12:40:33 6270 73.88 6.926 1.35 11/21/2007 12:40:43 6280 73.88 6.926 1.35 11/21/2007 12:40:53 6290 73.88 6.925 1.35 11/21/2007 12:41:03 6300 73.88 6.926 1.35 11/21/2007 12:41:13 6310 73.88 6.926 1.35 11/21/2007 12:41:23 6320 73.88 6.925 1.35 11/21/2007 12:41:33 6330 73.88 6.925 1.35 11/21/2007 12:41:43 6340 73.88 6.925 1.35 11/21/2007 12:41:53 6350 73.88 6.924 1.35 -- 11/21/2007 12:42:03 6360 73.88 6.925 1.35 11/21/2007 12:42:13 6370 73.88 6.918 1.35 11/21/2007 12:42:23 6380 73.88 6.921 1.35 11/21/2007 12:42:33 6390 73.88 6.919 1.35 11/21/2007 12:42:43 6400 73.88 6.916 1.35 11/21/2007 12:42:53 6410 73.88 6.918 1.35 11/21/2007 12:43:03 6420 73.88 6.919 1.35 11/21/2007 12:43:13 6430 73.88 6.917 1.35 11/21/2007 12:43:23 6440 73.88 6.919 1.35 11/21/2007 12:43:33 6450 73.88 6.917 1.35 11/21/2007 12:43:43 6460 73.88 6.918 1.35 11/21/2007 12:43:53 6470 73.88 6.92 1.35 11/21/2007 12:44:03 6480 73.88 6.921 1.35 11/21/2007 12:44:13 6490 73.88 6.918 1.35 11/21/2007 12:44:23 6500 73.88 6.92 1.35 11/21/2007 12:44:33 6510 73.88 6.923 1.35 11/21/2007 12:44:43 6520 73.88 6.919 1.35 11/21/2007 12:44:53 6530 73.88 6.921 1.35 11/21/2007 12:45:03 6540 73.88 6.92 1.35 11/21/2007 12:45:13 6550 73.88 6.921 1.35 11/21/2007 12:45:23 6560 73.88 6.924 1.35 11/21/2007 12:45:33 6570 73.88 6.919 1.35 11/21/2007 12:45:43 6580 73.88 6.92 1.35 11/21/2007 12:45:53 6590 73.88 6.918 1.35 11/21/2007 12:46:03 6600 73.88 6.92 1.35 11/21/2007 12:46:13 6610 73.88 6.919 1.35 11/21/2007 12:46:23 6620 73.88 6.919 1.35 11/21/2007 12:46:33 6630 73.88 6.917 1.35 11/21/2007 12:46:43 6640 73.88 6.917 1.35 11/2112007 12:46:53 6650 73.88 6.919 1.35 11/21/2007 12:47:03 6660 73.88 6.918 1.35 11/2112007 12:47:13 6670 73.88 6.915 1.35 11/2112007 12:47:23 6680 73.88 6.916 1.35 11/21/2007 12:47:33 6690 73.88 6.917 1.35 11121/2007 12:47:43 6700 73.88 6.916 1.35 11/21/2007 12:47:53 6710 73.88 6.915 1.35 11/21/2007 12:48:03 6720 73.88 6.914 1.35 11/21/2007 12:48:13 6730 73.88 6.917 1.35 11/21/2007 12:48:23 6740 73.88 6.916 1.35 11/21/2007 12:48:33 6750 73.88 6.916 1.35 11/21/2007 12:48:43 6760 73.88 6.917 1.35 11/21/2007 12:48:53 6770 73.88 6.913 1.35 11/21/2007 12:49:03 6780 73.88 6.905 1.35 11/21/2007 12:49:13 6790 73.88 6.907 1.35 11/21/2007 12:49:23 6800 73.88 6.912 1.35 11/21/2007 12:49:33 6810 73.88 6.911 1.35 11/21/2007 12:49:43 6820 73.88 6.904 1.35 11/21/2007 12:49:53 6830 73.88 6.911 1.35 11/21/2007 12:50:03 6840 73.88 6.914 1.35 11/21/2007 12:50:13 6850 73.88 6.916 1.35 11/21/2007 12:50:23 6860 73.88 6.916 1.35 11/2112007 12:50:33 6870 73.88 6.92 1.35 11/21/2007 12:50:43 6880 73.88 6.919 1.35 11/21/2007 12:50:53 6890 73.88 6.911 1.35 11/21/2007 12:51:03 6900 73.88 6.91 1.35 11/21/2007 12:51:13 6910 73.88 6.918 1.35 11/21/2007 12:51:23 6920 73.88 6.919 1.35 11/21/2007 12:51:33 6930 73.88 6.923 1.35 11/21/2007 12:51:43 6940 73.88 6.951 1.35 11/21/2007 12:51:53 6950 73.88 7.548 1.35 11/21/2007 12:52:03 6960 73.88 7.993 1.35 11/21/2007 12:52:13 6970 73.88 8.243 1.35 11/21/2007 12:52:23 6980 73.91 8.388 1.35 11/21/2007 12:52:33 6990 73.91 8.474 1.35 11/21/2007 12:52:43 7000 73.93 8.458 1.35 11/21/2007 12:52:53 7010 73.93 8.195 1.35 11/21/2007 12:53:03 7020 73.93 7.954 1.35 11/21/2007 12:53:13 7030 73.93 7.549 1.35 11/21/2007 12:53:23 7040 73.91 7.257 1.35 11/21/2007 12:53:33 7050 73.86 7.083 1.35 11/21/2007 12:53:43 7060 73.84 6.976 1.35 11/21/2007 12:53:53 7070 73.82 6.913 1.35 11/21/2007 12:54:03 7080 73.79 6.876 135 11121/2007 12:54:13 7090 73.77 6.857 1.35 11/21/2007 12:54:23 7100 73.77 6.85 1.35 11/21/2007 12:54:33 7110 73.77 6.841 1.35 11/21/2007 12:54:43 7120 73.77 6.837 1.35 11/21/2007 12:54:53 7130 73.77 6.832 1.35 11121/2007 12:55:03 7140 73.77 6.829 1.35 11121/2007 12:55:13 7150 73.79 6.83 1.35 11121/2007 12:55:23 7160 73.79 6.823 1.35 11/21/2007 12:55:33 7170 73.79 6.819 1.35 11/21/2007 12:55:43 7180 73.79 6.832 1.35 11/21/2007 12:55:53 7190 73.79 6.818 1.35 11/21/2007 12:56:03 7200 73.82 6.817 1.35 11/21/2007 12:56:13 7210 73.82 6.815 1.35 11/21/2007 12:56:23 7220 73.82 6.814 1.35 11/21/2007 12:56:33 7230 73.82 6.811 1.35 11/21/2007 12:56:43 7240 73.82 6.812 1.35 11/21/2007 12:56:53 7250 73.84 6.812 1.35 11/21/2007 12:57:03 7260 73.84 6.812 1.35 11/21/2007 12:57:13 7270 73.84 6.81 1.35 11/21/2007 12:57:23 7280 73.84 6.811 1.35 11/21/2007 12:57:33 7290 73.84 6.812 1.35 11/21/2007 12:57:43 7300 73.84 6.81 1.35 11/21/2007 12:57:53 7310 73.84 6.81 1.35 11/21/2007 12:58:03 7320 73.86 6.81 1.35 11/21/2007 12:58:13 7330 73.86 6.812 1.35 11/21/2007 12:58:23 7340 73.86 6.812 1.35 11/21/2007 12:58:33 7350 73.86 6.813 1.35 11/21/2007 12:58:43 7360 73.86 6.817 1.35 11/21/2007 12:58:53 7370 73.86 6.817 1.35 11/21/2007 12:59:03 7380 73.86 6.82 1.35 11/21/2007 12:59:13 7390 73.86 6.819 1.35 11/21/2007 12:59:23 7400 73.86 6.817 1.35 11/2112007 12:59:33 7410 73.86 6.816 1.35 11/21/2007 12:59:43 7420 73.86 6.817 1.35 11/21/2007 12:59:53 7430 73.86 6.818 1.35 11/21/2007 13:00:03 7440 73.86 6.816 1.35 11/21/2007 13:00:13 7450 73.86 6.693 2.15 11/21/2007 13:00:23 7460 73.88 6.595 2.15 11/21/2007 13:00:33 7470 73.86 6.481 2.15 11121/2007 13:00:43 7480 73.88 6.38 2.15 11/21/2007 13:00:53 7490 73.88 6.256 2.15 11/21/2007 13:01:03 7500 73.88 6.143 2.15 11/21/2007 13:01:13 7510 73.91 6.033 2.15 11/21/2007 13:01:23 7520 73.91 5.838 2.15 11/21/2007 13:01:33 7530 73.93 5.667 2.15 11/21/2007 13:01:43 7540 73.93 5.537 2.15 11/21/2007 13:01:53 7550 73.93 5.422 2.15 11/21/2007 13:02:03 7560 73.93 5.314 2.15 11/21/2007 13:02:13 7570 73.95 5.224 2.15 11/21/2007 13:02:23 7580 73.93 5.135 2.15 11/21/2007 13:02:33 7590 73.93 5.071 2.15 11/21/2007 13:02:43 7600 73.93 5.009 2.15 11/2112007 13:02:53 7610 73.93 4.954 2.15 11/21/2007 13:03:03 7620 73.91 4.899 2.15 11/21/2007 13:03:13 7630 73.91 4.853 2.15 11/21/2007 13:03:23 7640 73.91 4.804 2.15 11/21/2007 13:03:33 7650 73.91 4.763 2.15 11/21/2007 13:03:43 7660 73.91 4.708 2.15 11/21/2007 13:03:53 7670 73.91 4.664 2.15 11/21/2007 13:04:03 7680 73.91 4.624 2.15 11/21/2007 13:04:13 7690 73.91 4.587 2.15 11/21/2007 13:04:23 7700 73.91 4.551 215 11/2112007 13:04:33 7710 73.91 4.51 2.15 11/21/2007 13:04:43 7720 73.93 4.478 2.15 11/21/2007 13:04:53 7730 73.93 4.45 2.15 11/21/2007 13:05:03 7740 73.93 4.42 2.15 11/21/2007 13:05:13 7750 73.93 4.39 2.15 11/21/2007 13:05:23 7760 73.93 4.361 2.15 11/21/2007 13:05:33 7770 73.93 4.336 2.15 11/21/2007 13:05:43 7780 73.93 4.309 2.15 11/21/2007 13:05:53 7790 73.93 4.286 2.15 11121/2007 13:06:03 7800 73.93 4.263 2.15 11/21/2007 13:06:13 7810 73.93 4.24 2.15 11/21/2007 13:06:23 7820 73.93 4.219 2.15 11/21/2007 13:06:33 7830 73.93 4.2 2.15 11/2112007 13:06:43 7840 73.93 4.182 2.15 11/2112007 13:06:53 7850 73.93 4.169 2.15 11/21/2007 13:07:03 7860 73.93 4.157 2.15 11/21/2007 13:07:13 7870 73.93 4.212 2.15 11/21/2007 13:07:23 7880 73.93 4.234 2.15 11/21/2007 13:07:33 7890 73.93 4.243 2.15 11/21/2007 13:07:43 7900 73.93 4.254 2.15 " 11/21/2007 13:07:53 7910 73.93 4.266 2.15 11/21/2007 13:08:03 7920 73.93 4.276 2.15 11/21/2007 13:08:13 7930 73.93 4.278 2.15 11/2112007 13:08:23 7940 73.93 4.287 2.15 11/21/2007 13:08:33 7950 73.93 4.287 2.15 11/21/2007 13:08:43 7960 73.93 4.294 2.15 11/21/2007 13:08:53 7970 73.93 4.284 2.15 11/21/2007 13:09:03 7980 73.93 4.281 2.15 - 11/21/2007 13:09:13 7990 73.93 4.277 2.15 11/21/2007 13:09:23 8000 73.93 4.268 2.15 11/21/2007 13:09:33 8010 73.93 4.309 2.15 11/21/2007 13:09:43 8020 73.93 4.348 2.15 11/21/2007 13:09:53 8030 73.93 4.394 2.15 11/21/2007 13:10:03 8040 73.93 4.434 2.15 11/21/2007 13:10:13 8050 73.93 4.473 2.15 11/21/2007 13:10:23 8060 73.93 4.512 2.15 11/21/2007 13:10:33 8070 73.93 4.543 2.15 11/21/2007 13:10:43 8080 73.93 4.576 2.15 11/21/2007 13:10:53 8090 73.93 4.595 2.15 11121/2007 13:11:03 8100 73.93 4.615 2.15 11/21/2007 13:11:13 8110 73.93 4.629 2.15 11/21/2007 13:11:23 8120 73.93 4.644 2.15 11/21/2007 13:11:33 8130 7193 4.657 2.15 11/21/2007 13:11:43 8140 73.93 4.66 2.15 11/21/2007 13:11:53 8150 73.93 4.664 2.15 11/21/2007 13:12:03 8160 73.93 4.673 2.15 11/21/2007 13:12:13 8170 73.93 4.675 2.15 11/21/2007 13:12:23 8180 73.93 4.68 2.15 11/21/2007 13:12:33 8190 73.93 4.682 2.15 11/21/2007 13:12:43 8200 73.93 4.684 2.15 11/21/2007 13:12:53 8210 73.93 4.689 2.15 11/21/2007 13:13:03 8220 73.93 4.669 2.15 11/21/2007 13:13:13 8230 73.93 4.683 2.15 11/21/2007 13:13:23 8240 73.95 4.688 2.15 11/21/2007 13:13:33 8250 73.93 4.689 2.15 11/21/2007 13:13:43 8260 73.93 4.687 2.15 11/21/2007 13:13:53 8270 73.93 4.689 2.15 11/21/2007 13:14:03 8280 73.93 4.696 2.15 11/21/2007 13:14:13 8290 73.93 4.703 2.15 11/21/2007 13:14:23 8300 73.93 4.705 2.15 - 11/21/2007 13:14:33 8310 73.93 4.712 2.15 11/21/2007 13:14:43 8320 73.93 4.715 2.15 11/21/2007 13:14:53 8330 73.93 4.719 2.15 11/21/2007 13:15:03 8340 73.93 4.724 2.15 11/21/2007 13:15:13 8350 73.93 4.725 2.15 11121/2007 13:15:23 8360 73.93 4.729 2.15 11/21/2007 13:15:33 8370 73.93 4.73 2.15 11/21/2007 13:15:43 8380 73.93 4.731 2.15 11/21/2007 13:15:53 8390 73.93 4.726 2.15 11/21/2007 13:16:03 8400 73.93 4.732 2.15 11/21/2007 13:16:13 8410 73.93 4.735 2.15 11/21/2007 13:16:23 8420 73.93 4.734 2.15 11/21/2007 13:16:33 8430 73.93 4.735 2.15 11/21/2007 13:16:43 8440 73.93 4.735 2.15 11/21/2007 13:16:53 8450 73.93 4.736 2.15 11/21/2007 13:17:03 8460 73.93 4.738 2.15 11/21/2007 13:17:13 8470 73.93 4.738 2.15 11/21/2007 13:17:23 8480 73.93 4.739 2.15 11/21/2007 13:17:33 8490 73.93 4.738 2.15 11/21/2007 13:17:43 8500 73.93 4.739 2.15 11/21/2007 13:17:53 8510 73.93 4.742 2.15 11/21/2007 13:18:03 8520 73.93 4.738 2.15 11121/2007 13:18:13 8530 73.93 4.739 2.15 11121/2007 13:18:23 8540 73.93 4.74 2.15 11/21/2007 13:18:33 8550 73.93 4.74 2.15 11/21/2007 13:18:43 8560 73.93 4.742 2.15 11/21/2007 13:18:53 8570 73.93 4.742 2.15 11/21/2007 13:19:03 8580 73.93 4.744 2.15 11/21/2007 13:19:13 8590 73.93 4.738 2.15 11/21/2007 13:19:23 8600 73.93 4.742 2.15 11/21/2007 13:19:33 8610 73.93 4.739 2.15 11/21/2007 13:19:43 8620 73.93 4.738 2.15 11/21/2007 13:19:53 8630 73.93 4.742 2.15 11/21/2007 13:20:03 8640 73.93 4.741 2.15 11/21/2007 13:20:13 8650 73.93 4.737 2.15 11/21/2007 13:20:23 8660 73.93 4.738 2.15 11/21/2007 13:20:33 8670 73.93 4.734 2.15 11/21/2007 13:20:43 8680 73.93 4.736 2.15 11/21/2007 13:20:53 8690 73.93 4.734 2.15 11/21/2007 13:21:03 8700 73.93 4.734 2.15 11/21/2007 13:21:13 8710 73.93 4.734 2.15 11/21/2007 13:21:23 8720 73.93 4.734 2.15 11121/2007 13:21:33 8730 73.93 4.732 2.15 11/21/2007 13:21:43 8740 73.93 4.733 2.15 11121/2007 13:21:53 8750 73.93 4.735 2.15 11/21/2007 13:22:03 8760 73.93 4.733 2.15 11/21/2007 13:22:13 8770 73.93 4.731 2.15 11/21/2007 13:22:23 8780 73.93 4.734 2.15 11/21/2007 13:22:33 8790 73.93 4.731 2.15 11/21/2007 13:22:43 8800 73.93 4.732 2.15 11/21/2007 13:22:53 8810 73.93 4.734 2.15 11/21/2007 13:23:03 8820 73.93 4.731 2.15 11/21/2007 13:23:13 8830 73.93 4.731 2.15 11121/2007 13:23:23 8840 73.93 4.731 2.15 11/21/2007 13:23:33 8850 73.93 4.729 2.15 11/21/2007 13:23:43 8860 73.93 4.72 2.15 11/21/2007 13:23:53 8870 73.93 4.713 2.15 11/21/2007 13:24:03 8880 73.93 4.708 2.15 11/21/2007 13:24:13 8890 73.93 4.706 2.15 11/21/2007 13:24:23 8900 73.93 4.707 2.15 11/21/2007 13:24:33 8910 73.93 4.717 2.15 11/21/2007 13:24:43 8920 73.93 4.72 2.15 11/21/2007 13:24:53 8930 73.93 4.723 2.15 11/21/2007 13:25:03 8940 73.93 4.73 2.15 11/21/2007 13:25:13 8950 73.93 4.728 2.15 11/21/2007 13:25:23 8960 73.93 4.728 2.15 11/21/2007 13:25:33 8970 73.93 4.733 2.15 11/21/2007 13:25:43 8980 73.93 4.734 2.15 11/21/2007 13:25:53 8990 73.93 4.733 2.15 11/21/2007 13:26:03 9000 73.93 4.735 2.15 11121/2007 13:26:13 9010 73.93 4.726 2.15 11/21/2007 13:26:23 9020 73.93 4724 2.15 11/21/2007 13:26:33 9030 73.93 4.729 2.15 11/21/2007 13:26:43 9040 73.93 4.73 2.15 11/2112007 13:26:53 9050 7193 4.726 2.15 11/21/2007 13:27:03 9060 73.93 4.728 2.15 11/21/2007 13:27:13 9070 73.93 4.73 2.15 11/21/2007 13:27:23 9080 73.93 4.729 2.15 11/21/2007 13:27:33 9090 73.93 4.73 2.15 11/21/2007 13:27:43 9100 73.93 4.729 2.15 11/21/2007 13:27:53 9110 73.93 4.73 2.15 11/21/2007 13:28:03 9120 73.93 4.731 2.15 11/21/2007 13:28:13 9130 73.93 4.732 2.15 11/21/2007 13:28:23 9140 73.93 4.732 2.15 11/21/2007 13:28:33 9150 73.93 4.731 2.15 11/21/2007 13:28:43 9160 73.93 4.73 2.15 11/21/2007 13:28:53 9170 73.93 4.73 2.15 11/21/2007 13:29:03 9180 73.93 4.731 2.15 11/21/2007 13:29:13 9190 73.93 4.728 2.15 11/21/2007 13:29:23 9200 73.93 4.73 2.15 11/21/2007 13:29:33 9210 73.93 4.729 2.15 11/21/2007 13:29:43 9220 73.93 4.739 2.15 11/21/2007 13:29:53 9230 73.93 4.731 2.15 11/21/2007 13:30:03 9240 7193 4.726 2.15 11/21/2007 13:30:13 9250 73.93 4.731 2.15 11/21/2007 13:30:23 9260 73.93 4.729 2.15 11/21/2007 13:30:33 9270 73.93 4.726 2.15 11/21/2007 13:30:43 9280 73.93 4.723 2.15 11/21/2007 13:30:53 9290 73.93 4.726 2.15 11/21/2007 13:31:03 9300 73.93 4.726 2.15 11/21/2007 13:31:13 9310 73.93 4.725 2.15 11/21/2007 13:31:23 9320 73.91 4.726 2.15 11/21/2007 13:31:33 9330 73.93 4.723 2.15 11/21/2007 13:31:43 9340 73.93 4.725 2.15 11/21/2007 13:31:53 9350 73.93 4.72 2.15 11/21/2007 13:32:03 9360 73.91 4.724 2.15 11/21/2007 13:32:13 9370 73.93 4.72 2.15 11/21/2007 13:32:23 9380 73.91 4.722 2.15 11/21/2007 13:32:33 9390 73.93 4.719 2.15 11/21/2007 13:32:43 9400 73.93 4.721 2.15 11/21/2007 13:32:53 9410 73.93 4.72 2.15 11/21/2007 13:33:03 9420 73.91 4.719 2.15 11/21/2007 13:33:13 9430 73.91 4.714 2.15 11/21/2007 13:33:23 9440 73.91 4.717 2.15 11/21/2007 13:33:33 9450 73.93 4.718 2.15 11/21/2007 13:33:43 9460 73.91 4.715 2.15 11/21/2007 13:33:53 9470 73.91 4.713 2.15 11/21/2007 13:34:03 9480 73.91 4.712 2.15 11/2112007 13:34:13 9490 73.91 4.714 2.15 11/21/2007 13:34:23 9500 73.91 4.716 2.15 11/21/2007 13:34:33 9510 73.91 4.717 2.15 11/21/2007 13:34:43 9520 73.93 4.712 2.15 11/21/2007 13:34:53 9530 73.93 4.717 2.15 11/21/2007 13:35:03 9540 73.91 4.715 2.15 11/21/2007 13:35:13 9550 73.91 4.716 2.15 11/21/2007 13:35:23 9560 73.91 4.716 2.15 11/21/2007 13:35:33 9570 73.93 4.716 2.15 11121/2007 13:35:43 9580 73.93 4.717 2.15 11/21/2007 13:35:53 9590 73.91 4.713 2.15 11/21/2007 13:36:03 9600 73.93 4.714 2.15 11/21/2007 13:36:13 9610 73.91 4312 2.15 11/21/2007 13:36:23 9620 73.91 4.713 2.15 11/21/2007 13:36:33 9630 73.91 4.714 2.15 11/21/2007 13:36:43 9640 73.91 4.71 2.15 11/21/2007 13:36:53 9650 73.93 4.711 2.15 11/21/2007 13:37:03 9660 73.91 4.711 2.15 11/21/2007 13:37:13 9670 73.93 4.71 2.15 11/21/2007 13:37:23 9680 73.93 4.714 2.15 11/21/2007 13:37:33 9690 73.91 4.711 2.15 11/21/2007 13:37:43 9700 73.91 4.712 2.15 11/21/2007 13:37:53 9710 73.93 4.712 2.15 11/21/2007 13:38:03 9720 73.91 4.708 2.15 11/21/2007 13:38:13 9730 73.91 4.71 2.15 11/2112007 13:38:23 9740 73.91 4.713 2.15 11/21/2007 13:38:33 9750 73.91 4.709 2.15 11/21/2007 13:38:43 9760 73.91 4.707 2.15 11/21/2007 13:38:53 9770 73.91 4.705 2.15 11/21/2007 13:39:03 9780 73.91 4.708 2.15 11/21/2007 13:39:13 9790 73.91 4.705 2.15 11/2112007 13:39:23 9800 73.91 4.704 2.15 11/21/2007 13:39:33 9810 73.91 4.705 2.15 11/21/2007 13:39:43 9820 73.91 4.703 2.15 11121/2007 13:39:53 9830 73.91 4.701 2.15 11/21/2007 13:40:03 9840 73.91 4.705 2.15 11/21/2007 13:40:13 9850 73.91 4.703 2.15 11/21/2007 13:40:23 9860 73.91 4.701 2.15 11/21/2007 13:40:33 9870 73.91 4.703 2.15 11/21/2007 13:40:43 9880 73.91 4.698 2.15 11/21/2007 13:40:53 9890 73.91 4.703 2.15 11/21/2007 13:41:03 9900 73.91 4.704 2.15 11/21/2007 13:41:13 9910 73.91 4.702 2.15 11121/2007 13:41:23 9920 73.93 4.699 2.15 11/21/2007 13:41:33 9930 73.93 4.701 2.15 11/21/2007 13:41:43 9940 73.93 4.699 2.15 11/21/2007 13:41:53 9950 73.91 4.701 2.15 11/2112007 13:42:03 9960 73.91 4.697 2.15 11/21/2007 13:42:13 9970 73.91 4.698 2.15 11/21/2007 13:42:23 9980 73.93 4.696 2.15 11/21/2007 13:42:33 9990 73.91 4.689 2.15 11/21/2007 13:42:43 10000 73.91 4.7 2.15 11/21/2007 13:42:53 10010 73.93 4.692 2.15 11/21/2007 13:43:03 10020 73.91 4.692 215 11/21/2007 13:43:13 10030 73.91 4.693 2.15 11/21/2007 13:43:23 10040 73.91 4.687 2.15 11/21/2007 13:43:33 10050 73.93 4.694 2.15 11/21/2007 13:43:43 10060 73.91 4.692 2.15 11/21/2007 13:43:53 10070 73.91 4.691 2.15 11/21/2007 13:44:03 10080 73.91 4.693 2.15 11/21/2007 13:44:13 10090 73.91 4.693 2.15 11/21/2007 13:44:23 10100 73.91 4.692 2.15 11/2112007 13:44:33 10110 73.93 4.69 2.15 11/21/2007 1144:43 10120 73.93 4.69 2.15 11/21/2007 13:44:53 10130 73.93 4.685 2.15 11/21/2007 13:45:03 10140 73.93 4.687 2.15 11/21/2007 13:45:13 10150 73.91 4.687 2.15 11/21/2007 13:45:23 10160 73.91 4.688 2.15 11/21/2007 13:45:33 10170 73.93 4.685 2.15 11/21/2007 13:45:43 10180 73.91 4.688 2.15 11/21/2007 13:45:53 10190 73.93 4.687 2.15 11/21/2007 13:46:03 10200 73.93 4.687 2.15 11/21/2007 13:46:13 10210 73.91 4.69 2.15 11/21/2007 13:46:23 10220 73.91 4.687 2.15 11/21/2007 13:46:33 10230 73.93 4.689 2.15 11/21/2007 13:46:43 10240 73.91 4.688 2.15 11/21/2007 13:46:53 10250 73.93 4.691 2.15 11/21/2007 13:47:03 10260 73.91 4.691 2.15 11/21/2007 13:47:13 10270 73.91 4.693 2.15 11/21/2007 13:47:23 10280 73.91 4.69 2.15 11/21/2007 13:47:33 10290 73.93 4.697 2.15 11/21/2007 13:47:43 10300 73.93 4.691 2.15 11/21/2007 13:47:53 10310 73.93 4.693 2.15 11/21/2007 13:48:03 10320 73.93 4.692 2.15 11/21/2007 13:48:13 10330 73.93 4.689 2.15 11/21/2007 13:48:23 10340 73.93 4.691 2.15 11/21/2007 13:48:33 10350 73.93 4.691 2.15 11/21/2007 13:48:43 10360 73.93 4.693 2.15 11/21/2007 13:48:53 10370 73.93 4.694 2.15 11/21/2007 13:49:03 10380 73.91 4.691 2.15 11/21/2007 13:49:13 10390 73.93 4.692 2.15 11/21/2007 13:49:23 10400 73.91 4.691 2.15 11/21/2007 13:49:33 10410 73.91 4.689 2.15 11/21/2007 13:49:43 10420 73.93 4.691 2.15 11/21/2007 13:49:53 10430 73.91 4.692 2.15 11/21/2007 13:50:03 10440 73.91 4.69 2.15 11121/2007 13:50:13 10450 73.91 4.693 2.15 11/21/2007 13:50:23 10460 73.91 4.691 2.15 11/21/2007 13:50:33 10470 73.91 4.691 2.15 11/21/2007 13:50:43 10480 73.91 4.69 2.15 11/21/2007 13:50:53 10490 73.93 4.691 2.15 11/21/2007 13:51:03 10500 73.93 4.691 2.15 11/21/2007 13:51:13 10510 73.91 4.685 2.15 11/21/2007 13:51:23 10520 73.91 4.69 2.15 11/21/2007 13:51:33 10530 73.93 4.687 2.15 11/21/2007 13:51:43 10540 73.91 4.687 2.15 11/21/2007 13:51:53 10550 73.91 4.688 2.15 11/21/2007 13:52:03 10560 73.93 4.687 2.15 11/21/2007 13:52:13 10570 73.91 4.687 2.15 11/21/2007 13:52:23 10580 73.91 4.686 2.15 11/21/2007 13:52:33 10590 73.91 4.686 2.15 11/21/2007 13:52:43 10600 73.91 4.684 2.15 11/21/2007 13:52:53 10610 73.91 4.686 2.15 11/21/2007 13:53:03 10620 73.91 4.685 2.15 11/21/2007 13:53:13 10630 73.91 4.682 2.15 11/21/2007 13:53:23 10640 73.91 4.685 2.15 11/21/2007 13:53:33 10650 73.91 4.684 2.15 11/21/2007 13:53:43 10660 73.91 4.683 2.15 11/21/2007 13:53:53 10670 73.91 4.684 2.15 11/21/2007 13:54:03 10680 73.91 4.682 2.15 11/21/2007 13:54:13 10690 73.91 4.684 2.15 11/21/2007 13:54:23 10700 73.91 4.683 2.15 11/21/2007 13:54:33 10710 73.91 4.68 2.15 11/21/2007 13:54:43 10720 73.91 4.681 2.15 11/21/2007 13:54:53 10730 73.91 4.682 2.15 11/21/2007 13:55:03 10740 73.91 4.682 2.15 11/21/2007 13:55:13 10750 73.91 4.668 2.15 11/21/2007 13:55:23 10760 73.91 4.663 2.15 11/21/2007 13:55:33 10770 73.91 4.656 2.15 11/21/2007 13:55:43 10780 73.91 4.651 2.15 11/21/2007 13:55:53 10790 73.91 4.643 2.15 11121/2007 13:56:03 10800 73.91 4.64 2.15 11/21/2007 13:56:13 10810 73.93 4.637 2.15 11/21/2007 13:56:23 10820 73.91 4.636 2.15 11/21/2007 13:56:33 10830 73.91 4.63 2.15 11/21/2007 13:56:43 10840 73.91 4.628 2.15 11/21/2007 13:56:53 10850 73.91 4.625 2.15 11/2112007 13:57:03 10860 73.93 4.621 2.15 11/21/2007 13:57:13 10870 73.91 4.621 2.15 11/21/2007 13:57:23 10880 73.93 4.62 215 11/21/2007 13:57:33 10890 73.93 4.616 2.15 11/21/2007 13:57:43 10900 73.93 4.616 2.15 11/21/2007 13:57:53 10910 73.91 4.612 2.15 11/21/2007 13:58:03 10920 73.93 4.612 2.15 11/21/2007 13:58:13 10930 73.93 4.609 215 11/21/2007 13:58:23 10940 73.93 4.607 2.15 11/21/2007 13:58:33 10950 73.93 4.603 2.15 11/21/2007 13:58:43 10960 73.93 4.605 2.15 11/21/2007 13:58:53 10970 73.93 4.605 2.15 11/21/2007 13:59:03 10980 73.93 4.601 2.15 11/21/2007 13:59:13 10990 73.93 4.602 2.15 11/21/2007 13:59:23 11000 73.93 4.605 2.15 11/21/2007 13:59:33 11010 73.93 4.601 2.15 11/21/2007 13:59:43 11020 73.93 4.603 2.15 11/21/2007 13:59:53 11030 73.93 4.603 2.15 11/2112007 14:00:03 11040 73.93 4.602 2.15 11/21/2007 14:00:13 11050 73.93 4.434 3.0 11/21/2007 14:00:23 11060 73.93 4.297 3.0 11121/2007 14:00:33 11070 73.93 4.119 3.0 11121/2007 14:00:43 11080 73.93 3.955 3.0 11/21/2007 14:00:53 11090 73.93 3.815 3.0 11/21/2007 14:01:03 11100 73.95 3.634 3.0 11/21/2007 14:01:13 11110 73.95 3.508 3.0 11/21/2007 14:01:23 11120 73.95 3.39 3.0 11/21/2007 14:01:33 11130 73.93 3.286 3.0 11/21/2007 14:01:43 11140 73.93 3.187 3.0 11/21/2007 14:01:53 11150 73.93 3.08 3.0 11/21/2007 14:02:03 11160 73.93 2.956 3.0 11/21/2007 14:02:13 11170 73.93 2.802 3.0 11/21/2007 14:02:23 11180 73.91 2.595 3.0 11/21/2007 14:02:33 11190 73.91 2.379 3.0 11/21/2007 14:02:43 11200 73.91 2.183 3.0 11/21/2007 14:02:53 11210 73.91 2.011 3.0 11/21/2007 14:03:03 11220 73.91 1.848 3.0 11/21/2007 14:03:13 11230 73.91 1.719 3.0 11/21/2007 14:03:23 11240 