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2006-414 G -- -- ENGINEERING SERVICES DEPARTMENT z City Of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering February 7, 2008 Attn: Westchester Fire Insurance Company Aon Commercial Surety Services 1650 Market Street Suite 1000 Philadelphia, PA 19103 Attn: Maureen McNeill RE: Rite Aid Corporation 4455 Manchester Avenue CDP 05-027 APN 259-190-46 Improvement Permit 414-I Final release of security Permit 414-I guaranteed the performance and labor and materials for the installation of all improvements, as needed to build the described project. The Field Operations Division has approved the installation of all improvements and finaled the one-year warranty inspection. Therefore, a full release of the security deposit is merited. Performance Bond K06996395,(in the original amount of$36,012.00),was reduced to $9,003.00, and is hereby fully exonerated. 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, G{ , Debra Geisha J embach Engineering Technician F ance Manager Subdivision Engineering Financial Services Cc: Jay Lembach, Finance Manager Rite Aid(Halferty Development) 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 727, ENGINEERING SERVICES DEPARTMENT City Of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering February 7, 2008 Attn: Westchester Fire Insurance Company Aon Commercial Surety Services One Liberty Place Philadelphia, PA 19103 Attn: Maureen McNeill RE: Rite Aid Corporation 4455 Manchester Avenue CDP 05-027 APN 259-190-46 Grading Permit 414-G Final release of security Pen-nit 414-G authorized earthwork, storm drainage, 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 security deposit is merited. Performance Bond K06996383, in the amount of$170,817.60, is hereby fully exonerated. 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 y Le tach Engineering Technician Finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Rite Aid(Halferty Development) Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 C4 recycled paper PACIFIC SOUTHWEST GR 0 UP PACIFIC DEMOLITION& ENVIRONMENTAL, INC._r December 1,2006 ! u U Project 04.138.1 1 DEC 7 2006 J RHI-Design Group,Inc. 2401 East Katella Avenue,Suite 400 F „ Anaheim,California 92806 Attention: Mr.Anthony Le Subject: Geotechnical Report Update Proposed Rite Aid Pharmacy Southwest Corner of Encinitas Boulevard and Manchester Avenue Encinitas,California Reference: Pacific Southwest Group, Inc.—Geotechnical Investigation Report, Project 04.138.01 dated August 23,2004 Dear Mr.Le: a) As requested by you,we are providing this report update for the proposed development in the city of Encinitas,California. b) The subject site was investigated, from a geotechnical point of view, by our firm in 2004. The results of our investigation were provided in the referenced report dated August 23,2004. C) We understand that the site conditions have not changed significantly since our investigation in 2004. d) The recommendations provided in the referenced report remain applicable. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, PACIFIC SOUTHWEST GROUP,INC. M62. pasani Principal Geotechnical Engineer RGE 2301 (Exp.March 31,2007) MBU:mbu 27292 CA 1.I.F AR Rnvn • RI IITF R • QAN MAN ('A PIQTP A111l) OA ()If_74 rct rnnnl AO 1 PACIFIC SOUTHWEST GROUP PACIFIC DEMOLITION& ENVIRON r. rte_ March 8,2007 Project 04.138.1 MAY 1 7 2007 l i L� RHL Design Group,Inc. `— --- 2401 East Katella Avenue, Suit L ,- S MAR ` 6 � Anaheim, California 92806 Attention: Mr. Kim Waltz Subject: Response to Geotechnical Review Proposed Rite Aid Pharmacy Southeast Comer of Encinitas Boulevard and Manchester Avenue Encinitas, California References: (See Appendix A) Dear Mr. Waltz: This letter provides our response to the referenced geotechnical review comments dated February 12,2007. 1. Item 2 The subject site, as understood from the project civil engineer, is located above the 100- year flood plain. Geotechnical hazard mitigation is not required. 2. Item 3 a) We have reviewed additional geologic references which include the property. We have noted that the site is included within Liquefaction Zone designation 4-1 (most-susceptible) as indicated in Reference A-7. Our revised list of references reviewed is included in Appendix A. The potential for the liquefaction is considered low due to absence of the ground water in the upper 50 feet, in general, the Terrace Deposits are non-water bearing and on the fact that the site will be underlain by 6 feet of compacted fill. b) Our Certified Engineering Geologist has signed and stamped this report. 3. Items 4 and 5 a) The subgrade soils consist of unsuitable fill soils to a depth of 6 feet. It was recommended to remove the fill entirely and replace as compacted fill. 27292 CALLE ARROYO • SUITE B • SAN JUAN CAPISTRANO, CA 92675 •TEL: (949)487-1 1 1 1 • FAX: (949)487-1112 • LIC. #867264 RHL Design Group,Inc. March 8, 2007 Project 04.138.1 Page 2 b) The native soils below the fill consist of Terrace Deposits. The average relative compaction of the soils between the depths of 6 and 26 feet was determined to be 85 percent. The maximum dry density used in the computation was 121.0 for Silty SAND with Gravel encountered in the upper 5 feet. c) The maximum dry density of the native Silty SAND will be lower than 121.0 which will increase the relative compaction. d) The bottom of the overexcavation will be observed by an Engineering Geologist and will be tested to determine the relative compaction. In general the dry density of the in-situ (native) material shall be at least 85 percent of maximum dry density. In the event that lower densities are determined by field-testing to exist, the depth of overexcavation will be determined on-site given due consideration to the geology of the exposed material, as well as its relative location. 4. Item 6 a) Total and differential settlements under spread footings are expected to be within tolerable limits and are not expected to exceed 1 and 3/ inches over a horizontal distance of 50 feet, respectively. This evaluation was based on the upper six feet of soils being overexcavated and replaced as fill compacted to 90 percent relative compaction. b) The recommended allowable bearing capacities were half of the bearing capacities computed using the laboratory shear strength data. The net increase in the pressure at the bottom of the overexcavation, on top of the native soils will be less than 500 lb/i2. Therefore,settlement analysis was not necessary and was not conducted. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUTHWEST Z, nt, Mohan pasam Ex .Date 03131 107 Geotechnical eer 2soi f , Kevin B. Y Y RGE 2301 �UF ��"� a j Principal Engieering beol ogist (Exp. March 31,2007) �_;�r ��``' " 1 CEG 2253 G� j '� (Exp. October 31' 20 07) Enclosures: Geopacific, Inc. Review Memorandum dated February 12, 2007 References -Appendix A Project 04.13 8.1 APPENDIX A References A. Published Literature 1. Blake, T. F., 2000, EQFA ULT:A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Fault, User Manual and Program. 2. Blake, T. F., 1999, EQSEARCH.• A Computer Program for the Estimation of Peak Horizontal Acceleration from California Historical Earthquake Catalogs, User Manual and Program. 3. Blake, T.F., 2000, UBSEIS, 2000, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources, User Manual and Program, 53p. 4. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1997, Equations for the Estimating Horizontal Response Spectra and Peak Acceleration from Western.North American Earthquakes: A Summary of Recent Work. Seismological Research Letters, Vol. 68, No. 1,pp. 128-153. 5. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California, Del Mar, La Jolla, Point Loma, La Mesa, Poway, and SW % Escondido 7.5-Minute Quadrangles: California Division of mines and Geology Bulletin 200, Section A, 38 p. 6. Tan, S.S., 1987, Landslide Hazards in the Rancho Santa Fe Quadrangle, San Diego County, California: California Division of Mines and Geology Open-File Report 86- 15LA. 7. Tan, S.S., and Gillen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California: California Division of Mines and Geology Open-File Report 95-04. 8. Tan, S.S., and Kennedy, M.P., 1996, Geologic Map of the Encinitas and Rancho Santa Fe 7.5'Quadrangles, San Diego, California: California Division of Mines and Geology Open-File Report 96-02 6. U.S. Geological.Survey, 1968, 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. 7. U.S. Geological Survey, 1963, (Photorevised 1983), 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. Appendix A Project 04.13 8.1 Page 4 B. Geotechnical Reports 1. Pacific Southwest Group, Inc. - Geotechnical Investigation Report, New Rite Aid Pharmacy, Southwest Corner of Encinitas Boulevard and Manchester Avenue, Encinitas, California, Project 04.138.1 dated August 23, 2004. 2. Pacific Southwest Group, Inc. - Geotechnical Report Update, New Rite Aid Pharmacy, Southwest Corner of Encinitas Boulevard and Manchester Avenue, Encinitas, California, Project 04.138.1 dated December 6, 2006. 3. Geopacific, Inc.—Review Memorandum, Third party Review, Drawing#414-G, Rite AidlManchester and Encinitas Boulevard, Case No. 05-027/APN.• 259-190-46 dated February 12, 2007. . I FEB-15-2 07 11:37 FromrRHL DESIGN 714:935 0051 To:9494$71112 P.2'5 G- INC. PIPIV EW MEMORANDUM February 12,2007 To Mr.thme Thompson,Engineering Department.; City of Encinitas,505 South VulcoLn Avenue Encinitas,California 92024-3 63 3 760-633-2783 From:James Ir.Knowlton,RCfi/CEG Subject.-Third Forty Rlevicw, Drawing#414-G " Rite Aide/Manchester eiid`Encinitss Boulevard Case No.X05-027 I APN: 259-19046 T have reviewed the following idoet=ents: 1. Gcotcahnieai Investigation Report;swc Encinitas Boulevard and Mmcb ester Avenue, :Fnca,WW. CaliforniW by Pacific Southwest Group, dated-August 23, 2004,nca.,04.138.1-,missing pages-1 and 2. 2. GeotccWcal,.Report Update Letter; by 1 acifie Southwest Group;"inc., dated December*-1 ,::2006,no. 04.138..1.: u Tho purpose of out review is to see if the submitted documents provide adequate soil/geologic OaWl nformation to meet the current standards of practice requir�amem of, the City of Encinitas,Project plans were opt available for rev il, thee plus can be t�evleyvicd wheal the coAsultant provides adequate response to the following: review items Based on this review, the documents go sot wee, the Encinitas and arc cequucments of the City of W-1 ac tea a or annroved until the`cOmments that follow have been addras8ed:.b t Professional clarificationsgs a�entsdand/or ceerrdficaatiolls. ental dataru ormation, 1. Document Xorox copy with pages 1 and 2 missing.- by an ut not by a cnginceria The reports arc_.signed g geologisk.-Please see sections that follow. 2- City tegument providds"the re potcntiEd gcotcchnical h�a2axxi mitigation-relative. to the 1 shall,address requirement is not addressed in dither do uUment 1 0 7 d plain" That aarx= ar,a _ coo/zoo fry 31JIOYd ZLLLL8V6VG M166:60 LOOZ19LIZO R" 6-15-2007 11:37 From: ! - R!-A_ DESIGN 714 93$ 0Q51 To:9494e?1112 Paige 2 414-0/05-027 February 12,2007 3_ ne list of references includes documents pertinent to the metropolitan area of the City of SaDn Diego but not to the project site, rn addition, the references do not include C'DMG and/or LTSC�S open file r to Open file iris applicable to the project site.Rcfcr report 95,04 and othe3s. prase updatelmodify. the refereno, s. eport accordingly. Note that open We report 95-04 describes the site to be within zone 4-1 "most susceptitible". An engiaaming geologist should review attd sip stamp the reports. 4' The 11-port needs to Justify removals to depths of only b feet when alluvial type soils were *ecorded to depths of 20 +/- feet Note that the la (maximum density and in-place dry densities)suggest the soilshaavee densities e1 thaw 85-90%to depths of 10 to 20+/-fe,�, 5. Please provide justified c acceptable base of t+cmovals riteria. (qualitative/gWmtitatiV8) to determine 'm . 6. please provide a settlelnent analysis for the project site soils. .Additional revirwr will likely be necessary. END i 500/800 1A �I�I�Vd ZL4ZBti6ti6 XV3 6E=60 LOOZ 19L/ZO i FEB-15-2007 11:37 From:RM, iEsIGN 714 935 0051 7 To:949gE37111c"' P.4"5 Std Tho driveway on Encinitas BWmnmitas-shall bo limited to a right taro shall be restricted right him out and b3' rk prsrtiate siptagc grid the raised aledian. x7ze raised Ole- Madian shall be located-on Boulevard along tlw-PrOPwtY frontage between Manchester and the western property)nte,with an.apeni ag fn tht tnedi�to allow eastbound left buns into the pmperiy at the faorthwest c'mmer ofEwinitas Boulevard and Ranoho Santa !Fe Road. Said improverneate 4oll 1>c.shown on the pm'ect sGnpet �cnt^,,,a undlar e k t 1ttffi prior to per�t INUance to the s8stisfactiop of IhGe .�tcyr of 1:r,D ner�ng SCE The existiig street light am Manehester Avtme shall be'relocated to the sadefaction of the Engineering Sesvioes Depattuent. ✓' (�SCF The existing driveways on Manchester Avenue not planned to be used for the development shell be closed. 4 - SCQ The following conditions shall be complctrtltftt 61166P the satisfaction of the Engineering Services Deparfte nt: 1. Tho existing curb, gutter,and sidewa&shall l ixedlreplsccd to. RafiRfaction of ft field inepcctorwhet��g " 2• Tie property�llt;within the USG„S geological ha2ard areas. A eo shall be submitted to the G satcchmcal coiut forreview and approve ri_ to approval of the grading plan. a Mpor..ball address potetiti�al "ec. ha�itigution relative to prmenoe of floodwaylflood plain. geotec hzticel 3. Fors then p tras1) ettclasure shall covered and shall be elevated above the Uttrmundung paveMen�`w frrn enMxing the=closure. A draft)snail be provided within the trash enclosure diacharge the wastewater into the sewer aystemc to A. Per the dt inage and hydrology study:9613M itted to the City by Tory waWa Avenue the have drainage inlet aontherly a1'the project site on Manrheaw Avrnue does not have adequate capacity far the additional runoff development. As geaeQated by the proposed by the study,the appltcertt Bhall trtodlfy the eXtsttttg 4° cwt inlet to allow a height of 10"firm the invert Of the gutter to the top of the Crab Pc' SDRSD D.S. The modification to the existing-drainaga WO sb,all be constructed entirely widlin the pang lane and shall not extend into the driving lane OfManebesterAvenue. , 5. Overhead utilities exist` Y along-the northerl side of Encinitas Boulevard and along the easterly side of Manehastar Eou)mftd albn rte project frontage. The applicant shad be responsible for the undergrounding of the -utilities along the project fr*ntaae to the sa6sfraction oP the City Engincer. As an ahemative to undergrounding the utilities, the applicaizt mtt�r conm'bule to an in-lieu fee fund as det:rribcd in Brginearing'Stardttrd .Condition Ft79 an amount based- upon the proPY fiorttage to Encinitas Boulevard and Manchester Avenue. $133NKA'k-"-"OhlR="JI 05-0272006-47_doc i goo/too]A 3IJIOVd Zit1L8b6VG XVJ 66=60 ZOOZ19LIZO PACIFIC SOUTHWEST GROUP rl� PACIFIC DEMOLITION& ENVIRONMENTAL, INC. January 22,2007 Project 04.138.1 REL Design Group,Inc. 2401 East Katella Avenue, Suite 400 Anaheim,California 92806 Attention: Ms.Kim Waltz Subject: Plan.and Specification Review Proposed Rite Aid Pharmacy Southeast Corner of Encinitas Boulevard and Manchester Avenue Encinitas,California References: Our Geotechnical Investigation Report, Project 04.138.1 dated August 23,2004 Dear Ms.Waltz: a) We have reviewed the following plans for the subject Rite Aid project in Encinitas, California: i) Site Plan -Sheet C-101; ii) Grading Plan -Sheet C-102; iii) General Structural Notes -Sheet S-101; iv) Foundation Plan - Sheet S-201; v) Foundation Details -Sheet S-301. b) We, also, reviewed the structural calculations prepared by Wiseman+Rohy and the specifications pertaining to the grading of the subject project. c) The plans,calculations and the specifications are in general conformance with the referenced geotechnical report except as follows. d) The compacted fill may be compacted to 90 percent relative compaction instead of 95 percent as specified in the specifications. e) The recommendations provided in the referenced report s d be implemented during the grading and the construction phases. 27292 CALLE ARROYO • SUITE Q • SAN JUAN CAPISTRANO, CA 92675 -TEL: (949)487-1 1 1 I - FAX: (949)487-1112 • LIC. #867264 RHL Design Group,Inc. January 22,2007 Project 04.138.1 Page 2 The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUTHWEST GROU?r Mohan.8. UB pasani E tp.D,: 03/3 1 i'i( Principal Geotechnical Engineer= ± 2301 RGE 2301 (Exp.March 31,2007) ';:: .. PACIFIC SOUTHWEST GROUP VNVIRONMENTAL RESOURCES August 23,2004 Project 04.138.1 RHL Design Group,Inc. 2401 East Katella Avenue, Suite 400 Anaheim, California 92806 Attention: Mr. Jim Forgey Subject: Geotechnical Investigation Report New Rite Aid Pharmacy Southwest Corner of Encinitas Boulevard and Manchester Avenue Encinitas, California ' References: See Appendix A Dear Mr.Forgey: 1. INTRODUCTION a) In accordance with your request, we have conducted a geotechnical investigation for the New Rite Aid Pharmacy located in the City of Encinitas, California. b) We understand that the proposed project will include development of a new 16,708- square foot building and associated parking and driveways. C) Grading and structural plans are not available at this time. However, we have assumed wall loads of 3 kip/ft and column loads of 50 kips. Also, we have assumed that the proposed grades will not change significantly from the existing grades. 2. SCOPE The scope of services we provided was as follows, and was conducted within the guidelines included in the Rite Aid Model Due Diligence Scope of Services-Free Standing Stores. a) Preliminary planning and preparation; b) Pre-marking the planned boring locations and contacting Underground Sery ice Alert (USA)in order identify any underground utilities; 27292 CALLE ARROYO • SUITE B • SAN JUAN CAPISTRANO,CA 92675 • TEL:(949)487-1111 • FAX:(949)487-1112 RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 2 C) Review of available geologic literature,which includes the subject properties; d) Drilling a total of 14 borings: i) 6 borings within the building footprint to depths ranging from 25 to 26.5 feet; ii) 7 borings within the parking lots and driveway and each pylon sign location, to depths up to 13.5 feet; iii) 1 boring drilled within the trash enclosure to a depth up to 1.2 feet; e) Logging the borings by our Engineering Geologist; f) Obtaining in-situ and bulk samples from the borings for classifications and laboratory testing; g) Laboratory testing of selected samples considered represeni<rtive of site conditions in order to ascertain or derive relevant engineering properties; Y Preparation of a Due Diligence Phase Geotechnical Engineering Report,presenting our findings, conclusions and recommendations pertaining to the following. i� grading; ii) processing of soils; i foundation types iv) expansivity; v) sulphate content and cement type; vi) shrinkage factor and subsidence; vii) slabs-on-grade; viii) settlement; ix) ground water; X) seismicity; xi) pavement design; i . RHI,Design Group,Inc. August 23,2004 Project 04.138.1 Page .3 xii) retaining walls: • active pressure; • at-rest pressure; ' passive resistance; • coefficient of friction. 3. FIELD EXPLORATION Details of the field investigation, including the Logs of Borings, are presented in Appendix A 4. LABORATORY TESTING A description of the laboratory testing and the results is presented in Appendix C. 5. SITE DESCRIPTION 5.1 Location i a) 'rite project site is located within the west-central portion of San Diego County, California. b) The site is located approximately 75 feet southwest of the intersection of Encinitas Boulevard and Manchester Avenue,in.Encinitas, California. C) The approximate location is shown on the Location Map, Figure 1. 5.2 Surface Site Conditions a) The project site is nearly square shaped, and is comprised of approximately 1.2 acres of vacant land. No structures or trees are present within the Iimits of the property. A retaining wall, ranging from 3 to 4 feet in height is present along the northern property line. The surface area is presently unpaved and is capped partially by gravel, soil, and organic mulch. In general, the site slopes from northeast to southwest, and is generally topographically lower than the surrounding properties and streets. Maximum topographic relief is about 20 feet. The steepest portion of the site is located in the northeast corner where the site slopes from Encinitas Boulevard to the pad at a gradient of 4:1 (horizontal: vertical) where the height is about 9 feet. Fes„: 9� 'fw �!J ref t - ( lk 'IN \ Zj Fj 1, 2't: zti `° ' 4 krz - ..i;- �+.t�:ti�1•'� In .%5s:i;� �t� ��; �� ` ` l�r.r `.�,� • . MAP: USGS 7.5-Minute Topographic Map, Rancho• Santa Fe Quadrangle, • 111 1 111 4000 SCALE FEET • t • 1 • 1 1 i • - 1 / PA CIFIC SO Manchester Avenue UTHWEST •0 UP bicinitas. caufornia. 1 :te: August 2004 . Figure 1 Project 1 14 RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 4 b) The property is bordered on the north and west sides by existing commercial office buildings, and on the east and south sides by Encinitas Boulevard and Manchester Avenue,with retail use centers beyond. C) Surface drainage at the site consists of sheet flow runoff of incident rainfall. derived from within the property boundaries and surrounding up-gradient. areas. No surface drainage devices were observed within the limits of the property. 5.3 Geology 5.3.1 Regional Geologic Setting The Property is located on the southwestern portion of the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges consist of a series of mountain ranges separated by longitudinal valleys. The ranges trend northwest-southeast and are sub parallel to faults branching from the San Andreas Fault. The Peninsular Ranges extend from the southern side of the Santa Monica Nfou ntains into Baja California,Mexico(CDMG, 1.997). x.3.2 Local Geologic Setling The project site lies within the northern portion of the San Diego Embayment. The s4e is underlain locally by about 100 feet of marine. non- marine poorly consolidated sandstone bedrock, which in turn is underlain by older sedimentary deposits, and volcanic basement rocks. 5.4 Subsurface Site Conditions 5.4.1 General Uncertified Fill, Alluvial soils and native Terrace Deposit materials were encountered during the subsurface investigation conducted at the site. The description of the subsurface materials encountered is provided below. 5.4.2 Uncertified Fill a) Uncertified Fill soils were encountered within all borings drilled during the subsurface exploration. These soils were found to consist of dark yellow brown to gray brown, dry to damp, medium dense to dense, Silty SAND. Scattered roots and gravel were also observed within the upper limits of the Fill zone. i i RBL Design Group,Inc. August 23, 2004 Project 04.13 8.1 Page 5 b) The maximum depth of Fill encountered within the borings was 8 feet. Significantly deeper fill is not expected to be present within the limits of the subject site. 5.4.3 Alluvium a) Native Alluvial soils were encountered within selected borings drill at the site. b) These soils were found to consist of fine-grained, dark vellow brown, moist to saturated, loose to medium dense and poorly consolidated, Silty SAND. c) The Alluvial soils were encountered within Borings B-7,B-11,B-12, and B-13. The Alluvial soils were encountered to the maximum depth explored,in those respective borings, 15 feet. 5.4.4 Terrace Deposits a) Underlying the Fill and Alluvium are native marine Terrace Deposits. b) These materials were found to be comprised of generally fine- grained, yellow brown, dry to moist; nncemented, and moderately hard, poorl.v bedded, Silty SAND. Considerable variations of overall consolidation of the soils was observed, ranging from very well consolidated to unconsolidated. Scattered rounded to sub-rounded pebbles were observed within these Terrace Deposit soils. C) The Terrace Deposits were encountered to the maximum depth i explored, 26.5 feet. 6. GROUND WATER i No free ground water was encountered within any of the borings drilled during the subsurface explorations. Light seepage was encountered within Borings B-7, B-12, and B- 13 at depths of 14 feet below grade, respectively. Each of these borings was left open for a period of 2 hours following the drilling operation. No standing water ever developed within any of the borings. RBL Design Group,Inc. August 23,2004 Project 04.138.1 Page 6 7• POTENTIAL SEISMIC HAZARDS 7.1 General a) The property is located in the general proximity of several active and potentially active faults,which are typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70-mile radius are capable of generating ground shaking of engineering significance to the proposed construction. b) In Southern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake,the greater the potential damage. 7.2 Ground Surface Rupture The Property is not within an Alquist-Priolo Special Studies Zone;however, during historic times, a number of major earthquakes have occurred along active faults in Southern California. The rlosest active fault is the Rose Canyon Fault, located at a distance of about 5-miles west of the project site. Other potentially active faults inclUde the Newport-Inglewood Fault and the Coronado Bank Fault, located at distances of about 14 miles and 20 miles, respectively, from the Property. Due to ' the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site-. 7.3 Deterministic Seismic Hazard Analysis a) We performed a deterministic seismic hazard analysis using the computer program EQFAULT, EQSEARCH, and UCSEIS (Blake; 2000). The program computes the peak ground acceleration and the maximum magnitude earthquakes on each of the faults found within a user specified radius. The computation of the peak acceleration is based on the closest distance between the site and each digitized fault and a user specified attenuation relationship. For our analysis, we used a 70-mile radius and the attenuation relationships developed by Boore, et al, (1997). Peak ground acceleration for the Property is 0.38g. RIAL Design Group,Inc. August 23,2004 Project 04.138.1 Page 7 b) Figure 2 shows the geographical relationships among the site locations, nearby faults and the epicenters of significant occurrences. Figure 3 gives the seismic parameters affecting the subject site. The project site is not located within any Alquist-Priolo Fault Zone; however, during historic times, a number of major earthquakes have occurred along the active faults in Southern California. From the seismic history of the region and proximity, the Rose Canyon Fault has the greatest potential for causing earthquake damage related to ground shaking at this site. C) Based upon design guidelines provided in the 1997 Uniform Building Code, structures may be designed using the reduction in the peak ground acceleration of the 10 percent Probability of Exceedance in 50 years. The results of the analysis of the site acceleration, using a reduction of the 1.0 percent Probability of Exceedance in 50 years,concludes that it has a design acceleration of 0.288. Figure 4 shows a graphic plot of the 10 percent Probability of Exceedance in 50 years for this site. 8. CONCLUSIONS AND RECONMNDATIONS i 8.1 General a) It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are incorporated in the project plan designs and specifications, and are implemented dw-big Qonstruction. b) We are of the opinion that the proposed structures may be supported on shallow spread footings founded in compacted fill. C) We are also of the opinion that with due and reasonable precautions, the required grading will not endanger adjacent property nor will grading be affected adversely by adjoining property. d) The design recommendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. e) The final grading plans and foundation plans/design loads should be reviewed by the Geotechnical Engineer. , 1 = i b Z j : i�, ��i-`"yea• Y��^� °R a �i iz Cd iF Ingi i 3 5 is In • g � $ o B° �8�v ,CAI oz VLL Nh t r m was m 2j fa Q � B LL °ec0 EmY LL 6, gig$ o Ildl LLO m i F iEr u(� c�w a C o � � Cq ^v cd m > > ate, N p > �A C U W G7a 03 nua OC N C .�---1 N � 00 U W 00 cn E o 3 C14 o 134 o N .. o Z i A a 7 �• °O lYl m (^ �^ j In o ail a", -1 O ADO � � W m m m � � o °O � d Q a N H m s N F tn py� N N C U Gl i a .. 0 o y a 3 o w U u]c� PR OBABILIT Y OF EXCEEDANCE 100 5o rs 90 80 70 60 j o 50 _ Q ro ; o 40-�— -— ca w 30 I 20 10 0 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration(g) REFERENCE: Boore et al(1997)NEHRP D(250)2 Southwest Corner of Encinitas Boulevard and Manchester Avenue PACIFIC SOUTHWEST GROUP Encinitas, California _. Date: August 2004 Figure No: Project No.: 04.183.1 4 RHL Design Group, Inc. August 23,2004 Project 04.138.1 Page 8 8.2 Grading 8.2.1 Processing of On-Site Soils a) All existing fill, up to 6 feet in depth, present at the site should to removed entirely within building areas and extending at least ve feet beyond the building perimeter. The soils may be reused as compacted fill after removal of debris and deleterious matter. b) After removal of the fill,it must be ensured that there is at least three feet of compacted fill below the bottom of the slab and at one foot below the footings. The limits of the fill should extend at least 5 feet beyond the building perimeters. c) Wherever structural fills are to be placed, the upper 6 to 8 inches of the subgrade should, after stripping or overexcavation, first be scarified and reworked. d) There should be at least 12 inches of reworked existing soils or compacted fill under pavement areas. i e) Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be made good prior to further construction. f) The depths of overexcavation should be reviewed by the i Geotechnical Engineer during construction. Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotechnical Engineer for proper exposure, removal or processing, as directed. No underground obstructions or facilities should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfilled properly with suitable materials, and compacted. 8.2.2 Material Selection After the site has been stripped of any debris, vegetation and organic soils, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills, with the following provisions: a) The organic content does not exceed 3 percent by volume; RBL Design Group,Inc. August 23,2004 Project 04.138.1 Page 9 b) Large size rocks greater than 8 inches in diameter should not be incorporated in compacted fill; C) Rocks greater than 4 inches in diameter should not be incorporated in compacted fill to within 1 foot of the underside of the footings and slabs. 8.2.3 Compaction Requirements a) Reworking/compaction shall include moisture-conditioning/drying as needed to bring the soils to slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in j accordance with ASTM Test Designation D1.557. b) Fill should be compacted in lifts not exceeding 8 inches (loose). i 1 8.2.x# E_hcavating Conditions a) Excavation of on-site materials may be accomplished with standard earthmoviaig or trenching equipment. No hard rock was encountered which will iequire blasting. i b) Groundwater was not encountered to the depth explored. Light seepage was encountered,however,dewatering is not anticipated. 8.2.5 Shrinkage -For preliminary earthwork calculations, an average shrinkage factor of 10 percent is recommended for the fill soils (this does not include handling losses). 8.2.6 Expansivity a) Based upon visual observation, the expansivity of the site soils is considered Low. b) The soil expansion potential for specific areas should be determined during the final stages of rough grading. i I REL Design Group,Inc. August 23, 2004 Project 04.1.) Page 10 8.2.7 Sulphate Content a) The sulphate contents of a representative sample of the subgrade soil were found to be less than 0.1%. The sulphate exposure is considered negligible in accordance with Table 19.A-A4 of the building code. b) The fill materials should be tested for their sulphate content during the final stage of rough grading. 8.2.8 Utility Trenching a) The walls of temporary construction trenches in fill should stand nearly vertical, with only minor sloughing, provided the total depth does not exceed 3 feet(approximately). Shoring of excavation walls j or flattening of slopes may be required, if greater depths are necessary. b) Trenches should be located so as not to impair the bearing capacity or to cause settlement under foundations. As a guide, trenches should be clear of a 45-degree plane, extending outward and I downward from the edge of foundations. Shoring should comply with Cal-OSHA regulations. C) Existing soils may be utilized for trenching backfill, provided they are free of organic materials. d) All work associated with trench shoring must conform to the state and federal safety codes. 8.2.9 Surface Drainage Provisions Positive surface gradients should be provided adjacent to the buildings to direct surface water run-off away from structural foundations and to suitable discharge facilities. 8.2.10 Grading Control All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper subgrade preparation, selection of satisfactory materials, placement and compaction of all structural fill. Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. i RHL Design Group,Inc. August 23, 2004 Project 04.13 8.1 Page 11 8.3 Slab-on-Grade a) Concrete floor slabs may be founded on the reworked existing soils or compacted fill. The subgrade should be proof-rolled just prior to construction to provide a firm, unyielding surface, especially if the surface has been loosened by the passage of constriction traffic. b) The slab should be underlain by two inches of SAND. If a floor covering that would be critically affected by moisture is to be used, a plastic vapor barrier is recommended. This sheeting should be placed below the SAND layer. C) It is recommended that 43 bars on 18-inch center,both ways, be provided as minimum reinforcement in slabs-on-grade. Joints should be provided and slabs should be at least 4 inches thick. d) The FFL should beat least 6 inches above highest adjacent grade. i e) The subgrade soils should be kept moist prior to the concrete pour. 8.4 Spread Foundations The proposed structures can be founded on shallow spread footings. The criteria presented as follows should be adopted: i 8.4.1 Dimensions/Embedment Depths Minimum Footing Number of Stories Minimum Width g Minimum Embedment (floors supported) (ft) Thickness Below Lowest Finished Surface (in) (ft) 1 #2. 6 Perimeter 1.5 Interior 1.0 Perimeter _ i.5 Interior 1.5 Square Column Footings to 100 kip 2.0 I 8.4.2 Allowable Bearing Capacity _ Embedm.{nt Depth ::: Allowable Bearing Capacity lb/ft) 1.0 2,000 1.5 2,400 2.0 2,800 RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 12 (Notes: • These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces; • At least 2x#4 bars should be provided in wall footings, one on top and one at the bottom; • In the event that footings are founded in structural fills consisting of imported materials, the allowable bearing capacities will depend on the type of these materials, and should be re-evaluated; • Bearing capacities should be re-evaluated when loads have been obtained and footings sized during the preliminary design; • Planter areas should not be sited adjacent to walls; • Footing excavations should be observed by the Geotechnical Engineer; • Footing excavations should be kept moist prior to the concrete pour; I It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening,planting,digging,etc.) 8.4.3 Settlements Total and differential settlements under spread footings are expected to be within tolerable limits and are not expected to exceed 1 and 3/ inches, respectively. 8.5 Lateral Pressures a) The following lateral pressures are recommended for the design of retaining structures. G_ Pressure(lb/ft'/ft depth) Lateral Force Soil Profile Rigidly Supported Unrestrained Wall Wall Active Pressure Level 34 _ At-Rest Pressure Level - 58 Passive Resistance Level 350 (ignore upper 1.5 ft.) RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 13 b) Friction coefficient: 0.4 (includes a Factor of Safety of 1.5). While combining friction with passive resistance,reduce passive by 1/3. c) These values apply to the existing soil, and to compacted backfill generated from in-situ material. Imported material should be evaluated separately. It is recommended that where feasible, imported granular backfill be utilized, for a width equal to approximately one-quarter the wall height, and not less than 1.5 feet. d) Backfill should be placed under engineering control. e) Subdrains comprised of 4-inch perforated SDR-35 or equivalent PVC pipe covered in a minimum of one cubic foot per linear foot of filter rock and wrapped in Mirafi 140N filter- fabric should be provided behind retaining walls. 8.7 Seismic Coefficients a) The seismic design coefficients in accordance with the seismic provisio,L of linifomi Building Code are provided below: ITEM VALUE REFERENCE __- Soil Profile Type Sr, UBC Table 16J _ _Seismic Source Type B UBC Table 16ti Near Source Factor-NI . 1.0 UBC Table 16S Near Source Factor-N„ 1.1 UBC Table 16T Seismic Coefficient-C8 0.44 UBC Table 16Q Seismic Coefficient-C„ 0.69 UBC Table 16R Peak Ground Acceleration 038g EQFAULT(Boore et al. 1997) Distance to Source _ 8.0 km CDMG 10 Percent Probability of Exceedance in 50 Years 0.28g FRISKSP-Blake?000 b) The ground water was not encountered to the depth explored. The potential i for the liquefaction is low. i i i RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 14 9. LMTATIONS a) Soils and bedrock over an area show variations in geological structure,type,strength and other properties from what can be observed, sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation,laboratory data and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. b) In the event that during construction, conditions are exposed which are significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer. The oppornunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUT`1JVv`EST GRO OQQ,OFESS/ON9 Q� MOH AN UPASANI CD Exp.Date 03/31/07 m Mohan B. asatit 2301 Allan Kaze Principal Geotechnical En ' ek OF GQ� ,k Principal Engineering Geologist RGE 2301 s�q OrSCHN� (Exp. March 31, 2007) TFOFCa�1FOQ MBU/AK: fdr Enclosures: Location Map -Figure 1 Seismicity Map -Figure 2 Table of Seismic Parameters -Figure 3 Design Basis Ground Motion -Figure 4 References -Appendix A Field Exploration -Appendix B Unified Soils Classification System Figure B-1 Log of Borings Figure B-2 through 15 Laboratory Testing -Appendix C Geotechnical PIan -Plate 1 Project 04.138.1 APPENDIX A References Published Literature 1. Blake, T. F., 2000, EQFAULT.- A Computer Program for the Deterministic. Prediction of Peak Horizontal Acceleration from Digitized California Fault, User Manual and Program. 2. Blake, T. F., 1999, EQSEARCH.- A Computer Program for the Estimation of' Peak Horizontal Acceleration from California Historical Earthquake Catalogs, User Manual and Program. 3. Blake, T.F., 2000, UBSEIS, 2000, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources,User Manual and Program,53p. 4. Boore,D.M., Joyner, W.B., and Fumal,T.E., 1997,Equations for the Estimating Horizontal Response Spectra and Peak Acceleration from Western North American Earthquakes: A i Summary q(Recent Work: Seismological Research Letters,Vol. 68,No. 1,pp. 128-153. 5. Kennedy, M.P., 1975, Geology gfthe San Diego Metropolitan Area, California, Del Mar, .La Jolla, Point Loma. La Mesa. Poway, and SW% Escondido 7.5-Minute Quadrangles: California Division of mines and Geology Bulletin 200, Section A, 38 p. i6. U.S. Geological Survey, 1968, 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. 7. U.S. Geological Survey, 1963, (Photorevised 1983), 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. Project 04.138.1 APPENDIX B Field Exploration a) The site was explored between August.) and 4`h, 2004, utilizing an 8-inch diameter,truck- mounted, B-53 hollow stem auger drill rig, to excavate fourteen borings to a maximum depth of 26.5 feet below the existing ground surface. The borings were subsequently backfilled. b) The soils encountered in the borings were logged and sampled by our Engineering Geologist. The soils were classified in accordance with the Unified. Soil Classification System described in Fig-tire B-1. The Logs of Borings are presented in Figures.B-2 through . . . I B-15. The .approximate locations of the drilled borings are shown on the Boring Location Plan, Plate 1. The logs, as presented, are based on the field logs, modified as required from the results r.)f the laboratory tests. Driven ring and bulk samples were obtained from the excavations for laboratory inspection and testing. The depths at which the samples were obtained are indicated on the logs. C) The number of blows of the hammer during sampling was recorded,together with the depth of penetration, the driving weight and the height of fall. The blows required per foot of penetration for given samples are indicated on the logs. These blow coiuits provide a I measure of the density and consistency of the soil. d) Light seepage was encountered in within Borings B-7, B-12, and B-13, at depths of 14 feet below grade. No free ground water was encountered. e) Caving within the borings did not occur. i UNIFIED SOILS CLASSIFICATION (ASTM D-2487) PRIMARY DIVISION GROUP SYMBOL SECONDARY DIVISIONS "-- Clean GW Well graded gravels,gravel-sand mixture,little or no fines J v, m t m.iu Gravels GP Poorly graded gravels or gravel-sand mixtures,little or no fines O au w � �yUi (<5%fines) "m > L c GM Silty gravels,gravel-sand-sift mixture. Non-plastic fines. 02 m 2 o° Gravel with Z E o g° Fines GC Clayey gravels,gravel-sand-clay mixtures. Plastic fines 00 m* C m m c Clean Sands SW Well-graded gravels,gravel-sand mixtures,little or no fines. U)m m o L > (<5%fines) SP Poorly graded sands or gravelly sands,little or no fines. a� rn Z t a> H po `m �, m SM Silty sands,sand-silt mixtures.Non-Plastic fines. U g— o o E Sands with Fines SC Clayey sands,sand-clay mixtures.Plastic fines. p Z ML Inorganic silts and very fine sands,rock flour,silty or clayey fine y M= _ sands or clayey silts,with slight plasticity rn-F0 y ¢>. -i� o Inorganic clays of low to medium plasticity,gravelly clays,sandy °_rn � CL clays,silty clays,lean clays. (D p U0 1 .22(n U a OL Organic silts and organic silty clays of low plasticity. UJ o C) Inorganic silts,micaceous or diatomaceous fine sandy or silty Q m z g W � MH soils,elastic silts. L ¢> in Z m w g p ¢ CFI Inorganic clays of high plasticity,fat clays tiJ � - J() 2 LL - m d rn~ OH Organic clays of medium to high plasticity, organic silts. o E (D Highly Organic Soils PT Peat and other highly organic soils. CLASSIFICATION BASED ON FIELD TESTS PENE1RATION RESISTANCE(PR) Clays and Silts 'Numbers of blows of 140 lb hammer —'�Sands and Gravely Consistency Blows/foot' Strength— falling 30 Inches to drive a 2-inch O.D. (1 318 in.I.D.)Split Barrel sampler Relative Density Elows/foot Very Soft 0-2 _ - 0'h_ (ASTM-1568 Standard Penetration Test) Very loose 0-4 Soft 2-4 '/.'/� ! Loose 4-10 --_Fir_m 4-8 '/r1 }----- - S+.iff ~8-15 1-2 "Unconfined Compressive strength in E— Pdedium Dense 10-30 — tons/sq. f. Read from pocket Dense 30-50 Very Stiff 15-30 2-4 penetrometer Very Dense Over 50 Hard Over 30 Over 4 CLASSIFICATION CRITERIA BASED ON LAB TESTS 60 GW and SW—C„=DsdD,o greater than 4 for GW and 6 for SW;C,=(D30)2/D,ox Dso 50 between 1 and 3 X 40 GP and SP—Clean gravel or sand not meeting requirement for GW and SW :0'30 GM and SM—Atterberg limit below°A"line or P.I.less than 4 .9 20 10 GC and SC--Atterberg limit above"A°line P.I.greater than 7 0 0 10 20 30 40 50 60 70 80 90 100 CLASSIFICATION OF EARTH MATERIAL IS BASED ON FIELD INSPECTION Liquid Limit AND SHOULD NOT BE CONSTRUED TO IMPLY LABORATORY ANALYSIS Plasticity chart for laboratory UNLESS SO STATED. Classification of Fine-grained soils Fines(Silty or Clay) I Fine Sand Medium Sand Coarse Sand Fine Gravel Coarse Grave! Cobbles I Boulders t Sieve Sizes 200 40 10 4 '/." 3' 10' Southwest Corner of Encinitas Boulevard and Manchester Avenue Encinitas,California PACIFIC SOUTHWEST GROUP Date: August 2004 Figure No.: Project No.: 04.138.1 B-1 Drilling Method :Hollow Stem LOG OF BORING B-1 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP HammerWeipC'n) s) :140 Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Boring :a" Encinitas,California :Glodich Drilling Company Drilling Rig :B-53 Project 04.138.1 Sample Type Water Levels ® Ring S Groundwater Encountered ® Bulk Q• Seepage Encountered 2 y U ® Standard Penetration Test C O 3 C U O J = _ a E o o M DESCRIPTION C1 n iL o o m — 0 Silty SAND with gravel:fine grained,dark yellow brown,damp to SM slightly moist,medium dense,15%gravel,minor U ACERTIFIED FILL 7.2 103.6 19 @2.2 Silty SAND:fine grained,light yellow brown,medium dense, ;':•; poorly bedded,poorly to slightly consolidated 5 2.1 93.9 14 @9'better consolidation,medium dense to dense,dark yellow N=21 brown,damp 10 `j' SM t� 11.3 101.0 22 15 IIICCGII ' .': Silty SAND:fine grained,yellow brown,poorly to somewhat cemented,soft to moderately hard,pockets Silty CLAY/Clayey SILT, poor structure I ° 20 a N=44 m 'cc3 w i J. .' @24'thin laminations of Clayey SILT 1/16"thick TERRACE DEPOSITS a 4.4 105.7 56 0 25 Bottom of Boring at 25 feet Q m NOTES: 1. No caving W 2.No groundwater encountered 3. Boring backfilled N m O J t 30 -m U e 00 Figure B-2 0 Drilling Method :Hollow Stem LOG OF BORING B-2 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight :140 Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring ,1••, Groundwater Encountered ® Bulk _SL Seepage Encountered N �,F > 1J.. U ® Standard Penetration Test m N 7 d C 0 s n 2 Z o � U U) o- o o a m co DESCRIPTION 0 y SAND:fine grained,light yellow brown,dry,medium dense, SM MF ttere d gravel UNCERTIFIED FILL @1.5'Silty SAND:fine grained,yellow brown,damp to slightly moist, medium dense,poorly to somewhat consolidated N=17 5- ® 2.5 96.2 22 J. iiiiimiil_ I ' N=13 @9'continues medium dense,poorly consolidated,light yellow 10 j brown,dry,isolated cemented SILSTONE fragments present _ I i SM 8.5 104.0 33 @14'becomes dense,well consolidated,slightly moist with isolated 15— ® rootlets i i ® 6.5 96.1 22 @19 medium dense to dense,continues slightly moist,good S 20 consolidation,isolated roots N C6 EL N A C W 25 N=29 TERRACE DEPOSITS ::: ::.• ti Bottom of Boring at 25.5 feet NOTES: w 1.No caving N2.No groundwater encountered 3.Boring backfilled 0 J 30 o U e 0 0 N N] Figure B-3 0 Drilling Method :Hollow Stem LOG OF BORING B-3 Sampling Method :California Modified/SPT [PACIFIC SOUTHWEST GROUP Hammer Weight(Ibs) :140 Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Comer of Encinitas and Manchester Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project 04.138.1 Sample Type Water Levels ® Ring M Groundwater Encountered ® Bulk 7 Seepage Encountered U 0 Standard Penetration Test LL N a� t n Z D U a 10- D o o m ? DESCRIPTION 0 Silty SAND with CLAY:fine grained,dark gray brown,damp to slightly moist,dense,scattered gravel S `: @2'no gravel,but porous,dense UNCERTIFIED FILL 5.6 104.7 47 @3'Silty SAND:fine grained,light pinkish brown to light brown,dry, medium dense 5 N=1 s A @5.5'becomes moderately well consolidated,continues dry but increasingly dense �1l 9'beco 10- 20 @ mes dense,well consolidated J i 7.4 103.8 SM j @14'continued good consolidation,medium dense to dense 15 N=14 ® @19'Sandy SILT with CLAY:fine grained,medium brown,damp, 5.1 99.4 26 TI medium dense 20 '?? @19.5 scattered broken shell fragments and black ash pods present m @21'becomes fine grained,yellow brown,poorly cemented,well W indurated,poorly bedded,soft,is SILTSTONE laminations, ". isolated roots U3 TERRACE DEPOSITS 25 N=32 Bottom of Boring at 25.5 feet NOTES: W 1.No caving S 2.No groundwater encountered 3.Boring backflled 0 J 30 U I N A Figure B-4 0 i Drilling Method :Hollow Stem LOG OF BORING B-4 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Comer of Encinitas and Manchester Diameter of Boring :6" Encinitas,California :Glodich Drilling Company Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk Seepage Encountered U ® Standard Penetration Test LL h N N U N CL a CL s o m 3 j DESCRIPTION 0 Silty SAND with Gravel:gray brown,dry,dense,scattered gravel @2'becomes somewhat Clayey,moist,medium dense S 12.4 107.6 13 @5'Silty SAND with CLAY:fine grained,medium to dark brown, ?: moist,medium stiff 5 UNCERTIFIED FILL 15.4 112.3 22 : ;:' .::.? ?? @6.2'Silty SAND:fine grained,dark yellow brown,dry to damp, medium dense T. SM 15 V 10.0 101.0 22 >`! @14'becomes dense,well consolidated,medium brown,damp to sligthly moist N=29 3 20 @20'Clayey SAND:fine grained,dark yellow brown,slightly moist, dense TERRACE DEPOSITS Bottom of Boring at 20.5 feet •e w NOTES: 1.No caving 2.No groundwater encountered S 25 3.Boring backfilled m r c i o i v w ' o 0 N N O I J 30 0 U v i g N N m Figure 8-5 0 Drilling Method :Hollow Stem LOG OF BORING B-5 Sampling Method :California ModifiiedfSPT PACIFIC SOUTHWEST GROUP Hammerrop(in) :140 D Hammer Drop(in) :30 Date :August 3,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK of Boring :a" Manchester Avenue Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Z Groundwater Encountered ® Bulk _3L Seepage Encountered �, cu ® Standard Penetration Test LL N N y 7 y U O C a g Z 3 V n o a g o in ? DESCRIPTION 0 : Silty SAND with CLAY:gray brown,damp to slightly moist ® 12.9 101.3 22 SM @4'less dense 5 UNCERTIFIED FILL 14.4 111.6 13 @5.8'Silty SAND:fine grained, light yellow brown,dry to damp, medium dense J. J. @9'becomes slightly moist to moist,poorly consolidated,loose to a.s 95.8 io 10 medium dense N=21 @14'continues yellow brown,fine grained,medium dense to dense 15 13.9 104.6 19 SM ® 16.1 107.0 20 :.? @19'less moist,dense S 20 C6 Z Z 3 Cl) CL 25 8.5 109.2 22 TERRACE DEPOSITS Bottom of Boring at 26 feet i w NOTES: 0 1.No caving H 2.No groundwater encountered J 3.Boring backfilled 30 U N N � Figure B-e 0 Drilling Method :Hollow Stem LOG OF BORING B-6 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 3,2004 Southwest Comer of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring V Groundwater Encountered ® Bulk _ Seepage Encountered d ry w LM .ir V ® Standard Penetration Test e E o 3 V a) n o o in ? DESCRIPTION 0 :? Silty SAND:fine grained,dark brown to dark gray brown,damp, medium dense,scattered roots SM UNCERTIFIED FILL ® N-li @3.8'Silty SAND:fine grained,light yellow brown to buff,dry, loose,poorly consolidated J 9.7 100.4 11 I @9'becomes dark yellow brown,very moist,medium dense XT 20.3 99.2 '10 10 1 @12'light seepage ,- 1 N-14 r: @13'Silty SAND with CLAY:fine grained,dark yellow brown to gray brown,very moist to nearly saturated,medium dense 15 V\1 SM @15'becomes dark brown,very moist,medium dense 20.3 101.5 13 @19'Silty SAND:fine grained,yellow brown,moist,medium dense a 20 to dense,somewhat consolidated 19 ® 12.4 102.3 18 m 'C C W C7 3 ;; @24'becomes increasingly dense,isolated cemented SILTSTONE a. 25 fragments present,slightly moist to moist N=25 TERRACE DEPOSITS s` Bottom of Boring at 26.5 feet I w g NOTES: 1.No caving 0 2. Light seepage encountered at 12' ° 30 3.Boring backflled -U v 0 I � - o Figure B-7 i Drilling Method :Hollow Stem LOG OF BORING B-7 Sampling Method :California Modified/SPT Hammer Drop(i(Ibs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(n) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas Boulevard and Diameter of Boring :8" Manchester Avenue Drilling Company :Glodich Encinitas,California :B-53 Drilling Rig Project: 04.138.1 Type Water Levels Sample ® Ring Groundwater Encountered ® Bulk _SL Seepage Encountered i > U Standard Penetration Test LL L W a� .c a U d CL —r.- — o o a E C DESCRIPTION m m m p rn LL o O 0 Silty SAND:fine grained,dark brown,dry to damp,medium dense SM UNCERTIFIED FILL 8.9 99.4 17 — @3'Silty SAND:fine grained,light yellow brown to buff,damp, medium dense N=4 5 t SM @g'continues dry,poorly consolidated and loose to medium dense j l 34 933 8 1 @14'becomes dark yellow brown,very moist,light seepage in tip :. .: '•' . @15 TERRACE DEPOSITS 99.4 102.9 12 'I5 Bottom of Boring at 15 feet NOTES: 1.No caving 2.Seepage encountered at 15' 3.Boring backfilled -q 20 m m e v c W N EL 0 25 r � o Ww I _ g N N I J j 30 U I N N Figure B-8 m 0 I I Drilling Method :Hollow Stem LOG OF BORING B-8 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(ibs) :140 Hammer Drop(in) :30 Date :August 3,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :e" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring _ Groundwater Encountered �TQ Bulk __�L Seepage Encountered Standard Penetration Test u_ Mn N N 4 > N _ C O C U O J 2 ar U a. a M �-a) o z = o m (0 L9 DESCRIPTION o U) iio o � m 5 c� 0— Silty SAND:fine grained,light gray brown,dry,medium dense to dense SIM @2'becomes dark brown,damp to slightly moist,dense ® 12.7 92.6 29 @2.5'scattered fine rootlets _--UNCERTIFIED FILL Silty SAND:fine grained,yellow brown to buff,dry, medium dense to ® dense 1.9 98.4 18 5 N=17 Sm 10-1 ' TERRACE DEPOSITS 1 96 94.3 13 Bottom of Boring at 12 feet I NOTES: 1.No caving 15 2.No seepage or groundwater encountered 3.Boring backfilled a° 20 ao M u U C W I a 0 25 Q m i o w N O N N 0 l J 30 9 U ci o -9 Figure B i Drilling Method :Hollow Stem LOG OF BORING B-9 Sampling Method :California Modified/SPT Hammer Weight op(in) s) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 4,2004 Southwest Corner of Encinitas ogged By :AK Boulevard and Diameter of Boring :e" Manchester Avenue Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk Sj_ Seepage EnCOUnt red m y > U Standard Penetration Test u_ se N .N > N = O C U O aL.. O. ' 0 3 V Z C3 LL o m ? DESCRIPTION 0 Silty SAND:fine grained,dark gray brown,dry,dense,scattered S M gravel @6"becomes dark brown,dense UNCERI"1fIED FILL 6.4 100.3 30 Silty SAND:fine grained,light gray brown,dry,good consolidation, VN somewhat porous,somewhat cemented 5 N=13 SM ; @9'less SILT more SAND:dry,yellow brown to buff,poorly 3.5 es. 1 consolidated,medium dense 10 @12'continues dry,medium dense to dense N=.10 TERRACE DEPOSITS - _- — - - -- Bottom of Boring at 13.5 feet �- 1;5- NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled P 20 of m N C U C LtJ C7 3 v, CL 0 25 m C O 9 111 N O O N N O J 30 e � S N [�I o Figure B-10 Drilling Method :Hollow Stem LOG OF BORING B-10 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Comer of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :B" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring V Groundwater Encountered ® Bulk _ Seepage Encountered a�i w rn a� Standard Penetration Test LL c Q ? U ` _ - -- . C .. m a� Z o ai 0 U) i o o D m 5 DESCRIPTION 0 J. Silty SAND:fine grained,dark yellow brown SM '.' @1'becomes medium brown,dry,very dense,scattered coarse 6.4 105.6 100 SAND,small gravels UNCERTIFIED FILL Silty SAND/SAND:fine grained,dark yellow brown to light orange 5— brown,dry to damp,medium dense,somewhat consolidated ® N=13 SM }(� 1.9 93.5 29 10 4! @9'SAND:fine to medium grained, light yellow brown to buff,dry, 1 " dense,good consolidation I@12'continues dense,dry N=32 TERRACE DEPOSITS Bottom of Boring at 13.5 feet 15 NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled 0 0 20 m N O C W C7 U) N a 0 25 n 'c 0 w N O O N N O O J 30 U O N A N o Figure B-11 ,I I Drilling Method :Hollow Stem LOG OF BORING B-11 Sampling Method :California ModifieWSPT PACIFIC SOUTHWEST GROUP Hammer Weight(ibs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Comer of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels Ring _ Groundwater Encountered m ® Bulk _ Seepage Encountered Standard Penetration Test u_ d F, V Z) m U O O C U O -J = _. CL E o ° o m ? DESCRIPTION 0 Silty SAND:fine grained,light gray,dry,dense with scattered gravel :'. in upper 6" @6"medium brown,moist,medium dense,somewhat porous ® N=11 SM 5 © -— -- ----- ---------—__ --- ----- - —_ 12.2 99.3 10 @5'Clayey SAND:fine grained,dark yellow brown,moist,loose to medium dense SC UNCERTIFIED FILL 6.8 99.3 16 @B'Silty SAND:fine grained,dark brown to black,damp to slightly moist,medium dense O I SM ". @12-13'interlayered Silty SAND with Clayey SAND:fine grained, { ! :;: dark brown,pockets of yellow SAND N-13 _ _ ALLUVIUM L- SAND with SILT:fine grained,yellow brown,dry,medium dense, somewhat consolidated TERRACE DEPOSITS 15 Bottom of Boring at 13.5 feet NOTES: 1.No caving 2.No seepage or groundwater encountered 3. Boring backfilled `o a 20 N A C C W U` en N j a l _ S 25 m � o v w N O ' O N N m O J 30 v g N f N Figure B-12 Drilling Method :Hollow Stem LOG OF BORING B-12 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Comer of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring _ Groundwater Encountered ® Bulk V Seepage Encountered N rn m ® Standard Penetration Test o 0 m c Q- � o Z U m � n=. � — n E 3 V W n� o o m m DESCRIPTION 0 T_T T O-8"Organic Mulch Zone @8"Silty SAND:fine grained,light gray brown,dry @1'becomes slightly moist to moist 6.2 96.4 24 SM Q3'Clayey SAND:fine grained,dark gray brown, moist to very moist,medium dense to dense,scattered roots 5- 13.7 102.8 19 --- . :';::.:;::;' @5.5'Silty SAND:fine grained,yellow brawn,darnp to slightly moist,— SC medium dense UNCERTIFIED FILL SAND:fine grained,yellow brawn,dry,loose to medium dense, 7.5 i 1os.7 s poorly consolidated I E SW N=13 @12'becomes dark yellow brown,slightly moist to moist @14'seepage encountered 15.5 1o7.e 1s TERRACE DEPOSITS 15 Bottom of Boring at 15 Feet NOTES: 1.No caving 2.Seepage encountered @14,No free groundwater 3.Boring backfilled s N 20 Ql VI C C W a � 25- 0 •o w oN O N N OI O J 30 3 U N CS N o Figure B-13 Drilling Method :Hollow Stem LOG OF BORING B-13 Sampling Method :CaliforniaModified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project 04.138.1 Sample Type Water Levels ® Ring _ Groundwater Encountered ® Bulk _�L Seepage Encountered � L y rn m ® Standard Penetration'rest LL y a� ti > 0 c o c U o _ g a) D U n. C. E —° 0 n cn LL o o 2 m j DESCRIPTION 0— Silty SAND:fine grained,dark gray brown,scattered brick fragments SM '' @1'becomes loose,dry UNCERTIFIED FILL ® 5.8 93.6 8 SAND:fine grained,light yellow brown,dry, medium dense,poorly consolidated 5— ® @5'continues poorly consolidated but medium denes,somewhat 4.2 911.8 111 Silber SW @9'medium brown,very moist @10.5'loose N=6 ALLUVIUM 10— . Bottom of Boring at 10.5 feet NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled 15 a 20 m 'u c w C7 3 — a 0 25 m 0 W N I p N _ O J 30 J 0 1 N c Figure B-14 Drilling Method :Hollow Stem LOG OF BORING B-14 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels Ring L Groundwater Encountered Bulk y Seepage Encountered a) 3 rn w Standard Penetration Test U) D_ E ° z ; 0 co (0 DESCRIPTION ' ° u- o o m 0 :? Silty SAND with gravel:fine grained,dark gray brown,dry,dense SM 1 with 3-5%gravels UNCERTIFIED FILL Silty SAND/SAND:fine grained,dark yellow brown,dry,medium ® dense with somewhat consolidated 3.8 93.2 11 5 @5'dark yellow brown,good consolidation,dense 1`J 3.4 98.3 24 SW e.o 100.9 22 @9'becomes well consolidated,dense with faint structure,slightly { 10 porous,medium brown,damp to slightly moist N=25 TERRACE DEPOSITS Bottom of Boring at 13.5 feet 1.5 NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled $ 20 Q w c� J y CL i _ 0 25 P m r I 0 W W N p N 4 W J 30 ti S � o N ! N o Figure B-15 i Project 04.138.1 APPENDIX C Laboratory Testing Program The laboratory-testing program in our prior investigation was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested as described below. a) Moisture-Density Moisture-density information usually provides a gross indication of soil consistency. Local variations at the time of the investigation can be delineated, and a correlation obtained between soils f6wid on this site and nearby sites. The dry unit weights and field moisture contents were determined for selected samples. The results are shown on the Logs of Borings. b) Atterberg limits A representative sample was tested to determine the index property of the soils. The results are as follows: Boring No. Sample Depth Soil Liquid Limit Plasticity Index UP Description Sandy SILT/Silty NP NP B-5 0-5 SAND i Appendix C Project 04.138.1 Page 18 c) Compaction A representative soils sample was tested in the laboratory to determine the maximum dry density and optimum moisture content, using the ASTM D1557 compaction test method. This test procedure requires 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers,in a 1/30 cubic foot cylinder. The results of the test are shown below: Sample Depth Soil Optimum Maximum Dry Boring No. (ft) Description Moisture Content Density (/°) (Lb/ft) B-4 1-5 Sandy SILT 9.0 121.0 d) Direct Shear Direct shear tests were conducted on remolded samples, using a direct shear machine at a t constant rate: of strain. Variable normal or confining loads are applied vertically and the soil shear strengths are obtained at these loads. The angle of internal friction and the cohesion are then evaluated. The samples were tested at saturated moisture contents. The test results are shown in terns of the Coulomb shear strength parameters, as shown below: Sample Depth Soil Coulomb Angle of Peak/ Boring No. (ft) Description Cohesion Internal Friction Residual (lb/fe) ° B-4 1-5 Sandy SILT 500 37 Peak 100 41 Residual e) Sulfate Content A representative soil sample was analyzed for its sulphate content in accordance with i California Test Method CA417. The result is given below: Sample Depth Sulphate Content Boring No. (B) p Soil Description (ppm) B-3 0-4 Sandy SILT 72 Appendix C Project 04.138.1 Page 19 fl Chloride Content A representative sample was analyzed for chloride content in accordance with California Test Method CA-422. The results are given below: Bonin No. Sample Depth Soil Description Sulphate Content Boring (ft) (PPm) B-4 1-5 Silty SAND 495 Resistivity A representative soils ample was analyzed in accordance with California Test Methods CA643 to deternine the minimum resistivity and pH. The result is provided below: Sample Depth Sulphate Content Boring No. I (ft) Soil Description (PPm) p 134 1-i Silty SAND 2,700 h) PH A representative soils ample was analyzed in accordance with California Test Methods CA532 and CA643 to determine the minimum resistivity and pH. The result is provided below: Bonin No. Sample Depth Soil Description Sulphate Content g (ft) (PPm) I B-4 1-5 Silty SAND 7.87 i i J J jam, k / ow U � L I � h PACIFIC SOUTHWEST GROUP PACIFIC DEMOLITION & ENVIRONMENTAL, INC. i ' ' 1 i December 1,2006 Project 04.138.1 j RBL Design Group,Inc. 2401 East Katella Avenue, Suite 400 Anaheim,California 92806 Attention: Mr.Anthony Le Subject: Geotechnical Report Update Proposed Rite Aid Pharmacy Southwest Corner of Encinitas Boulevard and Manchester Avenue Encinitas,California Reference: Pacific Southwest Group, Inc.—Geotechnical Investigation Report, Project 04.138.01 dated August 23,2004 Dear Mr. Le: a) As requested by you,we are providing this report update for the proposed development in the city of Encinitas,California. b) The subject site was investigated, from a geotechnical point of view, by our firm in 2004. The results of our investigation were provided in the referenced report dated August 23,2004. C) We understand that the site conditions have not changed significantly since our investigation in 2004. d) The recommendations provided in the referenced report remain applicable. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUTHWEST GROUP,INC. MoharirB.Upasani Principal Geotechnical Engineer RGE 2301 (Exp.March 31,2007) MBU: mbu 27292 CALLS ARROYO • SUITE B • SAN JUAN CAPISTRANO, CA 92675 •TEL: (949) 487-11 11 FAX: (949)487-1112 • LIC. #867264 PACIFIC SOUTHWEST GROUP PACIFIC DEMOLITION & ENVIRONMENTAL, INC. i March 8,2007 Project 04.138.1 RHL Design Group,Inc. ��,•. 2401 East Katella Avenue, Suite 400 Anaheim, California 92806 Attention: Mr. Kim Waltz Subject: Response to Geotechnical Review Proposed Rite Aid Pharmacy Southeast Comer of Encinitas Boulevard and Manchester Avenue Encinitas, California References: (See Appendix A) Dear Mr. Waltz: This letter provides our response to the referenced geotechnical review comments dated February 12, 2007. 1. Item 2 The subject site, as understood from the project civil engineer, is located above the 100- year flood plain. Geotechnical hazard mitigation is not required. 2. Item 3 a) We have reviewed additional geologic references which include the property. We have noted that the site is included within Liquefaction Zone designation 4-1 (most-susceptible) as indicated in Reference A-7. Our revised list of references reviewed is included in Appendix A. The potential for the liquefaction is considered low due to absence of the ground water in the upper 50 feet, in general, the Terrace Deposits are non-water bearing and on the fact that the site will be underlain by 6 feet of compacted fill. b) Our Certified Engineering Geologist has signed and stamped this report. 3. Items 4 and 5 a) The subgrade soils consist of unsuitable fill soils to a depth of 6 feet. It was recommended to remove the fill entirely and replace as compacted fill. 27292 CALLE ARROYO • SUITE 13 • SAN JUAN CAPISTRANO, CA 92675 •TEL: (949) 487-1 111 • FAX: (949) 487-1112 • LIC. #367264 RHL Design Group, Inc. March 8, 2007 Project 04.13 8.1 Page 2 b) The native soils below the fill consist of Terrace Deposits. The average relative compaction of the soils between the depths of 6 and 26 feet was determined to be 85 percent. The maximum dry density used in the computation was 121.0 for Silty SAND with Gravel encountered in the upper 5 feet. C) The maximum dry density of the native Silty SAND will be lower than 121.0 which will increase the relative compaction. d) The bottom of the overexcavation will be observed by an Engineering Geologist and will be tested to determine the relative compaction. In general, the dry density of the in-situ (native) material shall be at least 85 percent of maximum dry density. In the event that lower densities are determined by field-testing to exist, the depth of overexcavation will be determined on-site given due consideration to the geology of the exposed material, as well as its relative location. 4. Item 6 a) Total and differential settlements under spread footings are expected to be within tolerable limits and are not expected to exceed 1 and 3/4 inches over a horizontal distance of 50 feet, respectively. This evaluation was based on the upper six feet of soils being overexcavated and replaced as fill compacted to 90 percent relative compaction. b) The recommended allowable bearing capacities were half of the bearing capacities computed using the laboratory shear strength data.The net increase in the pressure at the bottom of the overexcavation, on top of the native soils will be less than 500 lb/ft2. Therefore, settlement analysis was not necessary and was not conducted. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUTHWEST GI N Ut 4p:fa--s a ni �? Kevin B�� c3. E)(0 tc Ca"�;:: Principal Geotechnical El4eer 2301 Principal Engineering Geologist RGE 2301 �,�r CEG 2253 (Ex p. March 31, 2007) `,;, "�7'��; (Exp. October 31,2007) Enclosures: Geopacific, Inc. Review Memorandum dated February 12, 2007 References -Appendix A Project 04.138.1 APPENDIX A References A. Published Literature 1. Blake, T. F., 2000, EQFAULT: A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Fault, User Manual and Program. 2. Blake, T. F., 1999, EQSEARCH.• A Computer Program for the Estimation of Peak Horizontal Acceleration from California Historical Earthquake Catalogs, User Manual and Program. 3. Blake, T.F., 2000, UBSEIS, 2000, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources,User Manual and Program, 53p. 4. Boore, D.M., Joyner, W.B., and Fumal, T.E., 1997, Equations for the Estimating Horizontal Response Spectra and Peak Acceleration from Western North American Earthquakes: A Summary of Recent Work: Seismological Research Letters, Vol. 68, No. 1, pp. 128-153. 5. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California, Del Mar, La Jolla, Point Loma, La Mesa, Poway, and SW '/ Escondido 7.5-Minute Quadrangles: California Division of mines and Geology Bulletin 200, Section A, 38 p. 6. Tan, S.S., 1987, Landslide Hazards in the Rancho Santa Fe Quadrangle, San Diego County, California: California Division of Mines and Geology Open-File Report 86- 15LA. 7. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California: California Division of Mines and Geology Open-File Report 95-04. 8. Tan, S.S., and Kennedy, M.P., 1996, Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego, California: California Division of Mines and Geology Open-File Report 96-02 6. U.S. Geological Survey, 1968, 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. 7. U.S. Geological Survey, 1963, (Photorevised 1983), 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. Appendix A Project 04.138.1 Page 4 B. Geotechnical Reports 1. Pacific Southwest Group, Inc. - Geotechnical Investigation Report, New Rite Aid Pharmacy, Southwest Corner of Encinitas Boulevard and Manchester Avenue, Encinitas, California, Project 04.138.1 dated August 23,2004. 2. Pacific Southwest Group, Inc. - Geotechnical Report Update, New Rite Aid Pharmacy, Southwest Corner of Encinitas Boulevard and Manchester Avenue, Encinitas, California, Project 04.138.1 dated December 6, 2006. 3. Geopacific, Inc.—Review Memorandum, Third party Review, Drawing#414-G, Rite Aid/Manchester and Encinitas Boulevard, Case No. 05-027 1APN: 259-190-46 dated February 12, 2007. I FE9-15-2007 11:37 From:RHL DESIGN 714 935 0051 To:9494VI112 P.2.,5 i "JE, ACIFIC INC. i j REVIEW MEMORANDUM February 12,2007 To: Mr.Duane Thompson.Engineering Dcpanment ' City of Encinitas,505 South Vulcan Avenue Encinitas,California 97024-3633 760-633-2783 From:fames P.Knowlton.RCWCEG Subject:Third Party Review,Drawing#414-G Rite Aide/Msnchastcr and Encinitas Boulevard Case No.45-027/APN: 259-19046 I have reviewed the following doeoxnents: 1. Gooteehnieal Investigation Report.SW C Encinitas Boulevard and Manchester Avenue, FucWtas, California; by Pacific Southwest Group, dated August 23, 2004,no 04,138.1,missing page~'1 and 2. 2. Gcotechnieal. Report Update Letter; by pacific Southwest Group, Inc., dated December 1,2006,no.04.13$.1, Tho ptupose of out review is to see if the submitted documents provide adequate soil/geologic dattaluoformation to meet the current standards of practice within, and the requimmews of,the City of Encinitas.Prmject plans were not available for review.Those plans can be reviewed when the consultant provides adequate response to the following review items. Based on this review, the documents go not MW the requirements of the City of Encinitas and are not ac,¢emed and/or apgroved until the comments first follow have been addressed by the geotechnical consultant with supplemental datarinformadon, professional clarirications,statements,and/or certifications, 1. Document 1 ' a Xerox copy with pages 1 and 2 missing. The reports arc signed by an e ' eer but not by a engineering geologist.Please see sections that follow. 6k. 2. City requirement provides "the report shall address potential gcoicchnical hazard mitigation relative to the presence of iloodway/flood plain_" That a.apact and requirement is not addressed in tither document 1 or 2. cnnlzno 9I�I9Yd ZLLLL8V6V6 XYi 86:60 LOOZ 19LIZO ' FEB--15-2007 11:37 Frem:RHL DESIGN 714 935 OW1 Te:9494971112 P.3f5 i I I I Page 2 414-0/05-027 i February 12,2007 3_ The fist of references includes documents pertinent to the metropolitan area of the City of San Diego but not to the project aite. In addition, the references do not include CDMG and/or USUS open file imorts applicable to the projoet sit.Refer to Open file report 95-04 and others. Please update/modify the referenoeslreport accordingly. Note that open file report 95-04 describes the site to be within zone 41 "most susceptible". An engineering geologist should review and sip stamp 1he reports. 4. The report needs to justify removals to depths of only 6 feet when alluvial type sails were recorded to depths of 20 +/- feet Note that the laboratory test results (maximum density and in-place dry densities) suggest the soils have densities less than 95-900/4 to depths of 10 to 20+/-feet. 5. Please provide justified criteria (qualitative/quantitative) to determine an acceptable base of removals. 6. Please provide a settlement analysis for the project site soils. Additional review will likely be necessary. END i 900/6000 3IdI3Vd ZLLLLBV6V6 XVd 6E:60 LOOZ/9L/ZO . I I FES-15-21007 11:37 From:RR- COIGN 714 935 W5i To:9494t3711IE P"4,15 SCT) Thea driveway on Encinitas Bot�I" shall be limited to a right tarn.ir4 tight turn out and �t� sbail be restricted by rk ch • pproptiate sipsage ad the raised median. The raised median sha13 be located on eu�itas Boulevard aloxtg tlio-property fronfte between Manchester and the western pMexty line,with an Opening in the Mdisn to allow eastb=d IcA fords into the patTes1.y at the inoAhwest corner of Encinitas Boulevard and rancho Santa $e Road. Said improve meEw 4all b_c shoNIm on the project sheet im pjtens gmd/or o!e, prior to pcmmit issuance to the satisfactiem of the >racstor of F-h-n=rsg. SCE The existing sheet light on Manchester Aveme dAR be relocato to the satisfaction of the Engineering Services Depattnont. CL—SCF The existing driveways on Manchester Avenue not planned to be used for the development shall be closed. SCQ The rollowi,ng conditions shall be comploted/$t1511e d to the satisfaction of ibe Engineering Sezvic�s],]eparttlrsent: - I. The existing curb, gutter,and sidowalk shall b 7ired�.t cAlace;d ta.tL1�_; Rfaction ' ef#he Aeld inspectorw]ie're�rl 2. The property Ws within the USOS geological bar areas. A geoteebmical report shill be submitted to the City eotexbmcal eemsujMt forreview and spprervajRkior to approval of the grading plea. e: repart'ehal] address jlptg7tFa1 geatectvrtical ham itigatiorl relative to presence of floodway/flood plain. 3. For trash enclosure shall covered and shall be elevated above the surrounding pav p rto from entering Abe=closure. A drain shall be provided within the trash enclosure to discharge the wastewater into the sewer system: 4. Per the drainage and hydroloSy study submitted to the City by Tory Walker Engineering, the existing drainage inlet aouthaiy of the project site on Manchester Avenue does not have adegnatn capacity for the.additional runoff gernerwed by the developuicot. As proposed by the study,the applicant ahall modify The exivdng 4" curb inlet to allow a height of 10"from the invert of the gutter to the top of the curb per SDRSD D-5. The modification to Ito existing--drainage inlet shall be constructed entirely wichirn the parking lane and shall not extend into the driving lane of Manchester Avenue. 5. Overhead utilities exist along the northerly side of F.-nGirritas Boulevard and along ' the easterly side of Manchester Boulevard along the project frontage. The applicant shall be responsible for the undergjrounding of the utilities along the pmjact frontage to the satisfaction of the City Engineer. As an ithernative to undeerpbunding the Utilities, the applicant may corltn'bute to an in-lfeu fee fund as destnbed in Engiatering 'Standard Condition E7j9 *Ti amoemt b9md upon the propery frontage to Encinitas Boulevard and Manchester Avenue. BBUJ KA/g:lRasOlUtions4pco5-M72006-47.doc -]I)- I - 400/too E — — — — — 31JIOVd ZLLLL8b6V6 Xtl:1 66:60 LOOZ/9l/ZO TORY R.WALKER ENGINEERING, INC. , .:. WATER RESOURCES PLANNING & ENGINEERING March 3, 2006 Mr. Chris Peto Halferty Development Company 199 South Los Robles Ave., Suite 880 Pasadena, CA 91101 Re: Additional Hydraulic Analysis for Rite Aid Pharmacy on Manchester Avenue Dear Mr. Peto, We have completed the additional hydraulic study for the drainage facilities on Manchester Avenue near the proposed Rite Aid Pharmacy at the intersection of Manchester Avenue and Encinitas Blvd in Encinitas, CA. The objectives of the analysis were to determine the conveyance capacity of the storm drain connecting Manchester Avenue to Escondido Creek, the necessary improvements to increase the capacity of the curb inlet to capture the 100-year storm, and the conveyance capacity of Manchester Avenue. Storm Drain Analysis The capacity of the storm drain that connects the curb inlet in Manchester Avenue to Escondido Creek was analyzed using STORM Software from LA County Public Works. The profile of the storm drain was determined from the 1984 Improvement Plans for West Village, which were obtained from the City of Encinitas. The flows in the storm drain include runoff that reaches the inlet on the west side of Manchester Avenue and the runoff that reaches an additional inlet that is located on the east side of Manchester Avenue. The STORM results, which are attached, indicate that for a downstream water surface elevation equal to the soffit elevation of the storm drain at the outlet, the existing 36 inch RCP has sufficient capacity for the peak 100-year discharge (Q100), and flows partially full for the entire length. Curb Inlet Analysis The curb inlet capacity for the inlet at the low point of Manchester Avenue was discussed in the report dated February 20, 2006. For the previous report it was determined that the 14 feet curb opening could not capture the 100-year flow and that 955 VALE TERRACE DRIVE, SUITE B,VISTA, CA 92084 1 PH:760.414.9212 FX: 760.414.9277 1 WWW,TRWENGINEERING.COM Additional Hydraulic Analysis March 3, 2006 Page 2 of 3 runoff would spill over the crown of Manchester Avenue. Based on the existing opening height, a length of 23.3 feet would be required to capture 32.8 cfs. Two options for increasing the capacity of the inlet are increasing the height and increasing the width of the opening.. If the gutter in the vicinity of the inlet is removed and a standard 4 inch gutter depression is constructed, the opening height will increase from 4 inches to 8 inches, and the elevation difference between the flowline of the gutter to the centerline of the street would increase from 9.4 inches to 13.4 inches. Based on these changes, an inlet length of 10.3 feet(which is less than the existing length of 14 feet) would be sufficient to capture the 100-year flow without allowing spill flow over the crown of Manchester Avenue. The existing 14-foot length would result in a depth of ponding of 10.2 inches, which corresponds to a spread width of 20.7 feet. Inlet calculations are attached. Street Flow Analysis Street flow capacity along Manchester Avenue was determined using the street flow process in the AES Rational Method Software. This was done by varying the street slope and allowing the program to calculate the spread width. The results are summarized in the following table and the reach locations can be seen in the attached exhibit. Reach Length (ft) Flow (cfs) Street Slope Spread width (ft) A 245 8.3 - 4.5% 12.3 B 165 24.6 4.2% 19.5 C 65 30.7 3.7% 21.9 D 80 . 30.7 2.5% 23.7 E 110 30.7 0.9% 32.2 The critical location for this analysis was approaching the curb inlet at the sump location on Manchester Avenue where the flow is at a maximum and the slope is at a minimum. Using the City of Encinitas topography, average slopes of 2.5% and 0.9% were determined for the reaches nearest to the sump. At these slopes, the 100-year flow of 30.7 cfs will have spread widths of 23.7 feet and 32.2 feet, respectively. On a street half-width of 34 feet, these spread widths give less than a 12 foot dry lane during the 100-year flow for about 190 feet upstream of the inlet. A 10-foot dry lane exists until about the last 100 feet before the sump inlet, where the street slope flattens as it approaches the inlet. AES results for Reaches C, D, and E are attached. Recommendations The hydraulics for the existing facilities in the vicinity of the proposed Rite Aid Pharmacy on Manchester Avenue in Encinitas have been analyzed. These analyses Additional Hydraulic Analysis March 3, 2006 Page 3of3 show that the storm drain downstream of the sump inlet does have adequate capacity to convey the 100-year flows, the sump inlet on Manchester Avenue can be modified to capture the 100-year flow by adding a gutter depression, and that Manchester Avenue has the capacity to convey the 100-year flow. An open dry lane is also available on Manchester, except around the sump inlet where the street slopes flatten. By adding a standard gutter depression to the curb inlet, the drainage on Manchester Avenue will be significantly improved. In the current condition, the curb inlet at the sump location does not have capacity to capture the 100-year flow, which will force runoff to spill across-the crown of Manchester Avenue. Runoff that crosses the crown of the street will flow down the driveway of the West Village development towards Escondido Creek. After the inlet is improved, the 100-year flow will be completely contained on the west side of the street, and there will be a dry lane until about the last 100 feet before the sump location. Should you have any questions or need additional information, please call me at (760) 414-9212. Sincerely, TORY R. WALKER ENGINEERING, INC. Tory R. Walker, P.E. President Offsite Hydrology Study March 3, 2006 HYDRAULIC ANALYSIS RESULTS • Street Flow Calculation • Inlet Capacity Calculation • Storm Drain Analysis Results r / ,n•• 1, df'.., ' ' '�,� J T„. i4 4c ov �� I I'�``{•'ESL/ LYE' _�:_.i-� • O �w ,■y�� r w 1 n r� � r 'N ate r ✓/ j f � r x t J 2 + f • rl h y, a 61"� alJy�, + I �r ,{5 ; � :.� .'C a 1 ♦� i�f t 't V�_ F'\..:� ;t?!e �tt Y�,kr'rrn,i sy - f �. '+„j ,, {a r ��. �,+ .� ) 5 ' �, I tk•_ r '� ) k r r ✓ It,f 1 4 r. t 'v,' t i.tFp �. v'\�v :; } ,- J � y r+s ✓�' .x 1yl'�f�:'' Jil QIL ok yy v� �� r a ,'f '� r �. Ye) � F ' Si" �.f �� i«a ♦eft 6 AIM ;' :. 1'.;F t� �� N�..� • r) r - s s,; "+^'ia + � 7 k;J i + _ 1 x t y �- r1\ r.. y,{rr i �1 �:4' ,/ � �t •,,.?s a � ^' v x � ' + w � i �" .x�� s � ��w)+� r sr,��Ay„ A'S__ I['`�>/�; 4 1 �� Y � I r`s� {, 1 '7?, '.��. �r r�r r �ilA'�1 ♦ � '' y 1' / s ,s i" r r . [y k„a r O ■ � ;;� .v f ) r ts,, 1 .r '.) � s: •, � } �it } f� t ~P '�'.l 1, i � ) i t;., 1 ,. s , +v � P Mrf Y'9 --k F fu 1 � r, 'r �F ��' � "'1,. a` 7 �f.-~v✓ µ , � � �L�i Y •; yvE�v,'C4 k,{r �:`� i:;�� ri - t{ t .t � � tav � ' 1 ) r � It ' VT _ Offsite Hydrology Study March 3, 2006 HYDRAULIC ANALYSIS RESULTS • Street Flow Calculation • Inlet Capacity Calculation • Storm Drain Analysis Results AES Street Flow Results Page 1 of 3 Results for Reach C *******.************************************************************ ****** FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 62 - >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION it 1 USED)««< UPSTREAM ELEVATION(FEET) = 58.00 DOWNSTREAM ELEVATION (FEET) = 47. 83 STREET SLOPE = 3.7% STREET LENGTH (FEET) = 275.00 CURB HEIGHT (INCHES) = 8.0 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0. 020 Manning's FRICTION FACTOR for Streetflow Section (curb-to-curb) 0.0170 _ Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 21.93 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 6.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 3. 67 STREET FLOW TRAVEL TIME(MIN- ) = 0.75 Tc(MIN. ) = 12.80 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.879 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 11. 96 PEAK FLOW RATE(CFS) = 31. 43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0. 60 HALFSTREET FLOOD WIDTH(FEET) = 22.09 FLOW VELOCITY(FEET/SEC. ) = 6.20 DEPTH*VELOCITY(FT*FT/SEC. ) = 3.72 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1750.00 FEET. **************************************************************************** NoText AES Street Flow Results Page 2 of 3 Results for Reach D *-k***************,*,*4, FLOW PROCESS FROM NODE 107 .00 To NODE 109.00 IS CODE-=--62---------- --------------------------- -------------------- --- -- ---- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION if 1 USED)<<<<< =-====ELEVATION(FEET) 51.13 UPSTREAM ELEVATION (FEET) 58.00 DOWNSTREAM STREET SLOPE = 2.5% CURB HEIGHT (INCHES) = 8 .0 STREET LENGTH(FEET) 275.00 STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED VLOW(CFS) 30.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 RALFSTREET FLOOD WIDTH(FEET) = 23.65 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 5.31 PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC. ) = 3.35 STREET FLOW TRAVEL TIME(MIN- ) = 0.86 Tc(MIN. ) = 12. 92 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.857 *USER SPECIFTED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC 11) = 0 NOFF(CFS) 1.38 SUBAREA AREA(ACRES) 0.47 SUBAREA RU TOTAL AREA(ACRES) = 11. 96 PEAK FLOW RATE(CFS) 31.42 END OF SUBAREA STREET FLOW HYDRAULICS: = 23.88 DEPTH (FEET) = 0. 64 HALFSTREET FLOOD WIDTH(FEET) FLOW VELOCITY(FEET/SEC- ) = 5.33 DEPTH*VELOCITY(FT-FT/SEC. ) = 3.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1750.00 FEET. AES Street Flow Results Page 3 of 3 Results for Reach E 109*00*IS*CODE*-k*-k 62 FLOW PROCESS FROM NODE 107.00 TO NODE ----------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STREET TABLE SECTION #k 1 USED)««< UPSTREAM ELEVATION(FEET) = 58.00 DOWNSTREAM ELEVATION(FEET) = 55.53 STREET SLOPE _ 0.9% 8.0 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) _ STREET HALFWIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0 .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.0170 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) _ Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ 30.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ HALFSTREET FLOOD WIDTH(FEET) = 32.193 57 AVERAGE FLOW VELOCITY(FEET/SEC. ) _ PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = Tc(MI. 6) = 13.34 STREET FLOW TRAVEL TIME(MIN. ) _ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.778 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .7600 O S.C.S. CURVE NUMBER (AMC II) = 1.35 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 31. 39 TOTAL AREA(ACRES) = 11.96 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 32. 66 FLOW VELOCITY(FEET/SEC. ) = 3.59 DEPTH*VELOCITY(FT*FT/SEC. ) = 2.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1750.00 FEET. k-k-k-k*:1-4, �k k,k*d.-k*,kip-k-k*-k-k Inlet Capture Calculations Rite-Aid on Manchester SAN DIEGO COUNTY CRITERIA (FHWA HEC 22, pg. 4-48 to 4-50) Modified Curb Opening Inlet on Manchester Avenue(Sump) (Gutter modified to a 4" standard depression) 100-year flow calculation 100%Capture Calculation for L= 14 ft Given: Given: (a) Discharge, Q1oo = 32.8 cfs (a) Discharge, 0100 = 32.8 cfs Solution: Solution: S (depth n: at opening) = 10.2 inches= 0.85 ft H (depth at opening)= 13.4 inches= 1.12 ft h (height at opening) 8.0 inches= 0.67 ft h (height at opening)= 8.0 inches= 0.67 ft ( 9 p g) H/h = 1.27 H/h = 1.68 < 1.4, Q= 3.OLH s'2 for H/h < 1.4, Q= 3.OLH312 for H/h_ for H/h > 1.4, Q= 0.67hL(2'�g(H-h12)°'s for Hlh > 1.4, Q=0.67hL(2"g(H-h/2)0.5 _ Therefore:L required= 10.3 ft Therefore: L required = 14.0 ft' (1) Note: For a depth of 10.2 inches, there will be 13.3 ft of dry pavement, assuming a 2% cross slope. 3/3/2006 SUMPBASN.XLS 9002/L LIZ S1X'NSd9dnnS sa4oui b'6 = 41da4 'XeW jajjn!D sa40U1 ti= 4 6uivado jajul :4 K =M sGg0U' g = H Jaa.ils qmo iiennaps (aleos 01 IOU U01pas) jolu( dwnS le anuanb aajsayouBW 10 nnain u0430S ssoao U0113as 1aa�;s a4l�o Unnoao eqj 01 auynnolj ja4jn6 a4j woJJ aouelsip Jeoi�an eqj se paaewgsa seen sa4aui V'610 6uivado eqj le 4}dap Po} 941 -sagoui 9 si gano jo dol a4I 01 I46ia4 je}ol ay} pue say0u1 b si 6uivado eql;o 14619H -ZL-Q piepuejS Ajunoo o} wjoluoo IOU saop jajsa40UeW Uo juiod bes aqj le jajui gjno :aaoN 4 0'tq = paimbai g :9jojaja41 14 £'£Z = pannbai j:ajojaaa41 �0(Z/4-H)5 Z)14L9'0 = iD '17'L < 4/H J0I 9_0(Z/4-H)6Z)14L9'0 = O 'V L < 4/H COI zisH-10'£ = D `V 4 > 4/H JOJ z,eH]O'£ = D 'V b > 4/H Jo} £9'9 = 4/H 5£'Z = 4/H 4 ££'0 = seg0U1 017 = (6uivado le lg5ia4) 4 :4 ££'0 = say0ui 0--V =(6uivado le lg6ia4) 4 Dui 4 9e' = sagoui 9'ZZ = (buivado 4e 41dap) H 4 9L,0 = sa 4 17'6 = (6uivado le y}dap) H :uognjos :uognjoS gjno E) ads i (q) gjno J ads l (q) s10 g'Z£ = ("0 'a6Je4osia (e) s10 9,Z£ = 004 a 'a6ieUosia (e) :uaniE) :uan10 -1 Jo; uoileInoleo ainIdeo %004 uoi;elnoleo moll JeaA-OOb (dwnS)jalsayouew uo 6uivado gjno (09-b 01 et7-b '6d 'ZZ DDH VAAH-4) V18-91180 AI N]00 00310 NVS aaimpuew u® ap'V-ajiu A6®0®apAH OPS110 Offsite Hydrology Study February 20, 2006 HYDRAULIC ANALYSIS RESULT'S g Jo g a2�Ld osodoz P d-0O 16 SISx'IKNv QOHISH ` vNOIIK21 30 ONE (S33)3IKH MOTS ?IK3d== ('NIW)O.L 89-LI (S32IOK)K32IH 'IKIOI x2IFIG, aS TO1)IS 30 ONE I333 00'O9LI = 00'601 EGON OI 00.00T SOON 11IO2I3 HLKdMO'I3 IS39N0`I 89'L T = (S321OK)K32IK 'IKLOI EO'EI G9'E6 = (S3O)3JVd MO`I3 7Id3d SMO'I'IO3 SK 321K S3IKWIIS3 3ON3NZ3NO3 031[)dWOO S£8'E EO'ET b9'Eb Z 688'E SL'ZI 6E'E6 T (2IOOH/H3NI) ('NIW) (S3:)) ESSWNN LLISMSINI 33ONI)2I WK3dLS c X E'IffKI 3IVE MOTS ?1K3d x fi SWV3UlS Z HO3 03SO VgaW2)O3 3ON3I)'I3NOO OIIFRI NOIIVEINEONOO 30 3WII GMV XIISN3INI 'I'IK3NIVd 60'S 68B'E SL'ZI 66'01 Z 69'Zi SE8'E EO'ET 08'ZE i (MdOV) (2II)OH/HONI) ('NIW) (S3O) 2i3HWON H32IK 7,IISN3INI Z),L AA0NN2I HHEHL3 KX VIVO 33N3073NO3 KX 66'OT = 33NSngJ NOO IV (S3O)3LVH MOI3 IK3d 60'9 = (SSdDV)K3NK HK321IS 'IKIOI 68'E _ (dH/HONI).LLISN3INI 'I`IK3NIVd SL'ZT = ('NIW)HOLLYHIN3ONOO 30 3WII :3" Z HK3aLS LR3ON3d3ONI 2)03 O3So S31)'IKA 33N3()'I3NOO Z- = SWF132ILS 30 dsgki m `IKLOL »»>S30'IKA WV291S O3ON30UROO S0ORIKA 3LI)dWOO ONK««< »>>>33N31)'I3NO3 2103 WVS'dLS IN3ON3d3ONI 3IKN9IS3O««< -------------------------------------------------- --------------- T = 3000 SI 00'601 E0ON OL 00'601 SOON NOVA SS3OO2id MO I3 Kf KXKfXKKKKKX{:if Xf{f{fKX{f XffiiKiKKKX{KKXKKKKXXKXXXiKfXKKKKXKXXiXXfiXKrtK{KX{K LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 605.