73.91 1.606 10 11/21/2007 14:03:33 11250 73.91 1.502 3.0 11121/2007 14:03:43 11260 73.88 1.417 3.0 11/21/2007 14:03:53 11270 73.88 1.332 3.0 11/21/2007 14:04:03 11280 73.88 1.243 3.0 11/21/2007 14:04:13 11290 73.86 1.17 3.0 11/21/2007 14:04:23 11300 73.86 1.122 3.0 11/21/2007 14:04:33 11310 73.86 1.088 3.0 11/21/2007 14:04:43 11320 73.86 1.058 3.0 11/21/2007 14:04:53 11330 73.88 1.032 3.0 11/21/2007 14:05:03 11340 73.88 0.993 3.0 11/21/2007 14:05:13 11350 73.88 0.948 3.0 11/21/2007 14:05:23 11360 73.88 0.901 3.0 11/21/2007 14:05:33 11370 73.88 0.871 3.0 11/21/2007 14:05:43 11380 73.91 0.836 3.0 11/21/2007 14:05:53 11390 73.91 0.796 3.0 11/21/2007 14:06:03 11400 73.91 0.755 3.0 11/21/2007 14:06:13 11410 73.93 0.717 3.0 11/21/2007 14:06:23 11420 73.93 0.676 3.0 11/21/2007 14:06:33 11430 73.93 0.641 3.0 11/21/2007 14:06:43 11440 73.93 0.604 3.0 11121/2007 14:06:53 11450 73.93 0.569 3.0 11/21/2007 14:07:03 11460 73.93 0.541 3.0 11/21/2007 14:07:13 11470 73.93 0.52 3.0 11/21/2007 14:07:23 11480 73.93 0.487 3.0 11/21/2007 14:07:33 11490 73.93 0.46 3.0 11/21/2007 14:07:43 11500 73.95 0.441 3.0 11/21/2007 14:07:53 11510 73.95 0.433 3.0 11/21/2007 14:08:03 11520 73.95 0.411 3.0 11/21/2007 14:08:13 11530 73.95 0.394 3.0 11/21/2007 14:08:23 11540 73.95 0.382 3.0 11121/2007 14:08:33 11550 73.95 0.367 3.0 11/21/2007 14:08:43 11560 73.97 0.356 3.0 11/21/2007 14:08:53 11570 73.97 0.347 3.0 11/21/2007 14:09:03 11580 73.97 0.328 3.0 11/21/2007 14:09:13 11590 74 0.313 3.0 11/21/2007 14:09:23 11600 74 0.299 3.0 11/21/2007 14:09:33 11610 74.02 0.276 3.0 11/21/2007 14:09:43 11620 74.02 0.271 3.0 11/21/2007 14:09:53 11630 74.04 0.255 3.0 11/21/2007 14:10:03 11640 74.06 0.248 3.0 11/21/2007 14:10:13 11650 74.06 0.238 3.0 11/21/2007 14:10:23 11660 74.09 0.231 3.0 11/21/2007 14:10:33 11670 74.11 0.222 3.0 11/21/2007 14:10:43 11680 74.11 0.217 3.0 11/21/2007 14:10:53 11690 74.11 0.201 3.0 11/21/2007 14:11:03 11700 74.13 0.187 3.0 11/21/2007 14:11:13 11710 74.13 0.175 3.0 11/21/2007 14:11:23 11720 74.15 0.166 3.0 11/21/2007 14:11:33 11730 74.15 0.16 3.0 11121/2007 14:11:43 11740 74.15 0.159 3.0 11/21/2007 14:11:53 11750 74.18 0.156 3.0 11/21/2007 14:12:03 11760 74.18 0.15 3.0 11/21/2007 14:12:13 11770 74.18 0.145 3.0 11/21/2007 14:12:23 11780 74.2 0.144 3.0 11/21/2007 14:12:33 11790 74.2 0.141 3.0 11/21/2007 14:12:43 11800 74.2 0.133 3.0 11/21/2007 14:12:53 11810 74.2 0.128 3.0 11/21/2007 14:13:03 11820 74.2 0.115 3.0 11/21/2007 14:13:13 11830 74.22 0.103 3.0 11/21/2007 14:13:23 11840 74.22 0.053 3.0 11/21/2007 14:13:33 11850 74.24 0.01 3.0 11/21/2007 14:13:43 11860 74.27 -0.013 3.0 11/21/2007 14:13:53 11870 74.31 -0.016 3.0 11/21/2007 14:14:03 11880 74.33 -0.017 10 11121/2007 14:14:13 11890 74.36 -0.017 0.0 Turn Pump Off 11/21/2007 14:14:23 11900 74.38 0.579 0.0 11121/2007 14:14:33 11910 74.38 2.952 0.0 11/2112007 14:14:43 11920 74.36 4.002 0.0 11/21/2007 14:14:53 11930 74.4 4.746 0.0 11/21/2007 14:15:03 11940 74.45 5.325 0.0 11/21/2007 14:15:13 11950 74.54 5.81 0.0 11/21/2007 14:15:23 11960 74.65 6.227 0.0 11/21/2007 14:15:33 11970 74.74 6.556 0.0 11/21/2007 14:15:43 11980 74.81 6.843 0.0 11/21/2007 14:15:53 11990 74.88 7.581 0.0 11/21/2007 14:16:03 12000 74.92 8.375 0.0 11/21/2007 14:16:13 12010 74.94 8.883 0.0 11/21/2007 14:16:23 12020 74.99 9.211 0.0 11/21/2007 14:16:33 12030 75.03 9.423 0.0 11/21/2007 14:16:43 12040 75.06 9.556 0.0 11/21/2007 14:16:53 12050 75.1 9.637 0.0 11/21/2007 14:17:03 12060 75.12 9.689 0.0 11/21/2007 14:17:13 12070 75.15 9.723 0.0 11/21/2007 14:17:23 12080 75.19 9.735 0.0 11/21/2007 14:17:33 12090 75.21 9.747 0.0 11/21/2007 14:17:43 12100 75.26 9.758 0.0 11/21/2007 14:17:53 12110 75.28 9.768 0.0 11/21/2007 14:18:03 12120 75.31 9.775 0.0 11/21/2007 14:18:13 12130 75.33 9.783 0.0 11/21/2007 14:18:23 12140 75.37 9.797 0.0 11/21/2007 14:18:33 12150 75.42 9.807 0.0 11/21/2007 14:18:43 12160 75.44 9.795 0.0 11/21/2007 14:18:53 12170 75.49 9.809 0.0 11/21/2007 14:19:03 12180 75.51 9.814 0.0 11/21/2007 14:19:13 12190 75.53 9.818 0.0 11/21/2007 14:19:23 12200 75.55 9.821 0.0 11/21/2007 14:19:33 12210 75.58 9.823 0.0 11/21/2007 14:19:43 12220 75.6 9.826 0.0 11/21/2007 14:19:53 12230 75.62 9.828 0.0 11/21/2007 14:20:03 12240 75.64 9.83 0.0 11/21/2007 14:20:13 12250 75.67 9.831 0.0 11/21/2007 14:20:23 12260 75.67 9.833 0.0 11/21/2007 14:20:33 12270 75.67 9.834 0.0 11/21/2007 14:20:43 12280 75.67 9.836 0.0 11/21/2007 14:20:53 12290 75.67 9.837 0.0 11/21/2007 14:21:03 12300 75.67 9.828 0.0 11/21/2007 14:21:13 12310 75.69 9.834 0.0 11/21/2007 14:21:23 12320 75.69 9.836 0.0 11/21/2007 14:21:33 12330 75.67 9.839 0.0 11/21/2007 14:21:43 12340 75.67 9.84 0.0 11/21/2007 14:21:53 12350 75.67 9.841 0.0 11/21/2007 14:22:03 12360 75.67 9.842 0.0 11/21/2007 14:22:13 12370 75.67 9.843 0.0 11/21/2007 14:22:23 12380 75.67 9.844 0.0 11/21/2007 14:22:33 12390 75.67 9.844 0.0 11/21/2007 14:22:43 12400 75.67 9.845 0.0 11121/2007 14:22:53 12410 75.67 9.846 0.0 11/21/2007 14:23:03 12420 75.67 9.846 0.0 11/21/2007 14:23:13 12430 75.67 9.847 0.0 11/21/2007 14:23:23 12440 75.67 9.848 0.0 11/21/2007 14:23:33 12450 75.67 9.848 0.0 11/21/2007 14:23:43 12460 75.67 9.848 0.0 11/21/2007 14:23:53 12470 75.67 9.85 0.0 11/21/2007 14:24:03 12480 75.67 9.85 0.0 11/21/2007 14:24:13 12490 75.64 9.85 0.0 11/21/2007 14:24:23 12500 75.64 9.851 0.0 11/21/2007 14:24:33 12510 75.64 9.851 0.0 11/21/2007 14:24:43 12520 75.62 9.851 0.0 11/21/2007 14:24:53 12530 75.62 9.852 0.0 11/21/2007 14:25:03 12540 75.62 9.852 0.0 11/21/2007 14:25:13 12550 75.6 9.851 0.0 11/21/2007 14:25:23 12560 75.6 9.851 0.0 11/21/2007 14:25:33 12570 75.58 9.853 0.0 11/21/2007 14:25:43 12580 75.58 9.853 0.0 11/21/2007 14:25:53 12590 75.55 9.854 0.0 11/21/2007 14:26:03 12600 75.55 9.855 0.0 11/21/2007 14:26:13 12610 75.53 9.855 0.0 11/2112007 14:26:23 12620 75.53 9.856 0.0 11/21/2007 14:26:33 12630 75.51 9.849 0.0 11/21/2007 14:26:43 12640 75.51 9.853 0.0 11/21/2007 14:26:53 12650 75.49 9.855 0.0 11/21/2007 14:27:03 12660 75.49 9.856 0.0 11/2112007 14:27:13 12670 75.46 9.857 0.0 11/21/2007 14:27:23 12680 75.44 9.858 0.0 11/21/2007 14:27:33 12690 75.44 9.858 0.0 11/21/2007 14:27:43 12700 75.42 9.858 0.0 11/21/2007 14:27:53 12710 75.42 9.858 0.0 11/21/2007 14:28:03 12720 75.4 9.858 0.0 11/21/2007 14:28:13 12730 75.4 9.858 0.0 11/21/2007 14:28:23 12740 75.37 9.859 0.0 11/21/2007 14:28:33 12750 75.37 9.859 0.0 11/21/2007 14:28:43 12760 75.37 9.86 0.0 11/21/2007 14:28:53 12770 75.35 9.861 0.0 11/21/2007 14:29:03 12780 75.35 9.861 0.0 11/21/2007 14:29:13 12790 75.33 9.861 0.0 11/21/2007 14:29:23 12800 75.33 9.861 0.0 11/21/2007 14:29:33 12810 75.33 9.862 0.0 11/21/2007 14:29:43 12820 75.31 9.861 0.0 11/21/2007 14:29:53 12830 75.31 9.861 0.0 11/21/2007 14:30:03 12840 75.31 9.862 0.0 11/21/2007 14:30:13 12850 75.28 9.861 0.0 11/21/2007 14:30:23 12860 75.28 9.862 0.0 11/21/2007 14:30:33 12870 75.28 9.862 0.0 11/21/2007 14:30:43 12880 75.26 9.862 0.0 11/21/2007 14:30:53 12890 75.26 9.871 0.0 11/21/2007 14:31:03 12900 75.24 9.866 0.0 11/21/2007 14:31:13 12910 75.24 9.865 0.0 11/21/2007 14:31:23 12920 75.21 9.864 0.0 11/21/2007 14:31:33 12930 75.21 9.864 0.0 11/21/2007 14:31:43 12940 75.21 9.864 0.0 11/21/2007 14:31:53 12950 75.19 9.864 0.0 11/21/2007 14:32:03 12960 75.19 9.864 0.0 11/21/2007 14:32:13 12970 75.17 9.864 0.0 11/21/2007 14:32:23 12980 75.17 9.864 0.0 11/21/2007 14:32:33 12990 75.17 9.865 0.0 11/21/2007 14:32:43 13000 75.15 9.865 0.0 11/21/2007 14:32:53 13010 75.15 9.864 0.0 11/21/2007 14:33:03 13020 75.12 9.865 0.0 11/21/2007 14:33:13 13030 75.12 9.865 0.0 11/2112007 14:33:23 13040 75.12 9.865 0.0 11/21/2007 14:33:33 13050 75.12 9.866 0.0 11/21/2007 14:33:43 13060 75.1 9.868 0.0 11/21/2007 14:33:53 13070 75.1 9.867 0.0 11/21/2007 14:34:03 13080 75.1 9.866 0.0 11121/2007 14:34:13 13090 75.1 9.867 0.0 11/21/2007 14:34:23 13100 75.08 9.866 0.0 11/21/2007 14:34:33 13110 75.08 9.866 0.0 11/21/2007 14:34:43 13120 75.08 9.866 0.0 11/21/2007 14:34:53 13130 75.06 9.866 0.0 11/21/2007 14:35:03 13140 75.06 9.866 0.0 11/21/2007 14:35:13 13150 75.06 9.866 0.0 11/21/2007 14:35:23 13160 75.06 9.866 0.0 11/21/2007 14:35:33 13170 75.06 9.866 0.0 11/21/2007 14:35:43 13180 75.06 9.867 0.0 11/21/2007 14:35:53 13190 75.03 9.867 0.0 11/21/2007 14:36:03 13200 75.03 9.868 0.0 11/21/2007 14:36:13 13210 75.03 9.869 0.0 11/21/2007 14:36:23 13220 75.03 9.87 0.0 11/21/2007 14:36:33 13230 75.03 9.869 0.0 11/21/2007 14:36:43 13240 75.01 9.869 0.0 11/21/2007 14:36:53 13250 75.01 9.869 0.0 11/21/2007 14:37:03 13260 75.01 9.869 0.0 11/21/2007 14:37:13 13270 75.01 9.869 0.0 11/21/2007 14:37:23 13280 75.01 9.869 0.0 11/21/2007 14:37:33 13290 75.01 9.869 0.0 11/21/2007 14:37:43 13300 74.99 9.87 0.0 11/21/2007 14:37:53 13310 74.99 9.869 0.0 11/21/2007 14:38:03 13320 74.99 9.87 0.0 11/21/2007 14:38:13 13330 74.99 9.87 0.0 11/21/2007 14:38:23 13340 74.99 9.871 0.0 11/21/2007 14:38:33 13350 74.97 9.871 0.0 APPENDIX D Geotechnical Laboratory Test Results v 8788 Balboa Avenue, San Diego, CA 92923 t K l G l FORCE Special Inspections for Construction Projects DVBE❑ SB(619)583.6633 Fax(619)583.6654 October 25, 2007 "G" Force Project No. GF12373 Geosyntec Consultants Steve Fitzwilliam 10875 Rancho Bernardo Road, Suite 200 San Diego, CA 92127 RE: INSPECTION and/or TESTING REPORTS Pacific Station, Hwy 101 Job No. SC0456-01-01 In reference to the above project, please find copies of the field inspector/technician's daily reports and/or original laboratory test results enclosed for your records. If you should have any questions regarding this project or we can be of further assistance to you, please don't hesitate to contact our office at (619) 583-6633. Respectfully submitted, "G"-Force Teresa Jones Operations Coordinator Geosyntec, Inc October 24, 2007 Pacific Station, Hwy 101 - Job No. SC0456-01-01 GF12373 Sieve Analysis (ASTM C136) G Force Lab No. 5596 Date Sampled: 10/15/07 & 10/16/07 By: Client Date Submitted: 10/16/2007 By: Client Sample Location: Blend of P-1-1-1 & P-1-1-2 @ 5' - 10' Sample Description: Silty fine sand Gravel Sand Fines CRS I Fine CR I Med I Fine Clay and/or Silt U.S.STANDARD SIEVE OPENING U.S.STANDARD SIEVE NUMBER HYDROMETER 3' 1-117 314' 318' X4 08 016 030 050 0100 0200 Specification 100 0 I Sieve Size %Passing r Low High X=Out of Spec i 90 3" 100 2" 100 80 1-1/2" 100 1" 100 F- 70 i 3/4" 100 60 — — 1/2" 100 3/8" 100 C 50 . . ._._._.--._ . ...._. I. ._ .._ . .... .... ....__._. #4 100 #8 100 LL W 30 — {{I _ #30 87 U I #50 47 Of Lu 20 #100 30 #200 25 10 I I 0 I Specific 2.676 _ 100.000 10.000 1.000 0.100 0.010 0.001 Gravity PARTICLE-SIZE(mm) i U 6r �G 7 Checked by: Reviewed by: John Inlow, a Manager Scott Larson, RCE,42432 ® 8788 Balboa Avenue # San Diego, CA 92123 # 6I9-583-6633 # Fax 619-583-6654 FORCE 3536 Concours Avenue, Suite 110 # Ontario, CA 91764 # 909-481-6833 # Fax 909-481-4642 unuw.gforceca.com Geosyntec, Inc October 24, 2007 _ Pacific Station, Hwy 101 - Job No. SC0456-01-01 GF12373 Sieve Analysis (ASTM C136) G Force Lab No. 5597 Date Sampled: 10/15/07 & 10/16/07 By: Client Date Submitted: 10/16/2007 By: Client Sample Location: P-1-2-1 @ 15' - 30' Sample Description: Silty fine sand Gravel Sand Fines CRS Fine CR I Med I Fine Clay and/or Silt U.S.STANDARD SIEVE OPENING U.S STANDARD SIEVE NUMBER HYDROMETER 3' 1-112" 3/4' 3/6' #4 NB 016 030 #50 #100 0200 Specification 100 i I Sieve Size %Passing FLOW High X=Out of Spec 3" 90 100 2" 100 80 1-1/2" 100 1" 100 70 -------- i - - — 314" 100 C7 i �..._ _ I .��. 1/2" 100 60 I �-_ I 3/8 100 M 50 ............_-_. . .......�...._ _...__._._.. .!,.L. ...._,. .._............. . _..{......._ - #4, 100 4 ....L...._ ............... ........ ... ... - W I #8 100 LL 40 #16 99 Z 30 I I_I -_ i #30 93 1___�._.__._..I j #50 75 U � I I wa. 20 #100 35 j #200 19 10 i I � 0 I Specific 2,670 - 100.000 10.000 1.000 0.100 0.010 0.001 Gravity PARTICLE-SIZE(mm) Checked by: Reviewed by: John Inlow, Lab Manager Scott Larson, RCE,42432 ® 8788 Balboa Avenue • San Diego, CA 92123 # 619-583-6633 # Fax 619-583-6654 FORCE 3536 Concours Avenue, Suite 110 # Ontario, CA 9I764 # 909-481-6833 # Fax 909-48I-4642 wunv.gforceca.com Geosyntec, Inc October 24, 2007 Pacific Station, Hwy 101 - Job No. SC0456-01-01 GF12373 Sieve Analy (ASTM C136) G Force Lab No. 5598 Date Sampled: 10/15/07 & 10/16/07 By: Client Date Submitted: 10/16/2007 By: Client Sample Location: Blend of P-2-1-1 & P-2-1-2 @ 5' - 15' Sample Description: Silty fine sand Gravel Sand Fines CRS I Fine CR Wd I Fine Clay and/or Silt U.S.STANDARD SIEVE OPENING U.S.STANDARD SIEVE NUMBER HYDROMETER 3" 1-1/7 3M- 315' 00 08 x15 030 0W 0100 0200 Specification 100 - Sieve Size %Passing Low High X=Out of Spec 717 1111' Y 100 _ 90 —� I i ( 2" 100 I 80 ' i � 1-1/2" 100 V 100 = 70 - --- -— 3/4" 100 �? I 1/2" 100 60 - ? i 1 1 _1 3/8" 100 l #4 100 #8 100 Z 40 __.._.._... -._....._ .... _ i __ #16 99 H j #30 92 30 !I I #50 59 a 20 I #100 26 #200 20 10 � i 0 I Specific 2 687 100.000 10.000 1.000 0.100 0.010 0.001 Gravity PARTICLE-SIZE(mm) Checked by: Reviewed by: ohn Inlow, Lab Manager Scott Larson, RCE,42432 ® 8788 Balboa Avenue # San Diego, CA 92123 # 619-583-6633 # Fax 6i9-583-6654 3536 Concours Avenue, Suite 110 # Ontario, CA 91764 # 909-481-6833 # Fax 909-481-4642 www.gforceca.com Geosyntec, Inc October 24, 2007 Pacific Station, Hwy 101 - Job No. SC0456-01-01 GF12373 Sieve Analysis (ASTM C136) G Force Lab No. 5599 Date Sampled: 10/15/07 & 10/16/07 By: Client Date Submitted: 10/16/2007 By: Client Sample Location: P-2-2-1 @ 15' - 30' Sample Description: Silty fine sand Gravel Sand Fines CRS Fine CR I Med I Fine Clay and/or Silt U.S.STANDARD SIEVE OPENING U.S STANDARD SIEVE NUMBER HYDROMETER 3" 1-1? 3/4' 3/6" #4 NB #16 #30 N50 #100 0300 100 Specification Sieve Size %Passing Low High X=Out of Spec 90 I - - 3" 100 2" 100 80 1-1/2" 100 ..........._.._..._........... .. _.........._._...__ ....... ........_._ .............._.... ......_........._-_.._........ .._J.._.._..... 1.. = 70 3/4" 98 1 I 3/8" 98 M 50 I .. L.... .._ 4 _..i .�. _I'_.. 4 ......_.a. .�... ..I �...._ -I_. .._._..._ #4 97 W I( I l l i i #8 97 LL 40 ..._T._.-.._.......__.__.... .1.___......._.......__..........�..._..y_..................._...-_....._....._.__.i...__...........__.....t.... ____ i #16 95 H I #30 87 w 30 U I #50 67 LL � I W 20 -} - #100 28 #200 17 i _ _ 10 - - - I 1 Specific 0 2.682 Gravity 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE-SIZE(mm) Checked by: Reviewed by: ��,(/ V �� '01ZA Ibi John Inlow, Lab Manager Scott Larson, RICE 42432 ® 8788 Balboa Avenue # San Diego, CA 92123 # 619-583-6633 # Fax 619-583-6654 FORCE 3536 Concours Avenue, Suite I I0 # Ontario, CA 91764 # 909-481-6833 # Fax 909-481.4642 uvww.gforceca.com Geosyntec, Inc October 24, 2007 Pacific Station, Hwy 101 - Job No. SC0456-01-01 GF12373 Sieve Analysis (ASTM C136) G Force Lab No. 5600 Date Sampled: 10/15/07 & 10/16/07 By: Client Date Submitted: 10/16/2007 By: Client Sample Location: Blend of P-3-1-1 & P-3-1-2 @ 5' - 15' Sample Description: Silty fine sand Gravel Sand Fines CRS Fine CR I Med I Fine Clay and!or Silt U.S.STANDARD SIEVE OPENING U S.STANDARD SIEVE NUMBER HYDROMETER 3" 1-1? 311" 3/8" 04 $8 #16 030 050 0100 #200 Specification 100 Sieve Size %Passing Low High X=Out of Spec 11717 111 I ! 3" 100 90 2" 100 80 I` I 1-1/2" 100 1" 100 314" 100 _ - 1/2" 100 60 — — - — �..... _ i 3/8" 100 m50 _ �__1....... :..........1._......._...._.._.. ... ...._.-.___................ ......_.}......_._._.._... #4 100 of j #8 100 Z 40 -r—i �{ -� --- --— #16 99 I l I #30 93 Z w 30 - U #50 63 a20 #100 1 17 #200 10 10 0 II I II I Specific y"685 100.000 10.000 1.000 0.100 0.010 0.001 Gravity PARTICLE-SIZE(mm) Checked by: Reviewed by: !1;21219 ohn Inlow, Lab Manager Scott Larson, RICE,42432 ® 8788 Balboa Avenue # San Diego, CA 92123 # 619-583-6633 # Fax 619-583-6654 FORCE 3536 Concours Avenue, Suite I10 # Ontario, CA 91764 # 909-481-6833 # Fax 909-481-4642 unuw.gforceca.com Geosyntec, Inc October 24, 2007 Pacific Station, Hwy 101 - Job No. SC0456-01-01 GF12373 Sieve Anal (ASTM C136) G Force Lab No. 5601 Date Sampled: 10/15/07 & 10/16/07 By: Client Date Submitted: 10/16/2007 By: Client Sample Location: P-3-2-1 @ 20' - 30' Sample Description: Silty fine sand Gravel Sand Fines CRS I Fine CR Med I Fine Clay and/or Silt U.S STANDARD SIEVE OPENING US STANDARD SIEVE NUMBER HYDROMETER 3° 1.12• 3W W xC MB 016 030 ASO 9100 #200 Specification 100 Sieve Size %Passing Low High X=Out of Spec j I j 3" 100 _ 90 2" 100 80 —� ! 1-112" 100 100 L_. _ .. 1" -- 3/4" 100 � 70 I, ! - 112" 100 �u 60 — — 100 5 i j 3/81 > Ii I #4 100 #8 100 w? 40 #16 100 - #30 92 Z 3p _..._.. - U #50 57 of a 20 I J #100 30 #200 18 10 jl I I I Specific 0 2.679 100.000 10.000 1.000 0.100 0.010 0.001 Gravity PARTICLE-SIZE(mm) Checked by: Reviewed by: �b�LGj 1111 John Inlow, Lab Manager Scott Larson,RICE,42432 ® 8788 Balboa Avenue # San Diego, CA 92123 # 619-583-6633 # Fax 619-583-6654 3536 Concours Avenue, Suite 110 # Ontario, CA 91764 # 909-481-6833 # Fax 909-481-4642 www.gforceca.com APPENDIX E Environmental Certificates of Analyses (Soil) Page 1 of 35 E alscience A,_nvironmental wo MW aboratories, Inc. October 24, 2007 Alex Greene GeoSyntec Consultants 10875 Rancho Bernardo Road, Suite 200 San Diego, CA 92127-2116 Subject: Calscience Work Order No.: 07-10-1317 Client Reference: Pacific Station Hwy 101/SC0456-01-01 Dear Client: Enclosed is an analytical report for the above-referenced project. The samples included in this report were received 10/17/2007 and analyzed in accordance with the attached chain-of-custody. Unless otherwise noted, all analytical testing was accomplished in accordance with the guidelines established in our Quality Systems Manual, applicable standard operating procedures, and other related documentation. The original report of subcontracted analysis, if any, is provided herein, and follows the standard Calscience data package. The results in this analytical report are limited to the samples tested and any reproduction thereof must be made in its entirety. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Sincerely, m guk_ o Calscience Environmental Laboratories, Inc. Stephen Nowak Project Manager "-ELAP ID: 1230 NELAP ID: 03220CA CSDLAC ID: 10109 SCAQMD ID: 93LA0830 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL. 714)895-5494 • FAX (714 89 4-75 0 Page 2 of 35 ff alscience nvironmental Analytical Report Am aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 30506 / EPA 7471A Total Method: EPA 6020 / EPA 7471A Units: mg/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 1 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10/15/07 Solid ICP/MS A 10/17/07 10/18/07 0710171-01 Comment(s): -Mercury was analyzed on 10/18/2007 12:53:46 PM with batch 0710181-01 -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Quai Arsenic 1.20 0.209 1 Lead 2.67 0.105 1 Cadmium ND 0.105 1 Mercury ND 0.0874 1 Chromium 10.7 0.105 1 Nickel 3.21 0.105 1 Copper 4.05 0.105 1 Zinc 10.6 1.05 1 P-2-1 07-10-1317-3 10/15107 Solid ICP/MS A 10/17/07 10/18107 071017L01 Comment(s): -Mercury was analyzed on 10/18/2007 12:55:59 PM with batch 071018L01 -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Arsenic 1.22 0.214 1 Lead 2.27 0.107 1 Cadmium ND 0.107 1 Mercury ND 0.0895 1 Chromium 9.17 0.107 1 Nickel 3.58 0.107 1 Copper 2.82 0.107 1 Zinc 10.7 1.07 1 P-3-1 07-10-1317-5 10/16/07 Solid ICP/MS A 10/17/07 10/18/07 0710 77L01 Comment(s): -Mercury was analyzed on 10/18/2007 12:46:59 PM with batch 0710181-01 -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Arsenic 0.748 0.209 1 Lead 1.16 0.105 1 Cadmium ND 0.105 1 Mercury ND 0.0874 1 Chromium 5.56 0.105 1 Nickel 2.05 0.105 1 Copper 1.82 0.105 1 Zinc 7.69 1.05 1 Method Blank 096-10-002-975 N/A Solid ICP/MS A 10/17/07 10/17/07 0710171-01 Parameter Result RL DF Qual Parameter Result RL DF Qua[ Arsenic ND 0.200 1 Lead ND 0.100 1 Cadmium ND 0.100 1 Nickel ND 0.100 1 Chromium ND 0.100 1 Zinc ND 1.00 1 Copper ND 0.100 1 Method Blank 099-04-007-5,041 N/A Solid Mercury 10/18/07 10/18/07 0710181-01 Parameter Result RL DF Qual Mercury ND 0.0835 1 RL-Reporting Limit DF-Dilution Factor Qua[-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 3 of 35 -- N alscience nvironmental Analytical Report Ma AV. aboratories, Inc. ` GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: Extraction Method: EPA 418.1 M Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 1 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10/15/07 Solid IR#1 10/22/07 10/22/07 071022L01 -Results are reported on a dry weight basis. Parameter Result RL DF Qua] Units TRPH 44 10 1 mg/kg P-2-1 07-10-1317-3 10/15/07 Solid IR#1 10/22/07 10/22/07 071022L01 -Results are reported on a dry weight basis. Parameter Result RL DF Qual Units TRPH 17 11 1 mg/kg P3-1 07-10-1317-5 10/16/07 Solid IR#1 10/22/07 10/22/07 0710221-01 ti -Results are reported on a dry weight basis. Parameter Result RL DF Qual Units TRPH 21 10 1 mg/kg Method Blank 099-07-015 4,236 N/A Solid IR#1 10/22/07 10/22/07 071'022L01 u Parameter Result RL DF Qual Units TRPH ND 2.0 0.2 mg/kg RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 FAX: (714)894-7501 Page 4 of 35 M r alscience Aw=nvironmental Analytical Report f• aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 35506 Method: EPA 8015B (M) Units: mg/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 2 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10/15107 Solid GC 6 10/17/07 10118107 071017605 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual C7 ND 1 C21-C22 0.30 1 C8 ND 1 C23-C24 0.52 1 C9-C10 ND 1 C25-C28 0.17 1 C11-C12 ND 1 C29-C32 ND 1 C13-C14 ND 1 C33-C36 ND 1 C15-C16 ND 1 C37-C40 ND 1 C17-C18 0.16 1 C41-C44 ND 1 C19-C20 0.49 1 C7-C44 Total ND 5.2 1 Surrogates: REC(% Control Qua] Limits Decachlorobiphenyl 112 61-145 P_24 07-10-1317-3 10/15/07 Solid GC 6 10/17/07 10/18107 071017B05 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual C7 ND 1 C21-C22 ND 1 C8 ND 1 C23-C24 ND 1 C9-C10 ND 1 C25-C28 ND 1 C11-C12 ND 1 C29-C32 ND 1 C13-C14 ND 1 C33-C36 ND 1 C15-C16 ND 1 C37-C40 ND 1 C17-C18 ND 1 C41-C44 ND 1 C19-C20 ND 1 C7-C44 Total ND 5.4 1 Surrogates: REC(%1 Control Qual Limits Decachlorobiphenyl 115 61-145 P�3-1 07-10-1317-5 10/16/07 Solid GC 6 10/17107 10118107 071017B05 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual C7 ND 1 C21-C22 ND 1 C8 ND 1 C23-C24 ND 1 C9-C10 ND 1 C25-C28 ND 1 C11-C12 ND 1 C29-C32 ND 1 C13-C14 ND 1 C33-C36 ND 1 C15-C16 ND 1 C37-C40 ND 1 C17-C18 0.066 1 C41-C44 ND 1 C19-C20 0.11 1 C7-C44 Total ND 5.2 1 Surrogates: REC ° Control ual Limits Decachlorobiphenyl 106 61-145 RL-Reporting Limit DF-Dilution Factor Qua]-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 • FAX: (714)894-7501 Page 5 of 35 alscience nvironmental Analytical Report . AN aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 35508 Method: EPA 8015B (M) -- Units: mg/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 2 of 2 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID Method Blank 099-12-275-1,083 N/A Solid GC 6 10/17/07 10/17/07 071017Bt)5 Parameter Result RL DF Qu ll TPH as Diesel ND 5.0 1 Surrogates: REC(%) Control ua Limits Decachlorobiphenyl 108 61-145 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 6 of 35 alscience J-w=nvironmental Analytical Report x Aw aboratories, Inc. ` GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8270C SIM Units: mg/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 4 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10/15/07 Solid GC/MS N 10/18/07 10/23107 0710181-11 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qua] 1-Methylnaphthalene ND 0.010 1 Benzo(g,h,i)Perylene ND 0.010 1 2,4,5-Tdchlorophenol ND 0.010 1 Benzo(k)Fluoranthene ND 0.010 1 2,4,6-Tdchlorophenol ND 0.010 1 Bis(2-Ethylhexyl)Phthalate 0.093 0.010 1 2,4-Dichlorophenol ND 0.010 1 Butyl Benzyl Phthalate ND 0.010 1 2,4-Dimethylphenol ND 0.010 1 Chrysene ND 0.010 1 2,4-Dinitrophenol ND 0.52 1 Di-n-Butyl Phthalate ND 0.010 1 2-Chlorophenol ND 0.010 1 Di-n-Octyl Phthalate 0.015 0.010 1 2-Methylnaphthalene ND 0.010 1 Dibenz(a,h)Anthracene ND 0.010 1 2-Methylphenol ND 0.010 1 Diethyl Phthalate ND 0.010 1 2-Nitrophenol ND 0.010 1 Dimethyl Phthalate ND 0.010 1 3/4-Methylphenol ND 0.010 1 Fluoranthene ND 0.010 1 4,6-Dinitro-2-Methylphenol ND 0.52 1 Fluorene ND 0.010 1 4-Chloro-3-Methylphenol ND 0.010 1 Indeno(1,2,3-c,d)Pyrene ND 0.010 1 4-Nitrophenol ND 0.52 1 N-Nitrosodimethylamine ND 0.010 1 Acenaphthene ND 0.010 1 Naphthalene ND 0.010 1 - Acenaphthylene ND 0.010 1 Pentachlorophenol ND 0.52 1 Anthracene ND 0.010 1 Phenanthrene ND 0.010 1 Benzo(a)Anthracene ND 0.010 1 Phenol ND 0.010 1 Benzo(a)Pyrene ND 0.010 1 Pyrene ND 0.010 1 Benzo(b)Fluoranthene ND 0.010 1 Surrogates: REC(% Control Qual Surrogates: RE % Control Qual Limits Limits 2,4,6-Tribromophenol 63 32-143 2-Fluorobiphenyl 74 14-146 2-Fluorophenol 79 15-138 Nitrobenzene-d5 94 18-162 p-Terphenyl-d14 74 34-148 Phenol-d6 93 17-141 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 7 of 35 alscience _nvironmental Analytical Report aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8270C SIM Units: mg/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 2 of 4 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID 1324 07-10-13173 10/15/07 Solid GC/MS N 10/18/07 10123/07 07101BL11 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qua[ Parameter Result RL DF ual 1-Methylnaphthalene ND 0.011 1 Benzo(g,h,i)Perylene ND 0.011 1 2,4,5-Thchlorophenol ND 0.011 1 Benzo(k)Fluoranthene ND 0.011 1 2,4,6-Trichlorophenol ND 0.011 1 Bis(2-Ethylhexyl)Phthalate 0.035 0.011 1 2,4-Dichlorophenol ND 0.011 1 Butyl Benzyl Phthalate ND 0.011 1 2,4-Dimethylphenol ND 0.011 1 Chrysene ND 0.011 1 2,4-Dinitrophenol ND 0.54 1 Di-n-Butyl Phthalate ND 0.011 1 2-Chlorophenol ND 0.011 1 Di-n-Octyl Phthalate ND 0.011 1 2-Methylnaphthalene ND 0.011 1 Dibenz(a,h)Anthracene ND 0.011 1 2-Methylphenol ND 0.011 1 Diethyl Phthalate ND 0.011 1 2-Nitrophend ND 0.011 1 Dimethyl Phthalate ND 0.011 1 3/4-Methylphenol ND 0.011 1 Fluoranthene ND 0.011 1 4,6-Dinitro-2-Methylphenol ND 0.54 1 Fluorene ND 0.011 1 4-Chloro-3-Methyl phenol ND 0.011 1 Indeno(1,2,3-c,d)Pyrene ND 0.011 1 4-Nitrophend ND 0.54 1 N-Nitrosodimethylamine ND 0.011 1 Acenaphthene ND 0.011 1 Naphthalene ND 0.011 1 -- Acenaphthylene ND 0.011 1 Pentachlorophenol ND 0.54 1 Anthracene ND 0.011 1 Phenanthrene ND 0.011 1 Benzo(a)Anthracene ND 0.011 1 Phenol ND 0.011 1 Benzo(a)Pyrene ND 0.011 1 Pyrene ND 0.011 1 Benzo(b)Fluoranthene ND 0.011 1 Surrogates: REC 1%) Control ual Surrogates: REC Control Qua] Limits Limits 2,4,6-Tdbromophenol 68 32-143 2-Fluorobiphenyl 79 14-146 2-Fluorophenol 74 15-138 Nitrobenzene-d5 101 18-162 p-Terphenyl-d14 82 34-148 Phenol-d6 95 17-141 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 • FAX: (714)894-7501 Page 8 of 35 alscience nvironmental Analytical Report AL :I■ aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8270C SIM Units: mg/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 3 of 4 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-3-1 07-104317-5 10/16/07 Solid Gc/MS N 10/18/07 10/23/07 071018L11 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual 1-Methylnaphthalene ND 0.010 1 Benzo(g,h,i)Perylene ND 0.010 1 2,4,5-Trichlorophenol ND 0.010 1 Benzo(k)Fluoranthene ND 0.010 1 2,4,6-Trichlorophenol ND 0.010 1 Bis(2-Ethylhexyl)Phthalate 0.047 0.010 1 2,4-Dichlorophenol ND 0.010 1 Butyl Benzyl Phthalate ND 0.010 1 2,4-Dimethylphenol ND 0.010 1 Chrysene ND 0.010 1 2,4-Dinitrophenol ND 0.52 1 Di-n-Butyl Phthalate 0.014 0.010 1 2-Chlorophenol ND 0.010 1 Di-n-Octyl Phthalate ND 0.010 1 2-Methylnaphthalene ND 0.010 1 Dibenz(a,h)Anthracene ND 0.010 1 2-Methylphenol ND 0.010 1 Diethyl Phthalate ND 0.010 1 2-Nitrophenol ND 0.010 1 Dimethyl Phthalate ND 0.010 1 3/4-Methyiphenol ND 0.010 1 Fluoranthene ND 0.010 1 4,6-Dinitro-2-Methyiphenol ND 0.52 1 Fluorene ND 0.010 1 4-Chloro-3-Methylphenol ND 0.010 1 Indeno(1,2,3-c,d)Pyrene ND 0.010 1 4-Nitrophenol ND 0.52 1 N-Nitrosodimethylamine ND 0.010 1 Acenaphthene ND 0.010 1 Naphthalene ND 0.010 1 Acenaphthylene ND 0.010 1 Pentachlorophenol ND 0.52 1 Anthracene ND 0.010 1 Phenanthrene ND 0.010 1 Benzo(a)Anthracene ND 0.010 1 Phenol ND 0.010 1 Benzo(a)Pyrene ND 0.010 1 Pyrene ND 0.010 1 Benzo(b)Fluoranthene ND 0.010 1 Surrogates: REC M Control Qu I. Surrogates: REC M Control Qual Limits Limits 2,4,6-Tdbromophenol 69 32-143 2-Fluorobiphenyl 75 14-146 2-Fluorophenol 76 15-138 Nitrobenzene-d5 99 18-162 p-Terphenyl-d14 81 34-148 Phenol-d6 98 17-141 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 • FAX: (714)894-7501 Page 9 of 35 alscience nvironmental Analytical Report A• aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 - 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8270C SIM -.. Units: mg/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 4 of 4 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID Method Blank 099-12-413-69 N/A Solid GC/MS N 10/18/07 10/23107 0710181-11 Parameter Res I RL DF Quual Parameter Result RL DF Qual 1-Methylnaphthalene ND 0.010 1 Benzo(g,h,i)Perylene ND 0.010 1 2,4,5-Tdchlorophenol ND 0.010 1 Benzo(k)Fluoranthene ND 0.010 1 2,4,6-Tdchlorophenol ND 0.010 1 Bis(2-Ethylhexyl)Phthalate ND 0.010 1 2,4-Dichlorophenol ND 0.010 1 Butyl Benzyl Phthalate ND 0.010 1 2,4-Dimethylphenol ND 0.010 1 Chrysene ND 0.010 1 2,4-Dinitrophenol ND 0.50 1 Di-n-Butyl Phthalate ND 0.010 1 2-Chlorophenol ND 0.010 1 Di-n-Octyl Phthalate ND 0.010 1 2-Methylnaphthalene ND 0.010 1 Dibenz(a,h)Anthracene ND 0.010 1 2-Methylphenol ND 0.010 1 Diethyl Phthalate ND 0.010 1 2-Nitrophenol ND 0.010 1 Dimethyl Phthalate ND 0.010 1 3/4-Methylphenol ND 0.010 1 Fluoranthene ND 0.010 1 4,6-Dinitro-2-Methylphenol ND 0.50 1 Fluorene ND 0.010 1 -- 4-Chloro-3-Methylphenol ND 0.010 1 Indeno(1,2,3-c,d)Pyrene ND 0.010 1 4-Nitrophenol ND 0.50 1 N-Nitrosodimethylamine ND 0.010 1 Acenaphthene ND 0.010 1 Naphthalene ND 0.010 1 Acenaphthylene ND 0.010 1 Pentachlorophenol ND 0.50 1 Anthracene ND 0.010 1 Phenanthrene ND 0.010 1 Benzo(a)Anthracene ND 0.010 1 Phenol ND 0.010 1 Benzo(a)Pyrene ND 0.010 1 Pyrene ND 0.010 1 Benzo(b)Fluoranthene ND 0.010 1 Surrogates: REC % Control Qual Surrogates: REC % Control Qual Limits Limits 2,4,6-Tdbromophenol 80 32-143 2-Fluorobiphenyl 95 14-146 2-Fluorophenol 113 15-138 Nitrobenzene-d5 130 18-162 p-Terphenyl-d14 89 34-148 Phenol-d6 123 17-141 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714) 895-5494 FAX: (714)894-7501 Page 10 of 35 Lr alscience A nvironmental Analytical Report Aw aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8081 A Units: ug/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 2 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10115/07 Solid GC 41 10/22/07 10/23/07 071022L08 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Aldrin ND 1.0 1 4,4'-DDT ND 1.0 1 Alpha-BHC ND 1.0 1 Endosulfan I ND 1.0 1 Beta-BHC ND 1.0 1 Endosulfan II ND 1.0 1 Delta-BHC ND 1.0 1 Endosulfan Sulfate ND 1.0 1 Gamma-BHC ND 1.0 1 Endrin ND 1.0 1 Chlordane ND 10 1 Endrin Aldehyde ND 1.0 1 Dieldrin ND 1.0 1 Endrin Ketone ND 1.0 1 2,4'-DDD ND 1.0 1 Heptachlor ND 1.0 1 2,4'-DDE ND 1.0 1 Heptachlor Epoxide ND 1.0 1 2,4'-DDT ND 1.0 1 Methoxychlor ND 1.0 1 4,4'-DDD ND 1.0 1 Toxaphene ND 21 1 4,4'-DDE ND 1.0 1 Surrogates: REC t%) Control Qual Surrogates: REC ° Control Qual Limitp Limits 2,4,5,6-Tetrachloro-m-Xylene 91 50-130 Decachlorobiphenyl 94 50-130 p-2-1 07-10-1317-3 10/15/07 Solid GC 41 10/22/07 10/23/07 0710221-08 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qua[ Parameter Result RL DF Qual Aldrin ND 1.1 1 4,4'-DDT ND 1.1 1 Alpha-BHC ND 1.1 1 Endosulfan I ND 1.1 1 Beta-BHC ND 1.1 1 Endosulfan II ND 1.1 1 Delta-BHC ND 1.1 1 Endosulfan Sulfate ND 1.1 1 Gamma-BHC ND 1.1 1 Endrin ND 1.1 1 Chlordane ND 11 1 Endrin Aldehyde ND 1.1 1 Dieldrin ND 1.1 1 Endrin Ketone ND 1.1 1 2,4'-DDD ND 1.1 1 Heptachlor ND 1.1 1 2,4'-DDE ND 1.1 1 Heptachlor Epoxide ND 1.1 1 2,4'-DDT ND 1.1 1 Methoxychlor ND 1.1 1 4,4'-DDD ND 1.1 1 Toxaphene ND 21 1 4,4'-DDE ND 1.1 1 Surrogates: REC Control Qual Surrogates: REC % Control Qual ° Limits Limits 2,4,5,6-Tetrachloro-m-Xylene 84 50-130 Decachlorobiphenyl 90 50-130 RL-Reporting Limit DF ution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 11 of 35 alscience :environmental Analytical Report f aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8081A -- Units: ug/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 2 of 2 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-3-1 07-10-1317-5 10/16/07 Solid GC 41 10/22107 10/23/07 071022L08 Comment(s): -Results are reported on a dry weight basis. Parameter R RL DF Qual Parameter Result RL DF Qual esult Aldrin ND 1.0 1 4,4'-DDT ND 1.0 1 Alpha-BHC ND 1.0 1 Endosulfan I ND 1.0 1 Beta-BHC ND 1.0 1 Endosulfan II ND 1.0 1 Delta-BHC ND 1.0 1 Endosulfan Sulfate ND 1.0 1 Gamma-BHC ND 1.0 1 Endrin ND 1.0 1 Chlordane ND 10 1 Endrin Aldehyde ND 1.0 1 Dieldrin ND 1.0 1 Endrin Ketone ND 1.0 1 2,4'-DDD ND 1.0 1 Heptachlor ND 1.0 1 2,4'-DDE ND 1.0 1 Heptachlor Epoxide ND 1.0 1 2,4'-DDT ND 1.0 1 Methoxychlor ND 1.0 1 4,4'-DDD ND 1.0 1 Toxaphene ND 21 1 4,4'-DDE ND 1.0 1 Surrogates: REC Control Qual Surrogates: REC Control Qual Limits Limits 2,4,5,6-Tetrachloro-m-Xylene 75 50-130 Decachlorobiphenyl 78 50-130 Method Blank 099-12-563-14 N/A Solid GC 41 10/22107 10/23/07 071022L08 Parameter Result RL DF Qual Parameter Result RL DF goal Aldrin ND 1.0 1 4,4'-DDT ND 1.0 1 Alpha-BHC ND 1.0 1 Endosulfan I ND 1.0 1 Beta-BHC ND 1.0 1 Endosulfan II ND 1.0 1 Delta-BHC ND 1.0 1 Endosulfan Sulfate ND 1.0 1 Gamma-BHC ND 1.0 1 Endrin ND 1.0 1 Chlordane ND 10 1 Endrin Aldehyde ND 1.0 1 Dieldrin ND 1.0 1 Endrin Ketone ND 1.0 1 2,4'-DDD ND 1.0 1 Heptachlor ND 1.0 1 2,4'-DDE ND 1.0 1 Heptachlor Epoxide ND 1.0 1 2,4'-DDT ND 1.0 1 Methoxychlor ND 1.0 1 4,4'-DDD ND 1.0 1 Toxaphene ND 20 1 4,4'-DDE ND 1.0 1 Surrogates: REC % Control Qual Surrogates: REC % Control Qual Limits Limits 2,4,5,6-Tetrachloro-m-Xylene 86 50-130 Decachlorobiphenyl 85 50-130 RL-Reporting Limit DF ution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 12 of 35 alscience nvironmental Analytical Report A aboratories, Inc. 4 GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8082 - Units: ug/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 1 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10115/07 Solid GC 16 10/22/07 10/23107 0710221-09 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qua[ Aroclor-1016 ND 10 1 Aroclor-1248 ND 10 1 Aroclor-1221 ND 10 1 Aroclor-1254 ND 10 1 Aroclor-1232 ND 10 1 Aroclor-1260 ND 10 1 Aroclor-1242 ND 10 1 Aroclor-1262 ND 10 1 Surrogates: REC(%) Control Qual Surrogates: REC(%) Control Qua[ Limits Limits 2,4,5,6-Tetrachloro-m-Xylene 128 50-130 Decachlorobiphenyl 115 50-130 FP-2-1 07-10-1317-3 10/15/07 Solid GC 16 10/22/07 10123107 0710221-09 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Aroclor-1016 ND 11 1 Aroclor-1248 ND 11 1 Aroclor-1221 ND 11 1 Aroclor-1254 ND 11 1 Aroclor-1232 ND 11 1 Aroclor-1260 ND 11 1 Aroclor-1242 ND 11 1 Aroclor-1262 ND 11 1 Surrogates: REC(%) Control Qual Surrogates: REC(%) Control Qual Limits Limits 2,4,5,6-Tetrachloro-m-Xylene 102 50-130 Decachlorobiphenyl 101 50-130 P-3.1 07-10-1317-5 10/16107 Solid GC 16 10122/07 10/23/07 0710221-09 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Aroclor-1016 ND 10 1 Aroclor-1248 ND 10 1 Aroclor-1221 ND 10 1 Aroclor-1254 ND 10 1 Aroclor-1232 ND 10 1 Aroclor-1260 ND 10 1 Aroclor-1242 ND 10 1 Aroclor-1262 ND 10 1 Surrogates: REC(%) Control Qual Surrogates: REC(%) Control Qual Limits Limits 2,45,6-Tetrachloro-m-Xylene 99 50-130 Decachlorobiphenyl 87 50-130 Method Blank 099-12-565-26 N/A Solid GC 16 10/22/07 10/24/07 0710221-09 Parameter Result RL DF Qual Parameter Result RL DF Qual Aroclor-1016 ND 10 1 Aroclor-1248 ND 10 1 Aroclor-1221 ND 10 1 Aroclor-1254 ND 10 1 Aroclor-1232 ND 10 1 Aroclor-1260 ND 10 1 Aroclor-1242 ND 10 1 Aroclor-1262 ND 10 1 Surrogates: REC(%) Control Qual Surrogates: REC(%) Control Qual Limits Limits 2,4,5,6-Tetrachloro-m-Xylene 94 50-130 Decachlorobiphenyl 100 50-130 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 FAX: (714)894-7501 Page 13 of 35 �r aiscience „_nvironmental Analytical Report Aw aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 5030B Method: EPA 8260B Units: ug/kg Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 1 Lab Sample Date Date Date Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10/15/07 Solid GC/MS BB 10/18/07 10/18/07 071018LO1 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Benzene ND 5.2 1 p/m-Xylene ND 5.2 1 Ethylbenzene ND 5.2 1 o-Xylene ND 5.2 1 Toluene ND 5.2 1 Surrogates: REC Control Qual Surrogates: REC % Control Qual Limits Limits Dibromofluoromethane 100 73-139 1,2-Dichloroethane-d4 103 73-145 Toluene-d8 95 90-108 1,4-Bromofluorobenzene 92 71-113 P-2-1 07-10-1317-3 10/15/07 Solid GC/MS BB 10118/07 10/18/07 071018L01 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Benzene ND 5.4 1 p/m-Xylene ND 5.4 1 Ethylbenzene ND 5.4 1 o-Xylene ND 5.4 1 Toluene ND 5.4 1 Surrogates: REC(%) Control Qual Surrogates: REC(%) Control Qual Limits Limits Dibromofluoromethane 102 73-139 1,2-Dichloroethane-d4 105 73-145 Toluene-d8 96 90-108 1,4-Bromofluorobenzene 91 71-113 P-3-1 07-10-1317-5 10/16/07 Solid GC/MS BB 10/18/07 10/18/07 071018L01 Comment(s): -Results are reported on a dry weight basis. Parameter Result RL DF Qual Parameter Result RL DF Qual Benzene ND 5.2 1 p/m-Xylene ND 5.2 1 Ethylbenzene ND 5.2 1 o-Xylene ND 5.2 1 Toluene ND 5.2 1 Surrogates: REC(%) Control Qual Surrogates: REC % Control Qual Limits Limits Dibromofluoromethane 100 73-139 1,2-Dichloroethane-d4 102 73-145 Toluene-d8 95 90-108 1,4-Bromofluorobenzene 92 71-113 Method Blank 099-10-005-14,955 N/A Solid GC/MS BB 10/18/07 10/18/07 0710181-01 Parameter Result RL DF Qual Parameter Result RL DF Qual Benzene ND 5.0 1 p/m-Xylene ND 5.0 1 Ethylbenzene ND 5.0 1 o-Xylene ND 5.0 1 Toluene ND 5.0 1 Surrogates: REC(%) Control Qual Surrogates: REC % Control Qua] Limits Limits Dibromofluoromethane 98 73-139 1,2-Dichloroethane-d4 101 73-145 Toluene-d8 96 90-108 1,4-Bromofluorobenzene 91 71-113 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 14 of 35 a1science vironmental Analytical Report _J LF aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 2 Lab Sample Number Date Client Sample Number Collected matrix —7771 07-10-1317-1 10/15107 Solid Comment(s): (9)Results are reported on a dry weight basis. Parameter Resul RL DF Qual Units Date Prepared Date Analyzed Method Solids,Volatile 0.99 0.10 1 % N/A 10122/07 EPA 160AM Sulfide,Total(9) 0.52 0.10 1 mg/kg 10/22/07 10/22/07 EPA 376.2M Sulfide, Dissolved(9) ND 0.10 1 mg/kg 10/22107 10/22/07 EPA 376.2M Carbon,Total Organic(9) 940 520 1 mg/kg N/A 10/19/07 EPA 9060 Solids,Total 95.5 0.100 1 % N/A 10/22/07 SM 2540 B P-2-1 07-110-113117-3 10/15107 Solid Comment(s): (9)Results are reported on a dry weight basis. Parameter Result RL DF Qual Units Date Prepared Date Analyzed Method Solids,Volatile 1.2 0.10 1 % N/A 10/22/07 EPA 160AM Sulfide,Total(9) 5.8 0.11 1 mg/kg 10/22/07 10/22/07 EPA 376.2M Sulfide, Dissolved(9) ND 0.11 1 mg/kg 10/22/07 10/22/07 EPA 376.2M Carbon,Total Organic(9) ND 540 1 mg/kg N/A 10/19/07 EPA 9060 Solids,Total 93.3 0.100 1 % N/A 10/22/07 SM 2540 B P-3-1 07-10-1317-5 10/16/07 Solid Comment(s): (9)Results are reported on a dry weight basis. Parameter Result RL DF Qual Units Date Prepared Date Analyzed Method Solids,Volatile 0.60 0.10 1 % N/A 10/22/07 EPA 160AM Sulfide,Total(9) ND 0.10 1 mg/kg 10/22/07 10/22/07 EPA 376.2M Sulfide, Dissolved(9) No 0.10 1 mg/kg 10/22/07 10/22/07 EPA 376.2M Carbon,Total Organic(9) ND 520 1 mg/kg N/A 10119/07 EPA 9060 Solids,Total 95.5 0.100 1 % N/A 10/22/07 SM 2540 B RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714) 895-5494 • FAX: (714)894-7501 Page 15 of 35 alscience r._nvironmental Analytical Report z Aw aboratories, Inc. 3 GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Project: Pacific Station Hwy 101/SC0456-01-01 Page 2 of 2 Lab Sample Number Date Client Sample Number Collected Matrix FMethod Blank N/A Solid Parameter Result RL DF Qu I Itqk Date Prepared Date Analyzed Method Sulfide,Total ND 0.10 1 mg/kg 10/22/07 10/22/07 EPA 376.2M Sulfide, Dissolved ND 0.10 1 mg/kg 10/22/07 10122/07 EPA 376.2M Carbon,Total Organic ND 500 1 mg/kg N/A 10/19/07 EPA 9060 RL-Reporting Limit DF-Dilution Factor Qua[-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 16 of 35 alscience nvironmental Quality Control - Spike/Spike Duplicate u Aw aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3050B Method: EPA 6020 Proiect Pacific Station Hwy 101/SC0456-01-01 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 07-104239-1 Solid ICP/MS A 10/17/07 10/17/07 071017501 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers Arsenic 104 106 80-120 1 0-20 Cadmium 109 107 80-120 2 0-20 Chromium 89 104 80-120 5 0-20 Copper 79 85 80-120 3 0-20 3 Lead 104 106 80-120 2 0-20 Nickel 4X 4X 80-120 4X 0-20 Q Zinc 85 96 80-120 3 0-20 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 17 of 35 alscience nvironmental Quality Control - Spike/Spike Duplicate �0 ` rw aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: Extraction Method: EPA 418.1 M Proiect Pacific Station Hwy 101/SC0456-01-01 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number P-2-1 Solid IR#1 10122/07 10/22/07 071022501 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers TRPH 122 120 55-135 1 0-30 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 FAX: (714)894-7501 Page 18 of 35 a alscience nvironmental Quality Control - Spike/Spike Duplicate AW aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 35506 Method: EPA 8015B (M) Proiect Pacific Station Hwy 101/SC0456-01-01 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 0740-1173-6 Solid GC 6 10/17/07 10/18/07 071017S05 