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 - ------- ------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE-PEAK-FLOW<<«<------------------ --- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.127 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 1.89 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNO(F(C 2.26 TOTAL AREA(ACRES) TC(MIN.) = 11.63 FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = -51------ -- ------------------------------------ »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<---------------- ----- ELEVATION DATA: UPSTREAM(FEET) = 116.00 DOWNSTREAM(FEET) = 86.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE = 0.0952 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT O= .3500 S.C.S. CURVE NUMBER (AMC II) = 2 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7 95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) _ AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.66 TC(MIN.) = 12.29 0.28 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 2,56 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) _ END OF SUBAREA CHANNEL FLOW HYDRAULICS: 7.95 DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) _ LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 920.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 - ----- - ------------------------------------------------ ________ --------- -------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH%HOUR) = 3.9B3 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT O= .4600 S.C.S. CURVE NUMBER (AMC II) _ SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) _ 2.49 TOTAL RUNOFF(CFS) = 3.95 TC(MIN.) = 12.29 FLOW PROCESS FROM NODE 205.00 TO NODE 109.00 IS CODE 51----- ---- ----------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ---------- ----- -- ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 53.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 325.00 CHANNEL SLOPE = 0.1015 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT O= .7100 S.C.S. CURVE NUMBER (AMC II) = 7 97 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 11.72 AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 12.75 7.04 SUBAREA AREA(ACRES) = 2.55 SUBAREA AT RUNOFF(CFS) 10.99 TOTAL, AREA(ACRES) = 5.04 PEAK FLOOW W RATE(CFS) _ END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 13.45 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1245.00 FEET. 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(INCH/HOUR) 1 23.50 8.14 5.194 2 24.33 11.61 4.132 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.33 Tc(MIN.) = 11.61 TOTAL AREA(ACRES) = 9.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STREET TABLE SECTION if 1 USED)««< UPSTREAM ELEVATION(FEET) _ -65.00 DOWNSTREAM ELEVATION(FEET) = 58.00 STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.37 STREET FLOW TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 12.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.032 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6300 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 9.95 PEAK FLOW RATE(CFS) = 29.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.57 FLOW VELOCITY(FEET/SEC.) = 6.16 DEPTH*VELOCITY(FT*FT/SEC.) = 3.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1475.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.032 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 5.28 TOTAL AREA(ACRES) = 11.49 TOTAL RUNOFF(CFS) = 30.04 TC(MIN.) = 12.06 FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STREET TABLE SECTION )) 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 58.00 DOWNSTREAM ELEVATION(FEET) = 53.00 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 Q 100-Proposed Page 5 of 8 8 Jo J7 QAd posodotd-OOI WE 66T-S 6i"8 6Z'TT Z 8E'L ZET'6 I9'11 SE'ST T (3d3K) (dnOH/HONI) (-NIW) (SJO) d39WON K3dK )UTSN3INI oy 330Nnd KVSHIS {t KIKQ 23N30'IJNOO +* 6Z'TT = 33N3nIJN03 IV (S3O)3IKd MOTS MV2d 06'z = (S3d3K)KSdK KVE'dLS IK,LOL 61'S = (dH/H3NI)AIISNSLNI 'I'IK,1NIFid 6T'8 = ('NIW)NOIIVHJN33NO3 30 3WII '3dK Z WK3'dLS INSON3dSONI d03 03Sn S3n'IKA 3ON3n'IJN03 -Z = SlQK3dIS 30 d39WON 'IVL0,L »»>SSn'IFIA MMUS Q3oNSn'I3N0o SOOI IVA UIMNO3 QNK««< --»»>33N3O'I3NO3 2103 Tivadis IN3QNSdSQNI SIHN9IS3Q««< ------------------- ____ __ 1 = 3003 SI 00-Sol 300N OI 00-SOT SOON WOd3 sS330dd MOTS ISSJ 00"089 = 00'SOI 30ON o,L 00'OZI 3QON WOd3 HIVdMO'I3 IS3E)N0I 8Z'Z = ('339/IIXIJ)LyI30I3AfHId30 81'S = ('33S/I333)III30I3A MO'I3 01'6T = (I333)HIQIM 000'IJ IS3dLS3IVH W o = (I333)HIdSO :S3I'InVEGXH MO'I3 I33dLS H3dVgOS 30 QNS 6Z'II = (SJ3)SIKd MO'I3 AV2d WE = (S3d3K)F13dV rIVLOJ. LO'9 = (S33)330NOd VSdKHnS 9E'T = (S3d3K)K3dK K3dVSnS 0 = (II 3WK) d39WON 3AdQO -S-3'S 0098' = IN3IOI33S03 33oNnd QSIJI33dS-d3Sn = (KSdV9QS)Q3I3I33dS d3SOK 66T'S = (dOOH/H3NI)xIISN3LNI 'I'IK3NIKd dKSA OOT 6T'8 = (-NIW)DI 68'0 = ('NIW)SNI,L 'I3AKdl MO'I3 I33dIS 96-1 = (-33S/S,3 f,L3)CI I30'I3A3HId3O Jo ,L3naodd S8'b = ('33S/I333)XLI3O'I3A MO'I3 SOKdSAK OE'ZT = (I333)HIOIM QOO'I3 I3SdIS3'IKH WO'0 = (I33J)HId3O MO'I3 L33d LS MO'IJ QSyKWIJ'S3 ONISn SI'InSSd 'ISOOW MO'I3I33dIS 9Z'B = (S33)MO'IJ Q3IKWIIS3 JNISO Q3y0dW03 3WII 'I3AKdL— OOZO'0 = UOZgoaS MOT,3 %IeM-3o-;pe4 zo3 doLDK3 NOII3Id3 s,6uTuseyl OLTO'O = (g.7no-o0-gzno)uoz4oaS Moi3400z43 103 doy3K3 NOII3Id3 S,6utu¢eyy OZO"0 = ('IKWI33Q)'I'IK3SS0d3 �VMHHVd I3SHIS T = JJONnd ONI7ddKJ SJEMISJ'IFIH 30 d39WnN (13I3I33ds OZO'O = ('IKWI330)'I'IKJSSOd3 I33dIS 3OISIno OZO"0 = ('IKWI3S(3)'IIK35SOd3 133HLs 3QIsIQI oo'OZ = (IS33)Nt13d930Kd0 'I'IFi3SSOd3 OI NMOd3 WOd3 33NKISIQ 00'0E' = (I333)HIQIM3IKH IS3dIS 0'B = (S3H3NI),LH9I3H 9dn3 o0'S6E = (I3S3)HI9N3'I I32dIS 00,S9 = (La IJ)f10IIKA3'I3 WK3dISNMOQ 00'9L = (IS33)NOIIKA3'I3 NV2U LSdn »»>(O3Sn T 't bloIy33S 3'I9KI L33dIS)««<__ ------------>>>>>K3dK9OS ndHJ, 3WII 'I3AVUL Mo`I3 I33dIS 3IOdWO3««< -------------- _ _____ ___ -------------------- Z9 = SQoo SI 00'901 300N OI 00'1ZT MOM Wod3 SS33odd MO'I3 t Kif t{t{t{{{{f{t{{f{t{1st+tf{f{ti".t{f{ftA#{t{ti=t-Ftf X.{i.i+-K tXfi}tftxf i'-XX{fYt}tLtf.Y.:f ZZ'9 = (S33)33011nd 'IKIOL 60'T = (S3dJK)K3dV 'IKIOL ZZ'S = (S33)3JONnd K3dK9nS ELS'S = (dOOH/H3NI)[LISNZLNI 'I'IKJNIKd dH3T OOT OOU L = ('NIW)oL 03I3Io3dS d3SO O = (II OWN) d39WON 3Ad110 'S'3'S 0006' = IN3I3I33303 330Nnd O3IJIJSdS-d3Sn (K3dK9ns)O3I3I33dS d3sn, ---------- ---- >SISArIHNV K3dK9nS 'IKI,LIDII OOFII3W IFtNOIItfd««< ------------- - ------------------------------------------------ ZZ = 3003 SI 00'TZT 30ON OI 00'OZT 3OON WOd3 SS33odd Mo'I3 i-{ittf tf{{:{i'ift+f{X{t4ttf ttt{ff{ffff{tfitft{#f MfftA#f Ffif{{f{tfiffXf{Ktf{-Ffi't+RtK-K t=f SE'ST = 33NSOU NO3 IV (SJ3)3IKd MO'IJ AV3d BE'L = (S383K)K3dK WK3dIS 'IKIOI ET'6 = (dH/H3NI)IIISN3IDII IIK3NIHd T9'TT = ('NIW)DIOIIb2Li,N33NO3 30 SWI,L :SdK T [A'VEHIS IN30113d3ONI 80J 03SO S3n'IVA 33N3n'I.3Noo -Z--= SWF13d.LS 40 dS9WnN 'IKLOI »»>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.) = 11.19 RAINFALL INTENSITY(INCH/HR) = 4.23 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.91 12.70 3.899 2.80 2 6.98 11.19 4.230 3.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. **' PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.51 11.19 4.230 2 11.35 12.70 3.899 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.51 Tc(MIN.) = 11.19 TOTAL AREA(ACRES) = 6.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 950.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 41 ----------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 76.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14-78 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.51 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 11.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104-00 = 1110.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ----------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.187 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 7.38 TOTAL RUNOFF(CFS) = 15.35 TC(MIN.) = 11.37 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 -------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 76.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.11 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.35 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< Q100-Proposed Page 3 of 8 8 JO Z a$-ed pasodaid-00 T� ------------------------------=--------------------------- T = 3003 SI. 00-EOT SOON oy 00-COT SCION WOM SS33o23d MOTS {ffffffffffff{ff{f{{fxf{ffff{f{{f{ff{f fffff{f{ff{{f.fff{ff{fffffff{{ff{{{{ff{ L333 00'SE6 = 00'EOT SOON O,L 00-OTT SCION WO'd3 HSKdMO'I3 ZS39NOI 06'E _ ('3SS/L333)xyI30I3A MOI3 I6'0 = (1233)HLdSa S3IInd2Ip1CH MO'I3 'ISNNKHO H323KSOS 30 ON3 86'9 = (933)31KU MOTS ?IK3d OS'E = (S3210K)VHdV 'IVLOy 98'5 = (S33)330Nn23 K3dV8nS TO'E _ (SSU3K)H323K 'd323K9nS 6T'TT = ('NIW)oy ('NIW)3WIy 'I3AfRiy TE'0 = (,L3S3)HJ,d3Q MOTS H!DVH3AK ('33S/y333)IyI30'I3A NO 03Sd9 VTdV9nS ndH,L SWIy 'ISAVdL LO'6 = (533)MO'I3 O3J,KWIys3 ONISn aaLOdHO0 SWIy 'ISAVdL 0 = (I I 3WH) HESNON 3AW13 -S-3-9 0096' = yN3I3I33S03 330N823 Q3I3I33dS-'dQSn (VaHVEnS)CIS I3I33dS 233SOf OEZ'6 = (dQOH/H3NI)7,,LISN3JNI 'IIK3NIvu dV3x 001 00'Z = (1323)HJd3p WOWIXKW 0S0'0 = 2IOy3K3 S,SNINNKW 000'9 = 23013K3 „Z,. 00'E = (1323)2SH9 'I3NNKH3 0690'0 = SdOIs IaNNK143 00'9£6 = (L333)K32IHHnS ntIHL HIONS'I 'ISNMVH3 00'88 = (1333)WK3211SNMOp 00-8II = (,LSS3)WKS2lSdn =HyKO NOIVA3'I3 »»>('N3W3'I3 ONI'SIX3) VZdV9nS n2IHy SWIy'I3AK23y««<== »»>MO'I3 'IENNKH3 'IKOIOZSdVdj SJ,OdWO3««< ---------------------------------------------------------- TS = 3CI03 SI 00'EOT 3QON oy 00-TIT SOON W0233 SSUDOdd MOTS ZT'T = (s33)33oNfId IVLol 66'0 = (S3233K)KSHK 'IVJOj, ZT'l = (S33)330Nn23 VE-dV9nS LL6'b = (afIOH/H3NI)ALISN3,LNI 'IIFi3NI`E HV3A OOT OOL'8 = ('NIW)0y O3I3I32dS NSSn 0 = (II 3WV) 'dZENON 3A903 'S'O'S 0096' = IN3I3I33303 330Nn23 O3I3I3SdS-2I2S8 -_(K323K88S)a3I3I33dS 23SSOf »»>SISA'I`INK VS2fVg8S 'IKILINI QOHSSW 'IKNOI,LKH««< --------------------------------------------------------- ZZ = 3003 Sl 00'TTI 3QODI O,L 00'01T SOON W02I3 SS3308d MOTS 23N38'IAN03 J,K (S33)3jVd MOTS MV3d 08-Z = (S3233K)K2LIK WVS2I,LS 'IK,LOy 06'E _ (23H/H3NI)CJISN3,LNI 'I'IVaNIH23 0L'ZI = ('NIW)NOILh2I,LNS3NO3 30 SWIJ, =Sdv I WH38LIS ,LN3aNEdSQNI 2I03 OSSn S3n'IKA 33N2n'I3NO3 --Z- = SWVa3 flS 30 2339WON 'IVIOS. »»>33N38'I3NO3 2303 WK323,L3 yN3ON3d3ONI SlVNJISSO««< -------------------------------------------------------- I = 3Q03 SI 00-EOI SOON oy 00-EOT SCION HOdJ SS3302Id MOTS 1333 00'096 = 00'E01 20ON 01 00-OOT SCION W02I3 HS,KdMO'I3 ySSJNOI SO'T = ('339/13fL31[yI30ISAfHJd3O ZL'6 = ('33S/1333)ALI30'ISA MOTS OZ'OT = (J,333)HJ.OIM a0O'I3 1221231S3'IKH ZZ'0 = (ySS3)HJ.dSCI S3I'IAYdGAH MOTS 1=1S VSdVEJOS 30 ONS T6'b = (S33)ZJVF :S MOTS ?IKSd 08'Z = (ssu3K)K3LIK 'IifLOy (S33)330Nn2I KS23V88S 9 Z'Z = (S2d:)V)K3'dV HS23K9nS 0 = (II 3Wd) E39WON 3A2In3 -S-D'S 0096' = J'N3I3I33S03 33ON82I Q3I3I33dS-H3S8 (KSdV90S)O3I9I03dS 'dSS8{ 668'E = (dn0H/H3NI)2�yISNSJ,NI ,gVgNIVd dVS[ OOT OL'ZT = ('bIIW)0J, OL'Z = ('NIW)SWI,L 'ISAV-dL MOTS .L32us 9L'O = ('339/J.3fy3)7,JI30'I3AMLd3Q 30 JDOCIO'dd 6T'6 = ('3SS/.L333)x,LI30'I3A MOU 39HLISAK b£'B = (.LSS3)HyOIM 000'I3 LZ3dySa IVH 8T'0 = (1333)Hyd3CI MOTS ,L3adLS :MIM2 03,LKWIJ,S3 JNISO SLgflS3a 'I3aOW MO'I3ySS23Ls 88'Z = (S33)MO'I3 OSIVNI,LS3 ONISn p3,Lndwo3 3WIy 'I3AK2I,L{f OL10'0 = UoTgoaS MoT3 ATe14-10-x020 30; UOL3y3 NOILDI2i3 s,6UTUU2H OLTO"0 = (gzn3-o;-gzn0)U0raOaS MoT;;aaz;S To; dOL3K3 NOIID183 S,6UTUUeW OZO'0 = ('IaWI33O)'I'IK3SSO80 xKMUVd y3323LS L = 330N821 JDII[2I2IK3 ST,' SNJ,S3IKH IO 2I3HWON 0 3I3I33dS FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 -------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.80 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 5.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.03 13.16 3.387 12.64 2 9.75 12.80 3.498 5.04 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 38.28 12.80 3.448 2 38.61 13.16 3.387 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.61 TC(MIN.) = 13.16 TOTAL AREA(ACRES) = 17.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1750.00 FEET. END OF STUDY SUMMARY: 13.16 TOTAL AREA(ACRES) = 17.68 TC(MIN.) _ PEAK FLOW RATE(CFS) = 38.61 END OF RATIONAL METHOD ANALYSIS Page 8 of 8 Q50-Proposed 8 JO L 0�3Ld pasocIotd-OS6 '5.333 00'S6ZT = 00'601 SCION 01 00'OOZ SCION WOHJ HSKdMO`I3 J,SS9N0'I 06'ZI = ('03S/J,333)C,LI30'I3A MOTS EE'0 = (1333)H,Ld3Q S0I'ILMdCIIH MOTS 'I3NNKH0 HS2IKHIIS 30 GN51 SL'6 = (S30)SJVKl MOTS MVad 60's = (S22MV)ValdV 'IKJOL 6Z'9 = (S30)33ONfw vsdvflnS SS'Z = (SEH3K)K3dV K32IKHIIS 08'ZI = ('NIW)DL Lb-O = ('NIW)SWIL 'TSAKHJ, 9Z'0 = (J,S33)HJd3Q MOTS 39V'8aAK 66'TT = ('O5IS/,LSSaMLl00'ISA NO 03SVH K3HVEGS ndHL 3WIJ, 'ISAVdJ, Z9'9 = (S30)MO'I3 Q31KWI,LS3 9NISn GSJf)dWOO 3WI,L Z3AFRIJ, 0 = (II OWK) 'dZUNON SAdn0 'S'O'S OOIL' _ JN3I9I3J300 J30Nn2i CI3I3I0SdS-dSSn (VHdVenS)CI3I3I03dS USSn{ 866'E = (dnOH/H3N11 CLISN3JNI 'I'IFI3NIKii 'dV3A OS 00'Z = (SSSJ)HSdSCI WnWIXKW STO'O = HO.LOK3 S,SNINNKW 000'1 = 'dOLOK3 „Z„ 00'Z = (J,S23)3SK2 'I3NNKH0 SIOT'0 = 3d0'IS 'I3NNKH0 00'SZ£ _ (1333)VZHV9nS n2iHJ, HLON3'I 'I3NNKHO 00'ES = (SSS3)Wv:gdjSNMOQ 0098 = (J,333)WK321J,Sdn =KJ,KCI NOI,LKAS'I3 -------------------------------------------- »»>(,LNSW3`IS 9NILSIX3) VIH'dgnS OEH,L 3PILL'ISAV211<<<<< »»>MO'I3 'ISNNKHO 'IKQIOZ3dVdt 3,L0dW00««< ---------------------------------------------------- TS = 3000 SI 00'60T SCION O,L 00'90Z SCION WOHJ SS300Hd MO'I3 xzxxzxxzfxr.xxx{{zfxxzx z.t f{zxxxxzxzxxzzzxzx{xxfx{zxxxt{s{{{xz{{zxxfixzzzzzxxzz £E'ZI = ('NIW)01 TS'E _ (Sao)3JONfla 'IFIJ,OL 66'Z = (SS'dDV)V3dV TVIOL (S33)330N1lLI VEM90S 9L'0 = (S:R'dDV)'dSHV V3HVHnS 0 = (II OWK) H39WON SAUD 'S'O'S 0096' = J,NSIOI332100 330N021 CISI3I03d9-'dSSn (vzdvHNS)QSI3I3SdS Hasnx EES'E = 0dfIOH/H3NI)ALISN3SNI 'I'IK,INIK2i LMX Os »»>MO'I3 XVZd SNIINIKW 01 V321KHNS 30 NOIJ.I(ICIH««<-- ---------------------------------------------------------------------------- T8 = 9000 SI 00'SOZ SCION OZ 00'SOZ SCION WOHJ SSS0021d MO'IJ ',LSSJ 00'OZ6 = 00'SOZ SCION OS, 00'0OZ SCION WOd,4 HJ,Kd6lO'I3 LS39NOI ('OSS/d;333))UI00'I3A MO'IJ 6T'O = (1S33)HSd3Q SDI' VAC]AH MOTS 'ISNNKHO VE2IKHOS 30 CIN3 BZ'Z = (S30)SJVd MO'IJ NVU EL'T = (SS'd3V)VH8V 'IV101 9Z'0 = (SJ3)3JONE)E V32IVUnS OZ'O = (SS2IOK)KSUV K32IKHNS EE'ZT = ('NIW)Z),L OL'0 = ("NIW)SWIJ, 'I3AVdJ, EI'0 = (,L333)HLd3CI MO'I3 S9FRISAK OS'L = ('03S/,LS3J)ALI00'ISA NO QSSKH TRIKHHS nHHI SWIL 'I3AVdi, ST'Z = (S30)MO'I3 QSSKWIJ,S3 9NISO Q31ndW00 SWIJ. 'I3AVdJ, 0 = (II OWK) H3HWON 3ANn0 'S-3'S OOS£' _ IN3I3I33300 330NOH CI3I3IO2IdS-d2S0 (VaHvHNS)Q3I3I03dS 2I3Sn{ E£S'E = (dnOH/H3NI)AlISN3,LNI 'I'IH3NIKH 'dVZA OS 00'Z = (1333)H,LdSCI WnWIMN STO'0 = 'dOLOK3 S,9NINNKW 000,1 = 2iO,LOV3 „Z„ 00'Z = (12133)SSKH 'I3NNVHD Z960'0 = 3dO'IS 'ISNNKHJ 00'9TE _ (5,33J)V2dV90S 0HH,L H,L9N3'I 'I3NNKH3 00'98 = (d.333)WHS2I,LSNMOQ 00'9TT = (JE33)WVTdJSdn :VlVQ NOIJ,KA3'13 »»>(J,N2WS'I3 9NI,LSIXS) VUdVHnS O'dHJ, 3YII,L'ISAVdJ,<<<<<== »»>MO'I3 'ISNNKHO TICIOZ3dV2dl ZlndW00««< --------------------------------------------------------------------------- 1s = 3000 SI 00'90Z SCION 01 00'£0Z 3QON VIOU3 SS3JOLid MOTS z{{z{zx{xz{zxxx{zxf xxzzxt f{x{xz{{xxfzzxx{zz{t.xf{zxtz{{zzxtx{fxz{xx{zzxxtz{xz E9'IT = ('NIW)OL EO'Z = (S30)2JONn2l 'IKS,OJ, ES'T = (S3,dov)K32IK 'IKJ.OJ, 89*1 = (S30)330NG'd VS VEfIS IE'T = (smiOK)vadv vsdvanS 0 = (II OWK) E38WnN 3AUn0 'S'O'S OOS£' = SN3I3I33300 330NO'd CIZI3I9SdS-E3Sn = (VZdV9nS)CISI3IOSdS E21Sn{ 899'E = (2MOH/HONI)x,LISN31NI 'I'IH3NIK2i NK3x OS ------------------------------- »»>MO'IJ NHSd 3NIINIKW 01 VRdVHIIS 30 NOILIQCIK««< ---------------------------------------------------------------------------- TB = 3000 SI 00'EOZ SOON O5, 00'£OZ 300M WO*dJ S933MId MO'I3 {ff{{{.xx{t{xxfixft x{{{fi{ffifx{{x.t{i4t-Ff{t fxxF{+.{.tt!-i4i+{{fii.FCY{ffif+f{ttttt4++f4 '1333 00'909 = 00'EOZ SCION 01 00'OOZ SCION 111MIJ HLVdMO'IJ IS39NO'I INSIDE STREET CROSSFALL(DL_iMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF I-lALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 24.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.92 STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 13.16 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.387 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 11.96 PEAK FLOW RATE(CFS) = 27.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 24.26 FLOW VELOCITY(FEET/SEC.) = 4.58 DEPTH*VELOCITY(FT*FT/SEC.) = 2.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1750.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 -------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.387 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 12.64 TOTAL RUNOFF(CFS) = 29.03 TC(MIN.) = 13.16 FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ------------------------------------------------ --------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.16 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 12.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.03 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 22 ------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 8.500 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.491 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.35 FLOW PROCESS FROM NODE 201.00 TO NODE 203.00 IS CODE = 53 ------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 193.00 DOWNSTREAM(FEET) = 116.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.1750 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.35 FLOW VELOCITY(FEET/SEC) = 2.34 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 11.63 Q50-Proposed Page 6 of 8 8 JO S ai?ad posodo.Td-OSo 00'OZ = (1333)xK3dH3OFZdO 'I'IH3SSOd3 OS NMOd3 WOd3 S3NKISIO 00'OE _ (1333)HSOIMAIKH 123dIS 0'8 = (S3HONI)IHOISH guO3 00'SLZ = (I5133)HIONS2 ISSdIS 00'£9 = (1S23)NOIIKAS'I3 WK3d1SNMOO 00,89 = (1333)NOIIKA3'I3 14K3dISd0 »»>(O3S0 T If NOI133S 3'IHK1 13SdIS)««<-- »»>K3UV8nS OdHI 3WII 'ISAVd1 MOTS I33dIS S10dWO3««< -------------------------------------- Z9 = HCO3 SI 00'601 SOON OS 00'LOT SOON WOd3 SS33odd MOTS -KxxxxYFx i-xY-xxxxxFxYf x/'+(-xl'#xxxxxxxxiFx!F�-xx.�.x Kxxx-KxxxxF xK xi=x ixixix xlxxxxxxxx'FSSK 09,9E _ (S30)33ONnd 'IKIOI WIT = 9(S32IOK)K3EV IVIOI L9'6 = (S33)3.IONIIH K3?IK9[IS 69'T = (SSdZ)V)VEUV VSdKeOS 0 = (II 3WK) UeW0N 2Ad03 •S'3•S 0098' = IN2I3I33SO3 33ONOH O2I.]I33dS-dSSn (KSdKenS)03I1I33dS dSSOx -------------599'E _ (LMOH/HONI)AIISN3INI 'I'IK3NIKd EVSA OS -------------»»>MO'I3 XV3d 3NI'INIKW 01 V3dMnS 30 NOIII00K««< ----------------------------- T8 = 3003 SI 00'LOT SOON 01 00'LOI SOON WOd3 SS33Odd MOTS xxxxxxxxxxxxxxxxxxxxxxxxx.xx-Fx,:xxxxxxx�:xxx.Fx,:x-xx.Fx+xx+xsxxsxxxxx+xxxxxxx-x x-�xx '1333 00'9L6T = 00'LOT SOON 01 00.00T SOON WOd3 HIKdMO'I.I ISSJNO'T BT'E _ ('339/13x13)AII3O'I3AxHId3O 66'9 = ('33S/I223)A1I3O'I3A MO'I,1 E9'81 = (y333)HIOIM QOO'I3 IS3dIS3'IKH E9'0 = (1353)H1dS0 S3I'IOKdOAH MO'I3 133d1S VZdV90S 30 ONS M'TZ = (S33)SIKd MOTS >IHSd 96'6 = (SSd3K)vuv 'IF71O1 8E'0 = (S33)33ON[Id FI3dfIHOS LI'0 = (SSd3H)d3dK K3EVU lS 0 = (II 3WH) dSHWON SAdO3 00E9' = IN3I3I33SO3 33ONnd 03I3IOSdS-d3SO (K3UV9nS)O3I3I33dS d3S[) 999'£ _ (HOOH/HONI)AIISN3INI 'I'IK3NIKd dH3A OS 9T'ET = ('NIW)o1 96'0 = ("NIW)SWII 'ISAKd1 MOTS I33dyS 9T'E _ ('33S/13+13)A1I3OiSA'9H1d30 30 130OOdd 66'9 = ('33s/1333)A1I3oI3n MOTS 33Kd3AK E9'81 = (1333)HIOIM 0OO'I3 L23dyS3'IVH ES'0 = (1533)H1d3O MOTS 133d1S :MOTS ('31KWILS3 SMISN S1'I0S3d UGOW MO'I3133dLS SL'TZ = (S33)MO'I3 031FfWIIS3 ONISO O3.L0dWO3 3WII 'ISAHdIxx OOZO'0 = uorgoaS MoT3 xTeM-30-.lope zoj doI3K3 NOI13Id3 S,6utuu2w OLTO'0 = (gsno-oS-gzno)uoTOoaS MoT_4gaaz:,S so; do,LJK3 NOI13Id3 S,6uruueW OZO'O = (IKWI3SO)'I'IK3SSOd3 AKMNdKd 133dLS T = 33ONOd JNIAddV) SLS3d1S3'TKH 30 d3gWRN 0SI3I33dS OZO'0 = ('IVWI330),IIK3SSOd3 1SSdIS 30IS.LnO OZO'0 = ('IKWI33(1)Z'IK3SSOd3 I33d1S 3OISNI 00'OZ = (1332"V3d830Kd9 'IgVJSSOd3 01 NMOd3 WOd3 33NVISI0 00'OE _ (133.7)HIOIM3'IKH I331d1S 0-8 = (S3HDIM IHOISH ed03 00'99T = (1533)H19N3'I 133dIS 00'89 = (1353)NOILVA2'I3 WKSd1SNMOO 00'99 = (1333)N0IIHA3I3 WK3d1Sd0 »»>(OSSn T 16 NOII33S 3'I9K1 ------------ -------»»>KSdV9nS ndHI 3WII 'I3AKdl MOT 3«« S 133dIS 3IOdWO < - -------------------------------------------------------- Z9 = MOD SI 00'LOI SOON Oy 00'SOT MON WOd3 SS33Odd MOTS xxxxxxxxxxx<xFxxKxFxFFxFxxxxxixF T..Fxff+F-F.F{:x{;xi".FF.}F<-0x{'{=F+f FiFx+F;x-Fi=+i+{t+FF xF iF i-f -1333 00'OIEI = 00'90T SOON o1 00'001 SOON WOd3 HlVdMO'I3 LSSgN0'I 8L'6 = (53d3K)K3dH 'IVLO,L 69'TI = ('NIW)o1 99'TZ = (S33)3IHd MOTS >IK3d =SMOZ'IO3 SK Sdv S3MEHUS2 33NSn'T3NO3 O3111dWO3 999'E 69'II SS"TZ Z 609'6 LI'B ZB'OZ T (d OOH/H3NI) ('NIW) (S33) d3gWON XIISN31NI 33ON0d WK3dyS x x S'IHF11 31Kd MOTS MV3d *+ SWdSdyS Z dO3 03Sn VgOWdOl 33N3n'I3NO3 NOI1d OIIKd dyN3ONO3 30 3WIy Otiv A1ISN3INI IIK3NIKd TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 7.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.60 FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 22 --------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 7.300 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.954 SUBAREA RUNOFF(CFS) = 4.64 TOTAL AREA(ACRES) = 1.04 TOTAL RUNOFF(CFS) = 4.64 FLOW PROCESS FROM NODE 121.00 TO NODE 105.00 IS CODE = 62 --------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 76.00 DOWNSTREAM ELEVATION(FEET) = 65.00 STREET LENGTH(FEET) = 245.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.85 STREET FLOW TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 8.17 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.609 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8600 S.C.S. CURVE NUMBER. (AMC II) = 0 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 5.3910.03 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.4.0 FLOW VELOCITY(FEET/SEC.) = 5.05 DEPTH*VELOCITY(FT*FT/SEC.) = 2.15 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 105.00 = 680.00 FEET. **+*xxx*+*xxx x*x+xx x++**xx**x**+*x*x**xxx x**+***xxx*xxxxxxx+*++**xxxxxx***x* FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.17 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.03 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.60 11.69 3.656 7.38 2 10.03 8.17 4.609 2.40 Q50-Proposed Page 4 of 8 8 jo E OOU f posodo.Id-090 ---»»>30N3(I'T3N00 I103 WK3IILS LNSGNSd2GNj SLKN9IS3CI««< ----------------------------------------------------- T = 3QOJ SI 00'901 SCION OZ 00190T 300N HUM SS30OHd MOTS %+%ttttttittttittt%ttt%ttttttt%tttttix%%%%.�%%s%s%tts%%%s%s+s�%xt+%c%%%ttx%%% '1333 00'0TET = 00'SO1 SCION OI 00'001 SCION NOBS HLKdMOrI3 LSSJNOI 69'II = ('NIW)3WIL r13AnL 3dId 09'ET = (S33)MO'I3-3dId T = S3dId JO H3FIWON 00'8T = (H3N1)H2I3WKICI 3dId NSAID ZL'ET = ('33S/,L333)ILI0orI3A MOrI3-3dId S3H0NI 6'6 SI 3dId HONI O'BT NI MOrIJ 30 HIdSCI ETO'0 = N S,9NINNKW 00'OOZ = (I333)HISN3'I MorI3 00'99 = (L33J)WK3HLSNMOCI 00'9L = W9'2A)WKS8ISdn :KLKO NOILKA3'I3 >>>>>(INSW3'I3 9NILSIX3) 3ZIS3did Cl2I3I03dS-N3sn ONISn««< »»>KSHV9fiS n'IHI 3WII 'ISAKIIL MOTS-3dId 3IndW03««< --------------------------------------------------------- 1b = 2003 SI 00'901 SCION OZ 00'b0i SOON WOII3 SS230Idd MOrIJ %tttttttt%%t-tt%tittttf-T-%t4%%%tftY-%'f%%tt%ft%f{%%Y}t%%ti't%%-Fitt%-Ftt'F iiF tK%4%%%% Sb'Ti = ('NIW13I 09'ET = (S33)JJONnH rIKLOI BE'L = (S3H3K)K3HH rIKLOI 06'E _ (SJ3)3JONnu K3uvens 80'1 = (S3I13K)K3IIK K3mos 0 = (II 3WK) IISHWnN SAiIn3 'S'0'S 0098' = IN3I0IJ3300 330Nnd CISI3I3SdS-V9 Sn : (K3NKHnS)CI3I3I33dS HSSnt ------- SOL'£ = (NnOH/H3NI )xIISN3INI rIrIK3NIKN IIKSi 09 »»>MOrI3 MVSd 3NI'INIKW OL K3dVEloS Jo NOILICICIK««< ---------------------------------------------------------—---- TB = 3000 SI 00*bOT 3QON OL 00-POT 3QON W0>I3 SS330Hd MOrI3 'I23J 00'OTTT = 00'601 SCION OS 00'001 300N WOIU HLKdMO'I3 IS3JN0'I Sb'TT = ('NIW)DI 61'0 = ('NIW)3WIL rISAKIII 3dId OZ'OT = (SJ3)MO'I3-3dId T = S3dId JO 'd2gWnN 00'8T = (H3NI)II3ISWKICI 3dId NSAIO EE'v' = ('33S/,L333)T,LI00'I3A MOU-3dId MIDNI 9'L SI 3dId H3NI 0'81 NI MOrI3 30 HS,dSO ETO'O = N S,ONINNKW 00'091 = (IS3J)HIJN3'I MOI3 00'9L = (L03J)WK3HLSNMOCI 00'88 = (L33J)WK3IILSdn :VIVO NOIIKA373 »»>(IN3W3'I3 SNIISIX3) 3ZIS3dId CISI3I33dS-dZSn JNISn««< »»>K3HKHn5 nNHL 3WI,L 'I3AKNI MO'I3-3dId 21ndW03««< ------------------------------------------------------------ Tb = 3003 SI 00'vOT SOON OL 00-EOT 300N HO>I3 SS330I1d MOTR ttt%%t%t%%t%%Ft%%Rift{%%%Kt%%%%ttttttt%tttttttt%tttt%t%%tt%i%t%tttt%%ttt%iti IS3J 00'0S6 = 00'EOT SCION OL 00'001 SCION HUM HLKdMOrI3 IS30NOrI oE'9 = (S3>I3H)K3IIK rIKLOL 9Z'IL = ('NIWI�L OZ'OT = (S,ID)3IKIi MOMS XK3d SMOrIrIOJ SK 3IIK S3IKb1IIS3 33N2nrIJNO3 O3,LndW00 bsv'E LL'ZT 90'01 Z SbL'E 9Z'TI oZ'OT T (NnOH/H3NI) ('NIW) (S33) I139WON zIISN3INI 3J0NIId WK3HIS 3'IflKL SIKH MO'I3 >IK3d i% SWK3dLS Z If03 CI3SO KrIOK'dOJ 33N3n LINO) OIIK'I NOIIV'dIN33NO3 30 3WIL QNK CIISN3INI TIK3NIK>I 0S'E GbL'E 9Z'TT 81'9 Z 08'Z bSb'E LL'ZT 9E'b 1 (3if3K) (IInOH/H3NI) ('NIW) (SOO) H32WON V26K 7IISN3INI ZI 330D1n>I WK3HLS Y Y KIKCI S3NSn IANO3 — 81"9 = 33N3n'IJN03 LK (SJ0)31K>I MOTS NK3d 09'E = (S3I13K)V2dV WVSHIS rIKLO,L bL'£ _ (dH/H3PII)UISN3LNI 'IrIK3NIn 9Z'TT = ('NIW)NOILKIIIN33NO3 JO SWIL :3>IK Z WK3IILS INSCIN3d3CINI HOE CI3SO S30rIKA S3N3n'IJNO3 --Z- = SI[K3>1IS 30 H39MN 'IKLOI »»>S3nrIKA FIKSIiIS G33NEnrIJD100 SnOIIIKA 3,LndW03 CINK««< >»»33N3n'I3NO3 '303 4IK3ULS LN3GNEd3CINI SIKNOISSO««< SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 0.0170 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) _ Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0170 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.18 HALFSTREET FLOOD WIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 12.77 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.454 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.26 SUBAREA RUNOFF(CFS) = 3'S9 4.36 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 9.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 950.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.77 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 22 --------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC 11) = 0 USER SPECIFIED Tc(MIN.) = 8.700 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.42.4 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.00 FLOW PROCESS FROM NODE 111.00 TO NODE 103.00 IS CODE = 51 ------------------------------------------------ --- -- ---- - >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 118.00 DOWNSTREAM(FEET) = 86.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 435.00 CHANNEL SLOPE = 0.0690 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.050 MAXIMUM DEPTH(FEET) = 2.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.745 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC I1) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.83 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 11.26 _ SUBAREA AREA(ACRES) = 3.01 SPEAKEFLOWNRATE(CFS)-= 5.19 6.18 TOTAL AREA(ACRES) = 3.50 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 PLOW VELOCITY(FEET/SEC.) = 3.27 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 103.00 = 435.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ------------------------------------------------ Q50-Proposed Page 2 of 8 8 JO 102Ld posodw j-OSo ozo"o = ('IKWTnsQ)'T'TK3ssOHo I33HIS 3QISI00 ozo'o = (IKWI03Q) IIK3SSOH0 Z33HSS 3QISNI 00"01 = (5333)?IK32I930KH0 'I'IK3SSOH0 01 NMOHO WOH3 3ONKISIO 00'OZ = (1333)HSQIM3'IKH ,L3321S,S 0'9 = (S3HONI),LHOI3H HHnO 00"OL9 = (,L333)HL9N3'I 122dLS 00'88 = (I333)NOIIKASg3 WH3HISNMOQ 00'OET = (,L333)NOIJVA3'I3 WK321J.Sdn »»>((I3Sn Z If N0I.LO3s 3'IHKI 133HIS)««<-- »»>K3HKHnS nHHI 3WII UAY'dl MO'I3 I33HIS 3lndw00««< -------------------------------------------------------- Z9 = 3800 SI 00'£OT 3QON 01 00'101 MON WOH3 SS33OUd M033 ffXf{K{+.X4f.Ki'-ik K+ff+f if if{{Y-f YF 14'f Kf iKKKKi'i'Ff XK iFXK i=1 %{fiK i'S4ffififK if=f f-Ff T-4{fKX i 9L'o = (S30)33oNIN 'IKIOI 179'0 = (S3H3K)K3HK 'IVLOI 9L'O = (530)330NnH K3HKIIns 660 b = (HnOH/H3NI)2IISN3INI 'IIK3NIKH HKsA OS 000'OT = ('NIW)oI a3I3I03ds 2lssn 0 = (II OWK) H3HWnN 3AHnO "S'O'S 005E' = IN3IOI33300 330NnH a3I3I33dS-H3Sn = (VSdVH1lS)83I3IO3dS 2I3Sn:F »»>SISA'IKNK K3HKHnS 'IKIIINI QOHISW 'IKNOIIKH««< ---------------------------------------------------------------- ZZ = 3800 SI 00'TOI 3QON OI 00'001 30ON WOH3 SS3OO'dd MO'I3 f iFK{Xf if{f{fib{-fxif.X iFfi{iF KK Sfiff{+fX{Yfi+F-K X KaF+ff Yx<Y-4X<f{KfiK F{*-Kfif i=KfF-K iTKissif i-f X *"3did AHNInHIHI WK3HJSdn 3HI OI 'IKn03 HO NKH,L H3IK9H0 AIIOKdKO MO'I3 V HLIM 3dId 3ZISfi (S/I3{I3) 0"9 = 4uTesISU03 (C4T30TaA)f(gjda0) 'Z (q=nO-3o-doI) - (gada0 MoT3 4aaJ4S aTgeMOTTK ucnwTheW) se 133.1 OS'0 = ggda0-MoI3 anTgelaH "I :SINIKHISNOO HLdSo-MO'I3 J,3323SS `IKHO'IJ OLLO'O 010'0 00T0'0 OI"0 OS'0 OZO"0/oz0"0/0Z0'0 0'01 0"OZ Z OLIO'O L9I'0 ETEO'0 00'Z L9'0 0Z0"0/OZo'0/OZO'o 0'0Z 0'OE I (u) (I1) (I3) (I3) (.L3) AKM /30IS / 3QIS ( 3)=== (I3) Oki HOIOd3 ENIH dI'I HIQIM IH0I3H -XHKd/-I00 / -NI 'IIK3SSOH0 HIQIM JNINNKW :S3I23L3W03O-H3LIn0 HHpO :'I'IK3SSOH0-I33HIS OI NMOHO -3'IKH f'I300W MOq,9,L HIS QNK MO'I33dId 83'Idn00 d03 SNOIIO3S-BEMIS Q3NI338-2d3Snf 03H30ISMOD S3n'IKA 30N3n I3NOO }IK3d x'INO :3ION QOF[I3W 'IKNOIIKd H03 (13Sn S3C)'IKA-.,,0„ 'IKnNKW 000'IOHQ7,H 003IQ NKS 06'0 = 3d01S NOII0IH3 2103 3Sn OI ('TKWIJ38)SIN3IQKH9 30 LN30H3d 83I3IO3dS 00'81 = (HONI)3ZIS 3dId WOHINIW 03I3I03dS Oob'Z = (SHH3MI) NOI.LK,LIdIO32dd NOTIV-d Q HnOH-9 00"OS = (HK3x)J.N3A3 WHOIS Q3I3I03dS 'd M) KI83,LIHO 'IKONKW 093IQ NKS S86T ----------------------------------------------------------------- :NOI,LKWH03NI 'I300W OI'InKHOFH ONK x00'IOHOxH 03I3IO3dS H3S❑ ---------------------------------------------------------------- 900Z/EI/ZO 66:bl :AOn.LS 3O 3IK0/3WIL y KO'dozd-OS-V'd\hos0ex\O;sozp4q\EOOZsa2\:O :3WKN 3'II3 X + SUOT4Tp[i00 pasodoad aoJ ulaoOS ieaA-OS f selTUT3U3 UT zalsagOueW uo aprK a4TH , AQnIS 30 NOIMIHJS30 aK{KK+X-.r-Fi-�-fief+c{s{{�.KXS{ ZTZ6 - b16 (09L) 6BOZ6 KO 'P4STA 9 94Tns 'aoeizay aTeA S96 ouI 8uT3aauTbu3 '@;T2M "H Aaol :Aq pajedaad STSCTeuK ZEST 0I asuaoTg EOOZ/10/10 :a0e0 aSeaT3d KS'I "zaA (sae) azeM03os buTzaauTbu3 paDuenpK E00Z-Z86T ggbTjAdo0 (o) 'IKONKW ;0E)Oq la,H I861'9861'EOOZ IOIHISIO 'TOHINOO QO0'I3 xINOOJ 093IQ NKS :aauaza;aH 30Y}10Hd WKHJOHd H3IndW00 A00'IOHQAH OOHL3w 'IKNOIIKH =Fifi{{{K.F+f{Xt++Firt.F+i{f{Lrt{f{+ifi+rt Ff ff::(.F++{-a{t.K X fR Y-rtffi{f fi:F rt:F XF?}f{{.