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers TPH as Diesel 95 99 64-130 4 0-15 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714) 894-7501 Page 19 of 35 alscience nvironmental Quality Control - Spike/Spike Duplicate m � aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 7471A Total Method: EPA 7471A Proiect Pacific Station Hwy 101/SC0456-01-01 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number P-3-1 Solid Mercury 10/18/07 10/18/07 07101'8S01 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers Mercury 87 87 84138 1 0-7 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL(714)895-5494 • FAX (714)894-7501 Page 20 of 35 alscience now nvironmental Quality Control - Spike/Spike Duplicate , aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Dieqo, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8270C SIM Proiect Pacific Station Hwy 101/SC0456-01-01 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number P-34 Solid GC/M'S N 10/18107 10/23/07 07101BS11 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers 2,4,6-Trichlorophenol 88 92 40-160 4 0-20 2,4-Dichlorophenol 89 94 40-160 5 0-20 2-Methylphenol 88 91 40-160 4 0-20 2-Nitrophenol 90 93 40-160 4 0-20 4-Chloro-3-Methylphenol 113 117 40-160 3 0-20 Acenaphthene 95 97 40-106 2 0-20 Benzo(a)Pyrene 82 81 17-163 1 0-20 Chrysene 38 39 17-168 0 0-20 Di-n-Butyl Phthalate 103 102 40-160 2 0-20 Dimethyl Phthalate 96 96 40-160 1 0-20 Fluoranthene 97 93 26-137 4 0-20 Fluorene 96 97 59-121 2 0-20 N-Nitrosodimethylamine 109 110 40-160 1 0-20 Naphthalene 81 85 21-133 5 0-20 Phenanthrene 94 93 54-120 1 0-20 Phenol 103 104 40-160 1 0-20 Pyrene 100 104 6-156 3 0-46 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714)894-7501 Page 21 of 35 alscience nvironmental Quality Control - Spike/Spike Duplicate �� aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 5030B Method: EPA 8260B Proiect Pacific Station Hwy 101/SC0456-01-01 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number P-3-1 Solid GUMS BB 10/18/07 10/18/07 071018501 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers Benzene 85 85 79-115 0 0-13 Carbon Tetrachloride 77 78 55-139 0 0-15 Chlorobenzene 85 84 79-115 1 0-17 1,2-Dibromoethane 86 93 70-130 8 0-30 1,2-Dichlorobenzene 87 88 63-123 1 0-23 1,1-Dichloroethene 79 81 69-123 2 0-16 Ethylbenzene 88 86 70-130 3 0-30 Toluene 84 84 79-115 1 0-15 Trichloroethene 80 81 66-144 2 0-14 Vinyl Chloride 60 67 60-126 11 0-14 Methyl-t-Butyl Ether(MTBE) 93 101 68-128 8 0-14 Tert-Butyl Alcohol(TBA) 82 112 44-134 30 0-37 Diisopropyl Ether(DIPE) 91 93 75-123 2 0-12 Ethyl-t-Butyl Ether(ETBE) 94 98 75-117 4 0-12 Tert-Amyl-Methyl Ether(TAME) 95 101 79-115 6 0-12 Ethanol 78 100 42-138 25 0-28 RPD-Relative Percent Difference, CL-Control Limit "L —7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL(714)895-5494 • FAX (714)894-7501 Page 22 of 35 Lalscience A._nvironmental Quality Control - Spike/Spike Duplicate w aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Project: Pacific Station Hwy 101/SC0456-01-01 Matrix: Solid Quality Control Date Date MS% MSD% %REC RPD Parameter Method Sample ID Analyzed Extracted REC REC CL RED CL Qualifiers Carbon,Total Organic EPA 9060 07-10-0997-31 10/19/07 N/A 118 117 75-125 1 0-25 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714)894-7501 Page 23 of 35 a1science Alm AGovironmental Quality Control - Duplicate aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Project: Pacific Station Hwy 101/SC0456-01-01 Matrix: Solid Parameter Method QC Sample ID. Date Analyzed Sample Conc DUP Con RPD RPD CL Qualifiers Sulfide,Total EPA 376.2M P-3-1 10/22/07 ND ND NA 0-25 Sulfide, Dissolved EPA 376.2M P-3-1 10/22/07 No No NA 0-25 Solids,Total SM 2540 B P-1-1 10/22/07 95.5 95.7 0 0-25 Solids,Volatile EPA 160AM P-1-1 10/22107 0.99 0.95 4 0-25 -. RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 24 of 35 Halscience nvironmental Quality Control - LCS/LCS Duplicate 3 ,,w aboratories, Inc. _. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3050B Method: EPA 6020 Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 096-10-002-975 Solid ICP/MS A 10/17/07 10117/07 071017L01 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Arsenic 103 106 80-120 3 0-20 Cadmium 106 106 80-120 0 0-20 Chromium 104 109 80-120 4 0-20 Copper 100 102 80-120 2 0-20 Lead 109 106 80-120 2 0-20 Nickel 104 107 80-120 4 0-20 Zinc 104 102 80-120 2 0-20 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 25 of 35 alscience nvironmental Quality Control - Laboratory Control Sample w aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: Extraction Method: EPA 418.1 M Project: Pacific Station Hwy 101/SC0456-01-01 Quality Control Sample ID Matrix Instrument Date Analyzed Lab File ID LCS Batch Number 1099-07-015-1,236 Solid IR#1 10/22/07 NONE 07102211-01 Parameter Conc Added Conc Recovered LCS%R %Rec CL Qualifiers TRPH 100 96.5 96 70-130 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714)894-7501 Page 26 of 35 alscience Z nvironmental Quality Control - LCSILCS Duplicate Aw aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3550B Method: EPA 8015B (M) Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number Fo99-12-275-1,083 Solid GC 6 10117107 10117/07 071017605 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers TPH as Diesel 99 98 75-123 1 0-12 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 27 of 35 _ �9 alscience nvironmental Quality Control - LCS/LCS Duplicate i■r aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 7471A Total Method: EPA 7471A Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-04-007-5,041 Solid Mercury 10!18/07 10/18!07 071018L01 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Mercury 103 103 87-117 0 0-3 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714) 894-7501 Page 28 of 35 f alscience nvironmental Quality Control - LCSILCS Duplicate aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 3545 Method: EPA 8270C SIM Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-12-413-69 Solid GUMS N 10/18/07 10123/07 071018L11 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers 2,4,6-Tdchlorophenol 93 93 40-160 0 0-20 2,4-Dichlorophend 96 96 40-160 0 0-20 2-Methylphenol 108 108 40-160 0 0-20 2-Nitrophend 105 105 40-160 1 0-20 4-Chloro-3-Methylphenol 117 118 40-160 1 0-20 Acenaphthene 98 99 48-108 1 0-11 Benzo(a)Pyrene 84 84 17-163 0 0-20 _ Chrysene 38 39 17-168 1 0-20 Di-n-Butyl Phthalate 103 101 40-160 2 0-20 98 100 40-160 1 0-20 Dimethyl Phthalate 94 93 26-137 1 0-20 Fluoranthene 97 98 59-121 1 0-20 Fluorene N-Nitrosod imethylamine 126 126 40-160 0 0-20 Naphthalene 100 100 21-133 1 0-20 Phenanthrene 93 94 54-120 0 0-20 Phenol 109 110 40-160 1 0-20 Pyrene 98 102 28-106 4 0-16 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 29 of 35 alscience „ nvironmental Quality Control - LCSILCS Duplicate H aboratories, Inc. Received: N/A Rece GeoSyntec Consultants Date 07-10-1317 M 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 3545 San Diego, CA 92127-2116 Preparation: Method: EPA 8081A Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-12-563-14 Solid GC 41 10/22/07 10/23/07 071022L08 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Aldrin 101 99 50-135 2 0-25 0-25 Alpha-BHC 101 99 50-135 2 0-25 Beta-BHC 96 94 50-135 2 Delta-BHC 99 97 50-135 2 0-25 Gamma-BHC 101 99 50-135 2 0-25 Dieldrin 99 97 50-135 2 0-25 4,4'-DDD 104 102 50-135 2 0-25 4,4'-DDE 100 97 50-135 3 0-25 4,4'-DDT 102 100 50-135 2 0-25 Endosulfan 1 99 97 50-135 2 0-25 Endosulfan II 99 95 50-135 4 0-25 Endosulfan Sulfate 96 95 50-135 1 0-25 Endrin 96 92 50-135 4 0-25 Endrin Aldehyde 106 104 50-135 1 0-25 Endrin Ketone 99 98 50-135 1 0-25 Heptachlor 100 98 50-135 2 0-25 Heptachlor Epoxide 100 98 50-135 2 0-25 Methoxychlor 95 92 50-135 4 0-25 RPD-Relative Percent Difference, CL- Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 30 of 35 d_ alscience �u nvironmental Quality Control - LCS/LCS Duplicate aboratories, Inc. Date Received: N/A GeoSyntec Consultants 07-10-1317 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 3545 San Diego, CA 92127-2116 Preparation: Method: EPA 8082 Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-12-565-26 Solid GC 16 10/22107 10/24/07 071022L09 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Aroclor-1016 99 103 50-135 4 0-25 Aroclor-1260 106 122 50-135 14 0-25 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 - Page 31 of 35 - 9 alscience nvironmental Quality Control - LCS/LCS Duplicate ,w aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: EPA 50308 Method: EPA 8260B Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-10-00514,955 Solid GC/MS BB 10118/07 10/18/07 0710181-01 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Benzene 92 90 84-114 2 0-7 Carbon Tetrachloride 88 86 66-132 3 0-12 Chlorobenzene 93 92 87-111 2 0-7 1,2-Dibromoethane 95 92 80-120 3 0-20 1,2-Dichlorobenzene 98 97 79-115 1 0-8 1,1-Dichloroethene 89 85 73-121 5 0-12 Ethylbenzene 99 98 80-120 2 0-20 Toluene 91 91 78-114 0 0-7 Trichloroethene 88 87 84-114 1 0-8 Vinyl Chloride 76 77 63-129 0 0-15 Methyl-t-Butyl Ether(MTBE) 104 103 77-125 1 0-11 - Tert-Butyl Alcohol(TBA) 101 96 47-137 4 0-27 Diisopropyl Ether(DIPE) 100 100 76-130 1 0-8 Ethyl-t-Butyl Ether(ETBE) 107 106 76-124 1 0-12 Tert-Amyl-Methyl Ether(TAME) 107 104 82-118 2 0-11 Ethanol 84 86 59-131 2 0-21 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714) 895-5494 . FAX: (714)894-7501 Page 32 of 35 alscience nvironmental Quality Control - Laboratory Control Sample a' Aw aboratories, Inc. ed: N/A i Received:GeoSyntec Consultants Date 07-10-1317 10875 Rancho Bernardo Road, Suite 200 Work Order No: San Diego, CA 92127-2116 Project: Pacific Station Hwy 101/SC0456-01-01 Matrix: Solid Quality Control Date Date Conc Conc LCS %Rec Parameter Method Sample ID Analyzed Extracted Added Recovered %Rec CL Qualifiers Carbon,Total Organic EPA 9060 099-06-013-266 10/19/07 N/A 6000 6600 110 80-120 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 - Page 33 of 35 - _ alscience nvironmental Glossary of Terms and Qualifiers : Yi Aw aboratories, Inc. Work Order Number: 07-10-1317 Qualifier Definition See applicable analysis comment. 1 Surrogate compound recovery was out of control due to a required sample dilution, - therefore, the sample data was reported without further clarification. 2 Surrogate compound recovery was out of control due to matrix interference. The associated method blank surrogate spike compound was in control and, therefore, the - sample data was reported without further clarification. 3 Recovery of the Matrix Spike (MS)or Matrix Spike Duplicate (MSD) compound was out of control due to matrix interference. The associated LCS and/or LCSD was in control and, therefore, the sample data was reported without further clarification. 4 The MS/MSD RPD was out of control due to matrix interference. The LCS/LCSD RPD was in control and, therefore, the sample data was reported without further clarification. 5 The PDS/PDSD associated with this batch of samples was out of control due to a matrix interference effect. The associated batch LCS/LCSD was in control and, hence, the associated sample data was reported with no further corrective action required. A Result is the average of all dilutions, as defined by the method. B Analyte was present in the associated method blank. C Analyte presence was not confirmed on primary column. E Concentration exceeds the calibration range. H Sample received and/or analyzed past the recommended holding time. J Analyte was detected at a concentration below the reporting limit and above the laboratory method detection limit. Reported value is estimated. N Nontarget Analyte. ND Parameter not detected at the indicated reporting limit. Q Spike recovery and RPD control limits do not apply resulting from the parameter concentration in the sample exceeding the spike concentration by a factor of four or greater. U Undetected at the laboratory method detection limit. X % Recovery and/or RPD out-of-range. Z Analyte presence was not confirmed by second column or GC/MS analysis. 7440 Lincoln Way, Garden Grove, CA 92841-1427 - TEL:(714)895-5494 - FAX: (714)894-7501 Page 34 of 35 ZOL6-8.6"- L 514deiJ OTT Q W Soy 05 wom jg5Z WS X X /� E +[£-011(6)Hdl (5601)jO(dtil-01)s00n ~ Q N [9'862 JO 666E JOV966LNIn)JO CO r W. :,..�:. u w O M: . ... W.. '& O z �: N 0— o o':::u >• a slemi ZZ1 x CL LL O d o .: Q JOLZ9)jO(06£8)sdNd o o Z a o � Q (2808)s60d x �( 'X WPPOd U o a ° 0 q U W (OoLZS)sons �f O (9£05)dad 9JOOu3 m o (90928)sdx❑+s00n :3 T Z 3 (90928)soon W 2 w 9 z W (80928)391W t 318 m v r aj a -2 z o o y ( 3) Hdl X x 0 " ° W x (titiJ-L0)�O(9£0-LO)JO(P)Hdl m (6)Hdl m 8 is is o c c w` m N 0�1 9 c0i FL4 CL ii NV 0 t `n V U) W a e C O N LD Q Q c ; CO uj C36 _ d U _ °w sW N LL LO o. W 00 m�• CIA q W w O Cw CC 0 •� rn U co O N ❑ �- c c W p Q c _. 4) v3 �� s Z �'L N m(D o-- o ` IP- o. _ io J� m m T = Q O Y Y f', lL 3 7 Zia U° L 1n N to J OL Q 1 F N fA�� ccl F- W U' V 1 ❑ z P ` d' ^1, fn fA =),s — L � � to � � Q � � d � ac v' (�) cal d o o� ell oM to w U z N d- CL Q- o cr I� ^91JL��hyq� o } J fA z y w _' H d d 0. ca Page 35 of 35 - E F01- I-� ® M CA WORK ORDER #. 07 ❑ forhm Inc.. Cooler �_ of SAMPLE RECEIPT FORM CLIENT: 4 DATE: I i/-I TEMPERATURE— SAMPLES RECEIVED BY: CALSCIENCE COURIER: LABORATORY(Other than Catscience Courier): - Chilled,cooler with temperature blank provided. °C Temperature blank. Chilled,cooler without temperature blank. °C IR thermometer. !�" Chilled and placed in cooler with wet ice. Ambient temperature. Ambient and placed in cooler with wet ice. Ambient temperature. ✓ 0 C Temperature blank. Initial: CUSTODY SEAL INTACT: Sample(s): Cooler: No(Not Intact) : Not Present: Initial: SAMPLE CONDITION: Yes No N/A Chain-Of-Custody document(s)received with samples......................... .•• ••• Sampler's name indicated on COC............ •'• '••' Sample container label(s)consistent with custody papers..................... Sample container(s)intact and good condition................................... • • •• Correct containers and volume for analyses requested....:.................. ••• ••••-,L Proper preservation noted on sample label(s)..................................... ••• •••• VOA vial(s)free of headspace. ....................................................... ... ... . ... .... Tedlar bag(s)free of condensation.......................... ••• .'•• Initial: COMMENTS: Page 1 of 7 alscience miff n „W aboratories, Inc. Supplemental Report 1 - November 07, 2007 Alex Greene GeoSyntec Consultants 10875 Rancho Bernardo Road, Suite 200 San Diego, CA 92127-2116 Subject: Calscience Work Order No.: 07-10-1317 Client Reference: Pacific Station Hwy 101/SC0456-01-01 - Dear Client: Enclosed is an analytical report for the above-referenced project. The samples included in this report were received 10/17/2007 and analyzed in accordance with the attached chain-of-custody. Unless otherwise noted, all analytical testing was accomplished in accordance with the guidelines established in our Quality Systems Manual, applicable standard operating procedures, and other related documentation. The original report of subcontracted analysis, if any, is provided herein, and follows the standard Calscience data package. The results in this analytical report are limited to the samples tested and any reproduction thereof must be made in its entirety. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Sincerely, moou 4— Calscience Environmental Laboratories, Inc. Stephen Nowak Project Manager CA-ELAP ID: 1230 NELAP ID: 03220CA CSDLAC ID: 10109 SCAQMD ID: 93LA0830 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 2 of 7 alscience W=P vironmental Analytical Report Ar aboratories, Inc. GeoSyntec Consultants Date Received: 10/17/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: N/A Method: EPA 413.2M Project: Pacific Station Hwy 101/SC0456-01-01 Page 1 of 1 Lab Sample Date Date Date - Client Sample Number Number Collected Matrix Instrument Prepared Analyzed QC Batch ID P-1-1 07-10-1317-1 10/15/07 Solid IR#1 11/06/07 11/06/07 0711061-03 Results are reported on a dry weight basis. RL DF Qual Parameter Result Unit Oil and Grease 12 10 1 mg/kg P-2-1 07-10-13173 10/15107 Solid IR#1 11106/07 11106/07 0711061-03 -Results are reported on a dry weight basis. Parameter Result RL OF Qual Units Oil and Grease ND 11 1 mg/kg P-3-1 07-10-1317-5 10/16/07 Solid IR#1 11/06/07 11/06107 0711061-03 -Results are reported on a dry weight basis. Parameter Result RL DF ual Units Oil and Grease ND 10 1 mg/kg Method Blank 099-07-019-42 N/A Solid IR#1 11/06/07 11/06107 0711061-03 Parameter Result RL DF Qual Units Oil and Grease ND 10 1 mg/kg RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 3 of 7 _. A a/science Ow nvironmental Quality Control - Spike/Spike Duplicate -- rw aboratories, Inc. Date Received: 10/17/07 GeoSyntec Consultants 07-10-1317 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: N/A San Diego, CA 92127-2116 Method: EPA 413.2M Proiect Pacific Station Hwy 101/SC0456-01-01 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number P-1-1 Solid 11191 11106/07 11/06/07 071106S03 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers Oil and Grease 86 89 55-135 3 0-30 - RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 FAX: (714)894-7501 Page 4 of 7 0 alscience nvironmental Quality Control - LCS/LCS Duplicate - ■,,. aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-1317 San Diego, CA 92127-2116 Preparation: N/A Method: EPA 413.2M Project: Pacific Station Hwy 101/SC0456-01-01 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-07-019-42 Solid IR#1 11/06/07 11106107 0711061-03 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Oil and Grease 95 96 70-130 1 0-30 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 5 of 7 E alscience nvironmental Glossary of Terms and Qualifiers ■r aboratories, Inc. Work Order Number: 07-10-1317 Qualifier Definition * See applicable analysis comment. 1 Surrogate compound recovery was out of control due to a required sample dilution, _ therefore, the sample data was reported without further clarification. 2 Surrogate compound recovery was out of control due to matrix interference. The associated method blank surrogate spike compound was in control and, therefore, the sample data was reported without further clarification. 3 Recovery of the Matrix Spike (MS)or Matrix Spike Duplicate (MSD)compound was out of control due to matrix interference. The associated LCS and/or LCSD was in control and, therefore, the sample data was reported without further clarification. 4 The MS/MSD RPD was out of control due to matrix interference. The LCS/LCSD RPD was in control and, therefore, the sample data was reported without further clarification. 5 The PDS/PDSD associated with this batch of samples was out of control due to a matrix interference effect. The associated batch LCS/LCSD was in control and, hence, the associated sample data was reported with no further corrective action required. A Result is the average of all dilutions, as defined by the method. B Analyte was present in the associated method blank. C Analyte presence was not confirmed on primary column. E Concentration exceeds the calibration range. H Sample received and/or analyzed past the recommended holding time. ,1 Analyte was detected at a concentration below the reporting limit and above the laboratory method detection limit. Reported value is estimated. N Nontarget Analyte. ND Parameter not detected at the indicated reporting limit. Q Spike recovery and RPD control limits do not apply resulting from the parameter concentration in the sample exceeding the spike concentration by a factor of four or greater. U Undetected at the laboratory method detection limit. X % Recovery and/or RPD out-of-range. Z Analyte presence was not confirmed by second column or GC/MS analysis. 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 6 of 7 ZOL6-969-till 614dw9 OVO m W SO1w$ �Yao1 oj+SZ WS /t x /� hi� d VI ai o _ +IE-01J(6)Hdl ice \' ° :�a (9 L-Ol)JO(Vt VOD sOOA ~ ° '8Z JO 66L JOV96L o W L1GA)JO XLVL slelm ZZl j OOLZS)JO(0L£8)sdNd O O d , Z a $ Q (Z809)s8Od x X X d ` _ V o a ° W ��$ ('dtl;`l1 saplOgsad x X N (OOLZ9)sOOAS % X 0 o W �. (9E09)d8Jd aJOOU3 Ui co ° W (809Z8)sdxO+sOOA `vim w s u (809Z8)sOOA i q z W (809Z8)381W! 3l8 U -2 r ~ a X tip y ( 3 ) Hdl k X C `9 s ° CL v 0 x w -LO)JO(9EO-LO)JO(P)Hdi ~ LL W J y. - - N `� s ct a Q (6)Hdl d d m 8 is m is o _ v ZOO = x d N c CO .L O �U 1Q_ c i + U m LO .ten V1 4 M :7 OC 0 d E Q rn V a ~ L. .Q mV o� v } o c>v Cc OO CN Q , dL J zto ? uy 0 4' c v� _.._ W 7 . Q Iff .20 •-•T Z O }G � � O � U- � a � Zw �U f�}�1 0 0 'o L of U LL LLI S° N_ C V 'A § U - - C N W o 0 // a w D Q or o ° p- mmcc JJCi� = p O 0 m 5n o v ..T^^ Q T' CJ w Z m .L O q V' N F Z i/1 •► J C G O �o C 11� ► D w o o= in in m e 4,5 9 w a v U1 W N ``� CJ i y Z ¢ o p f 0 U Z tt' < �- iii .9 0 W - N 4 d O- 9 > > Y F to K 2 J O J Q Q Q II 0O WO r J� N W if W - O Page 7 of 7 WORK ORDER #: 07 Inc. Cooler _�. of SAMPLE RECEIPT FORM CLIENT: DATE: TEMPERATURE — SAAPLES RECEIVED BY: CALSCIENCE COURIER: LABORATORY (Other than Calscience Courier): Chilled,cooler with temperature blank provided. °C Temperature blank. Chilled, cooler without temperature blank. °C IR thermometer. y/Chilled and placed in cooler with wet ice. Ambient temperature. Ambient and placed in cooler with wet ice. Ambient temperature. L-1—LTemperature blank. Initial: CUSTODY SEAL INTACT: Sample(s): Cooler: No(Not Intact) : Not Present: Initial: SAMPLE CONDITION: T/// No N/A Chain-Of-Custody document(s)received with samples......................... Sampler's name indicated on COC................................................. ... . Sample container label(s)consistent with custody papers..................... .•• •. Sample container(s)intact and good condition................................... .•. Correct containers and volume for analyses requested. .................. ... .••• •. Proper preservation noted on sample label(s)..................................... ..• •. VOA vial(s)free of headspace. ....................................................... ... ..... Tedlar bag(s)free of condensation................................................... Initial: COMMENTS: APPENDIX F Environmental Certificates of Analyses (Groundwater) Page 1 of 69 G, alscience �„_nvironmental am aboratories, Inc. November 19, 2007 Alex Greene GeoSyntec Consultants 10875 Rancho Bernardo Road, Suite 200 San Diego, CA 92127-2116 Subject: Calscience Work Order No.: 07-10-2101 Client Reference: Pacific Station, Encinitas / SC0456 Dear Client: - Enclosed is an analytical report for the above-referenced project. The samples included in this report were received 10/30/2007 and analyzed in accordance with the attached chain-of-custody. Unless otherwise noted, all analytical testing was accomplished in accordance with the guidelines established in our Quality Systems Manual, applicable standard operating procedures, and other related documentation. The original report of subcontracted analysis, if any, is provided herein, and follows the standard Calscience data package. The results in this analytical report are limited to the samples tested - and any reproduction thereof must be made in its entirety. If you have any questions regarding this report, please do not hesitate to contact - the undersigned. Sincerely, Calscience Environmental Laboratories, Inc. Stephen Nowak Project Manager CA-ELAP ID: 1230 NELAP ID: 03220CA CSDLAC ID: 10109 SCAQMD ID:93LA0830 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 FAX: (714)894-7501 Page 2 of 69 iff alscience Aw.nvironmental Analytical Report Aw aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Prepa ation:No. EPA 3005A Filt. / EPA 7470A Filt. San Diego, CA 92127-2116 Method: EPA 6020 / EPA 7470A Units: mg/L Project: Pacific Station, Encinitas / SC0456 Page 1 of 2 Lab Sample Date Date Date QC Batch ID Client Sample Number Number Collected Matrix Instrument Prepared Analyzed P-1 07-10-2101-1 10/30/07 Aqueous ICP/MS A 10/30/07 11/05/07 07103OL01F Comment(s): -Mercury was analyzed on 10/31/2007 4:39:26 PM with batch 0710311-06 Result RL DF Qual Parameter Result RL DF Qual Parameter ND 0.00100 1 Mercury ND 0.000500 1 Antimony 0.00162 0.00100 1 Arsenic 0.00253 0.00100 1 Nickel 0.00285 0.00100 1 Beryllium ND 0.00100 1 Selenium ND 0.00100 1 ND 0.00100 1 Silver Cadmium Thallium ND 0.00100 1 Chromium 0.00276 0.00100 1 0.00777 0.00500 1 Copper ND 0.00100 1 Zinc Lead ND 0.00100 1 ous ICP/MS A 10/30/07 11/05/07 '071030L01F P-2 07-10-2101-2 10/30/07 Aque Comment(s): -Mercury was analyzed on 10/31/2007 4:45:58 PM with batch 071031 L06 Result RL DF Qual Parameter Result RL DF Qual Parameter ND 0.00100 1 Mercury ND 0.000500 1 Antimony 0.00153 0.00100 1 Arsenic 0.00215 0.00100 1 Nickel 0.00224 0.00100 1 - Beryllium ND 0.00100 1 Selenium ND 0.00100 1 ND 0.00100 1 Silver Cadmium ND 0.00100 1 Chromium 0.00223 0.00100 1 Thallium 0.00670 0.00500 1 Copper ND 0.00100 1 Zinc Lead ND 0.00100 1 P3 07-10-2101-3 10/30/07 Aqueous ICP/MS A 10/30/07 11/05/07 07103OL01F Comment(s): -Mercury was analyzed on 10/31/2007 4:48:09 PM with batch 071031 L06 DF Qual Result RL DF Qual Parameter Result RL Parameter ND 0.000500 1 0.00100 1 Antimony ND 0.00100 1 Mercury 0.00258 0.00100 1 Nickel 0.00164 Arsenic 0.00280 0.00100 1 Beryllium ND 0.00100 1 Selenium 0.00100 1 ND 0.00100 1 Silver ND Cadmium ND 0.00100 1 Chromium 0.00303 0.00100 1 Thallium 0.0204 0.00500 1 Copper 0.00107 0.00100 1 Zinc Lead ND 0.00100 1 Method Blank 096-06 003-1,421 N/A Aqueous ICP/MS A 10/30107 10/30/07 0710301L01 F Parameter Result RL DF Qual Parameter Result RL DF Qual ND 0.00100 1 Lead ND 0.00100 1 Antimony ND 0.00100 1 Arsenic ND 0.00100 1 Nickel ND 0.00100 1 Selenium ND 0.00100 1 Beryllium ND 0.00100 1 Cadmium ND 0.00100 1 Silver 0.00100 1 ND 0.00100 1 Thallium ND Chromium ND 0.00500 1 Copper ND 0.00100 1 Zinc RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 - TEL:(714)895-5494 - FAX: (714)894-7501 Page 3 of 69 a/science nvironmental Analytical Report S. aboratories, Inc. GeoSyntec Consultants Date Received: 10/30/07 --- 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Preparation: EPA EPA 3005A Filt. / EPA 7470A Filt. San Diego, CA 92127-2116 Method: EPA 6020 / EPA 7470A - Units: mg/L Project: Pacific Station, Encinitas / SC0456 Page 2 of 2 Lab Sample Date Date Date QC Batch ID Client Sample Number Number collected Matrix Instrument Prepared Analvzed Method Blank 099-04-008-3,210 N/A Aqueous Mercury 10/31/07 10/31/07 071031L06 Parameter Result RL DF Qual Mercury ND 0.000500 1 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 4 of 69 alscience =nvironmental Analytical Report 1. aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 35106 San Diego, CA 92127-2116 Preparation: Method: EPA 8270C Units: ug/L Project: Pacific Station, Encinitas/ SC0456 Page 1 of 4 - Lab Sample Date Date Date Matrix Instrument prepared Analyzed QC Batch ID Client Sample Number Number Collected F_1 07-10-2101-1 10/30/07 Aqueous GC/MS MM 10/31/07 11/01/07 071031LO3 Parameter Result RL DF Qual Parameter Result RL DF Qual N-Nitrosodimethylamine ND 10 1 4-Nitrophenol ND 10 1 Aniline ND 10 1 Dibenzoluran ND 10 1 1 Phenol ND 10 1 2,4-Dinitrotoluene ND 10 Bis(2-Chloroethyl)Ether ND 25 1 2,6-Dinitrotoluene ND 10 1 2-Chlorophenol ND 10 1 Diethyl Phthalate ND 10 1 1,3-Dichlorobenzene ND 10 1 4-Chlorophenyl-Phenyl Ether ND 10 1 1,4-Dichlorobenzene ND 10 1 Fluorene ND 10 1 Benzyl Alcohol ND 10 1 4-Nitroaniline ND 10 1 1,2-Dichlorobenzene ND 10 1 Azobenzene 2-Methylphenol ND 10 1 4,6-Dinitro-2-Methyl phenol ND 50 1 Bis(2-Chloroisopropyl)Ether ND 10 1 N-Nitrosodiphenylamine ND 10 1 3/4-Methylphenol ND 10 1 4-Bromophenyl-Phenyl Ether ND 10 1 1 N-Nitroso-di-n-propylamine ND 10 1 Hexachlorobenzene ND 10 ND 10 1 Hexachloroethane ND 10 1 Pentachlorophenol Nitrobenzene ND 25 1 Phenanthrene ND 10 1 - Isophorone ND 10 1 Anthracene ND 10 1 2-Nitrophenol ND 10 1 Di-n-Butyl Phthalate ND 10 1 2,4-Dimethylphenol ND 10 1 Fluoranthene ND 10 1 Benzoic Acid ND 50 1 Benzidine ND 50 1 Pyrene ND 10 1 Bis(2-Chloroethoxy)Methane ND 10 1 P y ND 10 1 2,4-Dichlorophenol ND 10 1 Pyridine Naphthalene ND 10 1 Butyl Benzyl Phthalate ND 10 1 4-Chloroaniline ND 10 1 3,3'-Dichlorobenzidine ND 25 1 Hexachloro-1,3-Butadiene ND 10 1 Benzo(a)Anthracene ND 10 1 Hexac ro-3-1,3-B tadien ND 10 1 Bis(2-Ethylhexyl)Phthalate ND 10 1 2-Methylnaphthalene ND 10 1 Chrysene ND 10 1 Hexachlorocyclopentadiene ND 25 1 Di-n-Octyl Phthalate ND 10 1 2,4,6-Trichlorophenol ND 10 1 Benzo(k)Fluoranthene ND 10 1 2,4,5-Trichlorophenol ND 10 1 Benzo(b)Fluoranthene ND 10 1 2-Chloronaphthalene ND 10 1 Benzo(a)Pyrene ND 10 1 2-Nitroaniline ND 10 1 Benzo(g,h,i)Perylene ND 10 1 Dimethyl Phthalate ND 10 1 Indeno(1,2,3-c,d)Pyrene ND 10 1 Acenaphthylene ND 10 1 Dibenz(a,h)Anthracene ND 10 1 3-Nitroaniline ND 10 1 1-Methylnaphthalene ND 10 1 Acenaphthene ND 10 1 1,2,4-Trichlorobenzene ND 10 1 2,4-Dinitrophenol ND 50 1 -- Surrogates: REC ° Control Qual Surrogates: REC % Control'—'� ual Limits imits 2-Fluorophenol 82 7-121 Phenol-d6 45 1-127 Nitrobenzene-d5 134 50-146 2-Fluorobiphenyl 108 42-138 2,4,6-Tdbromophenol 95 41-137 p-Terphenyl-d14 125 47-173 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 • FAX: (714)894-7501 Page 5 of 69 - r alscience =_nvironmental Analytical Report fm aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 3510B San Diego, CA 92127-2116 Preparation: Method: EPA 8270C Units: ug/L Project: Pacific Station, Encinitas / SC0456 Page 2 of 4 Lab Sample Date Date Date QC Batch ID Client Sample Number Number Collected matrix Instrument prepared Analyzed P-2 07-10-2101-2 10/30/07 Aqueous GC/MS MM 10131!07 11/01/07 071031L03 Result EL DF ual Parameter Result EL DF ual Parameter ND 10 1 N-Nitrosodimethylamine ND 10 1 4-Nitrophend ND 10 1 Dibenzol'uran ND 10 Aniline 1 1 Phenol ND 10 1 2,4-DiniVotoluene ND 10 Bis(2-Chloroethyl)Ether ND 25 1 2,6-Dinitrotoluene ND 10 1 2-Chlorophenol ND 10 1 Diethyl Phthalate ND 10 1 1,3-Dichlorobenzene ND 10 1 4-Chlorophenyl-Phenyl Ether ND 10 1 1,4-Dichlorobenzene ND 10 1 Fluorene ND 10 1 Benzyl Alcohol ND 10 1 4-Nitroaniline ND 10 1 1,2-Dichlorobenzene ND 10 1 Azobenzene 2-Methylphenol ND 10 1 4,6-Dinitro-2-Methylphenol ND 50 1 Bis(2-Chloroisopropyt)Ether ND 10 1 N-Nitrosodiphenylamine ND 10 1 3/4-Methylphenol ND 10 1 4-Bromophenyl-Phenyl Ether ND 10 1 Hexachtorobenzene ND 10 1 N-Nitroso-di-n-propylamine ND 10 1 Pentachloro henol ND 10 1 Hexachloroethane ND 10 1 p ND 10 1 Nitrobenzene ND 25 1 Phenanthrene -- Isophorone ND 10 1 Anthracene ND 10 1 2-Nitrophend ND 10 1 Di-n-Butyl Phthalate ND 10 1 2,4-Dimethylphenol ND 10 1 Fluoranthene ND 10 1 Benzoic Acid ND 50 1 Benzidine ND 50 1 Pyrene ND 10 1 Bis(2-Chloroethoxy)Methane ND 10 1 ND 10 1 2,4-Dichlorophenol ND 10 1 Pyridine Naphthalene ND 10 1 Butyl Benzyl Phthalate ND 10 1 ND 10 1 3,3'-Dichlorobenzidine ND 25 1 Hexac ro ro-1,e Benzo(a)Anthracene ND 10 1 _ Hexachloro-1,3-Butadiene ND 10 1 Bis(2-Eth he Phthalate ND 10 1 4-Chloro-3-Methylphenol ND 10 1 �) ND 10 1 2-Methylnaphthalene ND 10 1 Chrysene Di-n-Octyl Phthalate ND 10 1 Hexachlorocyclopentadiene ND 25 1 Benzo(k)Fluoranthene ND 10 1 2,4,6-Tdchtorophenol ND 10 1 ND 10 1 2,4,5-Tdchlorophenol ND 10 1 Benzo(b)Fluoranthene Benzo(a)Pyrene ND 10 1 2-Chloronaphthalene ND 10 1 Benzo(g,h,i)Perylene ND 10 1 2-Nitroaniline ND 10 1 Dimethyl Phthalate ND 10 1 Indeno(1,2,3-c,d)Pyrene ND 10 1 Acenaphthylene ND 10 1 Dibenz(a,h)Anthracene ND 10 1 3-Nitroaniline ND 10 1 1-Methylnaphthalene ND 10 1 1 Acenaphthene ND 10 1 1,24-Trichlorobenzene ND 10 2,4-Dinitrophend ND 50 1 REC % Control uai Surrogates: REC % Control Qua] Surrogates: —�� Limits Limits 2-Fluorophenol 74 7-121 Phenol-d6 39 1-127 Nitrobenzene-d5 115 50-146 2-Fluorobiphenyl 93 42-138 2,4,6-Tribromophenol 74 41-137 p-Terphenyl-d14 99 47-173 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 • FAX: (714)894-7501 Page 6 of 69 alscience Aw_nvironmental Analytical Report Ar aboratories, Inc. Date Received: 10/30/07 -- GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 3510B San Diego, CA 92127-2116 Preparation: 270C EPA 8 Method: Units: ug/L Project: Pacific Station, Encinitas/ SC0456 Page 3 of 4 Lab Sample Date Date Date QC Batch ID Client Sample Number Number Collected Matrix Instrument prepared Analyzed P-3 07-10-2101-3 10/30/07 Aqueous GC/MS MM 10/31/07 11!01107 071031L03 Result RL DF ual Parameter Result RL DF ual Parameter ND 10 1 N-Nitrosodimethylamine ND 10 1 4-Nitrophend ND 10 1 Dibenzofuran ND 10 1 Aniline 2,4 Dinitrotoluene ND 10 1 Phenol ND 10 1 ND 10 1 Bis(2-Chloroethyl)Ether ND 25 1 2,6-Dinitrotoluene ND 10 1 Diethyl Phthalate ND 10 1 2-Chlo d ND 10 1 4-Chlorophenyl-Phenyl Ether ND 10 1 1,3-Dichloroblorobenzene Fluorene ND 10 1 1,4-Dichlorobenzene ND 10 1 ND 10 1 Benzyl Alcohol ND 10 1 4-Nitroaniline ND 10 1 Azobenzene ND 10 1 1,2-Dichlorobenzene 4,6-Dinitro-2-Methylphenol ND 50 1 2-Methylphenol ND 10 1 Bis(2-Chloroisopropyl)Ether ND 10 1 N-Nitrosodiphenylamine ND 10 1 3/4-Methylphenol ND 10 1 4-Bromophenyl-Phenyl Ether ND 10 1 Hexachlorobenzene ND 10 1 N-Nitroso-di-n-propylamine ND 10 1 Pentachlorophenol ND 10 1 Hexachloroethane ND 10 1 ND 10 1 Nitrobenzene ND 25 1 Phenanthrene ND 10 1 Anthracene ND 10 1 Isophorone ND 10 1 2-Nitrophenol ND 10 1 Di-n-Butyl Phthalate ND 10 1 Fluoranthene ND 10 1 2,4-Dimethylphenol Benzidine ND 50 1 Benzoic Acid ND 50 1 ND 10 1 Bis(2-Chloroethoxy)Methane ND 10 1 Pyrene ND 10 1 Pyridine ND 10 1 2,4-Dichlorophenol ND 10 1 Naphthalene ND 10 1 Butyl Benzyl Phthalate ND 10 1 3,3'-Dichlorobenzidine ND 25 1 Hexac ro ro-1,e Benzo(a)Anthracene ND 10 1 Hexachloro-1,3 Butadiene ND 10 1 Bis(2-Ethylhexyl)Phthalate ND 10 1 4-Chloro-3-Methylphenol ND 10 1 Ch sene ND 10 1 2-Methylnaphthalene ND 10 1 ry ND 10 1 Hexachlorocyclopentadiene ND 25 1 Di-n-Octyl Phthalate 2,4,6-Tdchlorophenol ND 10 1 Benzo(k)Fluoranthene ND 10 1 Benzo(b)Fluoranthene ND 10 1 2,4,5-Tdchlorophenol ND 10 1 Benzo(a)Pyrene ND 10 1 2-Chloronaphthalene ND 10 1 2-Nitroaniline ND 10 1 Benzo(g,h,i)Perylene ND 10 1 Dimethyl Phthalate ND 10 1 Indeno(1,2,3-c,d)Pyrene ND 10 1 Acenaphthylene ND 10 1 Dibenz(a,h)Anthracene ND 10 1 ND 10 1 1-Methylnaphthalene ND 10 1 Acenphthne 1,2,4-Tdchlorobenzene ND 10 1 Acenaphthene ND 10 1 2,4-Dinitrophenol ND 50 1 REC % Control Qua] Surrogates: REC % Control ual Surrogates: 1 Limits Limits 42 1-127 2-Fluorophenol 78 7-121 Phenol d6 Nitrobenzene d5 128 50-146 2-Fluorobiphenyl 107 42-138 Te 2,4,6-Tribromophenol 82 41-137 P- rP hen d14 115 47-173 YI- RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 7 of 69 alscience Big Analytical Report A aboratories, Inc. Date Received: 10/30/07 -- GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 35106 San Diego, CA 92127-2116 Preparation: Method: EPA 8270C Units: ug/L Project: Pacific Station, Encinitas / SC0456 Page 4 of 4 Lab Sample Date Date Date p Matrix Instrument Prepared Analyzed QC Batch ID Client Sample Number Number Collected Method Blank 095-01-003-2,274 N/A Aqueous GC/MS MM 10131/07 11/01/07 071031703 y Result RL DF Qual Parameter Result RL DF Qua[ Parameter NO 10 1 N-Nitrosodimethylamine NO 10 1 4-Nitrophend Aniline NO 10 1 Dibenzofuran NO 10 1 r Phenol ND 10 1 2,4-Dinitrotoluene NO 10 1 2,6-Dinitrotoluene ND 10 1 Bis(2-Chloroethyl)Ether NO 25 1 Diethyl Phthalate NO 10 1 2-Chlorophenol ND 10 1 1,3-Dichlorobenzene NO 10 1 4-Chlorophenyl-Phenyl Ether NO 10 1 ND 10 1 Fluorene NO 10 1 Benz i Alcohol obenzene 4-Nitroaniline NO 10 1 Benzyl Alcohol ND 10 1 NO 10 1 1,2-Dichlorobenzene ND 10 1 Azobenzene 2-Methylphenol NO 10 1 4,6-Dinitro-2-Methylphenol NO 50 1 Bis(2-Chloroisopropyi)Ether ND 10 1 N-Nitrosodiphenylamine NO 10 1 314-Methylphenol ND 10 1 4-Bromophenyl-Phenyl Ether NO 10 1 Hexachlorobenzene NO 10 1 N-Nitroso-di-n-propylamine ND 10 1 Pentachlorophenol NO 10 1 Hexachloroethane ND 10 1 NO 10 1 Nitrobenzene ND 25 1 Phenanthrene NO 10 1 Anthracene NO 10 1 Isophorone Di-n-Butyl Phthalate NO 10 1 2-Nitrophenol ND 10 1 NO 10 1 2,4-Dimethylphenol NO 10 1 Fluoranthene Benzidine NO 50 NO 50 1 1 Benzoic Acid NO 10 1 Bis(2-Chloroethoxy)Methane ND 10 1 Pyrene ND 10 1 Pyridine NO 10 1 2,4-Dichlorophend Butyl Benzyl Phthalate ND 10 1 Naphthalene ND 10 1 ND 25 1 4-Chloroaniline ND 10 1 3,3'-Dichlorobenzidine Hexachloro-1,3-Butadiene ND 10 1 Benzo(a)Anthracene NO 10 1 4-Chloro-3-Methylphenol ND 10 1 Bis(2-Ethylhexyl)Phthalate NO 10 1 Chrysene NO 10 ND 10 1 1 2-Methylnaphthalene Di-n-Octyl Phthalate ND 10 1 Hexachlorocyclopentadiene ND 25 1 ( 2,4,6-Tdchlorophenol ND 10 k Fluoranthene NO 10 1 1 Benzo ) 2,4,5-Tdchlorophenol ND 10 1 Benzo(b)Fluoranthene NO 10 1 Benzo(a)Pyrene NO 10 ND 10 1 1 2 Chloronaphthalene Benzo(g,h,i)Perylene NO 10 1 2-Nitroaniline ND 10 1 Dimethyl Phthalate ND 10 1 Indeno(1,2,3-c,d)Pyrene NO 10 1 Acenaphthylene ND 10 1 Dibenz(a,h)Anthracene NO 10 1 ND 10 1 1-Methylnaphthalene ND 10 1 3-Nitroaniline 1 Acenaphthene ND 10 1 1,2,4-Thchlorobenzene ND 10 2,4-Dinitrophenol ND 50 1 REC °/ Control Qual Surrogates: REC °° Control Qual Surrogates: —� Limits Limits 73 7-121 Phenol-d6 42 1-127 2-Fluorophenol 2-Fluorobiphenyl 74 42-138 Nitrobenzene-d5 109 50-146 109 47-173 2,4,6-Tribromophenol 81 41-137 p-Terphenyl-d14 RL-Reporting Limit OF-Dilution Factor Qua[-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 • FAX: (714)894-7501 Page 8 of 69 `r alscience F„_nvironmental Analytical Report r■I. aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 35106 San Diego, CA 92127-2116 Preparation: Method: Organotins by Krone et al. Units: ng/L Project: Pacific Station, Encinitas / SC0456 Page 1 of 1 Lab Sample Date Date Date QC Batch ID Client Sample Number Number Collected Matrix Instrument Prepared Analyzed P-1 07-10-2101-1 10/30/07 Aqueous GC/MS Y 11/02/07 11/06/07 071102L04 Parameter Result RL DF Qual Parameter Result RL DF Quai Dibutyltin ND 3.0 1 Tetrabutyltin ND 3.0 1 1 Monobutyltin ND 3.0 1 Tributyltin ND 3.0 Surrogates: REC % Control Qual ` Limits Tripentyltin 109 50-130 P 2 07-10-2101-2 10/30/07 Aqueous GUMS Y 11/02/07 11106/07 071102L04 Parameter Result RL DF Qual Parameter Result RL DF Qua] Dibutyltin ND 3.0 1 Tetrabutyltin ND 3.0 1 Monobutyltin ND 3.0 1 Tributyltin °/ Control Qual -- Surrogates: REC Ls--- .2 Limits Tripentyltin 125 50-130 I P3 07-10-21013 10/30/07 Aqueous GC/M'S Y 11/02107 11/06/07 071102L04 Parameter Result RL DF Qual Parameter Result RL DF Qual Dibutyltin ND 3.0 1 Tetrabutyltin ND 3.0 1 Monobutyltin ND 3.0 1 Tributyltin ND 3.0 1 REC % " Surrogates: ) Control Qual Limits Tripentyltin 113 50-130 Method Blank 099-07-035-61 N/A Aqueous GC/MS Y 11/02107 11/06/07 0711021-04 Parameter Result RL DF Qual Parameter Result RL DF Qual Dibutyltin ND 3.0 1 Tetrabutyltin ND 3.0 1 Monobutyltin ND 3.0 1 Tributyltin ND 3.0 1 Surrogates: REC ° Control Qual Limits Tripentyltin 117 50-130 RL-Reporting Limit DF-Dilution Factor Qua[-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 9 of 69 a/science M,_nvironmental Analytical Report Aw aboratories, Inc. GeoSyntec Consultants Date Received: 10/30/07 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 3510B San Diego, CA 92127-2116 EPA 8081A Method: Units: ug/L Project: Pacific Station, Encinitas / SC0456 Page 1 of 2 Lab Sample Date Date Date QC Batch ID Client Sample Number Number Collected Matrix Instrument Prepared Analyzed P-1 07-10-2101-1 10/30/07 Aqueous GC 37 10/31/07 11/01/07 071031L06 Result RL DF Qua] Parameter Result RL DF Qual Parameter ND 0.10 1 Alpha-BHC ND 0.10 1 Endrin ND 0.10 1 Endrin Aldehyde ND 0.10 1 Gamma-BHC 4,4'-DDD ND 0.10 1 Beta-BHC ND 0.10 1 ND 0.10 1 Heptachlor ND 0.10 1 Endosulfan II ND 0.10 1 4,4'-DDT ND 0.10 1 Delta-BHC Endosulfan Sulfate ND 0.10 1 Aldrin ND 0.10 1 Methoxychlor ND 0.10 1 _. Heptachlor Epoxide ND 0.10 1 Chlordane ND 0.10 1 Chlordane ND 1.0 1 Endosulfan I Toxa hene ND 2.0 1 Dieldrin ND 0.10 1 p ND 0.10 1 4,4'-DDE ND 0.10 1 Endrin Ketone REC % Control Qual Surrogates: REC % Control Qual Surrogates: Limits Limits Decachlorobiphenyl 110 50-135 2,4,5,6-Tetrachloro-m-Xylene 78 50-135 P-2 07-10-2101-2 10130/07 Aqueous GC 37 10/31/07 11/01/07 071031L06 -- Result RL DF ual Parameter Result RL DF Qual Parameter ND 0.10 1 Endrin ND 0.10 1 Alpha BHC Endrin Aldehyde ND 0.10 1 Gamma BHC ND 0.10 1 ND 0.10 1 Beta-BHC ND 0.10 1 End DDD ND 0.10 1 Endosulfan II ND 0.10 1 Heptachlor 4,4'-DDT ND 0.10 1 Delta-BHC ND 0.10 1 ND 0.10 1 Aldrin ND 0.10 1 Endosulfan Sulfate ND 0.10 1 Methoxychlor ND 0. 1 Heptachlor Epoxide Chlordane ND 1.0 0 1 Endosulfan I ND 0.10 1 ND 2.0 1 Dieldrin ND 0.10 1 Toxaphene ND 0.10 1 Endrin Ketone ND 0.10 1 Surrogates: REC °o Control Qual Surrogates: REC ° Control Qual Surro ates: �'� Li Limits mits Decachlorobiphenyl 113 50-135 2,4,5,6-Tetrachloro-m-Xylene 79 50-135 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 FAX: (714)894-7501 Page 10 of 69 alscience A,_nvironmental Analytical Report =r aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 35106 San Diego, CA 92127-2116 EPA 8081A Method: ug/L Units: Project: Pacific Station, Encinitas / SC0456 Page 2 of 2 - Lab Sample Date Date Date matrix Instrument prepared Analyzed QC Batch ID Client Sample Number Number Collected P 3 07-10-2101-3 10/30107 Aqueous GC 37 10131/07 11/01107 071031L06 Result RL DF Qua[ Parameter Result RL DF Qual Parameter ND 0.10 1 Alpha-BHC ND 0.10 1 Endrin Endrin Aldehyde ND 0.10 1 Gamma-BHC ND 0.10 1 ND 0.10 1 Beta-BHC ND 0.10 1 4,4'-DDD ND 0.10 1 Endosulfan II ND 0.10 1 Heptachlor 4,4'-DDT ND 0.10 1 Delta-BHC ND 0.10 1 ND 0.10 1 Aldrin ND 0.10 1 Endosulfan Sulfate ND 0.10 1 Methoxychlor ND 0. 