}KYi+4+{f Offsite Hydrology Study February 20, 2006 HYDROLOGIC MODEL OUTPUT Post-Developed Condition 8 JO 8 O28d ISixg-0016 SIS)`gVNK 00H13H 'IKNOIIVd 30 ON3 (S30)3,LVd MO'T3 }IK3d== ('NIW)DJ, 89'LT = (S32I0K)K3HK 'IVJOL �2IFIWWnS zOnls 30 ON3 '1333 00'09LT = 00'60T 3QON 01 00'00T 30ON WO82 HyKdMO'I3 ISSSN0'I 89'LT = (S3HOK)V3HV 'IKLOy 66'Tb = (SZO)SLYd MO`I3 MVHd SMO`I'I03 SK 38K s3yKWI.LS3 33N3n73NOO 03yndwo TEB'£ SO'£T 66'1b Z 6BB'£ SL"ZT S9'Tb T ('dOOH/H3NI) ('NIN) (S33) allOWfIN xLISN3yNI �y 33ONn2I HV2IdIs 4 f 3`IHK,L 3,LKN MO'I3 ?IK3d f f 'SNVSUIS Z 2103 03Sn KZON'dO3 33N3n'I3NO3 OIlV NOI, VMlN33NO3 90 3HII ONK XIISNSINI `I'IVSNIVld 60"S 688'E SL'ZT 66'O1 Z 69'ZT IEB'£ SO'ET TT'TE T (32IO1d) (2MOH/H3NI) ('NIN) (S33) 2I3HWIIN K32IK UISMSINI 3,L 33ONnLI WVE'dLS -f f KyKa 30N3n'I3NO3 f f 66'O1 = 33N3n'T3NOO yH (S30)2,Lvd MO'I3 >IK3d 60'S = (S3'dZ)V)K3dV WK321J.S 'TVyOL 68'E _ (UH/HONI)7,.LISN3.LDII MvI gNIyd SL'ZI = ('[QIW)NOIjVELN30NO0 30 3HII S'dV Z Wd3UIS IN30N3d30NI 2I03 03SO San`VA 33H30'T3NO3 Z = SKV:I3lS 30 2138WnN 'IKy0y »»>S3n'IKA WK32ILS 033N3n'T3NO3 SOOI8VA 3indWO3 0NK««< »»>33N3n'I3NO3 2103 WF13EIS SN30N3d30NI 31VN9IS30««< ---------------------------------------------------------- T = 3000 SI 00'601 MON Ol 00.60T 30ON W0213 SS33OEd MO'I3 4f{}ff4f♦fff 4frt444ff 4f 4{4fi-ff44ff44f4{f iff 4{itffrtf4{f4ffrtff4f444{f 444f 44444ff+ LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 605.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 - - -- ------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE-PEAK-FLOW<<«<----------------- ---- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.127 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = O SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNO(CFS)S, 2.2889 TOTAL AREA(ACRES) _ TC(MIN.) = 11.63 FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 51 --------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 116.00 DOWNSTREAM(FEET) = 86.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE = 0.0952 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 2 42 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.95 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 12.29 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) _ 1.73 PEAK FLOW RATE(CFS) = 2.56 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 7.95 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 920.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE _ -81---- ----- -------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE-PEAK-FLOW««<------------------- --- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 1.39 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 2.49 TOTAL RUNOFF(CFS) = 3.95 TC(MIN.) = 12.29 FLOW PROCESS FROM NODE 205.00 TO NODE 109.00 IS CODE _ -51---------- ---------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<-------------- - ELEVATION DATA: UPSTREAM(FEET) ---- 86.00 DOWNSTREAM(FEET) = 53.00 _ CHANNEL LENGTH THRU SUBAREA(FEET) = 325.00 CHANNEL SLOPE = 0.1015 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) = 0 7 97 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 11.72 AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 12.75 2.55 SUBAREA RUNOFF(CFS) 7.04 SUBAREA AREA(ACRES) = _ TOTAL AREA(ACRES) _ 5.04 PEAK FLOW RATE(CFS) = 10.99 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 13.95 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1295.00 FEET. Q 100-Exist Page 7 of 8 8 JO 9 32Ld Isixa-0016 £9'11 = ('NIW)oJ £T'£ _ ('NIW)SWIJ 'ISAfIdJ (`IKnNKW )MgOdCI H 03M5030d/CI030FII dad) 6E'Z = (035/J3S3)xJI30I3A MOI3 6E'0 = (S331KSdKHnS ndHJ MO'I3 '13NNKHO NOIJFIWIJS3 XlI00'I3A Ni 03WnSSK SKM S33 -1 30 MOI3 ISNNVHo :SION 09LT'0 = 3dO'IS 'IEMNKI-I0 00'066 = (5,333) aadgns n2IHS 1-I19613'I 'I3NNKHJ 00'91T = (J333)WK3UISRMOCI 00'E6T = (JS33)WK3,dLsdn :KJHCI NOIJXA3'TS »»>KSdFIHnS ndHJ 3WII'ISAHdJ««< »»>MO'13 'I3NN'dH3 NIVINnOW 'IKdDIVN 3JndWO3««< ---------------------------------------------------------------------------- ES = SCI03 SI 00'EOZ 30ON OJ 00'TOZ SCION WOd3 SS30OUd MOTS 6 E'O = (S33)330NOd 'IVIOJ ZZ'o = (s32IJK)vmIK uVIO,L 6E'0 = (333)33ONnd K3dKSOS ZSO'S = (dnOH/H3NI)xJISN3JNI 'I'IK3NIn 2IK37 OOT OOS'B = ('NIW)oJ CISI3I3SdS dSS(I 0 = (II OWV) d3HLdnN 3Adn3 'S'0'S OOS£' = LNaIXigSO3 330Nnd CI3I3I33dS-d3Sn (KSdH6ns)0SI3I33dS Has[)* »»>9ISX'IKN11 VMiV50S 'IKIJINI CIOHJSW 'TKNOIJKd««<-- ---------------------------------------------------------------------------- ZZ = MOD sI 00'10Z SCION OS 00'00Z SOON WOd3 SS330dd MOTS X%%-K{{{.%{{ii=f+4%TK%Ki=FK%%%X%fK%%Y-K'fY•{'(-K%%%YKCX X+Ri is%fcsi-%i%%xX{%%%%{Y-%f 4i'-%%K i= 33N3n` MOZ) I'd (S33)3JKd MO'I3 xK3d 69'ZT = (SadZ)V)KSdK WVEHIS 'IVLOJ E8'E _ (dH/H3NI)LJISN3JNI 'I'IFL3NIV%d SO'£T = ('NIW)NOIJKd1N33Id03 30 3WIJ =add T WK3HIS INSCIN3d3CINI HO.9 0350 SSn'IKA 30N3n'I3NOJ Z = SWK3dJS 30 H32HON 'IVL0,L - ------------------------------ »»>SONSn'ISNO3 LI03 WK3dJS JNSCIN3d3ONI 31KN)IS30««< ---------------------------------------------------------------------------- I = SO03 SI 00'601 30ON OJ 00'60T SOON WOd3 SS330dd MOTS SO-ET = ('NIW)31 11'1E _ (S30)330Nnd 'IHJOJ 69'El = (SSdov)K3ud IVLOL 8E'T = (S33)330N0d K3dKHnS 89'0 = (SZHDV)K3dK K3dVU0S 0 = (II 3WK) d39WON SAdnO 'S'3'S ODES' = LMSIDI3A300 33ONfld 0SI3I33dS-dSSO (K38KHD5)03I3IJ3ds d3Sn+ IEB'E = (dnOH/HONI)TJISN3JNI 'I'TK3NIKd dK3C OOT ---------------------- »»>MO'I3 XV3d 3NI'INIVW 01 K3dKSDS 30 NOIJIOOK««< ---------------------------------------------------------------------------- T8 = 3003 SI 00'601 SCION OS 00'601 S00N WOd3 SS330Hd MOTS %XiF X+FKS%x{X%=FiXKKi{K%i=%F%{K%iFXfK�Xf K-R%Y:f<iXfi K=4%{K%i'+%XX{{X%%%K%i'-XCaF%f.K X{4+%X SSS3 00'OSLI = 00'601 SCION OJ 00'001 SCION YIOd3 HLVdMO'I3 JSSJNO'I 90'E _ ('33S/I,']*L3)ALI30'ISA%HLdSO 99'6 = ('33S/,L333),UI0O'ISA MO`I3 88'6Z = (,L33J)HLCIIM 000'I3 LZE'dIS,9'lVH 99'0 = (J333)HJd3CI :SJI'TMFldCI[H MOTS LZ3d11S K3dKHDS 30 CINS EL'6Z = (S3J)31Kd MO'I.3 KK3d 96'TT = (53d3K)K3dH 'IKLOJ LE'T = (S33)330N0'd HSdKSDS L6'0 = (SSd3H)K2dK KSdKHnS 0 = (II OWd) d3HWDN 3Ad03 'S'3'S 009L' = SN3IDI33303 330Nnd OSI3I33ds-dSSn : (K38VEIAS)03I.3I33dS d3Sn% TE8'E = (dflOH/H3NI)x5ISN3JNI 'I'IK3NIVd "3x 001 SO'ET = ('NIW)Z),L 66'0 = ('NIW)3WIJ. 'I3AKdJ MOTS SZ3dlS ZO'E = ('33S/J3KJ3)xJIOO'13A9HJdSCI 90 LDDCIOHd 69'6 = ('03S/J333)xJI30'I3A MOTS 39Kd3AK S9'6Z = (J333)HJOIM 000'13 JS3dJS3IKH 99'0 = (3333)HJd30 MOI3 J33&Ls :MOrI3 031VWIJS3 ONISO SJ'I0S3d 'I300H NO'T3JS3dJS 90'6Z = (333)MO'I3 O3JHWILS3 ONISO O3JndW03 3WIJ 'I3AHdJ{% OOZO'O = UOT;oaS MO13 ;ITeM-;o-;Ioeg zo; HOL3K3 NOIJJId3 s,bUTUUPW 0LT0'0 = (gtno-o;-gan2))U0T40@S MoT;;aaz;S 10; HOJ3K3 NOIJ3Id3 s,buT'uueW OZD'0 = ('IKWI33CI)'I'TK3SSOd3 CKMXHvd I=Ils I = 130t'MU 91'II7,"VO S533dJS3'IHH 30 dSHWDN 03I3I3SdS OZO'0 = (IHWIJ30)`I`LK3SSOd3 JZ3dJS 3OISI00 OZO'0 = ( IKIII3S011IK35SOd3 J33d5S SOISNI 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 21.40 8.17 5.182 2 22.66 11.61 4.132 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.66 TC(MIN.) = 11.61 TOTAL AREA(ACRES) = 9.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION 4 1 USED)««< UPSTREAM ELEVATION(FEET) = 65.00 DOWNSTREAM ELEVATION(FEET) = 58.00 STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIIIAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) _ 0.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 18.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.05 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) = 3.25 STREET FLOW TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 12.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.031 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6300 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.17 SUBAREA A RUNOFF(CFS) = 0'4323 09 TOTAL AREA(ACRES) = 9.95 PEAK FLLOW OW R RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.02 FLOW VELOCITY(FEET/SEC.) = 6.06 DEPTH*VELOCITY(FT*FT/SEC.) = 3.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1475.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.031 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 5.28 TOTAL AREA(ACRES) = 11.49 TOTAL RUNOFF(CFS) = 28.37 TC(MIN.) = 12.06 FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STREET TABLE SECTION 4 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 58.00 DOWNSTREAM ELEVATION(FEET) = 53.00 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 Q 100-Exist Page 5 of 8 8 JO t 32ud ISIXH-0016 06'Z ZBT'S LT'8 91'6 Z 8E'L ZET'6 19'TI S£'SL i (32dOK) (IdnOH/H3NI) ('NIW) (S3D) Id313WON K32dK IIISN3INI of 330NMI WK32dLS ** KLKa 33N3n'I3NO3 ** 91'6 = 30N3nI3N00 IK (S30)3IK2d MOTS XVad 06,Z = (S3H:)v)vsIiv DivaHLS IKLO L BT'S = (2dH 1HDNI)7,LISN3INI 'IIV3NIKU Li'8 = ('NIW)NOIIH21IN33NOD 30 3WIL SILK Z WK321IS LN3aN363ODII 803 O3Sn S30'IKA SON MANOO Z = SWK3'dlS 30 I MIM 'IKIOI »»>S3n'IKA WK32dIS a3DN3n'IJNOO SDOIHKA 3LadHOD aNFI««< »»>33N3n'I3NO3 E03 WK32dIS IMSON3dMNI 3IKNSIS3a««< -------------------------------------------------------------------- I = 3OOD SI 00-SOI 3a0N OL 00-SOT 3QON W02dJ SS300ad MO`I3 1333 00'069 = 00'90T SOON OI 00.OZI 3OODI Wo2'J HIKdMO'I3 LS3DNOI LO'Z = ('DES/IJ*IJ)AIIDO'I3A*HId3O 86'6 = ('33S/I333)AII00I3A MOTS SB'ZT = (L33J)HIQIM QOO'IJ L3EHJSJ'IVH 6V0 = (1333)HLd3O S3I'InVdOAH MOTS I332IIS VadVflnS JO ON3 91'6 = (S33)Zlyd MOTS }IK3d 06'z = (SZH3K)K3LdK 'IKIOL WE _ (SJD)J3ONfld K32dV90S 9E'I = (53213H)K32dv K321K9nS 0 = (II DWV) I13BWnN 3AHOD 'S-3'S 009S' = IN3IDI33303 33ONMd a3I3IDU S-HE Sn (VZ'dKS0S)a3IJID3dS ESSn* ZBT'S = (2InOH/H3MI)T LISN3,LNI 'I'IK3NIn HK37, 001 Li'8 = ('N IN)oL LB'D = ('NIW)3WII 'IZAYdL MOTS l2adJS EB'T = ('D3S/L3*,L3)x,LI30'I3A9HId3a JO IDnaOdd 69'6 = ('D3S/I33J);LI3O'IEA MOTS 39KII3AK 09'TT = (1333)HLOIM 000'I3 LsEdIS3rjVH 6E'0 = (I333)HLd3a MOTS I332IIS MOTS 031KWIIS3 DNISO SI'InS32I 'I300H MO'I3L332dLS OZ'L = (S33)MO'I3 O3LKWI,LS3 DNISn a2IndW0o 3WIL 'I3AK'dL** 0OZ0'0 = UOT4DaS MoT3 4TUM-90-Noes zoi IIOIDV2 NOIID RI3 S,6UTUUeW OLIO'O = (q=n3-O4-gino)UoTaoaS MOTJ aaITS 30; IdOIDK3 NOIIDIUJ s,6UTUU2H 020.0 = ('IKWID3a)'I'IKJSSO'd3 zKMH-8Vd I33'dLS T = 3JoNnH DNI72I2dKD SI332dLSJ'IKH 3o Id39WON a3I3I33dS 020'0 = ('IKWID3a)'I'IVJSS02dD 132dIS 3OIS100 0Z0'0 = ('IKWI33O)'I'IH2SS0213 I33HIS 3OISNI 00'OZ = (I33J)xIVTdeZGV dD 'I'IKJSSO210 of NMOH:) WOII3 3DNKLSIa 00'OE = (L33J)HLQIM3'IKH I3321IS 0'8 = (S3143NI)LHDI3H H23n0 00'9bZ = (I333)HIDNTI I33HLS 00'99 = (1333)NOILKA3I3 WK3IIISNMOa 00'9L = (L333)NOILKA3'13 WK3dJ Sdn »>((j3Sn 1 11 NOIID39 3'IEKI L33dLS)««< _ »»>H3N]V9nS MHI 3WIL 'I3AvdI MOTS LESHIS 3lndHO3««< ------------------------------------------------------------- Z9 = 3OOD SI 00'SOT 3QON OL 00'TZI 3QON WON3 SS3DONd MO'IJ zZ S = (SAD)3JONn21 IVLOL 60'T = (S3Id3K)K3HV 'IKLOL (S33)JJONIN V2NIVUS ELS'S = (2d0OH/HDNI)ALISN3LNI 'I'IK3NIdU UVaA OOT 00E'L = ('NIW):DL a3IJID3dS Id3Sn 0 = (I I DW11) 'd39W0D1 3AUOZ) 'S'3'S 0006' = LN3I3IJ32O3 33OPIn2d a3I3I33dS-233Sn (H32dKS0S)a3I3I33dS 213Sn* »»>SIST'IKNK K32dKHnS 'IILIIINI OOHIEW 'IKNOILK21««<== ----------------------------------------------------------- ZZ = 3OOD SI 00'TZi SOON OL 00.OZi 3a0N WOI13 SSSZ)OHd MOTS SE'ST = 3DN3n'IJNOD LK (SJ3)31Vd MO'IJ MVEd BE'1. = (S39HDK)K3HK WK3IdIS 'IKIOI ET'b = (2dH/HDNI)xIISN3INI 'I'IFI3DIIKN T9'11 = ('NIW)NOIIVEJ N3DNO3 30 3WIL :3HK I WK3dLS IbIMN3d3aNI I103 a3SO S3n'IHA 3D[13n'I3NOD Z- = SHV3dJS 20 yMSWnN 'IKLOI »»>DESIGNA_TE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<«< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23 RAINFALL INTENSITY(INCH/HR) = 3.50 9.2 TOTAL STREAM AREA(ACRES) = 6.98 PEAK FLOW RATE(CFS) AT CONFLUENCE _ ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.91 12.70 3.899 2 6.98 11.19 4.230 3.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** INTENSITY STREAM RUNOFF Tc NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.51 11.19 3.899 2 11.35 12.70 COMPUTED CONFLUENCE ESTIMATES 5ARE AS FOLLOWS: 11.19 PEAK FLOW RATE(CFS) _ TOTAL AREA(ACRES) = 6.30 100.00 TO NODE 103.00 = 950.00 FEET. LONGEST FLOWPATH FROM NODE FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE-= -41---- ----- ------------------------------------------ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<«<---------------- 88.00 DOWNSTREAM(FEET) = 76.00 ELEVATION DATA: UPSTREAM(FEET)60.00 MANNING'S N = 0.013 FLOW LENGTH(FEET) DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.78 GIVEN PIPE DIAMETER(INCH) = 16.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.51 PIPE TRAVEL TIME(MIN.) = 0.18 TcIMIN.) = 11.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 _____________ ------- -------------- >>>>>ADDITION-OF SUBAREA TO MAINLINE-PEAK-FLOW<<<<<------------- --------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.187 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 O S.C.S. CURVE NUMBER (AMC II) = 3.84 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 7.36 TOTAL RUNOFF(CFS) = 15.35 TC(MIN.) = 11.37 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE-=--41---------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<«<----------- ---- = ELEVATION DATA: UPSTREAM(FEET) _ 76.00 DOWNSTREAM(FEET) 65.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.11 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.35 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS-CODE-=-------------- ------_--------------------------------------------- ____ __ _ ------- -- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< Page 3 of 8 Q100-Exist 8 jo Z Qsud Isixg-00 16 ------------------------------------------------------------------------- I = 3000 SI OO'£OT SOON OI 00'EOT SOON WOH3 SSSOOdd MO'IJ Kf iFK4'f#K i=T-tf Ki=cKSF F i'FY+i=<iFi-K Kf+i-K isFiK K�F K i=4%iiG F XK iF+iF 1=1rtiF K K i=KEiF YK=f K xiKIX=f K S.K ISSJ 0019E6 = OO'EOT SCION oI 00'OTT SCION WON3 HIKdMO'13 ISS`JNO'I ('O3S/,L303)7,yIOO'I3A MO'I3 Tb'O = (,L3SJ)HLd3Q S0IrMV`1CIAH MO'IJ 'I3NNKH0 K32iKHQS 30 ONE 86'9 = (SJ0)3JVd MO'I3 NVSd OS'E _ (S32I3K)K321K IKIOI 98'S = (sJ0)J3oNn21 KS2IKH0S TO'E _ (S2'd3V)K3dK K32IKfl0S 6T'TI = ('NIW)oL 66'Z = ('NIW)SWII 'ISAVdJ, TE'0 = (IS33)HId3O MOTS 3OK233AK 16'7 = ('O3S/I33J)xIIO0I3A NO OSSKB K32IKHns ndHL SWII 'ISAV111 LO'b = (SJ0)MO'I3 O3JVWIIS3 9NIS0 CI3I0dWO0 SWII 'I3AKLly 0 = (II 0WK) -d2eHnN SAHOO S•O•s 0096' = INSIOIJJ3O0 JIONOH Q3IH33dS-'dSSn (K3EV2nS)OSI'lI0SdS 2I3SCI* OEZ'6 = (H0OH/H3NI)C,LISN3yNI 'I'IK3NIV-d 1dK3x 001 00'Z = (ISSJ)HIdSQ WOWIXKW O9O'0 = U0I0K1 S,JNINNKW 000'9 = NOIOKJ „Z„ WE _ (I333)SSK9 'I3NNKHO 0690'0 = 3dO'IS 'ISNNKHO 00'SE6 = (IS2J)K3HK9OS fIHHI HI0N3'I 'I3NNKHO 00'88 = (,L33J)WVa'dISNMOO 0O'81T = (I3S3)WK323ISdO :KLKQ NOIIKAS'IS »»>('N3WS'I3 E)NILSIX3) K32IK9CIS O2iHI 3WIy'I3AV'dL««<-- »»>MO'IJ 'I3NNKH0 'IKOIOZ3dV-dl ZIfIdWOO««< ------------------------------------------------------------------------ TS = 3003 SI 00'EOI SOON 01 00'ITT SOON WOEJ SS3OOHd MO'IJ fiK-F'f•Fi'+Kf iK+RX+YXK Yi'+R=fKS4x<'ffi*'F-F4'Ff+F'FK�%fi--K 1F K K X.K>ssxK FX iK ii=if44F K K KY-FYXiK K-F+F ACx i' ZT'T = (S3O)JJON[IU 'IVLOL 66'0 = (SEH3V)VadV 'IKIOI ZT'T = (SJOIJ3ONIIH K32IKH0s LL6'b = ('d00H/H0NI)AITSN3,LNI 'I'IKJNIV-d uval, DOT OOL'8 ('NIW)oI QSI3IO3dS UE SO 0 = (I I OWK) ld3HWAN 3AH03 -S'0•S 0096' = INSIOIJJSOO 13ONM OSI3IO3dS-H3SO (KS2IKHns)Q3I3TO3dS 233S[l� »»>SIS['IKNK H3HVEOS 'IKIIINI QOHI3W 'IKNOIIK8««< -------------------------------------------------------------------- ZZ = 3000 SI 00 ITT 'SCION OI 0O'OTT SCION WO2dA SS3O0ZId MO`IJ s c�sr xa cK K Ka+z+x._x.+rc K�=c*xxss�K•«xx-rKx��Krx sxss�csi'-KSSCSC++iF KtR+xx+.KS K-K.r r.Kr 16'b = 3ON3n'IJNOO IV (SJ3)3IKii MOI3 >IK3d OB'Z = (S2dDV)K3dV WV21HIS 'TKIOI 06'E _ ("/HONI)AIISNSLRI 'I'IKJNIVd OL'ZT = ('NIW)NOIjVdLN3oMO0 JO SWII :SLIK L WK3HIS LN2CIN2d3(lNI NOJ Q3S0 S3O'IKA 3ON3OIJNOO Z = SNVEUIS 30 HZONON 'IKIOI »»>3ONS0'I3NOJ 'dOJ WK3'JLS INSQN3dSONi 3IKNJISSCI««< -------------------------------------------------------------- I = 3000 SI OO'EOT SCION Oy 00'EOT SCION WOda SS3OOUd MOTS >lfii-TL=f iK K�K K-Kf*ii ti*ii iF.Kf f f f lT i=i-.K'R4X+Ki+Ki'f ii=Y i�Rf=ffFTiKXKKiiifYRKf K?!iF<F+f<K%K I33J 00'OS6 = 00'EOI SCION Oy 00'001 SCION WOHJ HIKdMO'IJ IS3JNO'I SO'I = ('O3S/II I3)i,LZO0I3AKHIdSO ZL-6 = ('J3S/I332)AJ IOO'I3A MOI1 OZ'OT = (IS3J)HyOIM CIOO'I3 ISMIIS3'IKH ZZ'O = (I33J)HId3(1 S0I'I0V'da,H MOTS I332IIS K3,dvgnS JO ONE 16'6 = (SJ0)3IV'd MO'I3 )IK3d O8'Z = (S32i0KN321K IKIOL (SJ0)3JONOH v3Z[KHnS 9Z'Z = (S3H3V)KS'dV VZHVE0S 0 = (II 0WK) H39HON SAUD 'S'O'S 0096' = IN3I0IJ33OO J3ONn2I O3I3IO36S-63sO : (K32iKH0S)O3I3I0SdS NSSO,. 668'E _ (E0OH/H3NI)[IISN3INI 'I'IVJNIVU ZIVEA 001 OL'ZT = ('NIWIoI OL'Z = ('NIW)3WII '13AKHy MO'I3 13321IS 9L•O = ('33S/y3f,L3)XLIOO'I3ARHyd3CI 30 IOn(IOUd ('3SS/I33J)AlIOOISA MOTS 39KN3AK 6£'8 = (I3SJ)HIOIM QOO'IJ y33Nys3'IKH 8T'0 = (1323)HId3Q MO'IJ I33HIS :MO'IJ CI3IKWIIS3 ONISO SI'InS3U 'I3OOW MO'LgMS iIS 88'Z = (SJO)MorA Q31KWIIS3 JNTSn O3IndWOO 3WIy 'I3AVdL.r., OLTO'O = uoTOOas MoT3 %'?M-3o-Koeg zo; NOI0K3 NOILOI2IJ s,6uTuueH OLTO'0 = (Rano-o0-9ino)uoT4oas MoT;}aazjS 103 HOyOHJ NOILOI2U 9,6UTuueW OZO-O = ('IKWIO3Q)'I'IKJSSOI1O AVMMVVd L33dLS T = JJONnN 9NI,iaHKO Sy33NIS3'IKH 30 213SWNN OSIJI33dS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1532 Analysis prepared by: Tory R. Walker Engineering Inc. 955 Vale Terrace, Suite B Vista, CA 92084 (760) 414 - 9212 *}********#*+#************ DESCRIPTION OF STUDY *********}#*}}#*****+****+ * * Rite Aide on Manchester in Encinitas * 100-year Storm for Existing Conditions # FILE NAME: C:\aes2003\hydrosft\ratscx\RA-100-Exist.DAT TIME/DATE OF STUDY: 14:48 02/13/2006 -- --- - ------- ___ -------------- ------------------------ USER SPECIFIED HYDROLOGY A14D HYDRAULIC MODEL INFORMATION: ----- ------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 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)- (FP) -(FT)- (FT)= ==(n)-= 1 30.0 20.0 0.020/0-020/0-020 0.6-7 2.00 0.0313 0.167 0.0170 2 20.0 10.0 0.020/0.020/0.020 0.50 0.10 0.0100 0.010 0.0170 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 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 100.00 TO NODE 101.00 IS CODE =--22---------- ---------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT O= .3500 S.C.S. CURVE NUMBER (AMC II) _ USER SPECIFIED Tc(MIN.) = 10.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.549 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) _ 0.54 TOTAL RUNOFF(CFS) = 0.86 FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE-=--62------- -- ------------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STREET TABLE SECTION 4 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 130.00 DOWNSTREAM ELEVATION(FEET) = 88.00 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) -0.02020 OUTSIDE STREET CROSSFALL(DECIMAL) - Page 1 of 8 Q100-Exist 8 jo 8 Z&'d SlSAJVNV 00HIEW qVNOIIVA 30 ONE ZT*LE (SaD)21LVA Molls Nvad 81'El 89-LI (SSd3V)V3mv qvlol :7"dvwHfls xClfllls 30 UNS 00'OSLT = 00*601 EGON 01 00-OOT EGON Nods HlVdMD73 ISESNOI 99'Ll = (S2HOV)VaHV '1VIOI 8 T'C I 'NIN)Z),L El'LE (SqZ))3,LV-d MO'I,-1 XMd :SMOqqOS SK EUV SEIV14IISS 33NEMANO3 GaIfidHOD 68UC 8T'ET ZT*LE F, 866'E 08*Z1 6L'9E T (H0OH/HDNI) NIDO (Ssz)) 'd3UNON AIISNSINI Z),L 3IONnH Wv32IlLS -- SqgVL 3IV-8 MOU XV2d f dos 02sn VqnKdO3 33N3nq3RoD O,lVd NO,lVdIN30NO3 20 2WIl GNV AIISNEIRI qqVJNIVd 60's 966*E 08'ZT SL'6 z 69'ZT �BUC 81'el SS*LZ T (ad 3V) (dBOH/HDNI) (Sliz)) dzgwnm V21dv 7,,LISN31NI 33ON0d HVEHIS VIVO 33N2nrI2NO3 f* SL'6 = 33N3Qq3NO3 IV (S33) 3IVd M072 XVad 60*9 = (S2E3V) v3HV Wnuls 'iviol 9b'c (HH/HDRI) XIISNEINI qqVsNIVE 08*Zl = ('NIW) NOIJV`8jN30NOD so 3NII :S'dV Z KV3dIS INSGNZdSGNI UOJ QSSn SSnqVA 33N2nrI3NO3 Z = SKV3dLS JO d2awoN qVjOj >>>>>S2nrlVA WV3HIS a2ON3nj3NO3 SnOI'dVA 3indWO3 CINV<<<<< >">>2DNSflr'dNO3 UO3 HV3HIS IMMNUMNI 3IVN9jS3a<<<<< ---------------------------------------------------------------------------- SGOD Sl 00-601 EGON 01 00-601 EGON WOHs SS330'dd MOU LONGEST FLOWPATH FROM NODE )0.00 TO NODE 203.00 = 605.00 FET FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81---------- --------------------------------------------------------------- _ ___ __ ----- -------------- »»>ADDITION OF SUBAREA TO MAINLINE-PEAK-FLOW<<<<<----------------------- 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.668 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT D= .3500 S.C.S. CURVE NUMBER (AMC II) _ SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 1.68 TOTAL AREA(ACRES) _ 1.53 TOTAL RUNOFF(CFS) = 2.03 TC(MIN.) = 11.63 FLOW PROCESS FROM NODE 203.00 TO NODE 205.00-IS-CODE-=- -51.......... ---------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< « >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<------------------- --- ELEVATION DATA: UPSTREAM(FEET) _ 116.00 DOWNSTREAM(FEET) = 86.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 315.00 CHANNEL SLOPE = 0.0952 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 I FACTOR MAXIMUM DEPTH(FEET) YEAR RAINFALL INTENSITY((INCH/HOUR) 50 3.533 2.00 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 1 . 25 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7,50 TRAVEL TIME THRU SUBAREA BASED D 03 VELOCVEL(TIME(MIN.) = 0.70 AVERAGE FLOW DEPTH(FEET) _ Tc(MIN.) = 12.33 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.252 28 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 7.58 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 920.00 FELT. FLOW PROCESS FROM NODE 205.00 TO NODE 205.00-IS-CODE-=--81 --------- _ ___ ______ -------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.533 }USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .4600 D S.C.S. CURVE NUMBER (AMC II) = 1.24 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 2.49 TOTAL RUNOFF(CFS) _ TC(MIN.) = 12.33 FLOW PROCESS FROM NODE 205.00 TO NODE --109.00-IS CODE-=--51---------- ------------------------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<«<---------------------- 86.00 DOWNSTREAM(FEET) = 53.00 ELEVATION DATA: UPSTREAM(FEET) _ CHANNEL LENGTH THRU SUBAREA(FEET) _ 325.00 CHANNEL SLOPE = 0.1015 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.998 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .7100 S.C.S. CURVE NUMBER (AMC II) D 6.62 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CPS) _ TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 11.44 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 12.80 6.24 SUBAREA AREA(ACRES) = 2.55 SUBAREA OW RAT RUNOFF(CFS) = 9.75 TOTAL AREA(ACRES) = 5.04 PEAK FLOW RATE(CFS) _ END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) 12.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 17.95.00 FEET. Page 7 of 8 Q50-Exist 8 JO 9 02?Ld �sixg-OS� E9'TT = ('NIW)OI ET'E _ ('NIW)SWII 'ISAKdl ('IKON'dW AJO'IOHOAH 03M93J3d/(I3J3H'I dad) VFZ = (J3S/I33J)AII3O'I3A MOTS S£'0 = (S33)HS'dV9nS nHHI MO'IJ 'I3NNKH3 NOIIKWIIS3 AIIJO'ISA NI 03WnSSK SVM S33 "1 30 MoI3 'IaNNVHZ) :SION OSLI'O = SdO'IS 'I3NNKH0 00'05b = (I333)K3HK90S nHHI HLONS'I 'I3NNKH3 00'9TT = (17132)WK3HLSNM00 00'E6T = (1332)WK3HISd0 :VIVO NOIIKA3'IS »»>VSHK90S nHHI 2WII'I3AKHI««< »»>MO'I3 'I3NNKH3 NIKINOOW WdOlVU 3S,0dW03««< ----------------------------------------------------------------------------- ES = 3003 SI 00'EoZ 300N 01 00'I0Z 3OON WOHJ sSS3oud MO'IJ (S33)3dONnH 'IK,LOL ZZ'0 = (S3H3K)K3HK 'Itflol SE'0 = (s33)330NnH KSHH9ns I66'b = (HOOH/H3NI)AJ ISN3LNI TIVARIKH HFi3A OS 009'8 = (-NIW)DL a3IJIJ3ds H3Sn 0 = (II 3WK) H29WON SAHn3 'S'O'S OOSE' = IN3I3I3J303 330NnH 02I3I0SdS-HSSn (K3HK9OS)O9IJI33dS H3Sn, »»>SISA'IKNK V3HK9nS 'IKIIINI OOHI3W 'IKNOIIKH««< ---------------------------------------------------------------------------- ZZ = 3003 SI 00'TOZ SOON 01 DO'OOZ SOON WOHJ SSSJOHd MOTS F}}}iFi}F}RFif 4F FRF'FFfi FFiF}}**F ii}if}i.}}F{X}FFf'K}FF+Ffii-}'F iRKFF RFf}T-K}K i'+f iK}}Fi} SS'LZ = 33N211'I3NO3 IV (S33)3,Lvd MO'IJ Nvad 69'Z T = (S3H3K)H3HK WFt3HIS 'IKJ,0,1, BE'E = (HH/HONI)AIIsNsJNI I'IK3NI` d BT'ET = ('NIW)NOILKHIN33NO3 30 SWIL =3HK T WKSHIS ,LNSQN3dDGNI H03 03SO S3n'IKA 33N3n'I3NO3 Z = SWK3HLS 30 H39WnN 'IKLOI >>»>S3NS0'I3N00 HOJ WK3HLS IN30NUEONI SIKNOISSO««<__ ---------------------------------------------------------------------------- T = 3003 SI 00'60T SOON 01 00'60T SOON WOHJ SS330Hd MO'L1 BT'EI = ('NIH)31 SS'LZ = (S3J)JJONOH 'IKIOL 69'ZT = (S3d3K)K3dH 'IKIOI (S33)330Nn8 K3HK9ns B9'0 = (sHuDv)K22iv V3HH9ns 0 = (II JWK) H39WON 3AHn3 -S'3'S 00£9' = LNZIDI33303 ,IJONAH 0SIJI3SdS-H3S0 : (K3HK9nS)03I3I32dS H3Sn} 68E'E = (HOOH/HONI)AIISNSLNI 'I'IKJNIKH 8K3A OS »»>MOI3 'A13d 3NI'INIKW 01 V3dK9O5 JO NOILI00K««<== ------------------------------------------------------------------------- TB = 3003 SI 00'60T SOON 01 00'601 SOON WOH3 SS330Hd MOTS '1353 00'09LT = 00'60T 30ON OI 00'OOT SOON WOHJ HlVdMO'I3 ISSJNO'I LB'Z = ('J3S/,LJ*J,3)A,LI30'I3A{i-Ild30 ES'b = ('3SS/1333)AL230'I3A MO`I3 TL-CE = (L33J)HIOIM 000'I3 I33HLSJ'IKH E9'0 = (133;1)Hld30 =SDI'IOKHOAH MO'IJ L3SHIS H3HK9nS 30 0N3 EE'9Z = (S33)31H8 MO'IJ mv:ld 9 6'I T = (S3H3H)K3HK 'IKIO,L IZ'T = (S33)3JONnd K3HH8nS Lb'D = (S3H3K)K3HK KSdX9nS 0 = III JWK) HMHMI 3AHO3 -S'3'S 009L' = INZIDI33303 130Nn' 03IJI3SdS-H3Sn : (H3HV9nS)CIE IJI33dS HSSnfi (H0OH/HONI)AIISNSLNI 'IIH3NIKH )IH3A OS BT'ET = ('NIW)oL ZO'1 = ('NIW)3WIl 'I3AVdL MO'IJ I33HIS EB'Z = ('33S/JJ+,Li)ALIJO'I3A1HLd30 JO IJ000Hd TS'6 = ('33S/,L333)ALI30'I3A MO'IJ 39VIdEAK 86'EZ = (1333)H10IM 000'I3 132HIS3'IKH E9'0 =' (,L333)Hld30 MO'I1 L3S9I9 =MOTS 03IKWI'LS3 ONISO SL'InS3H 'I300W MO'IJ133HLS ZL'SZ = (S33)MO'I3 03IKWILS3 9NISn 0310dWOJ 3WIL 'ISAKdl}F 00Z0'o = uOT43aS tAOT3 XTpt4-30-=13eg 103 HOI3KJ NOIIOId.1 S,6uiuueW OLT0'0 = (gzno-oj-ginO)uoTj3aS MOTI�aa14S IO3 H013f3 NOIL3IH3 s,buruueW OZO'0 = ('IKWI33(1)'I'IK3SSOH3 AVMMdKd I33HIS T = JJONn'd ONIAHHK3 S133HIS3IHH JO H39WON 0SI3I3SdS 060'0 = ('IKFIIJ3a)'I'IK3SSOd3 133dIS 301SIO0 0Z0'0 = ('IKWI330)'I'IK3SSOH3 LSaJJS SOISNI RAINFALL INTENSITY AND TIML• CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.95 8.19 4.599 2 20.07 11.69 3.656 COMPUTED CONFLUENCE ESTIMATES 0ARE AS FOLLOWS: 11.69 PEAK FLOW RATE(CFS) _ TOTAL AREA(ACRES) = 9.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS-CODE-=--62- - - ---- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION 4 1 USED)<<<<< UPSTREAM ELEVATION(FEET)165.065 00 DOWNSTREAM ELESATIONB(FEET) = 58.00 STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = U 02020 OUTSIDE STREET CROSSFALL(DECIMAL) _ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0170 _ Manning's FRICTION FACTOR for Back-of-walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ 20.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 18.09 HALFSTREET FLOOD WIDTH(FEET) _ AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) Tc(MI.0= 12.16 STREET FLOW TRAVEL TIME(MIN.) _ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.564 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6300 O S.C.S. CURVE NUMBER (AMC II) = 0.38 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 20.45 TOTAL AREA(ACRES) = 9.95 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 1D.16 FLOW VELOCITY(FEET/SEC.) = 5.86 DEPTH*VELOCITY(FT*FT/SEC.) 3.06 = LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1975.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81--- ----- ------------------------------------------------ ------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----- 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.564 *'USER SPECTFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 4.67 SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 11.49 TOTAL RUNOFF(CFS) = 25.12 TC(MIN.) = 12.16 FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE =--62 ---- --- --------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<<< »»>(STREET TABLE SECTION it 1 USED)««< -------------------------- 53.00 UPSTREAM ELEVATION(FEET)275.058 00CURBOWNSTRE HEIGHT(INCHES)L ATIOND(FDET) _ STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 Page S of 8 Q50-Exist s jo V Q&"I W Z 669'6 61'8 bT'B Z B£'L 999'£ 69'TT 09'£T T (3dOK) (dnOH/HONI) ("NIW) (S30) d38HON K3dK IIISN3LNI oI 33ONr]d WH3dLS ff VIVO 30N3n'IJN00 f} 30NSn'T3N00 IH (S3O)SIKH MO`IJ XVSd Ob'Z = (S3dOK)v2uv WK3dIS IKLOI 09'b = (HUMONI)IIISNSINI 'T'IK3NIKd 61'8 = ("NIW)N0IIV'dLNSONOO 30 3WII :38K Z Ma8IS LN2GN3d2GNI d0J OSSO S2OgVA 30N3n'T3NOO Z = SKV3dIS 30 8aQWI1N 'IKIOI »»>S31)IKA WF13dIS 030N20'TJN0O SnOIdKA 3LndWO3 ONK««< »»>3ON3n'1JN0O HO3 NVEHIS IN30NSdSONI 3LVN9ISa0««< ------------------------------------------------------------------- T = 3003 si 00-SOT SOON od 00-SOT SOON W0d3 5S2O0dd Mo`I3 iFf xi-fiff-Fffxffiaf+ffffifffifxffffffffflxiffffxfixf if-x ffxffxff xfffffffxf xaxfss=Fr--�•. 'IS33 00"OB9 = 00'901 SOON OI 00.OZI EGON W0d3 HS,HdM0'T3 I939N0'I 96'T ('03S/IJi.L3)(IIOO'I3A liLd30 £B'b = ('OES/,La3J)7,1I0O'ISA MO'IJ EZ'ZT = (I333)IIIOIM 0OO'T3 L33djSJIVH Ob'0 = (I32J)11,Ld3O SOI'Tn'ddOxH MO'IJ IS381S VUV811S JO 0N3 bT'8 = (SJO)SLKd M0'I3 2VSd WE = (S3d0K)K3dV 'TKIOI (SJO)3J0NOd K3dHHns 9£'T = (S3d0K)FISdV H3dKH[1S 0 = (II OWK) d3914ON SAdnO -S-O'S 009S" = INaI0I333O0 J3ONnd O3IJI03dS-dSSn (VSHvefIS)aaIJI03dS u2sn' 669'6 = (d0OH/HONI)2iLISNaINI 'I'IVaNIKd HV2A OS 6T'B = ('NIW)od 6B'O = ('NIW)3WII 'I3AKHI M0'I3 L33ULS EL'T = ('03S/IJfd3)7,II0O'I3A9HId3Q 30 I0nOOdd BS'b = ('O3S/L33J);U130'I3A MO'TJ a9Kd3AK 86"OT = (L333)HLOIM 030'13 ,L3adLSJ'TVH 8£'0 = (I333)HLd30 MOTS MdjS :M0'T3 03LKWILS3 JNISII SLinS3d 'Iaoow M0'I3L3adLS 6£'9 (S3O)M0'I3 O3,LV-MLS3 9NISn OSIndWOO 3WIJ, 'ISAKBI— OOZO'0 = UOT400S MoT3 IpM-3o-xoeq zo; d0IOK3 NOIIOIdi S,buruueW OLIO'0 = (gzno-o�-gsno)uot4oaS MoT}gaaiZS log dOLOKJ N0ILOId3 S,6uiuueW OZO'0 = (rYHI03O)'I'IKJSSOHO kVMMdVd I33dIS I = 33ONnd ONIAddV3 SI33dLSffgVH 30 daflWON O2I3I03dS OZO'0 = ('IKWIO3Q)`I'IK3SS0dO ISSHIS 30ISI0O OZ0'0 = ('IKWI3SO)'I'IVJSSOH3 I30dIS SOISNI 00'OZ = (L333)1IKSd83Otf8J 'I'IKJSSOHO OI NMOdO WOdd aouvISIO 00'0£ _ (L333)HIQIM3'IKH I3SHIS 0'B = (S3HON1IHOISH 9dfI0 00'9bE = (L3a3)HI0NaI L33HIS 00,59 = (I33J)N0ILKA3'I3 WK3d,LSNM0O 00'9L = (133J)N0IIKA3'IS WV2HJ Sdn »»>(O3Sn T # N0II03S 3'IEVI L33dIS)««< »»>KadH4nS OBHL 3WII 'IaAVHI MO'IJ LS3dI3 3LndWOO««< ------------------------------------------------------------- Z9 = SOOJ SI OO'90T SOON OL 00-TZT SOON W0d3 SSSJOdd MO'IJ x 4 f fi x f f fi f x f x i f x x x fi fi x f fi j'.i.f.x f f f x R R F i fi t i f i f f f f I f f fi f f+f f K f f i#f f f f R f fi+f F f f f f f x f f i (530)33ON08 'IKLOL 60'T = (S3dOK)K3dv 'IKIOL 69'6 = (S30)23ONnd VSdK90S 696'6 = (d00H/H0WI),UISN2INI 'IIKJNIVH dtt3C OS DO£'L = ('NIW)3I O3I3IOU S d3S0 0 = (II OKV) d39WON 3Adn0 'S'O'S 0006 = LN3IOI333O0 JJONOd OSIJI03dS-d3SI1 ----------(K3dKHnS)03I3I03dS daSnf »»>SISZ'IKNK tf3dHHOS 'IKIIINI (10HI3W IVNOIIVd««< ----------------------------------------------------------- ZZ = 3000 SI 00'IZI SOON OIL 00'OZT EGON W0d3 SS3OOdd MOTS 09'£1 = S0N311'TJN0O IH (SJO)SLKd MOMS >IKSd 8£'L = (S3dOK)K3uv Wtt3dLS gvLO,L 99'£ _ (dH/HONI)2IISN31NI 'T'TH3NIKd 69'TT = ('fIIW)N0ILVHLN30NOO 10 SWIL adK T WHadLS ,LN2OM2d30NI 803 03Sn S3f17KA 30N3n'T3NO0 z = SWV2ELS 30 dESWON 'TVdod >>>>>DESIGNATE INDEPENDENT ::AM 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.) = 11.26 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.18 ** CONFLUENCE DATA ** AREA STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.36 12.77 3.459 3,50 2 6.18 11.26 3.745 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.20 11.26 3.745 2 10.06 12.17 3.454 COMPUTED CONFLUENCE ESTIMATES 2ARE AS Tc(MIN.)FOLLOWS: 11.26 PEAK FLOW RATE(CFS) _ TOTAL AREA(ACRES) = 6.