1 Heptachlor Epoxide Chlordane ND 1.0 0 1 Endosulfan I ND 0.10 1 ND 2.0 1 Dieldrin ND 0.10 1 Toxaphene ND 0.10 1 Endrin Ketone ND 0.10 1 4,4'-DDE REC °° Control Qual Surrogates: REC % Control Qua] Surrogates: � Limits Limits Decachlorobiphenyl 113 50-135 2,4,5,6-Tetrachloro-m-Xylene 79 50-135 Method Blank 099-12-529-68 N/A Aqueous GC 37 10/31/07 11/01/07 071031L06 Result RL DF Qual Parameter Result RL DF Qual Parameter ND 0.10 1 Alpha-BHC ND 0.10 1 Endrin ND 0.10 1 Endrin Aldehyde ND 0.10 1 Gamma BHC 4,4'-DDD ND 0.10 1 Beta-BHC ND 0.10 1 ND 0.10 Heptachlor 1 Endosulfan II p ND 0.10 1 4,4'-DDT ND 0.10 1 Delta-BHC Endosulfan Sulfate ND 0.10 1 Aldrin ND 0.10 1 ND 0.10 1 Heptachlor Epoxide ND 0.10 1 Methoxychlor ND 0.10 1 Chlordane ND 1.0 1 Endosulfan I T ND 2.0 oxa hene 1 Dieldrin ND 0.10 1 p ND 0.10 1 4,4'-DDE ND 0.10 1 Endrin Ketone REC % Control Qual Surrogates: REC °/ Control Qual Surrogates: � Limits Limits 2,4,5,6-Tetrachloro-m Xylene 81 50-135 Decachlorobiphenyl 111 50-135 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 FAX: (714)894-7501 Page 11 of 69 alscience �.nvironmental Analytical Report A aboratories, Inc. Date Received: 10/30/07 - GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 3510B San Diego, CA 92127-2116 Preparation: 8082 EPA Method: Units: ug/L Project: Pacific Station, Encinitas / SC0456 Page 1 of 1 - Lab Sample Date Date Date matrix Instrument prepared Analyzed QC Batch ID Client Sample Number Number Collected P-1 07.10-2101-1 10/30/07 Aqueous GC 16 10/31/07 11/01/07 071031L07 Result RL DF Qual Parameter Result RL DF Qual Parameter ND 1.0 1 Aroclor-1016 ND 1.0 1 Aroclor-1248 ND 1.0 1 Aroclor-1254 ND 1.0 1 Aroclor-1221 0 ND 1.0 1 Aroclor-1232 ND 1.0 1 Aroclor-126 ND 1.0 1 Aroclor-1242 ND 1.0 1 Aroclor-1262 REC % Control Qual Surrogates: REC % Control Qua[ Surrogates: R1 Limits Limits Decachlorobiphenyl 101 50-135 2,4,5,6-Tetrachloro-m-Xylene 95 50-135 07-10-2101-2 10/30/07 Aqueous GC 16 10/31/07 11/01/07 071031L07 Result RL DF Qual Parameter Result RL DF Qual Parameter Aroclor-1248 ND 1.0 1 Aroclor-1016 ND 1.0 1 ND 1.0 1 Aroclor-1221 ND 1.0 1 Aroclor-1254 clor-1260 ND 1.0 1 Aroclor-1232 ND 1.0 1 Aro ND 1.0 1 Aroclor-1242 ND 1.0 1 Aroclor-1262 REC % Control Qual Surrogates: REC % Control Qual Surrogates: � Limits Limits Decachlorobiphenyl 102 50-135 2,4,5,6-Tetrachloro-m-Xylene 89 50-135 ?-3 07-10-2101-3 10/30/07 Aqueous GC 16 10/31/07 11/01/07 071031+L07 Result RL DF Qual Parameter Result RL DF Qual Parameter lor-1248 ND 1.0 1 Aroclor-1016 ND 1.0 1 Aroc lor-1254 ND 1.0 1 Aroclor 1221 ND 1.0 1 Aroc ND 1.0 1 Aroclor-1260 -- Aroclor-1232 ND 1.0 1 1 Aroclor-1262 ND 1.0 1 Aroclor-1242 ND 1.0 R % Control Qua[ Surrogates: REC % Control Qual EC Surrogates: -� Limits Limits Decachlorobiphenyl 102 50-135 2,4,5,6-Tetrachloro-m-Xylene 96 50-135 Method Blank 099-12-533-92 N/A Aqueous GC 16 10/31/07 11/01107 071031L07 Result RL DF Qual Parameter Result RL DF Qual Parameter Aroclor-1248 ND 1.0 1 Aroclor-1016 ND 1.0 1 ND 1.0 1 -1254 Aroclor-1221 ND 1.0 1 Aroc ND 1.0 1 Aroclor-1232 ND 1.0 1 Aroclor-1260 ND 1.0 1 Aroclor-1262 ND 1.0 1 Aroclor-1242 REC ° Control Qual Surrogates: RE ° Control Qual Surrogates: Limits Limits Decachlorobiphenyl 104 50-135 2,4,5,6-Tetrachloro-m-Xylene 99 50-135 RL-Reporting Limit DF-Dilution Factor Qua]-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 - TEL:(714)895-5494 - FAX: (714)894-7501 Page 12 of 69 alscience �_nvironmental Analytical Report I. aboratories, Inc. Date Received: 10/30/07 - GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 5030B San Diego, CA 92127-2116 EPA 8260B Method: Units: ug/L Page 1 of 4 Project: Pacific Station, Encinitas / SC0456 Lab Sample Date Date Date QC Batch ID Client Sample Number Number Collected Matrix Instrument prepared Analyzed P-1 07-10-2101-1 10/30/07 Aqueous GC/MS CC 10131/07 11/01/07 071031L02 Result RL DF Qual Parameter Result RL DF Qual Parameter ND 1.0 1 Benzene ND 0.50 1 1,2 Dichloropropane ND 1.0 1 Acrolein ND 20 1 Bromodichloromethane ND 1.0 1 Acrylonitrile ND 20 1 Bromoform ND 0.50 1 Bromomethane ND 10 1 c-1,3-Dichloropropene ND 0.50 1 t-1,3-Dichloropropene ND 0.50 1 Carbon Tetrachloride ND 1.0 1 Ethylbenzene ND 1.0 1 Chlorobenzene ND 1.0 1 Methylene Chloride ND 10 1 Chloroethane , , , ND 1.0 1122-Tetrachlorcethane 1 2-Chloroethyl Vinyl Ether ND 10 1 1,1,2,hloroethene ND 1.0 1 Chloroform ND 1.0 1 ND 1.0 1 Chloromethane ND 10 1 Toluene ND 1.0 1 1,1,1-Tdchloroethane ND 1.0 1 Dibromochloromethane 1,1,2-Trichlorcethane ND 1.0 1 1,1-Dichloroethane ND 1.0 1 ND 1.0 1 ND 0.50 1 Trichloroethene 1,2-Dichlorcethane ND 1.0 1 Vinyl Chloride ND 0.50 1 1,1-Dichloroethene t-1,2-Dichloroethene ND 1.0 1 �REC % Control Qual Surrogates: REC % Control Qual Surrogates: Limits Limits 131 74-146 122 74-140 1,2-Dichlorcethane d4 DibromoFluoromethane 90 74-110 Toluene-d8 99 88-112 1,4-Bromofluorobenzene P_2 07-10-2101-2 10130107 Aqueous GC/MS CC 10/31/07 11/01/07 071031102 Result RL DF al Parameter Result RL DF Qual Parameter ND 1.0 1 Benzene 1.1 0.50 1 1,2-Dichloropropane ND 1.0 1 Acrolein ND 20 1 Bromodichloromethane ND 1.0 1 Acrylonitrile ND 20 1 Bromoform c-1,3-Ditrile propene ND 0.50 1 Bromomethane ND 10 1 ND 0.50 1 Carbon Tetrachloride ND 0.50 1 t-1,3-Dichloropropene ND 1.0 1 Ethylbenzene ND 1.0 1 Chlorobenzene ND 1.0 1 Methylene Chloride ND 10 1 Chloroethane 1,1,2,2-Tetrachlorcethane ND 1.0 1 2-Chloroethyl Vinyl Ether ND 10 1 ND 1.0 1 Chloroform ND 1.0 1 Tetrachlorothene ND 10 1 Toluene ND 1.0 1 Chloromethane 1,1,1-Trichlorcethane ND 1.0 1 Dibromochloromethane ND 1.0 1 ND 1.0 1 1,1-Dichloroethane ND 1.0 1 1,1,2-Tdchloroethane ND 0.50 1 Trichlorcethene ND 1.0 1 1,2-Dichlorcethane ND 1.0 1 Vinyl Chloride ND 0.50 1 1,1-Dichlorcethene t-1,2-Dichloroethene ND 1.0 1 REC % Control Qual L 1 REC % Control Qual Surrogates: --�-1 Surrogates: ---- Limits Limits 130 74-146 123 74-140 1,2 Dichlorcethane d4 Dibromofluoromethane 1,4-Bromofluorobenzene 89 74-110 Toluene-d8 101 88-112 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 13 of 69 a/science „_nvironmental Analytical Report s aboratories, Inc. Date Received: 10/30/07 - GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 5030B San Diego, CA 92127-2116 Pre p Method: EPA 82608 Units: ug/L Project: Pacific Station, Encinitas/ SC0456 Page 2 of 4 Lab Sample Date Date Date Matrix Instrument prepared Analyzed QC Batch ID Client Sample Number Number Collected P-3 07-10-2101-3 10/30107 Aqueous GC/MSCC 10/31/07 11101107 071031L02 Parameter Result RL DF Qual Parameter Result RL DF Qua[ ND 0.50 1 1,2-Dichloropropane ND 1.0 1 Benzene ND 20 1 Bromodichloromethane ND 1.0 1 Acrolein Bromoform ND 1.0 1 Acrylonitrile ND 20 1 Bromomethane ND 10 1 c-1,3-Dichloropropene ND 0.50 1 Carbon Tetrachloride ND 0.50 1 t-1,3-Dichloropropene ND 0.50 1 Chlorobenzene ND 1.0 1 Ethylbenzene ND 1.0 1 Chloroethane ND 1.0 1 Methylene Chloride ND 10 1 2-Chloroethyl Vinyl Ether ND 10 1 1,1,2,2-Tetrachloroethane ND 1.0 1 Chloroform ND 1.0 1 Tetrachloroethene 3.5 1.0 1 Chloromethane ND 10 1 Toluene ND 1.0 1 Dibromochloromethane ND 1.0 1 1,1,1-Tdchloroethane ND 1.0 1 1,1-Dichloroethane ND 1.0 1 1,1,2-Tdchloroethane ND 1.0 1 1,2-Dichloroethane ND 0.50 1 Trichloroethene ND 1.0 1 1,1-Dichloroethene ND 1.0 1 Vinyl Chloride ND 0.50 1 t-1,2-Dichloroethene ND 1.0 1 % Control Qual Surrogates: REC % Control Qual REC -- Surrogates: --1� Limits Limits Dibromofluoromethane 120 74-140 1,2-Dichloroethane-d4 129 74146 Toluene-d8 101 88-112 1,4-Bromofluorobenzene 90 74-110 QCEB 07-10-2101-4 10130/07 Aqueous GC/MS CC 11/01/07 11/01!07 071101L01 Parameter Result RL DF Qua[ Parameter Result RL DF Qual Benzene ND 0.50 1 1,2-Dichloropropane ND 1.0 1 Bromodichloromethane ND 1.0 1 Acrolein ND 20 1 Bromoform ND 1.0 1 Acrylonitrile ND 20 1 Bromomethane ND 10 1 c-1,3-Dichloropropene ND 0.50 1 Carbon Tetrachloride ND 0.50 1 t-1,3-Dichloropropene ND 0.50 1 Chlorobenzene ND 1.0 1 Ethylbenzene ND 1.0 1 Chloroethane ND 1.0 1 Methylene Chloride ND 10 1 2-Chloroethyl Vinyl Ether ND 10 1 1,1,2,2-Tetrachloroethane ND 1.0 1 Chloroform ND 1.0 1 Tetrachloroethene ND 1.0 1 Chloromethane ND 10 1 Toluene ND 1.0 1 Dibromochloromethane ND 1.0 1 1,1,1-Tdchloroethane ND 1.0 1 1,1-Dichloroethane ND 1.0 1 1,1,2-Tdchloroethane ND 1.0 1 1,2-Dichloroethane ND 0.50 1 Trichloroethene ND 1.0 1 1,1-Dichloroethene ND 1.0 1 Vinyl Chloride ND 0.50 1 t-1,2-Dichloroethene ND 1.0 1 REC °o Control Qual Surrogates: REC % Control Qual Surrogates: �� Limits Limits Dibromofluoromethane 118 74-140 1,2-Dichlorcethane d4 123 74-1 Toluene-d8 98 88-112 1,4-Bromofluorobenzene 90 74-110 10 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 - TEL:(714)895-5494 - FAX: (714)894-7501 Page 14 of 69 0 alscience _nvironmental Analytical Report r. aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 5030B San Diego, CA 92127-2116 Pre P Method: EPA 8260B Units: ug/L Project: Pacific Station, Encinitas / SC0456 Page 3 of 4 Lab Sample Date Date Date QC Batch ID Client Sample Number Number Collected MaVix Instrument prepared Analyzed QCTB 07-10-2101-5 10130/07 Aqueous GC/MS CC 11101/07 11101/07 071101L01 Result RL DF Qual Parameter Result RL OF Qual Parameter ND 1.0 1 Benzene ND 0.50 1 1,2-Dichloropropane Bromodichloromethane ND 1.0 1 Acrolein ND 20 1 Bromoform ND 1.0 1 Acrylonitrile ND 20 1 _ 1 Bromomethane ND 10 1 c-1,3-Dichloropropene ND 0.50 Carbon Tetrachloride ND 0.50 1 t-1,3-Dichloropropene ND 0.50 1 Chlorobenzene ND 1.0 1 Ethylbenzene ND 1.0 1 1 Chloroethane ND 1.0 1 Methylene Chloride ND 10 2-Chloroethyl Vinyl Ether ND 10 1 1,1,2,2-Tetrachloroethane ND 1.0 1 ND 1.0 1 Tetrachloroethene ND 1.0 1 Chloroform Toluene ND 1.0 1 Chloromethane ND 10 1 ND 1.0 1 Dibromochloromethane ND 1.0 1 1,1,1-Tdchloroethane ND 1.0 1 1,1,2-Tdchloroethane ND 1.0 1 1,1-Dichloroethane Trichloroethene ND 1.0 1 1,2-Dichloroethane ND 0.50 1 ND 0.50 1 1,1-Dichloroethene ND 1.0 1 Vinyl Chloride t-1,2-Dichloroethene ND 1.0 1 REC % Control Qual - Surrogates: REC % Control Qual Surrogates: �1 Limits Limits DibromoFluoromethane 121 74-140 1,2-Dichlorcethane-d4 127 74-146 Toluene-d8 98 88-112 1,4-Bromofluorobenzene 90 74-110 Method'Blank 099-10-006-23,301 N/A Aqueous GC/MS CC 10/31/07 11/01107 071031L02 Result RL DF Qual Parameter Result RL DF Qual Parameter 1 Benzene ND 0.50 1 1,2-Dichloropropane ND 1.0 Acrolein ND 20 Bromodichloromethane ND 1.0 1 1 Bromo ND 1.0 1 Acrylonitrile ND 20 1 et 1 Bromomethane ND 10 1 c-1,3-Dichloropropene ND 0.50 Carbon Tetrachloride ND 0.50 1 t-1,3-Dichloropropene ND 0.50 1 Chlorobenzene ND 1.0 1 Ethylbenzene ND 0 1 Chloroethane ND 1.0 1 Methylene Chloride ND 10 1 2-Chloroethyl Vinyl Ether ND 10 1 1,1,2,2-Tetrachlorcethane ND 1.0 1 Chloroform ND 1.0 1 Tetrachloroethene ND 1.0 1 Chloromethane ND 10 1 Toluene ND 1.0 1 1,1,1-Trichloroethane ND 1.0 1 D1-Dichloroetmethane ND 1.0 1 1,1,2-Tdchloroethane ND 1.0 1 1,1-Dichlorcethane ND 1.0 1 ND 1.0 1 1,2-Dichlorcethane ND 0.50 1 Trichloroethene 1,1-Dichlorcethene ND 1.0 1 Vinyl Chloride ND 0.50 1 t-1,2-Dichloroethene ND 1.0 1 REC °° Control Qual Surrogates: REC % Control Qual Surrogates: -� Limits Limits Dibromofuoromethane 121 74-140 1,2-Dichlorcethane d4 91 74-146 1,4-Bromofluorobenzene 91 74110 Toluene-d8 100 88-112 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 Page 15 of 69 r alscience =_nvironmental Analytical Report Aw aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 5030B San Diego, CA 92127-2116 Pre p Method: EPA 8260B Units: ug/L Project: Pacific Station, Encinitas / SC0456 Page 4 of 4 Lab Sample Date Date Date p MaVix Instrument prepared Analyzed QC Batch ID Client Sample Number Number Collected Method Blank 099-10-006-23,303 NIA Aqueous GC/MS CC 11!01107 11/01/07 071101L01 Parameter Result RL DF Qual Parameter Result RL DF Qual Benzene ND 0.50 1 1,2-Dichloropropane ND 1.0 1 ND 20 1 Bromodichloromethane ND 1.0 1 Acrolein ND 1.0 1 Acrylonitrile ND 20 1 Bromoform ND 0.50 1 Bromomethane ND 10 1 c-1,3-Dichloropropene Carbon Tetrachloride ND 0.50 1 t-1,3-Dichloropropene ND 0.50 1 Chlorobenzene ND 1.0 1 Ethylbenzene ND 1.0 1 Chloroethane ND 1.0 1 Methylene Chloride ND 10 1 2-Chlorcethyl Vinyl Ether ND 10 1 1,1,2,2-Tetrachloroethane ND 1.0 1 Chloroform ND 1.0 1 Tetrachloroethene ND 1.0 1 Chloromethane ND 10 1 Toluene ND 1.0 1 Dibromochloromethane ND 1.0 1 1,1,1-Tdchloroethane ND 1.0 1 ND 1.0 1 1,1,2-Trichlorcethane ND 1.0 1 1,1-Dichlorcethane 1,2-Dichloroethane ND 0.50 1 Vinyl Chloride ND 0.50 1 rcethene ND 1.0 1 1,1-Dichloroethene ND 1.0 1 Vinyl t-1,2-Dichloroethene ND 1.0 1 % Control ual Surrogates: REC °° Control ual REC � Surrogates: --f— Limits Limits 1,2-Dichlorcethane-d4 121 74-146 Dibromofluoromethane 117 -140 1,4-Bromofluorobenzene 92 74-110 Toluene-d8 88 100 88-112 RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 FAX: (714)894-7501 Page 16 of 69 alscience F._nvironmental Analytical Report w aboratories, Inc. GeoSyntec Consultants Date Received: 10/30/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-2101 San Diego, CA 92127-2116 Project: Pacific Station, Encinitas / SC0456 Page 1 of 2 - Lab Sample Number Date Client Sample Number Collected Matrix P-1 07-10-2101-1 10/30/07 Aqueous Parameter Result RL DF Qual Units Date Prepared Date Analyzed Method Phenolics,Total ND 0.10 1 mg/L 11/06/07 11/06/07 EPA 420.1 Hydrogen Sulfide ND 0.10 1 mg/L N/A 10/30/07 HACH Model HS-C Turbidity 6.1 0.10 1 NTU N/A 10/31/07 SM 2130 B Solids,Settleable ND 0.10 1 mUUhr N/A 10130/07 SM 2540 F pH 6.47 0.01 1 pH units N/A 10/30/07 SM 4500 H+B Total Kjeldahl Nitrogen ND 0.50 1 mg/L 11/05/07 11/05/07 SM 4500 N Org B Phosphorus,Total 0.61 0.10 1 mg/L 11/01/07 11/02/07 SM 4500 P B/E Chlorine,Total Residual ND 0.10 1 mg/L N/A 10/30/07 SM 4500-CI F Cyanide,Total ND 0.050 1 mg/L 11/02/07 11/02/07 SM 4500-CN E Ammonia(as N) 0.21 0.10 1 mg/L 11/05/07 11/05!07 SM 4500 NH3 B/E Nitrate(as N) 14 5.0 50 mg/L 11/01/07 11/01/07 SM 4500-NO3 E/SM 4500-NO2 B Dissolved Oxygen 5.70 0.0100 1 mg/L N/A 10/30/07 SM 4500-0 G P-2 07-10-2101-2 10/30107 Aqueous Parameter Result RL DF Qua] Unk Date Prepared Date Analyzed Method " Phenolics,Total ND 0.10 1 mg/L 11/06/07 11/06/07 EPA 420.1 Hydrogen Sulfide ND 0.10 1 mg/L N/A 10/30/07 HACH Model HS-C Turbidity 4.4 0.10 1 NTU N/A 10/31/07 SM 2130 B Solids,Settleable ND 0.10 1 mUUhr N/A 10/30/07 SM 2540 F pH 6,54 0.01 1 pH units N/A 10/30/07 SM 4500 H+B Total Kjeldahl Nitrogen ND 0.50 1 mg/L 11/05/07 11/05/07 SM 4500 N Org B Phosphorus,Total 0.22 0.20 2 mg/L 11/01/07 11/02/07 SM 4500 P B/E Chlorine,Total Residual ND 0.10 1 mg/L N/A 10/30/07 SM 4500-CI F Cyanide,Total ND 0.050 1 mg/L 11/02/07 11/02/07 SM 4500-CN E Ammonia(as N) 0.14 0.10 1 mg/L 11/05/07 11105/07 SM 4500-NH3 B/E Nitrate(as N) 16 5.0 50 mg/L 11/01/07 11/01/07 SM 4500-NO3 E/SM 4500-NO2 B Dissolved Oxygen 5.31 0.0100 1 mg/L N/A 10/30/07 SM 4500-0 G RL-Reporting Limit DF-Dilution Factor , Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714)895-5494 • FAX: (714)894-7501 Page 17 of 69 alscience �_ ME w_nvironmental Analytical Report ■. aboratories, Inc. GeoSyntec Consultants Date Received: 10/30/07 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-2101 San Diego, CA 92127-2116 Project: Pacific Station, Encinitas/ SC0456 Page 2 of 2 Lab Sample Number Date Matrix Client Sample Number Collected P-3 07-10-2101-3 10/30/07 Aqueous Parameter Resul t RL DF Qual Unk Date Prepared Date Analyzed Method Phenolics,Total ND 0.10 1 mg/L 11/06/07 11/06/07 EPA 420.1 Hydrogen Sulfide ND 0.10 1 mg/L N/A 10/30/07 HACH Model HS-C Turbidity 6.5 0.10 1 NTU N/A 10/31/07 SM 2130 B Solids,Settleable ND 0.10 1 mUL/hr N/A 10/30/07 SM 2540 F So So 6.61 0.01 1 pH units N/A 10/30/07 SM 4500 H+B Total Kjeldahl Nitrogen ND 0.50 1 mg/L 11/05/07 11/05/07 SM 4500 N Org B Phosphorus,Total 0.39 0.10 1 mg/L 11/01/07 11/02/07 SM 4500 P B/E Chlorine,Total Residual ND 0.10 1 mg/L N/A 10/30/07 SM 4500-CI F Cyanide,Total ND 0.050 1 mg/L 11/02/07 11/02/07 SM 4500-CN E Ammonia(as N) 0.21 0.10 1 mg/L 11/05/07 11105!07 SM 4500 NH3 B/E Nitrate(as N) 14 5.0 50 mg/L 11/01/07 11/01/07 SM 4500-NO3 E/SM 4500-NO2 B Dissolved Oxygen 5.02 0.0100 1 mg/L N/A 10/30/07 SM 4500-0 G Method Blank N/A Aqueous Parameter Result RL DF Qual Unk Date Prepared Date Analyzed Method Phenolics,Total ND 0.10 1 mg/L 11/06/07 11/06/07 EPA 420.1 Hydrogen Sulfide ND 0.10 1 mg/L N/A 10/30/07 HACH Model HS-C Total Kjeldahl Nitrogen ND 0.50 1 mg/L 11/05/07 11/05/07 SM 4500 N Org B Phosphorus,Total ND 0.10 1 mg/L 11/01/07 11/02/07 SM 4500 P B/E Chlorine,Total Residual ND 0.10 1 mg/L N/A 10/30/07 SM 4500-CI F Cyanide,Total ND 0.050 1 mg/L 11/02/07 11/02/07 SM 4500-CN E Ammonia(as N) ND 0.10 1 mg/L 11/05/07 11/05/07 SM 4500-NH3 B/E Nitrate(as N) ND 0.10 1 mg/L 11/01/07 11/01/07 SM 4500-NO3 E/SM 4500-NO2 B RL-Reporting Limit DF-Dilution Factor Qual-Qualifiers 7440 Lincoln Way, Garden Grove, CA 92841-1427 - TEL:(714)895-5494 - FAX: (714)894-7501 Page 18 of 69 alscience nvironmental Quality Control - Spike/Spike Duplicate aw aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants Work Order No: 07-10-2101 10875 Rancho Bernardo Road, Suite 200 EPA 3005A Filt. San Dieqo, CA 92127-2116 Preparation: Method: EPA 6020 Proiect Pacific Station, Encinitas / SC0456 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 07-10-2021-2 Aqueous ICP/MS A 10/30/07 10/30/07 071030501 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers Antimony 115 118 80-120 2 0-20 101 98 80-120 3 0-20 Arsenic 0-20 Beryllium 85 82 80-120 3 107 103 80-120 3 0-20 Cadmium 0-20 Q Chromium 4X 4X 80-120 4X 90 88 80-120 2 0-20 Copper 0-20 Lead 106 104 80-120 2 98 94 80-120 4 0-20 Nickel 0-20 Selenium 91 93 80-120 2 115 105 80-120 9 0-20 Silver 0-20 Thallium 106 101 80-120 5 94 94 80-120 0 0-20 Zinc RPD-Relative Percent Difference, CL-Control Limit TM 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714)894-7501 Page 19 of 69 alscience nvironmental Quality Control - Spike/Spike Duplicate aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants Work Order No: 07-10-2101 10875 Rancho Bernardo Road, Suite 200 EPA 7470A Filt. San Dieqo, CA 92127-2116 Preparation: _ Method: EPA 7470A Project Pacific Station, Encinitas / SC0456 Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number P-1 Aqueous Mercury 10/31/07 10/31/07 071031506 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers Mercury 100 99 66-126 1 0-7 RPD-Relative Percent Difference, CL-Control Limit �- 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714)894-7501 Page 20 of 69 a/science ww_ m�_nvironmental Quality Control - Spike/Spike Duplicate Aw aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants Work Order No: 07-10-2101 10875 Rancho Bernardo Road, Suite 200 EPA 5030B San Dieqo, CA 92127-2116 Preparation: Method: EPA 82608 _ Proiect Pacific Station, Encinitas / SC0456 Date Date MS/MSD Batch Quality control Sample ID Matrix Instrument Prepared Analyzed Number 07-10-2114-10 Aqueous GC/MS CC 10/31/07 11/01/07 071031502 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers 105 103 88-118 2 0-7 Benzene 0-11 Carbon Tetrachloride 111 109 67-145 2 105 103 88-118 2 0-7 Chlorobenzene 0-30 1,2-Dibromcethane 106 108 70-130 2 108 105 86-116 2 0-8 1,2-Dichlorobenzene 103 101 70-130 2 0-25 1,1-Dichloroethene 110 107 70-130 2 0-30 - Ethylbenzene 0-8 Toluene 107 105 87-123 2 105 101 79-127 3 0-10 Trichlorcethene 107 103 69-129 4 0-13 Vinyl Chloride 99 71-131 3 0-13 Methyl-t-Butyl Ether(MTBE) 96 Tert-Butyl Alcohol(TBA) 81 95 36-168 13 0-45 Diisopropyl Ether(DIPE) 104 106 81-123 1 0-9 Ethyl-t-Butyl Ether(ETBE) 99 100 72-126 1 0-12 Tert-Amyl-Methyl Ether(TAME) 95 99 72-126 3 0-12 Ethanol 78 93 53-149 17 0-31 RPD-Relative Percent Difference, CL-Control Limit -7501 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714)894 Page 21 of 69 alscience nvironmental Quality Control - Spike/Spike Duplicate Aw aboratories, Inc. Date Received: 10/30/07 GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 5030B San Diego, CA 92127-2116 Method: EPA 82606 Protect Pacific Station, Encinitas/ SC0456 - Date Date MS/MSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 07-10-2013-10 Aqueous GC/MS CC 11/01107 11/01107 071101S01 Parameter MS%REC MSD%REC %REC CL RPD RPD CL Qualifiers Benzene 104 105 88-118 0 0-7 109 109 67-145 0 0-11 Carbon Tetrachloride 106 106 88-118 1 0-7 Chlorobenzene _ 112 113 70-130 1 0-30 1,2-Dibromoethane 107 107 86-116 0 0-8 1,2-Dichlorobenzene 100 101 70-130 1 0-25 1,1-Dichloroethene 111 111 70-130 0 0-30 Ethylbenzene 107 107 87-123 0 0-8 Toluene 103 106 79-127 2 0-10 Trichloroethene 103 103 69-129 1 0-13 Vinyl Chloride 26 71-131 3 0-13 3 Methyl-t-Butyl Ether(MTBE) 0 Tert-Butyl Alcohol(TBA) 430 518 36-168 4 0-45 3 Diisopropyl Ether(DIPE) 105 105 81-123 0 0-9 Ethyl-t-Butyl Ether(ETBE) 100 103 72-126 3 0-12 Tert-Amyl-Methyl Ether(TAME) 102 105 72-126 3 0-12 Ethanol 95 112 53-149 17 0-31 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 FAX: (714)894-7501 Page 22 of 69 alscience �_ mw_nvironmental Quality Control - Spike/Spike Duplicate mw aboratories, Inc. - GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-2101 San Dieqo, CA 92127-2116 Project: Pacific Station, Encinitas/ SC0456 Matrix: Aqueous Quality Control Date Date MSoo MSD% %REC RPD Qualifiers Parameter