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 950.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS-CODE 41---- --- - _ _____ __ ---------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ----- __ B8 00 DOWNSTREAM(FEET) = 76.00 ELEVATION DATA: UPSTREAM(FEET) _ FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.33 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.20 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.45 LONGEST TRAVEL TH FROM NODE 1.00.00 TO NODE 104.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE _ -81------- -- _____ __ _ _ -------- ----------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.705 *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT O= .8500 S.C.S. CURVE NUMBER (AMC II) _ SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 7.38 TOTAL RUNOFF(CFS) = 13.60 TC(MIN.) = 11.45 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41- ----_ -- _________ ------------ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<«<----------- ---- = ELEVATION DATA: UPSTREAM(FEET) _ 76.00 DOWNSTREAM(FEET) 65.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE 13.-72 is 9.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.60 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 - - - --- ----------------------------------------------- ---- -- ---- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Page 3 of S Q50-Exist 8 JO Z QOud lsixa-0S0 ---------------------------------------------------------------------------- T = 3000 SI 00'£0I SOON OL DO'col SOON WOHJ SS230Hd MO'I3 f.K}.{Y.;{.K;}Kff{.}i:y.{{.Y.Y.{}{f{i.i-K{+X?ft{-Yf.f}-Y}i•fi+4+1-ff}ffft?}ff-K{f ifff}f}..K{i:f{{{.Kf 'L33J 00'5£6 = 00'EOT 30ON OL 00'01T aQON WOHJ HZKdMO'IJ 1929N0'I ('34S/SS33)AlIJO'I3A MOTI 8E'0 = (1333)HLd3O :S3I'InKHOAH MO'IJ 'I3NNKH3 H31dVEMS 30 QN3 81'9 = (S33)aLKH MO'IJ NKSd OS'E = (S3H0K)VUV 'IKLOL 6I'9 = Mao)3JONnN K3HKenS TO'£ _ (SauDv)v2HK K3HtIflnS 9Z'TI = 9S'Z = (-NIW)UNIL 'I3Ah2IL 6Z'O = (,L333)HLd3Q MO'IJ 39KH3AK EB'Z = (-33s/L3S3)LLI30'I2A No Qasve vsdvens nHHL SWIL 'I3AVdJ, 09'E _ (SJ3)Mo'IJ O3LKWILS2 9NISn 0210dw03 SwIL 'IaAvdL 0 = (II 3wfr) H30WON SAHn3 'S'3'S 0096' = LNZI3IJ32l03 3JONMI Q3I3I33ds-H3Sn : (KaHKenS)QaIJI3Sds Hasnf S6L'E = (HnOH/H3NI)XlISN3LNI 'I'IVINIKH HH37, 09 00'z = Um lHLdaO wnwixvw 090'0 = HOJDVJ 9,9NINNVW 000'G = H0LOVJ „a„ 00'F = (,L33J)aSVR 'I3NNHFl3 0690'0 = adO'IS 'ISNNKH3 00'SE6 = (LS33)VSHV9aS nHHL MONTI 'ISNNKH3 00'88 = (La33)WK3HLSNMOQ 00'8TT = (LSa3)WK3HLSd0 :KLVCI NoILKA3'IS »»>(,LN3W3`IS 9NILSIX21) K3HKenS nHHL SWIL'IaAKHL««<== »»>MO'I3 'I3NNKH3 'IHQI023dVEL 3,LndWO3««< ---------------------------------------------------------------------------- IS = 3003 SI 00'£01 SOON OL 00'TTT GOON WOHJ SSSJONd MO'TJ ffKffif.fi{ff-Kf Y.*F ***.}Kf Y.F*****}i{fif+{f}**+f}}f{}*i.f f{{}{i-*{.Y.f} .*+f{i.f**f*+ 00'T = (S33),13ONna 'IKLOL 66'0 = (S3H3K)Kadv 'IKLOL 00'I = (S30)3J0NnH KadV90S 6Z6'6 = (H0OH/H3NI)ALISN2LNI 'IIKJNIVd UV3A OS OOL'B = ('NIW)oL O3IAI03dS H3Sn 0 = (II 3WK) HSQWON 3AHO3 'S-3'S 0096' = LNSI3IJ3300 33ONn2i OSI3IDUS-?IaSn = (K32IKfl1)s)QSI3I33ds 213snf »»>SISA'IKNH K38K9nS 'IKILINI QOHLaW 'IKNOILKH««<-- ----------------------------------------------------------------------------- Lz = 3Q03 SI 00'TIT 3QON OL 00'01T SOON WOH3 SS330Hd MO'IJ f}{f+f+ff+}ff+ifff+ffff+f Kfiff{ffffi'fff}fKi'Tfffff{ffff{fif{i:.iffffff{{.}}{fff 9E'6 = a3N2n'I3NO3 LV (SJ3)31KH MOTI NVEd WE = (saHov)H3HK wvaHLs rlvLOL S6'E = (HH/H3NI)CLISN31NI rMU NMI LL'ZT = ('NIW)NOIlViJLNa3NO3 JO LIWIL 32111 T WHa2ILS LN0QN3dSQNI HO3 OSSn San'IVA 33N3MAN03 Z = SW'dZHLS 30 HSHWnN 'IKLOL >>>>>33N3n'I2NO3 H03 WK3HLS LN3ON2d3ONI aLKNSISSQ««< ---------------------------------------------------------------------------- T = 2003 SI 00'EOT SOON OL 00'£OT 3OON WOHJ SS3308d MOU {.{{fi+Y-fi:+{f+ti{{i:f{ffFffff.}fff{iffffff.{f+fff.{f ffff+f}f-Kffff is i'f fi:f+{fffff 1323 00'096 = 00'EOT SOON OL 00'OOT SOON WOH3 HL'ddMO'I.1 LSZSN0'I 86'0 = ('3aS/L3fL31ZLI30ISAfFILdaO 69'6 = ('3aS/La3J)CLI30I3A MOI3 EL'6 (1333)HLQIM QOO'IJ LZ2dLSJrIVH TZ'0 = (1333)HIdSO :S3I'InKHOAH MO'I3 L3ZHLS K3HKenS 30 QNa 9E'6 = (S,13)3LKH MO'I3 uKSd 08'Z = (S3H3K)H2HK 'IKLOL 6S'E _ (330)JJONO21 VSHKenS 9z'z = (S3H3K)KaHH KSHKIIOS 0 = (II 3WK) H39WnN 3AHn3 'S'3'S 0096' = LNZI3IJ3SO3 .330NOH Q3I3I33ds-H3S0 : (VZdV9nS)G3I3I3SdS H3Sn. 6S6'E = (MOON/H3NI)ALISN3LNI 'I'IH3NIKH HKSx OS LL-ZT = ('P1IW)aS, LL'Z = ('NIW)SWIL IaAKHL MO'IJ 123HLS IL'O = (' JO L3nOOHd EO'6 = ('3aS/L3a3)�LI30IaA MO'IJ 29KH3AK S6'L = (LaaJ)H.LOIM QOO'IJ LSSHLSJ'IHH 8T'O = (,LaaJ)HLdaQ MO'I3 La3HLS :MO'IJ O3LKWILS3 9NISn SL'InsSH 'I300W MO'I3133HLS SS'Z = (S33)MO'T3 Q3LKWILS3 9NIS11 03111dwo3 SWIL 'I3AVdLff 0LT0'0 = uoT-3aS MOTJ -lTeM-30-Df3ee z0; HOL3KJ NOIL3IHJ s,6uruuew OLIO'O = (gario-oq-gino)uoTjoaS MoT3jaazjS fog H0L3K3 DIOIL3IHJ s,6uruuew OZO'0 = (IFIWI3aO) IIKJSSOH3 CKMNHKd LaaHLS I = JJONnH 9NI[HNH3 SL32dLSJ`IKH 30 U eWnN Q3I3I33dS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1532 Analysis prepared by: Tory R. Walker Engineering Inc. 955 Vale Terrace, Suite B Vista, CA 92084 (760) 414 - 9212 DESCRIPTION OF STUDY } * Rite Aide on Manchester in Encinitas + 50-year Storm for Existing Conditions } * FILE NAME: C:\aes2003\hydrosft\rat5cx\RA-50-Exist.DAT TIME/DATE OF STUDY: 14:24 02/13/2006------ -------- -- --- - ------- ------ -------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:- --------------- --------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 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)-- 2 20.0 10.0 0.020/0.020/0.020 0'50 0.10 0.0100 0.010 0.0170 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 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 100.00 TO NODE 101.00 IS CODE _ -22 --- - - - --------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED TC(MIN.) = 10.000 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.044 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) _ 0.54 TOTAL RUNOFF(CFS) = 0.76 FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE 62- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STREET TABLE SECTION J 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 130.00 DOWNSTREAM ELEVATION(FEET) = 90.00 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEOZOAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) - 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) - Page 1 of 8 Q50-Exist uO.II!PuO:o PedOfanO(3-GJd .Lndino 130OW 0100IONaAH 900E `OE tienjga-A Apn}g AboloapAH alisl O _• 1 11• 7'.• f Y ';j 'L - t t I Y >!eC! iiq^ �'S, " � -� l�41}�! � '4 `` _�� a ,•yv r Y '•..h rll� TyG��`y 4oK 1 4 •' '+ PINY. s{,i;�S° BPp�"''�r5 1 r�( F.I`5 , rte` r..7r B I �k n 1 r •?• �T J!� , 1 yl �.}I�.'�r +'.", n xn1i,'1: IY't�`t• �r r � m A +r� r t1'G`y I_y'f....i+' • t> }1ssA'�' cr�. e„Ix{{�'s:,lY d,h.: 1b, µF.. yNrH .:r}3 re Y $ �•if'._,Sr'•ti g+��( s.(r�ri�.,Wt rl T1,"�€6,A {Y {�f iF,/ 45'}x' n,; l,� 0,2 5.1"L�1�k �' 1 tom° ,t Itr , ri T � .+ I '"�,' J� ,a � R [< 1 x,51,1 � i .,'!<- '�• t1Z` [ frttl'gt�� f+,,�K4 ;m�UAL `s—„� � 1, i .�•-�}tr •�4,N,s �� _ '��G. •° fG'°'` x 2 r i F} t a�j 1'1'y �� T�� fl f.�a fry, _.T.'• i. t��f kt 3 �tt:'"*�j�� Vl ”.� 4c �r,q'�{�#r�'+"'.i.j�°�"t'� .�_ ""�•��-J's3C!. i� , i`f' a" l 11 • f ' � �,1 F ".�}` i I , F „�^ r rs.:. t .r F �I '- �$�ti• i�• '� o t r '•r' I,f U v . 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J f 1;y,�7rr'�.L 6-j� a�l i ''.''r .Aft 'I �+S fsti(i, � y'.7•w• ! _ f �: V'L',ci:r C s" �',�y�. p ue`' I�lp t `• pri d t, W,J ,{, i r l I i[,' (t�lrY�t� r t",�:C^. ��` ,�.aU.�4fr. SHdVNDOiOHd 90OZ `OZ tienaga j ApnjS A60101P(H 91isJI0 Offsite Hydrology Study February 20, 2006 Page 3 of 3 Hydraulic Analysis Methodology and Results The capacity of the sump inlet was determined using methodology from the San Diego County Drainage Design Manual and the Federal Highway Administration Urban Drainage Design Manual (H.E.C. #22). At higher flow depths, when the flow depth is greater than 1.4 times the height of the opening, the inlet will function as an orifice. For the orifice calculations, the maximum flow depth was assumed to be equal to the elevation difference between the gutter flowline and the crowned centerline of Manchester Avenue. The difference of 9.4 inches was determined using San Diego Regional Standard Drawing G-2 for combined curb and gutter, a street half-width distance of 34 ft, and an assumed cross-slope of 2%. The other input data for the orifice equation were the curb-opening length of 14 ft and opening height of 4 inches. Based on these input parameters, the maximum capacity of the inlet was determined to be 19.7 cfs. In order for the 14 ft curb opening to capture the 100-year flow, the flow depth would need to reach 22.5 inches. Because there is not 22.5 inches of available depth, runoff will spill across the centerline of Manchester Avenue for flows greater than 19.7 cfs. Additionally, runoff for lower flows can potentially spill across Manchester Avenue if part of the curb-opening would become obstructed by debris. This analysis was developed assuming that the storm drain that conveys flow away from the inlet has sufficient capacity. Conclusion The offsite hydrology for the vicinity of the proposed Rite Aid Pharmacy on Manchester Avenue in Encinitas has been analyzed. The analysis shows that the sump inlet on Manchester Avenue does not have adequate capacity to capture the existing or post- development 100-year flows. Avenue and sheet flow towards Escondido Creek. across the crown of Manchester C eek. Should you have any questions or need additional information, please call me at (760) 414-9212. Sincerely, TORY R. WALKER ENGINEERING, INC. Tory R. Walker, P.E. 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L.Z pue wjoIs aea�(-05 aqJ Jo; sagoul t,.z wam sanlen uol}elidloaid anoq-g aql •a}is }oafoid eql JoJ anano Aouanbaaj-uolleinp-�(�Isualul aq1 aulw.1a1ap o;! pasn @jam 'sanlen uollelldlowd jnoq-9 eql aoj sdew lelnnldosl aqI WAA 6uole 'lenuew �t6oloap�tH �(}un :D o6alt] ueS aql wOjl uol}enbe ammo �(ouanb9jJ-uopejnp-�(Ilsua}ul llejulea aq1 — uol}ejldioa' £10 Z abed 90OZ 'OZ tienagad ApnIS A6olojpAH ePsko 1L 1 4 TORY R.WAL1KIL.0 15NGIIndEE "'" RING, INC. r _ WATER RESOURCES PLANNING & ETbGINEERING February 20, 2006 Mr. Chris Peto Halferty Development Company 199 South Los Robles Ave., Suite 880 Pasadena, CA 91101 Re: Offsite Hydrology Analysis for Rite Aid Pharmacy on Manchester Avenue Dear Mr. Peto, We have completed the offsite hydrology study for the proposed Rite Aid Pharmacy at the intersection of Manchester Avenue and Encinitas Blvd in Encinitas, CA. The hydrology study was performed using the Advanced Engineering Software (AES) Rational Method Hydrology Computer Program Package. The Rational Method was used for this analysis since the total offsite area of approximately 20 acres was less than the 640 acre division between the Rational Method and hydrograph methods, as discussed in the San Diego County Hydrology Manual. AES was used to route the design storm runoff from each of the sub-areas to the existing o sump the inlet on were to Manchester Avenue, south of Encinitas Blvd. The determine the increase in runoff as a result of the development and if the capacity of the sump inlet is sufficient to capture the peak 100-year flow. Input Parameters Design Storms — San Diego County Hydrology Manual Intensity-Duration-Frequency Curve with 50-year and 100-year return intervals Land Uses — Open space, single-family residential with < 2 dwelling units/acre, office professional/commercial, and paved streets. Soil Type — Hydrologic Soil Group D (per soils map, >90% of offsite watershed is "D") Runoff Coefficient— In accordance with Table 3-1 from the San Diego County Hydrology Manual, "C" values were based on land use and soil type. Values ranged from 0.35 to 0.90. 955 VALE TERRACE DRIVE, SUITE 9,VISTA, CA 92084 1 PH:760.414.9212 FX:760.414.9277 I WWW TRWENGINEERING.COM PACIFIC SO UTHWEST GROUP PACIFIC DEMOLITION& ENVIRONMENTAL, INC. January 22, 2007 Project 04.138.1 RHL Design Group,Inc. 2401 East Katella Avenue, Suite 400 Anaheim,California 92806 Attention: Ms. Kim Waltz Subject: Plan and Specification Review Proposed Rite Aid Pharmacy Southeast Comer of Encinitas Boulevard and Manchester Avenue Encinitas,California References: Our Geotechnical Investigation Report, Project 04.138.1 dated August 23,2004 Dear Ms. Waltz: a) We have reviewed the following plans for the subject Rite Aid project in Encinitas, California: i) Site Plan - Sheet C-101; ii) Grading Plan - Sheet C-102; iii) General Structural Notes - Sheet S-101; iv) Foundation Plan - Sheet S-201; v) Foundation Details - Sheet S-301. b) We, also, reviewed the structural calculations prepared by Wiseman+Rohy and the specifications pertaining to the grading of the subject project. c) The plans,calculations and the specifications are in general conformance with the referenced geotechnical report except as follows. d) The compacted fill may be compacted to 90 percent relative compaction instead of 95 percent as specified in the specifications. e) The recommendations provided in the referenced report should be implemented during the grading and the construction phases. 27292 CALLE ARROYO - SUITE B - SAN JUAN CAPISTRANO, CA 92675 •TEL: (949)487-1111 - FAX: (949)487-1112 • LIC. #867264 RAT"Design Group,Inc. January 22, 2007 Project 04.138.1 Page 2 The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUTHWEST GROUP--' Mohan .Upasani Fqp,DDle e 3/ Principal Geotechnical Engineer= RGE 2301 (Exp.March 31,2007) PACIFIC SOUTHWEST GROUP PACIFIC DEMOLITION& ENVIRONMENTAL, INC. December 1,2006 Project 04.138.1 j D EC 1 2006 RHL Design Group,Inc. _ 2401 East Katella Avenue,Suite 400 California 92806 ------__._ Anaheim, Attention: Mr.Anthony Le Subject: Geotechnical Report Update Proposed Rite Aid Pharmacy Southwest Corner of Encinitas Boulevard and Manchester Avenue Encinitas,California Reference: Pacific Southwest Group,Inc.—Geotechnical Investigation Report, Project 04.138.01 dated August 23,2004 Dear Mr.Le: a) As requested by you,we are providing this report update for the proposed development in the city of Encinitas,California. b) The subject site was investigated, from a geotechnical point of view, by our firm in 2004. The results of our investigation were provided in the referenced report dated August 23,2004. C) We understand that the site conditions have not changed significantly since our investigation in 2004. d) The recommendations provided in the referenced report remain applicable. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUTHWEST GROUP,INC. Mohan B.Upasani Principal Geotechnical Engineer RGE 2301 (Exp.March 31,2007) MBU: mbu 27292 (.AI.I.F. ARRnvn • SI IITF R • CAN MAN CAPIQTRATIn PA Onf�7e TUr mnn% AO- 11 r r _ rA— men n. PACIFIC ,.SOUTHWEST GROUP VNVIRONMENTAL RESOURCES August 23,2004 Project 04.138.1 RHL Design Group,Inc. 2401 East Katella Avenue, Suite 400 Anaheim, California 92806 Attention: Mr. Jim Forgey Subject: Geotechnical Investigation Report New Rite Aid Pharmacy Southwest Corner of Encinitas Boulevard and Manchester Avenue Encinitas, California References: See Appendix A Dear Mr. Forgey: 1. INTRODUCTION a) In accordance with your request, we have conducted a geotechnical investigation for the New Rite Aid Pharinacy located in the City of Encinitas,California. b) We understand that the proposed project will include development of a new 16,708- square foot building and associated parking and driveways. C) Grading and structural plans are not available at this time. However, we have assumed wall loads of 3 kip/ft2 and column loads of 50 kips. Also, we have assumed that the proposed grades will not change significantly from the existing grades. 2. SCOPE The scope of services we provided was as follows, and was conducted within the guidelines included in the Rite Aid Model Due Diligence Scope of Services-Free Standing Stores. a) Preliminary planning and preparation; b) Pre-marking the planned boring locations and contacting Underground Service Alert (USA)in order identify any underground utilities; 27292 CALLE ARROYO • SUITE B • SAN JUAN CAPISTRANO,CA 92675 • TEL: (949)487-1111 • FAX: (949)487-1112 RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 2 C) Review of available geologic literature,which includes the subject properties; d) Drilling a total of 14 borings: i) 6 borings within the building footprint to depths ranging from 25 to 26.5 feet; ii) 7 borings within the parking lots and driveway and each pylon sign location, to depths up to 13.5 feet, iii) 1 boring drilled within the trash enclosure to a depth up to 12 feet; e) Logging the borings by our Engineering Geologist; f) Obtainin g in-situ and bulk samples from the borings for classifications and laboratory testing; g) Laboratory testing of selected samples considered representative of site conditions in order to ascertain or derive relevant engineering properties; h) Preparation of a Due Diligence Phase Geotechnical Engineering Report, presenting our findings, conclusions and recommendations pertaining to the following: i) grading; ii) processing of soils; iii) foundation types iv) expansivity; V) sulphate content and cement type; vi) shrinkage factor and subsidence; vii) slabs-on-grade; viii) settlement; ix) ground water; x) seismicity; xi) pavement design; RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 3 xii) retaining walls: • active pressure; at-rest pressure; • passive resistance; • coefficient of friction. 3. FIELD EXPLORATION Details of the field investigation, including the Logs of Borings, are presented in Appendix B. 4. LABORATORY TESTING A description of the laboratory testing and the results is presented in Appendix C. 5. SITE DESCRIPTION 5.1 Location a) The project site is located within the west-central portion of San Diego County, California.. b) The site is located approximately 75 feet southwest of the intersection of Encinitas Boulevard and Manchester Avenue,in.Encinitas, California. C) The approximate location is shown on the Location Map, Figure 1. 5.2 Surface Site Conditions a) The project site is nearly square shaped, and is comprised of approximately 1.2 acres of vacant land. No structures or trees are present within the limits of the property. A retaining wall, ranging from 3 to 4 feet in height is present along the northern property line. The surface area is presently unpaved and is capped partially by gravel, soil, and organic mulch. In general, the site slopes from northeast to southwest, and is generally topographically lower than the surrounding properties and streets. Maximum topographic relief is about 20 feet. The steepest portion of the site is located in the northeast corner where the site slopes from Encinitas Boulevard to the pad at a gradient of 4:1 (horizontal: vertical) where the height is about 9 feet. i �FS� rE }��F�,t��t-�.,,`'7Y,�vap�( r,1ii Z.�• _ ! ._ I ,� lit- i rf� +v6pr.g t i 7 a• t -G.=�"w f -nom ! �e ,, rg# - r ,r �.f a -f �.�•,�•-tom t;j It may. L-' ��f/ 4 �. i, c J "��,.-��25-�.1 1•'{t.'`�,�.'� fai '1 t t .r' 1 4 +.ri• 3r) if _ '. is 14�� : �yh,r.'�� 1 � ,•� 7, 1 � r ''' € .�'��$�'� .r° .- r �- 'art� ��c _'+ �a"• ;A•' 1 �I �';��--� 1 �•� I �.� ,r ru<•`>.�3,rt�a �,-r vim' ` "� t t/ t '-�-�` � ' ` `;1fli � 'll �•L J ya . 'A 1�._.1'�s�'?� �,y,.�.s3^ � � ►l f✓� ��s� mm�.i s3 BASE • 7.5-Minute Topographic 1 Rancho Santa Fe Quadrangle, 1983 N 0 2000 0 2000 4000 i SCALE FEET • 1 • 1 • t 1 i 1 1 1 1 Mancheger Avenue PACIFIC SOUTHWEST • / • Encinitas, Date: August f 2004 Figure !'Project No.: 04.138.1 RB L Design Group,Inc. August 23,2004 Project 04.138.1 Page 4 b) The property is bordered on the north and west sides by existing commercial office buildings, and on the east and south sides by Encinitas Boulevard and Manchester Avenue,with retail use centers beyond. C) Surface drainage at the site consists of sheet flow runoff of incident rainfall. derived from within the property boundaries and surrounding up-gradient. areas. No surface drainage devices were observed within the limits of the property. 5.3 Geology, 5.3.1 Regional Geologic Setting The Property is located on the southwestern portion of the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges consist of a series of mountain ranges separated by longitudinal valleys. The ranges trend northwest-southeast and are sub parallel to faults branching from the San Andreas Fault. The Peninsular Ranges extend from the southeili side of the Santa Monica Nlountains into Baja California,Mexico (CDMG, 1997). 5.3.2 Local Geolo is Sew The project site .pies within the northern portion of the San Diego I`inbaymen.t. The ;to is underlain locally by about 100 feet of marine, non- marine poorly consolidated sandstone bedrock,which in Wra is unnderlaun by older sedimentary deposits, and volcanic basement rocks. 5.4 Subsurface Site Conditions 5.4.1 General Uncertified Fill, Alluvial soils and native Terrace Deposit materials were encountered during the subsurface investigation conducted at the site. The description of the subsurface materials encountered is provided below. 5.4.2 Uncertified Fill a) Uncertified Fill soils were encountered within all borings drilled during the subsurface exploration. These soils were found to consist of dark yellow brown to gray brown, dry to damp, medium dense to dense, Silty SAND. Scattered roots and gravel were also observed within the upper limits of the Fill zone. RHL Design Group,Inc. August 23, 2004 Project 04.13 8.1 Page 5 b) The maximum depth of Fill encountered within the borings was 8 feet. Significantly deeper fill is not expected to be present within the limits of the subject site. 5.4.3 Alluvium a) Native Alluvial soils were encountered within selected borings drill at the site. b) These soils were found to consist of fine-grained, dark yellow brown, moist to saturated, loose to mediurn dense and poorly consolidated, Silty SAND. C) The Alluvial soils were encountered within Borings B-7,B-11., B-12, and B-13. The Alluvial soils were encountered to the maximuun depth explored, in those respective borings, 15 feet. 5.4.4 Terrace Deposits a) Underlying the Fill and Alluvium are native marine Terrace Deposits. b) These materials were found to be comprised of generally fine- grained, yeDow brown, dry to moist; rnncemented, and moderately hard, poorly bedded, Silty SAND. Considerable variations of overall consolidation of the soils was observed, ranging from very well consolidated to unconsolidated. Scattered rounded to sub-rounded j pebbles were observed within these Terrace Deposit soils. C) The Terrace Deposits were encountered to the maximum depth explored, 26.5 feet. 6. GROUND WATER No free ground water was encountered within any of the borings drilled during the subsurface explorations. Light seepage was encountered within Borings B-7, B-12, and B- 13 at depths of 14 feet below grade,respectively. Each of these borings was left open for a period of 2 hours following the drilling operation. No standing water ever developed within any of the borings. RHL Design Group, Inc. August 23,2004 Project 04.138.1 Page 6 7. POTENTIAL SEISNUC HAZARDS 7.1 General a) The property is located in the general proximity of several active and potentially active faults,which are typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70-mile radius are capable of generating ground shaking of engineering significance to the proposed construction. b) In Southern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake,the greater the potential damage. 7.2 Ground Surface Rupture The Property is not within an Alquist-Priolo Special Studies Zone; however, during historic times, a number of major earthquakes have occurred along active faults in Southern Califonia. The closest active fault is the Rose Canyon Fault, located at a distance of about 5-miles west of the project site. Other potentially active faults include the Newport-Inglewood Fault and the Coronado Bank Fault. located at distances of about 14 miles and 20 miles, respectively, from the Property. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site. 73 Deterministic Seismic Hazard Analysis a) We performed a deterministic seismic hazard analysis using the computer program EQFAULT, EQSEARCH, and UCSEIS (Blake; 2000). Th.e. program computes the peak ground acceleration and the maximum magnitude earthquakes on each of the faults found within a user specified radius. The computation of the peak acceleration is based on the closest distance between the site and each digitized fault and a user specified attenuation relationship. For our analysis, we used a 70-mile radius and the attenuation relationships developed by Boore, et al, (1997). Peak ground acceleration for the Property is 0.38g. RHL Design Group, Inc. August 23,2004 Project 04.138.1 Page 7 b) Figure 2 shows the geographical relationships among the site locations, nearby faults and the epicenters of significant occurrences. Figure 3 gives the seismic parameters affecting the subject site. The project site is not located within any Alquist-Priolo Fault Zone; however, during historic times, a number of major earthquakes have occurred along the active faults in Southern California. From the seismic history of the region and proximity, the Rose Canyon Fault has the greatest potential for causing earthquake damage related to ground shaking at this site. C) Based upon design guidelines provided in the 1997 Uniform Building Code, structures may be designed using the reduction in the peak ground acceleration of the 10 percent Probability of Exceedance in 50 years. The results of the analysis of the site acceleration; using a reduction of the 10 percent Probability of Exceedance in 50 years, concludes that it has a design acceleration of 0.288. Figure 4 shows a graphic plot of the 10 percent Probability of Exceedance in 50 years for this site. S. CONCLUSIONS AND RECONDMNDATIONS i X3.1 General a) It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are -- incorporated in the project plan designs and specifications, and are implemented durvlg construction. b) We are of the opinion that the proposed structures may be supported on shallow spread footings founded in compacted fill. C) We are also of the opinion that with due and reasonable precautions, the required grading will not endanger adjacent property nor will grading be affected adversely by adjoining property. d) The design recommendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. e) The final grading plans and foundation plans/design loads should be reviewed by the Geotechnical Engineer. e FF s = i Cd s 00 '• /j Od f L4 f� 3 • 1 N {: q ex PL0 m = c p O ' • i' i = `m m� ear' S C C v r ♦ " IF ? a $3Y MV cy rc ^V _ W a if coLl cc Al G r ° a� • �a 0� a �o u• C o FIR to �E Cd > M H y C) �t oo ao G CO aoa� U co o � 3 � o o Go Z P64 i w^ rn 00 o � o 0 Woa" M + ¢ ¢ o �, - z z C T F�FWy X11 a O O m M UO C_1� x F �I k4 p..18 N N C 1 A� V i I .x Cam! a Uw wcca PROBABILITY OF EXCEEDANCE 0 100 54 yrs 90 80 70 60 0 50 — i0 L 8 40 � -- CU w 30 20 10 0 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration(g) REFERENCE: Boore et al(1997)NEHRP D(250)2 Southwest Corner of Encinitas Boulevard and Manchester Avenue PACIFIC SOUTHWEST GROUP Encinitas, California Date: August 2004 Figure No: Project No.: 04.183.1 4 RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 8 8.2 Grading 8.2.1 Processing of On-Site Soils a) All existing fill, up to 6 feet in depth, present at the site should to removed entirely within building areas and extending at least :.ve feet beyond the building perimeter. The soils may be reused as compacted fill after removal of debris and deleterious matter. b) After removal of the fill, it must be ensured that there is at least three feet of compacted fill below the bottom of the slab and at one foot below the footings. The limits of the fill should extend at least 5 feet beyond the building perimeters. C) Wherever structural fills are to be placed, the upper 6 to 8 inches of the subgrade should, after stripping or overexcavation, first be scarified and reworked. d) There should be at least 12 inches of reworked existing soils or compacted fill under pavement areas. C) Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be made good prior to further construction. f) The depths of overexcavation should be reviewed by the Geotechnical Engineer during construction. Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotecbrrical Engineer for proper exposure, removal or processing, as directed. No underground obstructions or facilities should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfrlled properly with suitable materials, and compacted. i 8.2.2 Material Selection After the site has been stripped of any debris, vegetation and organic soils, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills, with the following provisions: a) The organic content does not exceed 3 percent by volume; RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 9 b) Large size rocks greater than 8 inches in diameter should not be incorporated in compacted fill; C) Rocks greater than 4 inches in diameter should not be incorporated in compacted fill to within 1 foot of the underside of the footings and slabs. 