Method Sample ID Analyzed Extracted REC REC CL R?D CL Phosphorus,Total SM 4500 P B/E 07-10-2182-1 11/02/07 11/1/07 100 100 70-130 0 0-25 Nitrate(as N) SM 4500-NO3 P-1 11/01/07 11/1/07 95 96 70-130 1 0-25 E/SM 4500-NO2 B RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 • FAX: (714)894-7501 Page 23 of 69 alscience = nvironmental Quality Control - Duplicate Aw aboratories, Inc. Received: N/A R te ece _ GeoSyntec Consultants Da 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: San Diego, CA 92127-2116 Project: Pacific Station, Encinitas/ SC0456 Matrix: Aqueous Parameter Method QC Sample ID Date Analyzed Sample Conc DUP Con c RPD RPD CL Qualifiers - pH SM 4500 H+B 07-10-2053-1 10/30/07 7.34 7.38 1 0-25 Chlorine,Total Residual SM 4500-CI F 07-10-2041-1 10/30/07 ND ND NA 0-25 Turbidity SM 2130 B P-1 10/31/07 6.1 6.1 0 0-25 Hydrogen Sulfide HACH Model HS-C P-1 10/30/07 ND ND NA 0-25 Ammonia(as N) SM 4500-NH3 B/E P-2 11/05/07 0.14 0.14 0 0-25 Total Kjeldahl Nitrogen SM 4500 N Org B P-3 11/05/07 ND ND NA 0-25 Dissolved Oxygen SM 4500-0 G P-3 10/30/07 5.02 5.05 1 0-25 Solids,Settleable SM 2540 F P-3 10/30/07 ND ND NA 0-25 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 24 of 69 a/science w_nvironmental Quality Control - LCS/LCS Duplicate im aboratories, Inc. Date Received: N/A GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 3005A Filt. San Diego, CA 92127-2116 EPA 6020 - Method: Project: Pacific Station, Encinitas / SC0456 Date Date LCSlLCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number - 096-06-003-1,421 Aqueous ICP/MS A 10/30107 10/30/07 07103OL01F Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Antimony 98 99 80-120 1 0-20 Arsenic 100 104 80-120 4 0-20 Beryllium 99 101 80-120 2 0-20 Cadmium 104 110 80-120 6 0.20 Chromium 100 109 80-120 9 0-20 Copper 98 98 80-120 1 0-20 Lead 101 102 80-120 1 0-20 Nickel 104 105 80-120 2 0-20 Selenium 96 104 80-120 8 0-20 Silver 104 112 80-120 7 0-20 Thallium 102 102 80-120 0 0-20 Zinc 103 107 80-120 4 0-20 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714) 895-5494 . FAX: (714)894-7501 Page 25 of 69 alscience nvironmental Quality Control - LCS/LCS Duplicate aw aboratories, Inc. Date Received: N/A GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 7470A Filt. San Diego, CA 92127-2116 Preparation: Method: EPA 7470A Project: Pacific Station, Encinitas / SC0456 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-04-008-3,210 Aqueous Mercury 10/31/07 10/31/07 071031L06 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers 99 99 85-121 0 0-4 Mercury RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL(714)895-5494 . FAX: (714)894-7501 _ Page 26 of 69 alscience nvironmental Quality Control - LCS/LCS Duplicate r, aboratories, Inc. Received: N/A GeoSyntec Consultants Da 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: EPA 3510B San Diego, CA 92127-2116 Preparation: - Method: EPA 8270C _ Project: Pacific Station, Encinitas/ SC0456 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 095-01-003-2,274 Aqueous GC/MS MM 10/31/07 11/05/07 071031L03 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers 40 41 4-142 0 0-24 Phenol 0.17 2-Chlorophenol 95 96 53-113 1 63 63 50-122 0 0-19 1,4-Dichlorobenzene 0-22 N-Nitroso-di-n-propylamine 97 56-1 0 99 100 0 55-1221 1 1 0-18 4-Chloro-3-Methylphenol 0.17 35 129 55-1 1 Acenaphthene 0-29 4-Nitrophenot 35 34 1 0-22 2,4-Dinitrotoluene 113 111 41-16 5 16 2 1 2 96 34-130 0 0-23 96 Pentachlorophenol 0.27 Pyrene 93 92 38-170 0 -� 1,2,4-Trichlorobenzene 80 80 49-121 0 0-19 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 27 of 69 alscience M nvironmental Quality Control - LCS/LCS Duplicate . aboratories, Inc. Date Received: N/A GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 3510B San Diego, CA 92127-2116 Method: Organotins by Krone et al. Project: Pacific Station, Encinitas / SC0456 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number - 099-07-035-61 Aqueous GC/MS Y 11102/07 11/06/07 071102L04 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers 77 50-130 2 0-20 '• Tetrabutyltin 75 0-20 Tributyltin 95 98 50-130 4 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 28 of 69 a/science Z nvironmental Quality Control - LCS/LCS Duplicate aboratories, Inc. Date Received: N/A GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 35106 San Diego, CA 92127-2116 Method: EPA 8081A .. Project: Pacific Station, Encinitas / SC0456 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-12-529 68 Aqueous GC 37 10/31/07 11/01/07 0710311-06 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Alpha-BHC 69 73 50-135 5 0-25 70 73 50-135 5 0-25 Gamma-BHC Beta-BHC 71 75 50-135 6 0-25 70 73 50-135 4 0-25 -- Heptachlor Delta-BHC 68 72 50-135 5 0-25 Aldrin 66 69 50-135 4 0-25 67 70 50-135 4 0-25 Heptachlor Epoxide 0-25 Endosulfan 1 66 70 50-135 5 Dieldrin 73 77 50-135 5 0-25 4,4'-DDE 84 89 50-135 6 0.25 70 75 50-135 6 0-25 Endrin 0-25 Endrin Aldehyde 93 93 50-135 0 4,4'-DDD 80 85 50-135 6 0-25 0-25 Endosulfan II 74 78 50-135 6 4,4'-DDT 78 82 50-135 5 0-25 Endosulfan Sulfate 82 84 50-135 2 0-25 0-25 Methoxychlor 81 85 50-135 5 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 29 of 69 alscience _nvironmental Quality Control - LCSILCS Duplicate aboratories, Inc. Date Received: N/A GeoSyntec Consultants Work Order No: 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Preparation: EPA 3510B San Diego, CA 92127-2116 Method: EPA 8082 Project: Pacific Station, Encinitas / SC0456 Date Date LCSILCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-12=533-92 Aqueous GC 16 10/31/07 11/01/07 071031L07 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers 84 96 50-135 14 0-25 Aroclor-1016 111 113 50-135 2 0-25 Aroclor-1260 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 30 of 69 alscience _nvironmental Quality Control - LCS/LCS Duplicate raw aboratories, Inc. Date Received: NIA GeoSyntec Consultants Work Order No: 07-10-2101 10875 Rancho Bernardo Road, Suite 200 EPA 5030B San Diego, CA 92127-2116 Preparation: Method: EPA 82606 Project: Pacific Station, Encinitas / SC0456 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-10-006-23,301 Aqueous GC/MS CC 10/31107 10131/07 071031L02 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Benzene 101 105 84-120 3 0-8 105 108 63-147 3 0-10 Carbon Tetrachloride 89-119 2 0-7 Chlorobenzene 103 105 101 108 80-120 6 0-20 1,2-Dibromcethane 89-119 3 0_g 1,2-Dichlorobenzene 104 107 98 101 77-125 3 0-16 1,1-Dichlorcethene 108 110 80-120 2 0-20 Ethylbenzene -- 104 106 83-125 2 0_9 Toluene 0-8 Trichlorcethene 102 105 89-119 3 102 102 63-135 0 0-13 Vinyl Chloride Methyl-t-Butyl Ether(MTBE) 91 94 82-118 11 0-13 46-154 31 0-32 Tert-Butyl Alcohol(TBA) 68 94 102 104 81-123 2 0-11 Diisopropyl Ether(DIPE) 0-12 Ethyl-t-Butyl Ether(ETBE) 94 101 74-122 7 91 100 76-124 9 0-10 Tert-Amyl-Methyi Ether(TAME) 60-138 29 0-32 Ethanol 61 81 RPD-Relative Percent Difference, CL-Control Limit �, 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 31 of 69 alscience _nvironmental Quality Control - LCS/LCS Duplicate w aboratories, Inc. Date Received: N/A GeoSyntec Consultants 07-10-2101 10875 Rancho Bernardo Road, Suite 200 Work Order No: Preparation: EPA 50306 San Diego, CA 92127-2116 Method: EPA 8260B Project: Pacific Station, Encinitas / SC0456 Date Date LCS/LCSD Batch Quality Control Sample ID Matrix Instrument Prepared Analyzed Number 099-10-006-23,303 Aqueous GC/MS CC 11/01/07 11101107 071101L01 Parameter LCS%REC LCSD%REC %REC CL RPD RPD CL Qualifiers Benzene 102 103 84-120 1 0-8 105 105 63-147 0 0-10 Carbon Tetrachloride 0-7 Chlorobenzene 103 104 89-119 1 108 109 80-120 1 0-20 1,2-Dibromoethane 0-9 98 1 1,2-Dichlorobenzene 8 89-119 1 98 98 77-125 1 0-16 11-Dichloroethene 0-20 Ethylbenzene 108 109 80-120 2 105 106 83-125 1 0-9 Toluene 0-8 101 Trichloroethene 97 1 g9 63-135 2 0-13 89-119 3 Vinyl Chloride 97 _. Methyl-t-Butyl Ether(MTBE) 96 99 82-118 3 0-13 98 93 46-154 5 0-32 Tert-Butyl Alcohol(TBA) 0-11 Diisopropyl Ether(DIPE) 101 102 81-123 2 99 74-122 1 0-12 Ethyl-t-Butyl Ether(ETBE) 98 0-10 Tert-Amyl-Methyl Ether(TAME) 98 100 76-124 2 Ethanol 86 86 60-138 1 0-32 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 . FAX: (714)894-7501 Page 32 of 69 alscience nvironmental Quality Control - LCS/LCS Duplicate aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-2101 San Diego, CA 92127-2116 Project: Pacific Station, Encinitas / SC0456 Matrix: Aqueous Quality Control Date Date LCS% LCSD% %REC RPD Parameter Method Sample ID Extracted Analyzed REC REC CL RED CL Qual Cyanide,Total SM 4500-CN E 099-05-061-2,159 11/02/07 11/02/07 82 88 80-120 6 0-20 Phenolics,Total EPA 420.1 099-05-085-1,754 11/06/07 11/06/07 91 92 80-120 1 0-20 RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 . TEL:(714)895-5494 FAX: (714) 894-7501 Page 33 of 69 alscience nvironmental Quality Control - Laboratory Control Sample Z. aboratories, Inc. GeoSyntec Consultants Date Received: N/A 10875 Rancho Bernardo Road, Suite 200 Work Order No: 07-10-2101 San Diego, CA 92127-2116 Project: Pacific Station, Encinitas / SC0456 Fm-, : Aqueous Quality Control Date Date Conc Conc LCS %Rec Parameter Method Sample ID Analyzed Extracted Added Recovered !R. c CL Qualifiers Phosphorus,Total SM 4500 P B/E 099-05-098-1,877 11/02/07 11/01/07 0.400 0.407 102 80-120 Nitrate(as N) SM 4500-NO3 099-04-011-506 11/01/07 11/01/07 0.500 0.497 99 80-120 E/SM 4500-NO2 B RPD-Relative Percent Difference, CL-Control Limit 7440 Lincoln Way, Garden Grove, CA 92841-1427 TEL:(714) 895-5494 • FAX: (714)894-7501 Page 34 of 69 alscience nvironmental Glossary of Terms and Qualifiers Aw aboratories, Inc. Work Order Number: 07-10-2101 Qualifier Definition See applicable analysis comment. 1 Surrogate compound recovery was out of control due to a required sample dilution, ` therefore, the sample data was reported without further clarification. 2 Surrogate compound recovery was out of control due to matrix interference. The associated method blank surrogate spike compound was in control and, therefore, the sample data was reported without further clarification. 3 Recovery of the Matrix Spike (MS)or Matrix Spike Duplicate (MSD) compound was out of control due to matrix interference. The associated LCS and/or LCSD was in control and, therefore, the sample data was reported without further clarification. 4 The MS/MSD RPD was out of control due to matrix interference. The LCS/LCSD RPD was in control and, therefore, the sample data was reported without further clarification. 5 The PDS/PDSD associated with this batch of samples was out of control due to a matrix interference effect. The associated batch LCS/LCSD was in control and, hence, the associated sample data was reported with no further corrective action required. A Result is the average of all dilutions, as defined by the method. B Analyte was present in the associated method blank. C Analyte presence was not confirmed on primary column. E Concentration exceeds the calibration range. H Sample received and/or analyzed past the recommended holding time. Analyte was detected at a concentration below the reporting limit and above the laboratory method detection limit. Reported value is estimated. N Nontarget Analyte. ND Parameter not detected at the indicated reporting limit. Q Spike recovery and RPD control limits do not apply resulting from the parameter concentration in the sample exceeding the spike concentration by a factor of four or greater. U Undetected at the laboratory method detection limit. X % Recovery and/or RPD out-of-range. Z Analyte presence was not confirmed by second column or GC/MS analysis. 7440 Lincoln Way, Garden Grove, CA 92841-1427 • TEL:(714)895-5494 • FAX: (714)894-7501 , Page 35 of 69 ZOL6-8.68141L q4dejf)DAD J. e olf)N1b�J OL ^7yl 0 O ..W 57-7 rA?J aNdjvyd 7 Wr. . o E ° W ��(d )SOOA U � O , w N [9.812 JO 66U JOV961L1(IA)�0 e b 4 p z j® u a W J U o g a $ 2 y�', (XL�AO L09)sle;aW ZZl LL. a U cl ? Lu El Z a (2809)Seed ca _ o G (d18L8)sapr�l;sad U o a J ❑ W (00LZ8)s00AS X mo l d zn � � w �501 S S b � G Z Z (80�8�3�tVd-1 jE3i$ a F �l�o r ol• n� 0 lU w V1 (VVO-LO)JO(9013)JO(P)Hdl ' w V a Q n cc Lm Z d U N V r 0 �u w '�\ �\ �� V _.. !d W¢o ' Z cr �: N q N 0-cop CO cli a tl i LLI W r Ln 10 a O O N Q M � d1_ ._ ZNU� �1n e O O UC n W O O �D cn U ❑ X,Q� ` LL s a r' d c CD ~ In 1O u Q Z c p Q C ti o � o L W W o LL 1 .; J Jy w H U �\ QIr LL IN CAI I L Q ao O� 1ON c _ W w ❑ a > o v Ln �1 �. rn �. c r c) V G U. 00 �� Zia w W a U Q a v F m Z. z CO CD J H w = 1) V 0 z w m H J r ai t o a O I O w � z V N N pypy Ilbw W !. � I� W t"� c0 W J ( m N m a. 4� g °¢ v `r�° ❑ co ❑ to V 5 o lV Page 36 of 69 WORK ORDER #: 07 - 2 Fol - I..OSJ U [d a Ell" 51cw ' Cooler _� of SAMPLE RECEIPT FORM CLIENT: - DATE: ✓?O ��_ TEMPERATURE — SAAPLES RECEIVED BY: CAL IENCE COURIER: LABORATORY (Other than Calscience Courier): r c Chilled, cooler with temperature blank provided. °C Temperature blank. Chilled, cooler without temperature blank. °C IR thermometer. w. Chilled and placed in cooler with wet ice. Ambient temperature. Ambient and placed in cooler with wet ice. Ambient temperature. °C Temperature blank. Initial: CUSTODY SEAL INTACT: Sample(s): Cooler: No(Not Intact) : Not Present: Initial: SAMPLE CONDITION: Yes No NIA Chain-Of-Custody document(s)received with samples......................... ... ... . ... .... Sampler's name indicated on COC................................................. Sample container label(s)consistent with custody papers..................... •• •• Sample container(s) intact and good condition................................... ••• •• Correct containers and volume for analyses requested....................... Proper preservation noted on sample label(s)..................................... VOA vial(s)free of headspace. ....................................................... ... . Tedlar bag(s)free of condensation................................................... .•. Initial: COMMENTS: Page 37 of 69 WORK ORDER #: 07 - Z © - 1� F11 OR M ..... t ' Cooler _ of - SAMPLE RECEIPT FORM CLIENT: DATE: TEMPERATURE—S PLES RECEIVED BY: CALSCIE COURIER: LABORATORY(Other than Calscience Courier): Chilled,cooler with temperature blank provided. 'C Temperature blank. Chilled, cooler without temperature blank. °C IR thermometer. - Chilled and placed in cooler with wet ice. Ambient temperature. Ambient and placed in cooler with wet ice. %Ambient temperature. Temperature blank. Initial CUSTODY SEAL INTACT: Sample(s): Cooler: No(Not Intact) : Not Present: Initial: - SAMPLE CONDITION: Yes No NIA Chain-Of-Custody document(s)received with samples......................... Sampler's name indicated on COC................................................. ... .-• . Sample container label(s)consistent with custody papers..................... Sample container(s)intact and good condition................................... ••• •• Correct containers and volume for analyses requested....................... ••• •••- Proper preservation noted on sample label(s)..................................... .-. .• _ VOA vial(s)free of headspace. ....................................................... ... ... . Tedlar bag(s)free of condensation................................................... ..- ..-. Initial: COMMENTS: Page 38 of 69 WORK ORDER #: 07 = todolk tom. Cooler of SAMPLE RECEIPT FORM CLIENT: DATE: TEMPERATURE — S PLES RECEIVED BY: CALSC CE COURIER: LABORATORY (Other than Calscience Courier): Chilled, cooler with temperature blank provided. °C Temperature blank, Chilled,cooler without temperature blank. °C IR thermometer. Chilled and placed in cooler with wet ice. Ambient temperature. Ambient and placed in cooler with wet ice. /Ambient temperature. a °C Temperature blank. initial: CUSTODY SEAL INTACT: Sample(s): Cooler: No(Not Intact) : Not Present: v Initial: - SAMPLE CONDITION: Yes No N/A Chain-Of-Custody document(s)received with samples......................... ... .••. Sampler's name indicated on •-' -••- ... ... . Sample container label(s)consistent with custody papers..................... ... ...- ••• ••• Sample container(s)intact and good condition................................... ... .••• ••• •••• Correct containers and volume for analyses requested....................... Proper preservation noted on sample label(s)..................................... - VOA vial(s)free of headspace. ......... ..••••••••• . " "' Tedlar bag(s)free of condensation................................................... ••• •• Initial: COMMENTS: Page 39 of 69 n WORK ORDER #: 07 - ® - 1�J �I 0 F)] Cooler of SAMPLE RECEIPT FORM CLIENT- DATE: TEMPERATURE — &AMPLES RECEIVED BY: LSCI E LABORATORY (Other than Calscience Courier): CA COURIER: Chilled, cooler with temperature blank provided. °C Temperature blank. Chilled, cooler without temperature blank. °C IR thermometer. Chilled and placed in cooler with wet ice. Ambient temperature. Ambient and placed in cooler with wet ice. /Ambient temperature. 5 °C Temperature blank. Initia CUSTODY SEAL INTACT: / Sample(s): Cooler: No(Not Intact) : Not Present: !/ Initial: - SAMPLE CONDITION: Yes No NIA Chain-Of-Custody document(s)received with samples......................... Sampler's name indicated on COC................................................. �.•. •••• .•• .•. Sample container label(s)consistent with custody papers..................... ... .•.• ••• •.• Sample container(s)intact and good condition................................... .•. .•. • ••• ••• Correct containers and volume for analyses requested....................... ... ... . ••• •••• Proper preservation noted on sample label(s)..................................... . - ... .... VOA vial(s)free of headspace. ....................................................... ... ... . Tedlar bag(s)free of condensation................................................... ... .•.• ••• ••• • Initial: COMMENTS: Page 40 of 69 V. wawri - ii WORK ORDER #: 07 -wetwk Inc. Cooler 't? of SAMPLE RECEIPT FORM CLIENT: DATE: TEMPERATURE — AMPLES RECEIVED BY: CALSCIE E COURIER: LABORATORY (Other than Calscience Courier): hilted,cooler with temperature blank provided. °C Temperature blank. Chilled, cooler without temperature blank. °C IR thermometer. Chilled and placed in cooler with wet ice. Ambient temperature. Ambient and placed in cooler with wet ice. Ambient temperature. i G �1-Y C Temperature blank. Initial: CUSTODY SEAL INTACT: Sample(s): Cooler: No(Not Intact) : Not Present: --Initial: SAMPLE CONDITION: Yes No N/A Chain-Of-Custod y document(s)received with samples.........................Sampler's name indicated on COC................................................. Sample container label(s)consistent with custody papers..................... - ••• ••• Sample container(s) intact and good condition........... ...................... .•• ••• Correct containers and volume for analyses requested....................... ••• •••' Proper preservation noted on sample label(s)..................................... VOA vial(s)free of headspace. ...................... ' Tedlar bag(s)free of condensation................................................... Initial: COMMENTS: Page 41 of 69 O)SILLIKER CERTIFICATE OF ANALYSIS Food Safety& Quality Solutions COA No: SCA-32032757-0 SILLIKER, Inc. Supersedes: None Southern California Laboratory COA Date 11/3/07 6360 Gateway Drive, Cypress, CA 90630 Page 1 of 1 Tel. 714/226-0000 Fax. 714/226-0009 TO: Mr. Steve Nowak Received From: Garden Grove, CA Project Manager Received Date: 10/30/07 Calscience Environmental Laboratories P.O.#/ID: 07-10-2101 7440 Lincoln Way Location of Test: (except where noted) Garden Grove, CA 92841-1432 Cypress, CA Analytical Results Desc.1: Sample ID:P-1 Laboratory ID: 311293921 Desc.2: Date:10/30/07 Condition Rec'd: NORMAL Desc.3: Time:1335 Temp Rec'd(°C): 6.1 Desc.4: Matrix:WW Desc.5: Project:07-10-2101 Result ult Units Method Reference Test Date Loc. Coliforms-5 tube MPN 700 /100mL SMEWW 20th, 9221A-E 11/3/07 Fecal Coliforms-5 tube MPN <20 /100mL SMEWW 20th, 9221A-E 11!3107 Desc. 1: Sample ID-.P-2 Laboratory ID: 311293922 Desc.2: Date:10/30/07 Condition Rec'd: NORMAL Desc.3: Time:1115 Temp Rec'd(°C): 6.1 Desc.4: Matrix:VWV Desc.5: Project:07-10-2101 Result Units Method Reference Test Date Loc. Anal to Coliforms-5 tube MPN 170 /100mL SMEWW 20th, 9221A-E 11/3/07 Fecal Coliforms-5 tube MPN <20 /100ml- SMEWW 20th, 9221A-E 11/3/07 Desc.1: Sample ID:P-3 Laboratory ID: 311293925 Desc.2: Date:10/30/07 Condition Recd: NORMAL Desc.3: Time:1230 Temp Rec'd(°C): 6.1 Desc.4: Matrix:WW Desc.5: Project.