8.2.3 Compaction Requirements a) Reworking/compaction shall -include moisture-conditioning/drying as needed to bring the soils to slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. The optirawn moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. b) Fill should be compacted in lifts not exceeding 8 inches (loose). i 8.2..4 Excavating Conditions a) Excavation of on-site materials may be accomplished with standard earthmovbig or trenching equipment. No hard rock was encountered which will require blasting. b) Groundwater was not encountered to the depth explored. Light seepage was encountered,however,dewatering is not anticipated. 8.2.5 Shrinkage For preliminary earthwork calculations, an average shrinkage factor of 10 percent is reconunended for the fill soils (this does not include handling losses). 8.2.6 Expansivity a) Based upon visual observation, the expansivity of the site soils is considered Low. b) The soil expansion potential for specific areas should be determined during the final stages of rough grading. RHL Design Group,Inc. August 23, 2004 Proj ect 04.13 8.1 Page 10 8.2.7 Sulphate Content a) The sulphate contents of a representative sample of the subgrade soil were found to be less than 0.1%. The sulphate exposure is considered negligible in accordance with Table 19.A-A4 of the building code. b) The fill materials should be tested for their sulphate content during the final stage of rough grading. 8.2.8 Utility Trenching a) The walls of temporary construction trenches in fill should stand nearly vertical, with only minor sloughing, provided the total depth does not exceed 3 feet(approximately). Shoring of excavation walls or flattening of slopes may be required, if greater depths are necessary. b) Trenches should be located so as not to impair the bearing capacity or to cause settlement under foundations. As a guide, trenches should be clear of a 45-degree plane, extending outward and downward from the edge of foundations. Shoring should comply with Cal-OSHA regulations. C) Existing soils may be utilized for trenching backfill, provided they are free of organic materials. d) All work associated with trench shoring must conform to the state and federal safety codes. I 8.2.9 Surface Drainage Provisions Positive surface gradients should be provided adjacent to the buildings to direct surface water run-off away from structural foundations and to suitable discharge facilities. 8.2.10 Grading Control All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper subgrade preparation, selection of satisfactory materials, placement and compaction of all structural fill. Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 11 8.3 Slab-on-Grade a) Concrete floor slabs may be founded on the reworked existing soils or compacted fill. The subgrade should be proof-rolled just prior to construction to provide a firm, unyielding surface, especially if the surface has been loosened by the passage of construction traffic. b) The slab should be underlain by two inches of SAND. If a floor covering that would be critically affected by moisture is to be used, a plastic vapor barrier is reconunended. This sheeting should be placed below the SAND layer. C) It is recommended that 43 bars on 18-inch center,both ways,be provided as minimum reinforcement in slabs-on-grade. Joints should be provided and slabs should be at least 4 inches thick. d) The FFL should beat least 6 inches above highest adjacent grade. e) The subgrade soils should be kept most prior to the concrete pour. 8.4 Spread Foundations i The proposed structures can be founded on shallow spread footings. The criteria presented as follows should be adopted: 8.4.1 Dimensions/-mbedment Depths Minimum Footing Minimum Embedment Number of Stories Minimum Width Thickness Below Lowest Finished Surface (floors supported) (ft) (in) (ft) 1 1.0 6 Perimeter 1.5 _ _ Interior 1.0 _ 2 1.25 Perimeter 1.5 Interior 1.5 Square Column 2.0 _ 2.0 Footings to 100 kip 8.4.2 Allowable Bearing Capacity Embedment Depth Allowable Bearing Capacity (ft) (lb/ft') 1.0 2,000 1.5 2,400 2.0 2,800 RI IL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 12 (Notes: • These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces; • At least 2x 44 bars should be provided in wall footings, one on top and one at the bottom; In the event that footings are founded in structural fills consisting of imported materials, the allowable bearing capacities will depend on the type of these materials, and should be re-evaluated; • Bearing capacities should be re-evaluated when loads have been obtained and footings sized during the preliminary design; • Planter areas should not be sited adjacent to walls; i • Footing excavations should be observed by the Geotechnical Engineer; Footing excavations should be kept moist prior to the concrete pour; H It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening,planting,digging,etc.) 8.4.E Settlements Total and differential settlements under spread footings are expected to be within tolerable limits and are not expected to exceed 1 and 3/ inches, respectively. 8.5 Lateral Pressures a) The following lateral pressures are recommended for the design of retaining structures. Pressure(lb/ft'-/ft depth) Lateral Force Soil Profile Rigidly Supported Unrestrained Wall Wall Active Pressure Level 34 - At-Rest Pressure Level - 58 Passive Resistance Level 350 - (ignore upper 1.5 ft.) RHL Design Group,Inc. August 23,2004 Project 04.13 8.1 Page 13 b) Friction coefficient: 0.4 (includes a Factor of Safety of 1.5). While combining friction with passive resistance, reduce passive by 1/3. c) These values apply to the existing soil, and to compacted backfill generated from in-situ material. Imported material should be evaluated separately. It is recommended that where feasible, imported granular backfill be utilized, for a width equal to approximately one-quarter the wall height, and not less than 1.5 feet. d) Backfill should be placed under engineering control. e) Subdrains comprised of 4-inch perforated SDR-35 or equivalent PVC pipe covered in a minimum of one cubic foot per linear foot of filter rock and wrapped in Mirafi 140- kilter fabric should be provided behind retaining walls. 8.7 Seismic Coefficients a) The seismic design coefficients ui accordance with the seismic provisiotL,of Unifoml Building Code are provided below: ITEM � VALUE REFERENCE Soil Profile Type Sr, UBC Table 16J _ Seismic Source Type B UBC Table 1611 Near Source Factor-N,, 1.0 UBC Table 16S Near Source Factor-N„ 1.1 UBC Table 16T Seismic Coefficient-C,, 0.44 UBC Table 16Q Seismic Coefficient-C„ 0.69 UBC"cable 16R Peak Ground Acceleration 0388 EQFAULT(Boore et al. 1997) Distance to Source _ 8.0 km CDMG 1.0 Percent Probability of 0.288 FRISKSP-Blake 2000 Exceedance in 50 Years b) The ground water was not encountered to the depth explored. The potential for the liquefaction is low. RBL Design Group,Inc. August 23, 2004 Project 04.13 8.1 Page 14 9. LINHTATIONS a) Soils and bedrock over an area show variations in geological structure,type,strength and other properties from what can be observed, sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation,laboratory data and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. b) In the event that during construction, conditions are exposed which are significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUTHWEST GRO �OQ@.DEESS/pN�` Q. MOHAN B. F� UPASANI �-� 0 Exp.Date 03131/07 m Mohan B. 1 asant 2301 X Allan Kazet CC Principal Geotechnical En ak OF GQ� Principal Engineering Geologist RGE 2301 sT�T �rECHNN (Exp. March 31,2007) Ca��F� MBU/AK: fdr Enclosures: Location Map -Figure 1 Seismicity Map -Figure 2 Table of Seismic Parameters - Figure 3 Design Basis Ground Motion -Figure 4 References -Appendix A Field Exploration -Appendix B Unified Soils Classification System Figure B-1 Log of Borings Figure B-2 through 15 Laboratory Testing -Appendix C Geotechnical Plan -Plate 1 Project 04.138.1 APPENDIX A References Published Literature 1. Blake, T. F., 2000, EQFAULT.- A Computer Program for the Deterministic. Prediction of Peak Horizontal Acceleration from Digitized California Fault, User Manual and Program. 2. Blake, T. F., 1999, EQSEARCH.- A Computer Program for the Estimation of Peak Horizontal Acceleration from California Historical Earthquake Catalogs, User Manual and Program. 3. Blake, T.F., 2000, UBSEIS, 2000, A Computer Program for the Estimation of Uniform Building Code Cveff cients Using 3-D Fault Sources,User Manual and Program, 53p. 4. Boore,D.M.,Joyner, W.B., and Fumal,T.E., 1997,Equations for the Estimating Horizontal Response Spectra and Peak Acceleration frond Western North American Earthquakes: ,4 Summary ofRecent Work: Seismological Research Letters,Vol. 68,No. 1,pp. 128-153. 5. Kennedy, i./1.P., 1975, Geology of the San Diego 1Lletropolitan Area, California, Del Mar, .La Jolla, Point Loma, La Ifesa, Poway, and SW % Escondido 7.5-kfinute _Quadrangles: Califon-da Division of mines and Geology Bulletin 200, Section A, 38 p. 6. U.S. Geological Survey, 1968, 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. 7. U.S. Geological Survey, 1963, (Photorevised 1983), 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. v : Project 04.138.1 APPENDIX B Field Exploration a) The site was explored between August 3rd and 4d', 2004, utilizing an 8-inch diameter,truck- mounted, B-53 hollow stem auger drill rig, to excavate fourteen borings to a maximum depth of 26.5 feet below the existing ground surface. The borings were subsequently backfilled. b) The soils encountered in the borings were logged and sampled by our Engineering Geologist. The soils were classified in accordance with the Unified Soil Classification System described in Figure B--1. The Logs of Borings are presented in Figures.B-2 through B-15. The approximate locations of the drilled borings are shown on the Boring Location Plan, Plate 1. The logs, as presented, are based on the field logs, modified as required from the results of the laboratory• tests. Driven ring and bulk samples were obtained from the excavations for laboratory inspection and testing. The depths at which the samples were obtained are indicated on the logs. C) The number of blows of the hammer during sampling was recorded, together with the depth of penetration, the driving weight and the height of fall. The blows required per foot of penetration for given samples are indicated on the logs. These blow counts provide a measure of the density and consistency of the soil. d) Light seepage was encountered in within Borings B-7, B-12, and B-13, at depths of 14 feet below grade. No free ground water was encountered. e) Caving within the borings did not occur. UNIFIED SOILS CLASSIFICATION (ASTM D-2487) PRIMARY DIVISION GROUP SYMBOL SECONDARY DIVISIONS Clean GW Well graded gravels,gravel-sand mixture,little or no fines N N t rn Gravels GP Poorly graded gravels or gravel-sand mixtures,little or no fines J 'yU) _j �=m N <5%fines 'N w m N U) ` to GM Silty gravels,gravel-sand-silt mixture. Non-plastic fines. p > m o Gravel with ZE o t, m Co Fines GC Clayey gravels,gravel-sand-clay mixtures. Plastic fines 0 0 N SW Well-graded gravels,gravel-sand mixtures,little or no fines. = ro m = Clean Sands o y rn- a)D M > (<5%fines) SP Poorly graded sands or gravelly sands,little or no fines. O c° M 0_ °' 0 Z s 0= °-' N SM Silty sands,sand-silt mixtures.Non Plastic fines. p ° m v¢i e o m Sands with U g N Fines SC Clayey sands,sand-clay mixtures.Plastic fines. Inorganic silts and very fine sands,rock flour,silty or clayey fine o i_-¢ ML sands or clayey silts,with slight plasticity `� N ¢} o Inorganic clays of low to medium plasticity,gravelly clays,sandy U) .5 'rn U3 g o Cn C) CL clays,silty clays,lean clays. � E � d_j OL Organic silts and organic silty clays of low plasticity. Z 0 ° 04 o w MH Inorganic silts,micaceous or diatomaceous fine sandy or silty o soils,elastic silts. _ = m ¢} J~¢ z C>I Inorganic clays of high plasticity,fat clays c� �g gw _ Z °' a- 0 ~ OH Organic clays of medium to high plasticity, organic silts. ::I- 0 Highly Organic Soils PT Peat and other highly organic soils. CLASSIFICATION BASED ON FIELD TESTS PENETRATION RESISTANCE(PR) Clays and Silts ( -- *Numbers of blows of 140 lb hammer _ _____ ^ Sands and Gravel; Consistency Blowslfoot' Strength"' falling 3o inches to drivel cinch O.D. (1 318 in.I.D.)Split Barrel sampler Relative Density Elows/fooi Very Soft — 0-2 _0'h (ASTM-1568 Standard Penetration Test) Very loose -- 0-4 _—�ofl — 2 4 ',"'/2 �- Loose 4-10 firm -_ 4 8 /r1 ~Unconfined Compressive strength in }--'-"—- - S+iff 8-15 1-2 _ tons/sq. ft. Read from pocket hJedium Dens? 10-30 -- �—._ Very Stiff 15-30 2-4 penetrometer Dense 30-50 Over 50 Hard Over 30 Over 4 Very Dense - CLASSIFICATION CRITERIA BASED ON LAB TESTS 60 GW and SW-C,=DedDio greater than 4 for GW and 6 for SW;Cr;=(D30)2/D1ox Dso between 1 and 3 50 au GP and SP-Clean gravel or sand not meeting requirement for GW and SW _ ?30 — 1 GM and SM-Atterberg limit below"A"line or P.I.less than 4 y A 20 a 10 GC and SC--Atterberg limit above"A"line P.I. greater than 7 0 o 10 20 30 40 50 e0 70 so 90 too CLASSIFICATION OF EARTH MATERIAL IS BASED ON FIELD INSPECTION Liquid Limit AND SHOULD NOT BE CONSTRUED TO IMPLY LABORATORY ANALYSIS Plasticity chart for laboratory UNLESS SO STATED. Classification of Fine-grained soils Fines(Silty or Clay) Fine Sand Medium Sand Coarse Sand Fine Gravel Coarse Gravel Cobbles Boulders Sieve Sizes 200 40 10 4 %" 3" 10" Southwest Comer of Encinitas Boulevard and Manchester Avenue Encinitas,California PACIFIC SOUTHWEST GROUP Date: August 2004 Figure No.: B-1 Project No.: 04.138.1 Drilling Method :Hollow Stem LOG OF BORING B-1 Sampling Method :Califomia ModifiedlSPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 3,2004 :AK Southwest Corner of Encinitas and Manchester Logged By Diameter of Boring :e" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Z Groundwater Encountered ® Bulk Q Seepage Encountered LL 2 o, Z ® Standard Penetration Test y w � a) N O C U O J = _ E ° o o vUi DESCRIPTION LZ 0 Silty SAND with gravel:fine grained,dark yellow brown,damp to SM `. slightly moist, medium dense, 15%gravel,minor CLAY UNCERTIFIED FILL F 103.6 19 @2.2'Silty SAND:fine grained,light yellow brown,medium dense, o poorly bedded,poorly to slightly consolidated 5 2.1 93.9 14 �: .;`.• @9'better consolidation,medium dense to dense,dark yellow N=21 I brown,damp 1,`i:...�..;•.:,;; : SM 11.3 101.0 22 151 II Silty SAND:fine grained,yellow brown,poorly to somewhat '. cemented,soft to moderately hard,pockets Silty CLAY/Clayey SILT, poor structure i 20- m N=44 m w t @24'thin laminations of Clayey SILT 1/16"thick a 4.4 705.7 56 TERRACE DEPOSITS $ 25 Bottom of Boring at 25 feet e m o NOTES: 1. No caving 2.No groundwater encountered N 3. Boring backfilled 0 J 30 0 m U v 0 0 N l'J m Figure B-2 0 Drilling Method :Hollow Stem Sampling Method :Califomia ModifedlSPT LOG OF BORING B-2 Hammer Weight(lbs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels Groundwater Encountered ® Ring ® Bulk Seepage Encountered m t Standard Penetration Test 0 Z^ c > U_ LL N N O J = . c ° s a �? 0 L a o � 3 DESCRIPTION Q E O m U � LL , D 0 Silty SAND:fine grained,light yellow brown,dry, UNCERTIFIED FILL SM I scattered gravel @1.5'Silty SAND: d,yellow brown,damp to slightly moist, fine graine medium dense,poorly to somewhat consolidated N=17 5— ® 2.5 96.2 22 i j N=13 @9'continues medium cemented SILSTONE fragments preselntw 10 J. brown,dry, I SM g s 104 0 33 @14'becomes dense,well consolidated,slightiy m oist with isolated rootlets 15- i @19'medium dense to dense,continues slightly moist,good ® ss 96.1 22 consolidation,isolated roots 20 N m N C .0 W I ' TERRACE DEPOSITS CL N=29 25 Bottom of Boring at 25.5 feet m r o NOTES: 1.No caving LU 2.No groundwater encountered N 3.Boring backfilled m 0 J m 30 C U tom_ U v 0 r Figure B-3 N m O Drilling Method :Hollow Stem LOG OF BORING B-3 Sampling Method :CaliforniaModified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 3,2004 : Southwest Corner of Encinitas and Manchester Logged By AK Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring .V Groundwater Encountered ® Bulk _ Seepage Encountered ay m a) U e Standard Penetration Test u a� .0 O O C U O J CD n U 0- CL it, o ° o m DESCRIPTION 0 Silty SAND with CLAY:fine grained,dark gray brown,damp to slightly moist,dense,scattered gravel SM @2'no gravel,but porous,dense UNCERTIFIED FILL 5.6 104.7 47 @3'Silty SAND:fine grained,light pinkish brown to light brown,dry, medium dense 5 N=1s @5.5'becomes moderately well consolidated,continues dry but increasingly dense 7.4 103.5 20 @9'becomes dense,well consolidated A. 10 I SM @14'continued good consolidation,medium dense to dense 15 N=14 J. ® @19'Sandy SILT with CLAY:fine grained,medium brown,damp, 5.1 99.4 26 medium dense 20— @19.5 scattered broken shell fragments and black ash pods present M N @21'becomes fine grained,yellow brown,poorly cemented,well W indurated,poorly bedded,soft,isolated SILTSTONE laminations, ". isolated roots m a N=32 TERRACE DEPOSITS °o, 25 n Bottom of Boring at 25.5 feet NOTES: w 1.No caving N2.No groundwater encountered 3.Boring backfilled 0 J 'c 30 n _m U v 0 O N o Figure B-4 Drilling Method :Hallow Stem LOG OF BORING B-4 Sampling Method :California Modified/SPT Hammer Weight(Ibs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Boring :6" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk S7_ Seepage Encountered ;= Standard Penetration Test LL D JN Ui 4f O J = G O 7 C U d _-- z n D 3 N DESCRIPTION ca o CL E p U rn LL o � 0 Silty SAND with Gravel:gray brown,dry,dense,scattered gravel I @2'becomes somewhat Clayey,moist,medium dense SM 12.4 10T6 13 @5'Silty SAND with CLAY:fine grained,medium to dark brown, moist,medium stiff UNCERTIFIED FILL 5-- — 15.4 112.3 22 @6.2 Silty SAND:fine grained,dark yellow brown,dry to damp_ medium dense P1=13 i 1U i... SM f}; I 10.0 101.0 22 @14'becomes dense,well consolidated,medium brown,damp to sligthly moist 15 N=29 – – – slightly- -----------°— 20 @20'Clayey SAND:fine grained,dark yellow TERRACE EPOSITS q dense m Bottom of Boring at 20.5 feet NOTES: w 1.No caving 3 2.No groundwater encountered a 3.Boring backfriled 25 m r ii 'v w 0 0 N m O J 30 0 m U v O O Figure B-5 N m O Drilling Method :Hollow Stem LOG OF BORING B-5 Sampling Method :CaliforniaModifiedlSPT Hammer Weight(lbs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas Boulevard and Diameter of Boring e" Manchester Avenue Drilling Company :Glodich Encinitas,California Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Z Groundwater Encountered ® Bulk Seepage Encountered L ® Standard Penetration Test y rn _ c > U_ LL. a U 1 __ c L o . .a z ❑ 3 a3 U DESCRIPTION N (7 a) N 0 ri [o ca 0 Silty SAND with CLAY:gray brown,damp to slightly moist ® 12.9 101.3 22 SM @4'less dense UNCERTIFIED FILL 5 14.4 111'6 13 ., @5.8 Silty SAND:fine grained,light yellow brown,dry to damp, J. medium dense I @9'becomes slightly moist to moist,poorly consolidated,loose to 95.8 10 medium dense 10 I N=21 i @14'continues yellow brown,fine grained,medium dense to dense 15 13.9 104.6 19 $M ® @19'less moist,dense 107.0 20 a° 20 ui m m c W N TERRACE DEPOSITS m 25 8.5 109.2 22 Bottom of Boring at 26 feet w NOTES: N 1.No caving N 2.No groundwater encountered 3.Boring backfilled 0 J 30 o m U v O O m Figure B-6 N O Drilling Method :Hollow Stem LOG OF BORING B-6 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 3,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered Bulk Seepage Encountered L 3 .. m ® Standard Penetration Test LL n 'm y a� U m D U ` 2 rn a. o. E ❑ Z a m 0 DESCRIPTION p U) I— o ❑ ° in D C9 Silty SAND:fine grained,dark brown to dark gray brown,damp, medium dense,scattered roots SM UNCERTIFIED FILL ® N=8 — ;: @3.8'Silty SAND:fine grained, light yellow brown to buff,dry, 5 ® loose,poorly consolidated 9.7 100.4 11 I i i J 20.3 s9.2 tp @9'becomes dark yellow brown,very moist,medium dense t 0 I.!x;4 i i @12'light seepage ! N=14 is @13'Silty SAND wth CLAY:fine grained,dark yellow brown to gray brown,very moist to nearly saturated,medium dense 15- 20.3 101.5 13 SM J. @15'becomes dark brown,very moist,medium dense ® @19'Silty SAND:fine grained,yellow brown,moist,medium dense 19 20 to dense,somewhat consolidated 19 12.4 102.3 18 m N [0 .0 C W (7 — a @24'becomes increasingly dense,isolated cemented SILTSTONE 4 25 fragments present,slightly moist to moist N=25 or TERRACE DEPOSITS Bottom of Boring at 26.5 feet W I N S NOTES: N 1.No caving 2. Light seepage encountered at 12' 30 3. Boring backfilled U v 0 I N N o Figure B-7 Drilling Method :Hollow Stem LOG OF BORING B-7 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 3,2004 :AK Southwest Corner of Encinitas Boulevard and Logged By Diameter of Boring :8" Manchester Avenue Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring -3L Groundwater Encountered ® Bulk _SL Seepage Encountered LL 3 U M Standard Penetration Test d C O C U O J US _._. CL a E Q-° L o rUn DESCRIPTION ca Q C/3 LL cn Q 0 Silty SAND:fine grained,dark brown,dry to damp,medium dense SM UNCERTIFIED FILL 8.9 99.4 17 - @3'Silty SAND:fine grained,light yellow brown to buff,damp, nmedium dense N=4 5 t SM g'continues d poor) consolidated and loose to medium dense 3.4 93.8 8 @ con dry, y 1 ;:. @14'becomes dark yellow brown,very moist,light seepage in tip 015' TERRACE DEPOSITS 19.4 102.9 12 15 — Bottom of Boring at 15 feet NOTES: 1.No caving 2.Seepage encountered at 15' 3.Boring backfilled Po 20 m U C W U' EL 0 25 r � c 0 v W - o 0 N H I J ° 30 t U 0 j N m Figure B-8 0 i Drilling Method :Hollow Stem LOG OF BORING B-8 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 3,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :a" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered Bulk Seepage Encountered 0 Z' CD S Standard Penetration Test > U a E � ? 3 m U o o o in ? DESCRIPTION 0 Silty SAND:fine grained,light gray brown,dry,medium dense to dense SM @2'becomes dark brown,damp to slightly moist,dense ® 12.7 92.6 29 @2.5'scattered fine rootlets '--UNCERTIFIED FILL. Silty SAND:fine grained,yellow brown to buff,dry, medium dense to ® dense 1.9 98.4 18 N=17 SM 5 10-j TERRACE DEPOSITS I 9 6 94.3 13 Bottom of Boring at 12 feet i NOTES: 1.No caving 15 2.No seepage or groundwater encountered 3.Boring backfilled a° 20 m m m 'c 'U C W [7 d 0 25 Q m r I o W N O O N O J 30. 9 U N [7 N c Figure B-9 i Drilling Method :Hollow Stem LOG OF BORING B-9 Sampling Method :California Modified/SPT Hammer Weight(lbs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date August 4,2004 Logged By :AK Southwest Corner of Encinitas Boulevard and Diameter of Boring :B" Manchester Avenue Drilling Company :Glodich Encinitas,California Drilling Rig :B-53 Project: 04.138.1 --Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk Sj_ Seepage EnczLintered m t Standard Penetration Test rn > LL N •p U w ° z ° 3r }' v DESCRIPTION CL E n z o u, p a ii o ° ° m 0 Silty SAND:fine grained,dark gray brown,dry,dense,scattered SM gravel UNCERTIFIED FILL @6"becomes dark brown,dense s.a 100.3 3o Silty SAND:fine grained,light gray brown,dry,good consolidation, somewhat porous,somewhat cemented 5 N=13 @9'less SILT more SAND:dry,yellow brown to buff,poor ly � g5.; 3.5 1; consolidated,medium dense @12'continues dry,medium dense to dense TERRACE DEPOSITS N=19 - — J - - Bottom of Boring at 13.5 feet 15 NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled a 20 ai m in m 'c .v C W in a 0 25 r c 0 v w N O O N Y1 P J 30 e 0 i o N N Figure B-10 ab 0 Drilling Method :Hollow Stem LOG OF BORING B-10 Sampling Method :Califomia Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date August 4,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :B" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk Seepage Encountered Q) m w Standard Penetration Test g a) :3 U _ -E 0 1 0 U 0 o ) o o :2 in 3: _ � DESCRIPTION o — Silty SAND:fine grained,dark yellow brown SM @1'becomes medium brown,dry,very dense,scattered coarse 6.4 105.6 100 SAND,small gravels UNCERTIFIED FILL Silty SAND/SAND:fine grained,dark yellow brown to light orange 5 brown,dry to damp,medium dense,somewhat consolidated ® N=13 SM 1.9 I 93.5 29 10 4'_:J @9'SAND:fine to medium grained,light yellow brown to buff,dry, dense,good consolidation i @12'continues dense,dry N=32 It TERRACE DEPOSITS Bottom of Boring at 13.5 feet 15 NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled `o 20 Ch U C C W C7 U) a 25 m 0 v i w N O O N N O1 O J 30 U v 0 O N A N o Figure B-11 I Drilling Method :Hollow Stem LOG OF BORING B-11 Sampling Method :California Modifiedl3PT PACIFIC SOUTHWEST GROUP Hammerwop(in) s) :140 Hammer Drop(in) :30 Date :August 4,2004 Logged By :AK Southwest Comer of Encinitas Boulevard and Diameter of Boring :8" Manchester Avenue Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Proiect: 04.138.1 Sample Type 7Test evels Ring undwater Encountered ® Bulk page Encountered .. ® Standard Penetra LL m � U CD v a L ° E � DESCRIPTION y CD 7F,7, 12.2) o ° m c7 Silty SAND:fine grained,light gray,dry,dense with scattered gravel in upper 6" @6' medium brown,moist,medium dense, somewhat porous N=11 SM 10 @5'Clayey SAND:fine grained,dark yellow brown,moist,loose to medium dense SC UNCERTIFIED FILL s g qa 3 1s @B'Silty SAND:fine grained,dark brown to black,damp to slightly I moist, medium dense SM @12-13'interlayered Silty SAND with Clayey SAND: fine grained, dark brown,pockets of yellow SAND ALLUVIUM N=73 J. - ��`L_ y .: SAND with SILT:fine grained,yellow brown,dry,medium dense, \somewhat consolidated TERRACE DEPOSITS Bottom of Boring at 13.5 Feet 15 _ NOTES: 1.No caving 2.No seepage or groundwater encountered 3. Boring backfilled 0 P 20 m m •C C W U` 0 25 m r 'c 0 a w N O O N O> O J 30 J v 0 0 N Figure B-12 0 Drilling Method :Hoilow Stem LOG OF BORING B-12 Sampling Method :California ModifiedlSPT Hammer Weight op(in) s) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 4,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK of Boring :8" Manchester Avenue Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring v Groundwater Encountered ® Bulk V Seepage Encountered rn Z E5 U ® Standard Penetration Test L`- N N � � N 0 J CL o o o in ? ---DESCRIPTION 0 0-8"Organic Mulch Zone @8"Silty SAND:fine grained,light gray brown,dry @1'becomes slightly moist to moist S @3'Clayey SAND:fine grained,dark gray brown,moist to very 6.2 96.4 24 moist,medium dense to dense,scattered roots . .. .:..... . 5- - 13.7 102.8 19 ? @5.5'Silty SAND:fine grained,yellow brown,damp to slightly moist, SC medium dense IJNGERTIFIED FILL SAND:fine grained,yellow brown,dry,loose to medium dense, I poorly consolidated 7.5 105.7 9 10 I i I SW N=13 @1 becomes dark yellow brown,slightly moist to moist @14'seepage encountered 15.5 107.8 19 TERRACE DEPOSITS i5 Bottom of Boring at 15 Feet NOTES: 1.No caving 2.Seepage encountered @14,No free groundwater 3.Boring backfilled `o 20 m N N C •U C W 0 Cn _ a S 25- m 0 v w N O O N N U O J 30 U v 0 0 N t6 c6 Figure B-13 o Drilling Method :Hollow Stem LOG OF BORING B-13 Sampling Method :California ModifledlSPT Hammer Weight(Ibs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 4,2004 Logged By :AK Southwest Corner of Encinitas Boulevard and Diameter of Boring :6" Manchester Avenue Drilling Company :Glodich Encinitas,California Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered Bulk Seepage Encountered > ® Standard Penetration Test a°�i O1 c U LL n N 'y O N C O O 0 V J a Ike DESCRIPTION o � , o ?0 Silty SAND:fine grained,dark gray brown,scattered bSM @1'becomes loose,dry UNC® 5.8 93.6 6 SAND:fine grained,light yellow brown,dry, medium dconsolidated @5'continues poorly consolidated but medium denes 5— ® Siltier 4.2 98.8 16 SW @9'medium brown,very moist @10.5'loose ALLUVIUM N=6 10 -- - Bottom of Boring at 10 5 feel NOTES: 1.No caving 2.No seepage or groundwater encountered i 3.Boring backfilled 15 i; 20 m N t0 C 'u c W Q N -- a 0 25 Q m r C O � W NO O N OI D J 30 _ J 0 0 N N Figure B-14 m 0 Drilling Method :Hollow Stem LOG OF BORING B-14 Sampling Method :Califomla Modified/SPT Hammer Weight(Ibs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 4,2004 Logged By :AK Southwest Corner of Encinitas Boulevard and Diameter of Boring :e" Manchester Avenue Drilling Company :Glodich Encinitas,California : Drilling Rig B-53 Project: 04.138.1 Sample Type Water Levels Ring L Groundwater Encountered Bulk Seepage Encountered 2 T > U Standard Penetration Test ° !