-07-10-2101 Result Units Method Reference Test Date Loc. Analvte Coliforms-5 tube MPN 40 /100ml- SMEWW 20th, 9221A-E 11/3!07 Fecal Coliforms-5 tube MPN <20 /100ml- SMEWW 20th, 9221A-E 11/3/07 Vidhya Gangar, IT Laboratory Director The results of these teats relate only to the samples tested.This report shall not be reproduced except in full,without the written approval of the laboratory. Page 42 of 69 %V Vista Analytical Laboratory November 16,2007 Vista Project I.D.: 29855 Mr. Stephen J.Nowak Calscience Environmental Laboratories 7440 Lincoln Way Garden Grove, CA 92841-1432 ` Dear Mr.Nowak, Enclosed are the results for the three aqueous samples received at Vista Analytical Laboratory on November 01, 2007 under your Project Name "07-10-2101". These samples were extracted and analyzed using EPA Method 8280 for 2,3,7,8-TCDD. A standard turnaround time was provided for this work. The following report consists of a Sample Inventory (Section 1), Analytical Results (Section I1) and the Appendix,which contains the chain-of-custody, a list of data qualifiers and abbreviations, Vista's current certifications,and copies of the raw data(if requested). Vista Analytical Laboratory is committed to serving you effectively. If you require additional information,please contact me at 916-673-1520 or by email at mmaier @vista-analytical.com. Thank you for choosing Vista as part of your analytical support team. Sincerely, e� Martha M. Maier Laboratory Director ,54.'„-- p•.:>' t Vista Analytical Laboratory cerliTes that the report herein meets all the requirements set forth by NELAC for those applicable aC 7, lest methods.Results relate only to the samples as received by the laboratory.This report should not be reproduced except in full without the written approval of Vista Analytical Laboratory. ON Vista Analytical Laboratory I 1104 Windfield Way I El Dorado Hills,CA 95762 I ph:916-673-1520 I fx:916-673-0106 I wwww.vista-analytical.corn Project 29855 Page 1 of 13 Page 43 of 69 %VVista Section 1: Sample inventory Report Date Received: 11/1/2007 Vista Lab.ID Client Sample ID 29855-001 P-1 29855-002 P-2 29855-003 P-3 Project 29855 Page 2 of 13 Page 44 of 69 VV Vista SECTION 11 Project 29855 Page 3 of 13 Page 45 of 69 M W O d P, N b O O O W N N TO Q� N �p N Irr 000 00 ~ s A i c �-r ccf � v O U Cd U O w O 00 •a .b ) > N U O O y N T cV ' E 0 t c R is U U a d a a —cs �yl W 9 .� A 'Al 0 w o p+ z W b a a� Z 00 W A o _ a o ej `a U0 0 � o Q C A Q .b cn y H r 00 ro ao Cd N Q a\ O Page 46 of 69 M w O d 0 cd 4-J L a d cn ° z a �o • N N U o o N N a oOj o V1 M w x � '2 z I cl A i cd a �cd ^o A a � a Q eq M t Q cd p ^ M o M a CN -' o a U K tr) u Ci a A ° U ci p O O U Un R, c Q A A r b U E �n a id O Page 47 of 69 m w 0 �o 4-J o °` L C? o N > rn pp > o 1.. •> z `^ z 0 . � a a N U W A S o > U N U N N > a o 0 cql 00 Nr G Q t J C� y u C O U H a C4 E" E im 0 C2 R cl Zo O UI w a b N 61 o a w in d e7 N_ �T Q V] U ccs a 0 a o A o a ti c j C w v U O r- 4 O � o0 , a b� A U A W g 0 E� .. _ O O O 4-A h E J o vn U Z a AH Q N N .o Page 48 of 69 0 0 ca b° to 00 � c 0 > o b ° z •a 0 . a o N U in O , o u S v U N N > 0 ,� O z a 00 0 q q q o O C) > E o rn � u c N °' h C. U EU_„ m 0, a F, � .� E •E y T V1 0O 0 U i A �• v y N N � o en G a E d ro � 3 A U m O Z W .�•1 UI w p b C) d W N En w aw O c c a o ° A O It a a w _ U O v A --� p p z U d, U o rn -� CIO Q y c� A ; E. u A o o oo y v) U y U ai e7 T kn o^ E C cn ¢ 00 V] U z a C]F Q N N a� .O Page 49 of 69 M w a 00 N Qp r o N � > v, •> ° z z cd 0 a a N U O O Q W CD D ti V kr) i N N N > �; 00 � •-• Q Q Q e oo t- d M [� O O -+ O U ^,J a) � to c U b V a a I E, 0o s E E T W 00 a E to � p M n s CY Q LOI U 44 li a 6 v y d � N •O Q C p a R N � p U a M a. C 00 O O a o A ° t5 _ o w _ v vO r r_ [� O C z O O o U cC � M M Vo ° � P-� -0-0 Q d 4z o CJ o0 N (� E —' 00 o � C Q o0 v� Uz0. QH N a N Y .O _ W Page 50 of 69 • VV Vista APPENDIX Project 29855 Page 9 of 13 - Page 51 of 69 VVista DATA QUALIFIERS & ABBREVIATIONS - B This compound was also detected in the method blank. D Dilution P The amount reported is the maximum possible concentration due to possible chlorinated diphenylether interference. H The signal-to-noise ratio is greater than 10:1. I Chemical Interference J The amount detected is below the Lower Calibration Limit of the instrument. * See Cover Letter Cone. Concentration DL Sample-specific estimated detection limit MDL The minimum concentration of a substance that can be measured and reported with 99% confidence that the analyte concentration is greater than zero in the matrix tested. EMPC Estimated Maximum Possible Concentration NA Not applicable RL Reporting Limit—concentrations that correspond to low calibration point ND Not Detected - TEQ Toxic Equivalency Unless otherwise noted, solid sample results are reported in dry weight. Tissue samples are reported in wet weight. Project 29855 Page 10 of 13 Page 52 of 69 • VV Vista - CERTIFICATIONS Accrediting Authority Certificate Number State of Alaska,DEC CA413-02 State of Arizona AZ0639 State of Arkansas,DEQ 05-013-0 State of Arkansas,DOH Reciprocity through CA - State of California—NELAP Primary AA 02102CA ! State of Colorado State of Connecticut PH-0182 State of Florida,DEP E87777 Commonwealth of Kentucky 90063 State of Louisiana,Health and Hospitals LA050001 State of Louisiana,DEQ 01977 State of Maine CA0413 State of Michigan 81178087 State of Mississippi Reciprocity through CA Naval Facilities Engineering Service Center State of Nevada CA413 State of New Jersey CA003 State of New Mexico Reciprocity through CA State of New York,DOH 11411 State of North Carolina 06700 State of North Dakota,DOH R-078 State of Oklahoma J D9919 State of Oregon CA200001-002 State of Pennsylvania 68-00490 State of South Carolina 87002001 State of Tennessee 02996 State of Texas TX247-2005, U.S.Army Corps of Engineers State of Utah 9169330940 Commonwealth of Virginia 00013 State of Washington C1285 -- State of Wisconsin 998036160 State of Wyoming 8TMS-Q Page 11 of 13 Project 29855 Page 53 of 69 cl p O � n o r E � �� W •y N F= o O r •�'li:ti::•:{ti'r;e:: o O Z Yif•::•iii:•ii::i:• '\i uj d z N d U) U. U) O Z z z � Q w Q c� U a CL W '�9 v -'d W CAN C) o w o N Z C� O LC) w ti EL z � v g c 5 c w0 � N v rn rn v K d U W O O O w 1 ip .- _li CL Q x X m �a y R�uo UU�1-8'1'E'b-0828 yGo°� N N N d m J _ < > ID O z ® tp O O (1 E p M r CO N W V 151) V p 0 J O O O ; Z� D O O to It m x C tp J U v C N Q a 4 L N r• LL! � Z ❑ J 7 OU a U zi o C J 0 $ Q CD V J a w a J r C7 H C . ❑ a Q. a a. E Do = '6 z N ❑ m l 5,mC C 9 U CL .0 et L m > 'm O W C � Od' f Q w m U .b' �' a G Lo F 0 V 7 v v Yl C c q > C C C7 Lb ❑z W � C7 w m m c L L m _ N N _ c Z 6 '7 Q� •7 rp ' Q V J 41 c Q �' Q ....... V v U K 7 N ..... ................... .... ' C C C 0 z v c� :•:fil... 'm .m o � w a O m P 0. C _1d En ............ v :•:.`F.` ;r';r:;� Page 54 of 69 • SAMPLE LOG-IN CHECKLIST Vista Analytical laboratory Vista Project#• 0 5 5 TAT 54alAd 0,(4 Date/Time Initials: Location: We-,� Samples Arrival: 11/1 f� oq3- � / Shelf/Rack: Date/Time Initials: Location: Logged !n: 1 1 (// / IL5 - 5 �� Shelf/Rack: Hand Other Delivered By: FedEx UPS Cal DHL Delivered -- Preservation: Ice Blue Ice Dry Ice None Temp°C /�, ( Time: Q Thermometer ID: IR-1 Mimi E1111111,I ME! Mi'111' I 111@M YES I NO I NA 7Ad uate Sam le Volume Received? n Time Acceptable? Shipping Container(s) Intact? Shipping Custody Seals Intact? Shipping Documentation Present? Airbill Trk# 3 (O Sample Container Intact? ✓ - Sample Custody Seals Intact? Chain of Custody/Sample Documentation Present? COC Anomaly/Sample Acce tance Form completed? If Chlorinated or Drinking Water Samples, Acceptable Preservation? Na2S203 Preservation Documented? COC Sample No e Shipping Container Vista 61ent Retain Return spose Comments: Sample Login 312007 rmh Page 13 of 13 Project 29855 Page 55 of 69 AQUATIC R) IOASSAY & CONSULTING LABORATORIES,INC. TOXICITY TESTING • OCEANOGRAPHIC RESEARCH November 8,2007 Mr. Stephen Nowak Calscience Environmental 7440 Lincoln Way Garden Grove,CA 92841-1432 Dear Mr.Nowak: -- We -are pleased-to-pp—rem the enclosed broassay report—The es was con ucteder - guidelines prescribed in Methods for Measuring the Acute Toxicity of Effluents and Receiving Waters to Freshwater and Marine Organisms, EPA-821-R-02-012. _ Results were as follows: CLIENT: Calscience Environmental SAMPLE I.D.: P-1 (07-10-2101) DATE RECEIVED: 31 Oct -07 ABC LAB.NO.: CSE1007.404 w 96 HOUR ACUTE FATHEAD MINNOW SURVIVAL BIOASSAY LC50 = 100%Survival in 100%Sample TU(a) = 0.00 Yours very truly, Thomas(Tim)Mikel Laboratory Director 29 NORTH OLIVE STREET, VENTURA, CA 93001 • (805) 643-5621 Page 56 of 69 Larval Fish Growth and Survival Test-96 Hr Survival Start Date: 10/31/2007 Test lD: CSE1007404 Sample ID: CA0000000 End Date: 11/4/2007 Lab ID: CAABC Sample Type: EFF1-POTW Sample Date: 10130/2007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas Comments: P-1 Conc 0 1 2 3 4 N Control 0.9000 1.0000 1.0000 1.0000 100 1.0000 1.0000 Transform:Aresin Square Root 1-Tailed Isotonic Conc% Mean N-Mean Mean Min Max CV% N t-stat Critical MSD Mean N10000 N Control 0.9750 1.0000 1.3713 1.2490 1.4120 5.942 4 0.9875 100 1.0000 1.0256 1.4120 1.4120 1.4120 0.000 2 -0.667 2.132 0.1303 0.9875 1.0000 --�Kuxili�[ Fes tatisttc Critical------ Shapiro-Wilk's Test indicates normal distribution(p>0.01) 0.72054 0.713 -1.9365 3.95833 E uali of variance cannot be confrmed H othesis Test 1-tail,0.05 MSDu MSD MS MSE F-Prob df Homoscedastic t Test indicates no significant differences 0.0656 0.06828 0.00221 0.00498 0.54147 1,4 Treatments vs N Control Linear Interpolation(200 Resamples) Point % SD 95%CL Ex Skew IC05 >100 IC10 >100 IC15 >100 1.0 IC20 >100 0.9 IC25 >100 O.B. IC40 >100 0.7 IC50 >100 0.6 c 0.5 0 OF 0.4 m 0.3 0.2 0.1 0.0 ---- --- - -0.1 0 50 100 150 Dose% Pagel ToxCalc v5.0.23 Reviewed by:_gna, Page 57 of 69 Larval Fish Growth and Survival Test-96 Hr Survival Start Date: 10/31/2007 Test ID: CSE1007404 Sample ID: CA0000000 End Date: 11/4/2007 Lab ID: CAABC Sample Type: EFF1-POTW Sample Date: 10/30/2007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas Comments: P-1 Dose-Response Plot 1 1-tail,0.05 level 0.9 -------------- --------------------------- of significance 0.8 0.7 m z 0.s <j 0.5 = 0.4 to C" 0.3 0.2 0.1 _. 0 1 0 0 0 c 0 Page 2 ToxCalc v5.0.23 Reviewed by: Lam" Page 58 of 69 Larval Fish Growth and Survival Test-96 Hr Survival Start Date: 10/31/2007 Test ID: CSE1007404 Sample ID: CA0000000 End Date: 11/4/2007 Lab ID: CAABC Sample Type: EFF1-POTW Sample Date: 10/3012007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas Comments: P-1 Auxiliary Data Summary Conc% Parameter Mean Min Max SD CV% N N Control Temp C 24.00 24.00 24.00 0.00 0.00 3 100 24.00 24.00 24.00 0.00 0.00 3 N Control pH 8.27 8.20 8.30 0.06 2.91 3 100 7.73 7.70 7.80 0.06 3.11 3 N Control DO mg/L 7.20 7.00 7.30 0.17 5.78 3 100 6.90 5.90 7.90 1.00 14.49 3 N Control Hardness mg/L 94.33 92.00 99.00 4.04 2.13 3 100 202.00 202.00 202.00 0.00 0.00 3 N Control Cond-umhos 337.67 331.00 345.00 7.02 0.78 3 100 1213.33 1210.00 1219.00 4.93 0.18 3 N Control Alkalinity mg/L 60.00 60.00 60.00 0.00 0.00 3 100 200.00 200.00 200.00 0.00 0.00 3 Page 3 ToxCalc v5.0.23 Reviewed by: �- Page 59 of 69 is _ s 'AQUATIC I OASSAY & `:C7 '13 CONSULTING LABORATORIES,INC. TOXICITY TESTING • OCEANOGRAPHIC RESEARCH November 8,2007 Mr. Stephen Nowak Calscience Environmental 7440 Lincoln Way Garden Grove,CA 92841-1432 Dear Mr.Nowak: --- _e are ple—aced-to-pre-- sen�fhe enclosed bioassay report.— a es was--conkted under guidelines prescribed in Methods for Measuring the Acute Toxicity of Effluents and Receiving Waters to Freshwater and Marine Organisms, EPA-821-R-02-012. Results were as follows: CLIENT: Calscience Environmental SAMPLE I.D.: P-2 (07-10-2101) DATE RECEIVED: 31 Oct -07 ABC LAB.NO.: CSE1007.405 96 HOUR ACUTE FATHEAD MINNOW SURVIVAL BIOASSAY LC50 = 100% Survival in 100%Sample TU(a) = 0.00 Yours very truly, Thomas(Tim)Mikel Laboratory Director 29 NORTH OLIVE STREET, VENTURA, CA 93001 • (805) 643-5621 Page 60 of 69 Larval Fish Growth and Survival Test-96 Hr Survival - ' Start Date: 10/3112007 Test ID: CSE1007405 Sample ID: CA0000000 Sample Type: EFF1-POTW End Date: 11/412007 Lab ID: CAABC Sample Date: 10/30/2007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas Comments: P-2 Conc°/a 1 2 3 4 N Control 0.9000 1.0000 1.0000 1.0000 100 1.0000 1.0000 Transform:Aresin Square Root 1-Tailed Isotonic Conc% Mean N-Mean Mean Min Max CV°k N tStat Critical MSD 0.987 5 N-Mean N Control 0.9750 1.0000 1.3713 1.2490 1.4120 5.942 4 100 1.0000 1.0256 1.4120 1.4120 1.4120 0.000 2 -0.667 2.132 0.1303 0.9875 1.0000 -I( ---Auxilia- -Tess statistic Critical-- -wkew- or-t- -- - Shapiro-Wilk's Test indicates normal distribution(p>0.01) 0.72054 0.713 -1.9365 3.95833 E uaii of variance cannot be confirmed H othesis Test 1-tail,0.05 MSDu MSD MSB MSE F-Prob df Homoscedastic t Test indicates no significant differences 0.0656 0.06828 0.00221 0.00498 0.54147 1,4 Treatments vs N Control Linear Interpolation(200 Resamples) Point % SD 95%CL(Expl Skew IC05 >1uu IC10 >100 IC15 >100 1.0 IC20 >100 0.9 IC25 >100 0.8 IC40 >100 IC50 >100 0.7 m 0.6 c 0.5 O CL 0.4 d 0.3 0.2 0.1 0.0 --------------- -0.1 0 50 100 150 Dose% Page 1 ToxCalc v5.0.23 Reviewed by: �� Page 61 of 69 Larval Fish Growth and Survival Test-96 Hr Survival ` Start Date: 10!31/2007 Test ID. CSE7007405 Sample ID: CA0000000 Sample Type: EFF1-POTW End Date: 11/4/2007 Lab ID: CAABC Test S ecies: PP-Pimephales promelas Sample Date: 10/30/2007 Protocol: EPA-821-R-02-012 p Comments: P-2 pose-Respons®Plot 1 1-tail,0.05 level 09 ---------- - --- ------ ----------- ------- of significance 0.8 0.7 m 0.6 0.5 = 0.4 eo a� 0.3 0.2 0.1 0 i c o C O Page 2 ToxCalc v5.0.23 Reviewed by: G� Page 62 of 69 Larval Fish Growth and Survival Test-96 Hr Survival Start Date: 10/31/2007 Test ID: CSE1007405 Sample ID: CA0000000 End Date: 11/4/2007 Lab ID: CAABC Sample Type: EFF1-POTW Sample Date: 10/30/2007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas Comments: P-2 Auxiliary Data Summary Conc% Parameter Mean Min Max SD CV% N N-Control Temp C 24.00 24.00 24.00 0.00 0.00 3 100 24.00 24.00 24.00 0.00 0.00 3 N Control pH 8.27 8.20 8.30 0.06 2.91 3 100 7.80 7.60 7.90 0.17 5.34 3 N Control DO mg/L 7.20 7.00 7.30 0.17 5.78 3 100 6.40 5.90 7.20 0.70 13.07 3 N Control Hardness mg/L 94.33 92.00 99.00 4.04 2.13 3 100 185.00 185.00 185.00 0.00 0.00 3 N Control Cond-umhos 337.67 331.00 345.00 7.02 0.78 3 100 1151.33 1151.00 1152.00 0.58 0.07 3 N Control Alkalinity mg/L 60.00 60.00 60.00 0.00 0.00 3 100 165.00 165.00 165.00 0.00 0.00 3 Page 3 ToxCalc v5.0.23 Reviewed by: Page 63 of 69 `AQUATIC IOASSAY & CONSULTING LABORATORIES,INC. l,r' TOXICITY TESTING • OCEANOGRAPHIC RESEARCH November 8,2007 Mr. Stephen Nowak Calscience Environmental 7440 Lincoln Way Garden Grove,CA 92841-1432 Dear Mr.Nowak: --- —mac-tee Vleasc nclused-im.oassaYTepvrt The-test-was-conducted-under---- - guidelines prescribed in Methods for Measuring the Acute Toxicity of Effluents and Receiving Waters to Freshwater and Marine Organisms, EPA-821-R-02-012. Results were as follows: CLIENT: Calscience Environmental _ SAMPLE I.D.: P-3 (07-10-2101) DATE RECEIVED: 31 Oct -07 ABC LAB.NO.: CSE1007.406 96 HOUR ACUTE FATHEAD MINNOW SURVIVAL BIOASSAY LC50 = 100%Survival in 100%Sample TU(a) = 0.00 Yours very truly, Thomas(Tim)Mikel Laboratory Director 29 NORTH OLIVE STREET, VENTURA, CA 93004 • (805)643-5621 Page 64 of 69 Larval Fish Growth and Survival Test-96 Hr Survival Start Date: 10/31/2007 Test ID: CSE1007406 Sample ID: CA0000000 End Date: 11/4/2007 Lab ID: CAABC Sample Type: EFF1-POTW Sample Date: 10/30/2007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas Comments: P-3 Conc% 1 2 3 4 N Control 0.9000 1.0000 1.0000 1.0000 100 1.0000 1.0000 Transform:Aresin Square Root 1-Tailed Isotonic Conc% Mean N-Mean Mean Min Max CV0/, N t-Stat Critical MSD Mean N-Mean N Control 0.9750 1.0000 1.3713 1.2490 1.4120 5.942 4 0.9875 1.0000 100 1.0000 1.0256 1.4120 1.4120 1.4120 0.000 2 -0.667 2.132 0.1303 0.9875 1.0000 r..�:.. Ske Ft--�----- _ euxilia-.VT-es �tatistis-------v-••.oaf Shapiro-Wilk's Test indicates normal distribution(p>0.01) 0.72054 0.713 -1.9365 3.95833 Equality of variance cannot be confirmed Hypothesis Test 1 tail,0.05 MSDu MSD MSB MSE F-Prob df Homoscedastic t Test indicates no significant differences 0.0656 0.05828 0.00221 0.00498 0.54147 1,4 Treatments vs N Control Linear Interpolation(200 Resamgles) Point % SD 95%CL Ex Skew - IC05 >100 IC10 >100 IC15 >100 1.0 IC20 >100 0.9 IC25 >100 0.8 IC40 >100 0.7 IC50 >100 0.6 c 0.5 0 C 0.4 d 0.3 0.2 0.1 0.0 -0.1 0 50 100 150 Dose% Page 1 ToxCalc v5.0.23 Reviewed by: �� Page 65 of 69 Larval Fish Growth and Survival Test-96 Hr Survival Start Date: 10/31/2007 Test ID. CSE1007406 Sample ID: CA0000000 Sample Type: EFF1-POTW End Date: 11/4/2007 Lab ID: CAABC Sample Date: 10/3012007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas - Comments: P-3 Dose-Response Plot 1 - 1-tail,0.05 level o.9 - ------- - ----------------------- of significance 0.8 0.7 io 0.6 N 0.5 = 0.4 m o� 0.3 0.2 0.1 0 0 o ° c 0 Z Page 2 ToxCalc v5.0.23 Reviewed by: Page 66 of 69 Larval Fish Growth and Survival Test-96 Hr Survival Start Date: 10/31/2007 Test ID: CSE1007406 Sample ID: CA0000000 End Date: 11/4/2007 Lab ID: CAABC Sample Type: EFF1-P0TW Sample Date: 10/30/2007 Protocol: EPA-821-R-02-012 Test Species: PP-Pimephales promelas -- Comments: P-3 Auxilia f Data Summa Con-% Parameter Mean Min Max SD CV% N N Control Temp C 24.00 24.00 24.00 0.00 0.00 3 - 100 24.00 24.00 24.00 0.00 0.00 3 N Control pH 8.27 8.20 8.30 0.06 2.91 3 100 7.73 7.50 7.90 0.21 5.90 3 N Control DO mg/L 7.20 7.00 7.30 0.17 5.78 3 100 6.40 5.90 6.90 0.50 11.05 3 N Control Hardness mg/L 94.33 92.00 99.00 4.04 2.13 3 100 193.00 193.00 193.00 0.00 0.00 3 N Control Cond-umhos 337.67 331.00 345.00 7.02 0.78 3 100 1351.67 1349.00 1355.00 3.06 0.13 3 N Control Alkalinity mg/L 60.00 60.00 60.00 0.00 0000 3 100 185.00 185.00 185.00 0.00 0.00 3 Page 3 ToxCalc v5.0.23 Reviewed by: Page 67 of 69 O U • d — N N uj E E rJ O o 0 O Z W LLI CO 0 m v N o00 0 —LL N — O a z z � a o �U o w Y W t4 _ O C W l� N z O = T � s m W _ — -- — z = a U l0 c 0 L) z a o o rn N o O N in a 0 0 0 z w offs m m V D a U) MODUIW Pe041 ej-XOla;nay X x a M � � � a a J > U � . O Z ui E M r N Z V ~ T T T V d1 ? N Ln Q Q w ` O LO U) F O O O rn N J G M M M Z O O O xx = R W cm CD Q LL N O = AD Q Q U chi i N � W o w Z O � i W a > � a z Z •�- !gyp = a UR' O W � oo Q C) ig J N < W Q w � � ° ❑J d a 04 CO) s C7 F- � w � � 0. y T a E 000 2 ° z N o m m d Q O Q N O c c c .. = t0 V Li z W o in tu Z W y w } w a a a {m� w C > E QW CnD ii Pr L V O O ~ O � U � t L L 'G cti = V t7 J, 2 W w d y a N N KO �� w LLJ p Z w J d 5 Q� CO V— a Q �a NZ u o[ V ti C v y > O Page 68 of 69 LA Testing 159 Pasadena Avenue,South Pasadena,CA 91030 TESTING W—��S RfC phone: {323j 254-9950 Fax: (323)254-9982 Email: pasadenalab@latestin .com Attn: Stephen Nowak Customer ID: 32CALS51 Calscience Environmental Labs, Inc. Customer PO: 07-10-2101 7440 Lincoln Way Received: 10/31/07 5:10 PM Garden Grove, CA 92841-1432 LA Testing Order. 320712253 Fax: (714)894-7501 Phone: (714)895-5494 LA Testing Proj Project: 07-10-2101 Analysis Date: 11/6/2007 Report Date: 11/6/2007 Determination of Asbestos Structures in Water Performed by the 100.2 Method (EPA16001R-941134) Concentration Analytical Of Asbestos # Fibers Fibers #Fibers Non- Type(s)Of Sensitivity Confidence (MFL) Sample Prep (MFL) Limits Comments Sample ID Date Asbestos Asbestos Asbestos 0 0.19 0.00-0.70 <0.19 Total area of filter examined= P-1 11/1/07 0 0.068 mm2. �.. 320712253-0001 0 0.19 0.00-0.70 <0.19 Total area of filter examined= P-2 11/1/07 0 0.068 mm2. 320712253-0002 0 0.19 0.00-0.70 <0.19 Total area of filter examine = P-3 11/1/07 0 0.068 mm2. 320712253-0003 Effective filtration area=1288 mm2. Analyst(s) ,G� 4 Sherrie Ahmad(3) Derrick Tanner,Laboratory Manager or other approved signatory 11 11 Sample collection and containers provided by the client,acceptable bottle blank is out is defined as—0.01 MFL>10um.ND=None Detected.This repon relates only to those items tested. This report may not be reproduced,except in full,without written permission by EMSL Analytical,Inc.Samples received in good condition unless otherwise noted. "' ACCREDRAT10N5,NVLAP 2002324,Califomia State DHS#2283 1 100.2-V221 THIS IS THE LAST PAGE OF THE REPORT. _ Page 69 of 69 OE _ 0 _ W a, c? LL Om O O O Q:::'::'::_:::::' \ o z .. ::.":: ~ Z a o a d v7:::::::: :. N Q o .....:.:....... _ LL, O a z z - 2 a a p w U) w 3 a 0 LU z O � r � Q z U) L � _ Z Z c F L) CL c U w z a v w m m m it z _ d a Z'00�Vda Aq soasagsy X X X a T T Q J l fp e- r _ J Q F— z W ® W z M r M Z o v z U1 ti N Q ! O O V 0 r O O O N Fes-- o M M M O O O v v El r C e U) cq N C Q' J rn LL _ IL Q N C N Q r...� U v u�. > ❑ W Z o ui > O p a) L e = p o w < J p J J v - Q �i w !a � o � J r' N M J IL a Q. a a� Q cD a E oo r o z_ d F � p > t0 U ❑z W z m C W ?J d' w } LU W p •' .�. w C > g Q w m c� d g r G v V' Ln °z W a d " ' Q m C ? v O � v CO o a V fA < `m LU - ::•::•::�ir::ir:i::�:':?:?:7:i:'.�:::� :�r1ii:i'�iii:i?�is�i rir:ri:ic:�r:i(i°:•ilfriie:': iii:��r'�:c:'iSrirYr�`:(�:�i::.. J z a a m r _ lC w ❑