� 3 �' § DESCRIPTION CL E o in a m 0 Silty SAND with gravel:fine grained,dark gray brown,dry,dense SM with 3-5%gravels UNCERTIFIED FILL Silty SAND/SAND:fine grained,dark yellow brown,dry,medium dense with somewhat consolidated - ® 3.8 93.2 11 5— @5'dark yellow brown,good consolidation,dense F7 3.4 98.3 24 IILL JJ SW @J'becomes well consolidated,dense with faint structure,slightly 6.0 100.9 22 porous,medium brown,damp to slightly moist 10 f N=25 TERRACE DEPOSITS I I — I °- Bottom of Boring at 13.5 feet 15 NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled 0 20 m w A 'u C W 3 a 0 25 Q m r c 0 9 W o O N N O J 30 3 U v 0 I N N Figure B-15 m 0 Project 04.138.1 APPENDIX C Laboratory Testing Program The laboratory-testing program in our prior investigation was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested as described below. a) Moisture-Density Moisture-density information usually provides a gross indication of soil consistency. Local variations at the time of the investigation can be delineated, and a correlation obtained between soils fowid on this site and nearby sites. The dry unit xA eights and field moisture contents were determined for selected samples. The results are shown on the Logs of Borings. b) Atterber Limits A representative sample was tested to determine the index property of the soils. The results are as follows: Sample Depth Soil Liquid Limit Plasticity Index Boring No. (ft) Description — __F__ Sandy SILT/Silty NP B-5 0-5 SAND I� _ Appendix C Project 04.138.1 Page 18 C) Compaction A representative soils sample was tested in the laboratory to determine the maximum dry density and optimum moisture content, using the ASTM D1557 compaction test method. This test procedure requires 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers,in a 1/30 cubic foot cylinder. The results of the test are shown below: TT- d) Sample Depth Soil M Boring No. (ft) Description_T B-4 1-5 Sandy SILT Direct She Direct shear tests were conducted on remolded samples, using a direct shear machine at a p constant rate: of strain. Variable normal or confining loads are applied vertically and the soil shear strengths are obtained at these loads. The angle of internal friction and the cohesion are then evaluated. The samples were tested at saturated moisture contents. The test results are shown in terns of the Coulomb shear strength parameters, as shown below: Coulomb Angle of peak/ Boring No. Sample Depth Soil Cohesion Internal Friction Residual (ft) Description (Ib/ft'} °) 500 37 Peak B-4 1-5 Sandy SILT 100 41 Residual e) Sulfate Content A representative soil sample was analyzed for its sulphate content in accordance with i _ California Test Method CA417. The result is given below: Sample Depth Sulphate Content Boring No. (ft) Soil Description (Ppin) 72 [7::B-3 0-4 Sandy SILT Appendix C Project 04.138.1 Page 19 fl Chloride Content A representative sample was analyzed for chloride content in accordance with California Test Method CA-422. The results are given below: Sample Depth Sulphate Content Boring No. Soil Description (ppm) (ft) — 13-4 1-5 Silty SAND 495 g j Resistivity A representative soils ample was analyzed in accordance with California "Pest Methods CA643 to determine the minimum resistivity and pH. The result is provided below: Sample i ( ) — Sulphate- o ntent Sam le De th Soil Desi tion Boring ) _-� - Silty SAND 2.,700 1i h) PH A representative. soils ample was analyzed in accordance with Califonmia Test Methods CA532 and CA643 to determine the minimum resistivity and pH. The result is provided below: Sample Depth Sulphate Content Boring No. Soil Description (ppm) i (ft) B-4 1-5 Silty SAND 7.87 I Z' oo , E w 0 15 / It 1 I j t 7 �I Ei ,J4 EADSON & ASSOCIATES, INC. E Surveying & Mapping Consultants California • Nevada • Arizona June 6, 2007 Clark Contractors :. 26902 Vista Terrace Lake Forest Ca 92630 Re: Building Pad Grade Certification Rite-Aid Store# 6465 4455 Manchester Ave. Encinitas, Ca 92024 Pursuant to the requirements of the City of Encinitas, I hereby certify that the Building Pad grade of the Rite-Aid at the above-mentioned site substantially conforms to the grading plan as prepared by RHL Design Group Inc. The pad has a maximum deviation of+/- 0.10'. Dated: June 6, 2007 Wi Ead n � 4 L.S. 6154 y� F F O�CPA, 14125 Telephone Avenue, Suite 1, Chino, CA 91710 (909) 364-1681 Fax (909) 364-1781 office @eadson.com 7 S BUILDING PAD GRADING REPORT Rite Aid(#6465) 4455 Manchester Avenue Encinitas, California Prepared For: Clark Contractors, Inc. 26902 Vista Terrace Lake Forest, CA 92630 Prepared By: MTGL, Inc. 7313 Carroll Road, Suite G San Diego, California 92121 Project No. 7283-A01 Log No. 07-902 Geotechnical Engineering Construction Inspection Materials Testing oil Environmental June 6, 2007 Office Locations Clark Contractors, Inc. Project No. 7283-A01 26902 Vista Terrace Log No. 07-902 Orange County Lake Forest, CA 92630 Corporate Branch: 2992 E.La Palma Avenue Attention: Mr. Matt Clark Suite A C , AnaheimA 92806 Tel: Anaheim, 6 Subject: Building Pad Grading Report Fax: 714.632.2974 Project: Rite Aid (#6465) 4455 Manchester Avenue San Diego Encinitas, CA Imperial County 7313 Carroll Road Dear Mr. Clark: Suite G San Diego,CA 92121 Tel: Diego, In accordance with your request and authorization, we have completed our observation and Fax: 858.537.3990 testing services during the grading of the building pad for the Rite Aid (#6465) at 4455 Manchester Avenue, Encinitas, CA. The results of our findings, together with our test results and recommendations are to be found in the accompanying report. Inland Empire 14467 Meridian Parkway Based on the results of our observation and testing services performed between May 30 and Building 2A June 5, 2007, it is our opinion that the grading for the building pad has been completed in -Riverside,CA 92518 general accordance with the intentions and recommendations of the geotechnical report by Tel: 951.653.4999 Pacific Southwest Group, dated August 23, 2004 and the approved grading plans, Drawing Fax: 951.653.4666 No. 414-G. MTGL, Inc. appreciates the opportunity to provide observation and testing services for this DC/LA/Inland Empire project. Should you have an y q uestions regarding this report,please do not hesitate to contact Dispatch OUT office. San Diego Dispatch Respectfully submitted, 888.844.5060 MTGL,Inc. ??,OFESS/0�,� p�p0 C. <<c www.mtglinc.com Eduardo C. Dizon, RCE No, 57217 , m Project Engineer Exp. 12/31 RCE 57217, Ex 12/31/07 Exp. s� CMS qTF OF C A1.1F�Q cc: City of Encinitas TABLE OF CONTENTS INTRODUCTION........................................................................................................................... 1 SITEDESCRIPTION ..................................................................................................................... 1 GRADINGAND EARTHWORK.................................................................................................. 1 GEOTECHNICALTESTING........................................................................................................ 2 CONCLUSIONS............................................................................................................................. 2 RECOMMENDATIONS................................................................................................................ 3 EXCAVATIONS............................................................................................................................4 LIMITATIONS...............................................................................................................................4 References Figure 1 - Field Density Test Location Plan Table 1 - Laboratory Compaction Test Results Table 2 - Field Density Test Results Rite Aid(46465) Project No. 7283-A01 Encinitas, CA Log No. 07-902 INTRODUCTION This report presents the results of our observation and testing services performed during the earthwork grading of the building pad for the Rite Aid (#6465) located at 4455 Manchester Avenue in Encinitas, California. This report covers testing services performed between May 30 and June 5, 2007. Geotechnical information pertaining to the site was presented in the geotechnical report by Pacific Southwest Group, Project No. 04.138.1, dated August 23, 2004. That report included geotechnical recommendations for remedial grading within building pad, foundation design parameters for building and retaining wall, and other construction considerations for the proposed construction. Grading recommendations presented in the geotechnical report were implemented during the remedial grading work for the building pad. Our function during grading was limited to observation and testing of earthwork conducted between May 30 and June 5,2007. SITE DESCRIPTION The project site is located on the southwest corner of Encinitas Blvd. and Manchester Ave. in Encinitas, California. Prior to the start of the grading work, the project site was essentially in the same condition as reported in the geotechnical report (Pacific Southwest Group, August 23, 2004). Existing vegetation, debris and organic material within the site were removed prior to the start of the remedial grading work. GRADING AND EARTHWORK As recommended in the geotechnical report (Pacific Southwest Group, August 23, 2004), existing onsite soil to a depth of at least 6 feet below existing grade was excavated and re-compacted as engineered fill. Prior to the recompaction process, the bottom subgrade to receive fill was inspected by our geologist and found to be firm and unyielding. Subsequently, the upper 12 inches of the exposed subgrade was then scarified, moisture conditioned and compacted. The horizontal limits of the earthwork grading extended laterally to at least 5 feet beyond the building footprint. 1 Rite Aid(#6465) Project No. 7283-A01 Encinitas, CA Log No. 07-902 The soils encountered during the grading work for the building pad were noted to be substantially in conformance with those presented in the geotechnical report (Pacific Southwest Group, August 23, 2004). Soils were moisture conditioned, placed in lifts and compacted with heavy compaction equipment. GEOTECHNICAL TESTING Field Tests Test procedures based upon ASTM D2922 and ASTM D3017 (NU) were used for field density testing of the soil density and moisture content. Field density testing was at random locations and elevations. The approximate extent of the compacted fill and location/elevation of the performed density tests described in this report are indicated on Figure 1. Fill soils were compacted to a minimum relative compaction of 90 percent based on Test Method ASTM D1557, in accordance with the requirements of the geotechnical report(Pacific Southwest Group, August 23,2004). Laboratory Tests The maximum density and optimum moisture content of representative samples of the fill soils were determined in the laboratory in accordance with ASTM D1557 test procedures. The results of the laboratory maximum density tests are presented in Table 1. CONCLUSIONS Based upon the information presented in the geotechnical report(Pacific Southwest Group, August 23, 2004) and on the observation and testing conducted by MTGL, Inc. as described herein, it is our opinion that the earthwork grading for the building pad as described in this report has been completed in general accordance with the intentions and recommendations of the geotechnical report (Pacific Southwest Group, August 23, 2004) and the approved grading plans, Drawing No. 414-G. 2 Rite Aid(#6465) Project No. 7283-A01 Encinitas, CA Log No. 07-902 It is our opinion that the site is suitable for the intended use provided the recommendations presented in this report and the geotechnical report (Pacific Southwest Group, August 23, 2004) are considered for final planning and structural design, and implemented during construction. RECOMMENDATIONS General The recommendations presented in the geotechnical report (Pacific Southwest Group, August 23, 2004) are considered to remain in effect, except where superseded by addendum report or as specifically recommended herein. The geotechnical report (Pacific Southwest Group, August 23, 2004) should be considered a part of the project plans and specifications. Foundations Continuous and spread footings are suitable for support of the proposed structure at the site. Foundation and slab-on-grade recommendations and soil criteria contained in the geotechnical report (Pacific Southwest Group, August 23, 2004) remain valid for the project. In addition, interior concrete slab recommendations provided in the geotechnical report (Pacific Southwest Group, August 23, 2004) are applicable for the proposed development. Trench Excavations Trench excavations for utility lines should be properly backfilled and compacted. Utilities should be bedded and backfilled with clean sand or approved granular material to a depth of at least one foot above the pipe. The remainder of the backfill should consist of the on-site soil derived from trenching operation. Backfill materials should be moisture conditioned to near optimum moisture content, place in lifts not exceeding 8 inches in thickness and mechanically compacted. Trench backfill operation should be completely observed and tested by MTGL, Inc. and should be compacted to at least 90 percent relative compaction based on Test Method ASTM D1557. 3 Rite Aid(#6465) Project No. 7283-AOI Encinitas, CA Log No. 07-902 EXCAVATIONS Excavations for foundations, utility trenches and other excavations should be inspected by MTGL, Inc. to verify that bearing soils are consistent with the recommendations of the reference geotechnical report. If required, the contractor should be responsible for all the installation of shoring or bracing of any excavation at the project site. Excavations and shoring shall comply with the current and applicable local, state and federal safety codes, including the Occupational Safety and Health Administration. LIMITATIONS This report has been prepared in accordance with generally accepted geotechnical practices. Our work is considered to be in accordance with the usual standards of the profession and with local practice. No other warranty is expressed or implied as to the professional advice or data included in this report. It should be recognized that that our work does not constitute a guarantee that the grading contractor has performed his work in accordance with the project specifications. In addition, no representations are made as to the quality or extent of materials not observed, for any subsequent change to the site, or failure of others to properly repair damages by the uncontrolled actions of water. 4 REFERENCES 1. Pacific Southwest Group, Geotechnical Investigation Report, New Rite Aid Pharmacy, Southwest Corner of Encinitas Boulevard and Manchester Avenue, Encinitas, California, Project No. 04.138.1, Dated August 23, 2004. 2. Pacific Southwest Group, Response to Geotechnical Review, New Rite Aid Pharmacy, Southwest Corner of Encinitas Boulevard and Manchester Avenue, Encinitas, California, Project No. 04.138.1, Dated March 8, 2007. 3. RHL Design Group, Inc., Grading Plan For: SWC Of Encinitas Blvd. &Manchester Ave.,Rite Aid Corporation,APN 259-190-46, Drawing No. 414-G. RM' ,. ` OPp1NG S PER .46 Q .-.. �';3_7g ;ry1. mL � r :. .W(1�•ENP�RECOROE -.,,,�?, 6 L r MEd EN I 24 250 TRW i e'S �° 8122 FS HP has . ,. Fr OpMNOlN11PES�R // 54 r - f �° r SZP'1t0p0 MPNGN . .. 10 E y M 22 i Ir ,' 1 g 82. �i 14 / .44 lPSg11 L o 50 TRW N - J a e 1 E I I - t' s 75 ro. 3 8 2 3 r .. � � •' 23 r 4 2 38 Dt /•. n� 4,2 .....2.. 7 7Jr r' 72.67 25 i f i..Q,_....._�..•R _ i - 6 72.49 FS 5 2 14 I R 7 22 1;1. ..U '.•1 :.r.. :� •18 �.' 36. �Y / I 41 �1•'.. I •g �ry 4 'i ,1 f •5 0 BB 1B rye r 77.2 r 33 (1 •23 lsl ) I , .,,. •9 A /69.50 FL �i �4`la FF=7� 00. 6W 4G I�s { Z a, TFS= 2.96 •24 �1 > - AD=` 72.50 q�j 3 I.2' / i• is. i .'?....... .......,. W cla . �Q .t I )¢ - •,- c.w ��]0.36FL 4 18 1"� co •16 zz _ >4r 1r U 4 i 10 8.60r>•P P 641:1PG6 Z.-d�P 92:90 79.7 921 - rlx;% tr 71.,.. •14, , .. sD I�\ $0 12 -._ .. . ....� / 39 010 t' /' Y --T n�vnsaw 19 9 i � �/ " 39� -- � t794dt l0 iE 4`o,`.3 03 S / •19 7 .13 ,' •.BB, 24 ij 8;0 '•` � .Gtl� / •6 � .rl! >• i' t'. -Y9�_... �J - 70.D0 LI 5�- 10 TC.. r i ?°•�"'� 69.90 FL ' nor 829. 20 7.391 33 INV.OUTS 39 79.7 W 1 p3 ' 7171E 0 -i r _.....u... 96% H=8 ... 4J ...., >....,.., '' 72.70'TRW I ..1e 1. .a:=,.i ih y 69.93TC' /:6999 TC Legend: NpPfM •24 Approximate Location of Field Density Test ----- Approximate Limits of Grading 0 10 20 40 7�:7 FIELD DENSITY TEST LOCATION PLAN RITE AID (#6465) Project No. 7283-A01 Date: June-07 Figure 1 MTG., INC. TABLE 1 LABORATORY COMPACTION TEST RESULTS Lab No. Description Dry Density Optimum PCF Moisture, % 0390 Light Brown Clayey, Silty Sand 119.0 11.5 0394 Light Olive Brown Clayey, Silty Sand 120.5 10.0 3 Table 2 Field Density Test Results Test Depth/ Moisture Dry Curve Relative Test No. Date Location Elev. Content Density No. Comp. Type Remarks (Feet) (%) (pct % F1 5/31/07 See Figure 1 66.5 11.5 109.2 0394 91 NU 2_ 5/31/07 See Fi ure 1 66.5 12.0 108.6 0394 90 NU 3 5/31/07 See Figure 1 67.5 11.5 110.0 0394 91 NU 4 5/31/07 See Figure 1 66.5 11.5 109.2 0394 91 NU 5 5/31/07 See Figure 1 67.5 11.5 110.2 0394 91 NU 6 5/31/07 See Figure 1 67.5 12.0 109.6 0394 91 NU 7 6/1/07 See Figure 1 67.5 11.6 110.0 0394 91 NU 8 6/1/07 See Figure 1 68.5 12.1 108.5 0394 90 NU 9 6/1/07 See Figure 1 68.5 11.5 109.5 0394 91 NU 10 6/1/07 See Figure 1 68.5 11.4 110.2 0394 91 NU 11 6/1/07 See Figure 1 68.5 11.4 110.1 0394 91 NU 12 6/1/07 See Figure 1 69.5 11.8 110.6 0394 92 NU 13 6/4/07 See Figure 1 69.5 12.5 115.5 0394 96 NU -. 14 6/4/07 See Figure 1 69.5 11.8 108.5 0390 91 NU 15 6/4/07 See Figure 1 70.5 11.0 109.7 0394 91 NU 16 6/4/07 See Figure 1 70.5 11.3 108.0 0390 91 NU 17 6/4/07 See Figure 1 70.5 12.0 108.5 0390 91 NU 18 6/4/07 See Figure 1 71.5 11.7 108.4 0390 91 NU 19 6/5/07 See Figure 1 71.5 11.8 108.5 0390 91 NU 20 6/5/07 See Figure 1 71.5 11.0 111.7 0394 93 NU 21 6/5/07 See Figure 1 FSG 11.6 110.2 0394 92 NU 22 6/5/07 See Figure 1 FSG 11.9 112.1 0394 93 NU 23 6/5/07 See Figure 1 FSG 11.1 113.2 0394 93 NU 24 6/5/07 See Figure 1 FSG 11.5 114.2 0394 94 NU ONSITE DRAINAGE STUDY — = ---- & BMP DESIGN DEC 7 2006 FOR Rite Aid Pharmacy Encinitas Blvd & Manchester Avenue Encinitas, California Prepared for: Tarlos& Associates 17802 Mitchell North Irvine,CA Prepared By: A.J.Koltavary/Civil Engineers 17802 Mitchell North Irvine, CA 92614 February 2006 Estimated Start Date:June 2006 Estimated Finished Date: August 2006 Table of Content VICINITY MAP INTRODUCTION HYDROLOGY CALCULATION SITE DRAINAGE AREA POSTCONSTRUCTION CALCULATION PRECONSTRUCTION CALCULATION BMP DESIGN PEAK FLOW CALCULATION STORMWATER MANAGEMENT SYSTEM DESIGN REFERENCES HYDROLOGIC MAP SOILS MAP INTENSITY TABLE (FIGURE 3-1) STORWATER MANAGEMENT CUT SHEET & DESIGN EXAMPLE »}y � . NORTH. VICINITY MAP . . INTRODUCTION Hydrology report has been prepared for Rite Aid Pharmacy located on SWC intersection of Encinitas Blvd and Manchester Avenue, City of Encinitas,California. A.J. Kohavary/Civil Engineers has prepared or compiled all the exhibits contained in this hydrology report. Questions pertaining to the contents of this plan should be directed to Andrew J. Kohavary,P.E.,at 949.752.5466 The project consists of the development of a 43,570 square foot site station with a new Rite Aid Pharmacy with 47 parking stalls and 2 handicap. The surrounding area is fully developed. � q » �A m A�~ O /c wa (0 P-- \ 2 / / ddd - a 0 o \ w & & & $ 0 E ® « # # \ \ a � - 9A w @ ± u > « / / % / h 0 Ip gd d d R E ± E 2 g / � CL 0 < w LO k@ & n A = q ZI « e w000 0 i 2 Q R / LL < Z) � / / Of\ / / b ƒ 0 \ \ / / « � wnG O $ / R on ® / ® \ \ & E (D z u < 2 \ $ < 0 _ w ƒ b 2 w_ U 0 \ 0 w ® B b R R C « < z I c Z ƒ K w_ c ƒ $ 0 LLL L w 0 \ i ±_ eR 0 < Z -0 \ 0 ƒ LL 2 / 0 � � 0 ƒ \ ƒ \ U ■ L < 30 L = ± O ■ z o < 4 < < 6 9 q IL / U. k � \ � / < < < / 0 LLJ c Ecn 1c0 co 0 0 m cYi Ln U-) � � (0 cf) (+) r (Y) 0 W m r () 0L < J LL N r O 1 J z U <t 0 Q U tu l _ W W O N N N w i z V V V � Ii U a < U N OC�i Z U co ci z z � g •- N ill N0 N 00 M ( co O �I 00 W 000 U Q W Q T Q a (� 0 Lo r j_ 7 LL LO co t N N 11 co r O .. w v � � o o x L o ru z � ^LL z O W z -p v O 0 0 V � p z LL 0 � d < < < < U m O 1UL wwwf`�- U LL LL ? Ix F- LLE QQQ � 00 04 O U') tr) z LL Ll� 0 C C) v CA U� C? C14 z 0 0 (Y) 0 0 0� C'? 0 co 0 0 O co co (D (D 7 T7 C) CD C? 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Calculate the number of cartridges required to treat the peak water quality flow rate (Nfl,w)for your site. Nfi.= Qh-t(449 gPm/ds/Qcert gpm/cert) Notes: • Assume Qcert= 15 gpm/cart, which is the maximum flow rate that an individual cartridge can treat. In some areas or situations, cartridges with a flow rate other than 15 gpm may be required, resulting in a different Q�rt value. • If the number of cartridges is not a whole number, round the number of cartridges up to the next whole number. 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F .� - � :■lk woo as ■i ■N■■■■I■■ ■■Ntlk/r�l ,i=■■■ ■1•N■■■■■■. 4r - i f■NN N ■■■■M■1 N■■■■x..3:1 ■■■■■■■a�"1■/�w F/ ■ MINE No 3 No ■■■■■■■.■■■: No ::::aiin■:;i Igs pp'r�■::. �` Mae all am :■■■/'�Nl i■Mama + H1 It a 'Loom I I - !, U i■■■■■iC71 t '' l.ag ■■■:■■:i�J1�'� :":::3r„ �am Nowlin I!■■■■■ ■ WOMM ■/■■ :,. ■ ■■■■!i ' n MINIMUM ::a■L I■;aa sallow -a ° IN :Nf:' C IN N/■■■ !■ I �rlii N■■■An aNNN■�p Mm■■NHp ■ nii ;;Maid sii ■ . ■mi/■Nam/ rEf��N■■ a■' NOUN ■i■■■■M �JFi■EI ■■■■!Il /■aN ■H■a.//MIr t. I■!f■ 1■■t:7 a! ■■■ N a NOW IS a ■i■ ion�, 1 rV: ! ■ : iGIWO_ j iiia�ii iiliIN■■a■&-a `��'ii■■■avlr=l.#.■ M ■ ■r �rr i■■M■■■/■i/r■Na ■/iN ■i r i ■ f ■ i01■L�_ ni■■r■ ■■/■■■■ I�S�� i!N■MN i ■ ■I �!. i■/■■■a■fi■!■ N ■N ■■ Sol . �m■■NM■ :=# ■■■ice� ■ ■ tit iNMi■■■■a■ ■: ■ an NO no NOW Mi MF'i■ma ■M ■/■ MM■m/M M/i■■■■■■E7ili■. * i ■ MINIMUM M�■■■-aim■NNl:■■/�■Mmi/■ ice■ ■ IN ii 0; TM STORMWATER MANAGEMENT INC . • 0RATER PROJECT ONFORAT i Date: Date Response Required: Project Name: �� Project Location: s r1�C OF /VG/1// r g(•V p Q /?ANC/9L�T' l? (� >EN�I TAS CA Project Description: / �,A� Total Drainage Area: 1 ,-.Aja) Impervious Area: 0.2 AC Flow or Volume to be Treated: V•00 rips Peak Hydraulic Design Storm: lop Water Quality Agency and Standards: 0 y Cp A"40(I DAs Baseflow: Expected V Not Expected Detention: None y Upstream Downstream of StormFilter Expected Sediment Load: Low _V0000' Average High Expected Oil and Grease Load: Low_ Average High StormFilter Media: Perlite %OOOP CSF® Zeolite Other Configuration: Online Vol* Offline Product Type: StormFiiter StormGateT" StormGate SeparatorTM StormScreenT" It Applicable, Approximate StormrFilter Depth (Rim to Outlet): :t .3 Name: __ Josh h TARLO Company: RIIFi A10 AV`4 I AST0 'AMs ACrei r Address: 17 80 Z /v 1 ��(ih L MA001 City: 1/Vrr �•► 0'44t y' State: /114 _Zi`p; �f16�T Phone: �_ � Z Y y 4Y/7 Fax: Email: COMPLETE AND FAX TO STORMWATER MANAGEMENT AT 800.561.1271 FOR SIZING AND COST ESTIMATE. STORMWATER MANAGEMENT INC . tonot_o utr n.......♦ ut s.. n,..�i...,, no ono on �/ Annn cnu ncco f9 onn cc.tom• ,cR.�•..,...,.., MAIYIFNAN[E �� j''�� a L.GI Maintenance Is crucial to the ongoing effectiveness of all stormwater treatment solutions. The purpose of our product line is to remove pollutants.To do owner, and a copy can be sent to the relevant local storm- the job effectively, each product Is designed to be maintained water authority on request. at regular intervals. Stormwater Management maintenance is straight forward, efficient and cost-effective. The company Stormwater Management provides detailed Operation and offers long-term contracts as well as single maintenance plans. Maintenance Guidelines with each system and offers a complete range of maintenance services.Stormwater Man- The StormFilter design allows maintenance to be performed in agement can perform the entire maintenance or work dry conditions, eliminating the need to remove and dispose of directly with owners who wish to perform their own large volumes of contaminated standing water. Maintenance is maintenance. Stormwater Management will also work with typically annual, but can depend on the pollutant load owners to implement source control measures, thereby characteristics of each site. Maintenance for a typical 8'x16' improving site stormwater management and lowering overall StormFilter with 30 cartridges takes an average of 2.5 hours. maintenance costs. After maintenance is completed, Stormwater Management provides a Certificate of Compliance that verifies maintenance For jurisdictional authorities, Stormwater Management has been performed and that the StormFilter continues to maintains an extensive data base and permanent files for all meet original design standards. This Certificate is sent to the StormFilter Installations. 17091-R NF Al+ Wav Pn�11?AA nD 071'l!1 /! <..-.nnn SAF AAA? ...',0nn.11 111, ana..w.....�...�... ..,.... WIIMIFMANFI STORMWATER T x . r i EA4 :TORMWATER �A6FM[MT 4 STORMWATER4 MANAGEMENT INC . 12021-B NE Alroort Way. Portland. OR 97220 0800.548.4667 0800.561.1271 nstormwaterinc.com 17AMGII1 ?:X StormGate Manhole Stormwater Ultimate Collection �/'' Discharge System Point •Catch Basin .Pipe •Inlet Structure •Surface Water •Trench Drain •Infiltration StormFilter or Stormscreen StormGate 4 4 44. Ultimate Discharge Point Pond or Swale Inlet Structure Stormwater Collection System StormGate Manhole Stormwater Ultimate Collection System Discharge �^ Point Oil/Water Separator ----------------i StormGate Settling Chambers ' r i Stormwater ' r Ultimate Collection Discharge �r System r Point r � ' t r i r � '_- -- i StormGate Separator The StormGate high-flow bypass enhances water quality SYSTEM FEATURES AND BENEFITS facility operation by directing polluted low flows to stormwater •Directs polluted flows to a water quality facility quality facilities and allowing extreme flows to bypass. The •Enhances water quality performance by eliminating high-flow StormGate is delivered as a complete manhole unit,and can be turbulence used in conjunction with stormwater quality facilities such as •Fie]d-adjustable weir The Stormwater Management StormFilter®, oil/water •Corrosion-free construction separators, swales and ponds. Stormwater Management also •Offers highest possible level of flow control offers the StormGate Separator, a combination of the •Optional low-flow isolation valve for maintenance or spill StormGate and a specially-designed chamber that promotes isolation settling and captures floating debris. •Supplied in a standard 48"diameter(or greater)manhole •Standard drawings and specifications available in CAD The StormGate uses a field-adjustable weir to route flows to a format water quality facility downstream. Higher flows from more •Engineering support provided by Stormwater Management's intense storms are restricted by the low-flow orifice and engineering staff directed over the field-adjustable weir, bypassing the water quality facility and preventing the resuspension of sediments. . ` -�-'�-- - -'� -- -' �� - �� --------------� ---------------- | STORMCATE | ��s��@��/-- -----'~ -�-` /- -- -'` -------` --'--- � [__| ' ' ! � / � | � > . / ` ' ` � ' ' > � � ^ / ' � � STEPS | HIGH FLOW OUTLET | � ' ! PIPE ! � /w-_. PIPE . n wc/n � � i �w�_ / ~ \ � | LOW FLOW OUTLET PIPE sronwooTc HIGH FLOW BYPASS -_� / � i i ! / ' ` } - STORMWATE��~ ' � &�� ' MANAGEMENT INC . | i .=,`'" = ^.'..'~W.. ,~'°..^ "° ",,," � u*"""4^"^°^, ma""" .«, 1771 STIWWiE-SEPARATOR Jr VAULT CONFIGURATION CuW p S�nuSc (HME11 pp OWISF]t T A (RFT scnuro _ peAMeot aAUeor . r STORMGATE SEPARATOR — PLAN VIEW SCAM N.T3 STORMGATE SEPARATOR — SECTION VIEW S@VM IGTS The StormGate Separator is a settling chamber used in conjunction with the StormGateTM. Low flows are directed to the settling manhole by the adjustable StormGate weir. in the manhole,heavier solids will settle to the bottom,while floatables,and free oil and grease rise to the top.To prevent short circuiting,an internal baffle directs the flow over a long flow path to maximize residence time. When Inflows exceed the design flow of the StormGate Separator,high flows are routed over the StormGate weir, bypassing the tank and preventing resuspension of the pollutants. SYSTEM FEATURES AND BENEFITS •Low cost relative to similar devices •Field-adjustable weir that allows for accurate setting of invert elevations and control of flows through the settling tank •Internal baffle that resists short circulting •Drawings and specifications available on our web site at stormwaterinc.com •Engineering design and support from Stormwater Management Inc. •Optional low profile design available to minimize excavation depth •System design available to accommodate a Stormwater Management Storm Filter®for future installation •Optional biological treatment of oil available t�no _e roe nr....,.. w... o,..a,...� nn n-.00n �� a onn e.e ,«� ,.:o.... «..��. ::.-•--- _•----- --- ---'-- ------- -----------------------------'--�---'-- STO R M C ATE SEPARATOR ��p�m�-- ` -- ----- -------1 ~----^ `-_- -^ \ / ! ____-_--__- , � wAw*mLccmvsn ` ^^rnau STEPS INLET PIPE FIELD WEIR STORMGATE i � ' ! ) / | | . / ' . / � . � | / . � i ' * | � FLOW BYPASS_ ' \ ' FLOW DUCT (c) � OUTLET PIPE ` \ ORIFICE BOX | ` U SETTLING CHAMBERS } / / BAFFLE WALL _� � i ' ' � ' �� Nm / .~~..""~~",""�°" / � - _ xvAmAmsovsmr INC . | / � ---- --'------�--'-----�--- --- -_-J i � ,"o,,'° = m.~° °. ~.°...^ "" ",,=" � uu""" °^n =°, &","=,.,,. m*.^..~°.t ./....m � a STORMSUE11 _ 2 KIM CHECK VALVE CAP FLOAT HOOD GASKET S CENTER TUBE HOOD STAINLESS STEEL SCREEN ASSEMBLY SCRUBBING REGULATORS i v � M1•• h � ELEVATED LOW FLOW DISCHARGE FLUME OUTLET STORMSCREEN CARTRIDGE The StormScreen is a passive,high-flow screening system used for the removal of trash and debris and some TSS from stormwater runoff.The system revolves around the float-actuated,siphonic,radial flow StormScreen cartridge.The StormScreen utilizes a patented surface-cleaning mechanism that prevents blinding of the screen.By utilizing a direct screening mechanism the removal of solids larger than the diameter of the perforations in the screen Is guaranteed,regardless of flow rate through the system.Due to its modular design,the StormScreen can be installed Into small,prefabricated catch basins or incorporated into large,cast-in-place facilities that treat hundreds of cubic feet per second(cfs). SYSTEM FEATURES AND BENEFITS •Cost-effective removal of trash and debris,as well as some fine sediment •2400 micron,stainless steel screen(standard) •0.5 cis(225gpm)maximum filtration capacity per StormScreen cartridge •Siphonic operation and regulated surface-cleaning mechanism •Minimal excavation for installation •Optional sump dewatering system to eliminate standing water and reduce solids decomposition •Optional oil and grease removal provisions •On-site maintenance,provided by Stormwater Management Inc. •Potential for combination with the StormFilter system for comprehensive stormwater treatment •Engineering design and support by Stormwater Management's professional engineering staff sro rrrr Q STORMSCREEN ACCESS LADDER MANHOLE COVER STEPS CAST INTO WALL FULL HEIGHT INLET PIPE "' BAFFLE WALL "f OUTLET PIPE — OUTLET BAY INLET BAY STORMSCREEN PRECAST WALL WITH CARTRIDGES ELEVATED BEAM PASS THROUGH HOLES DISCHARGE FLUME PRECAST WALL DEWATERING PIPE WITH BEAM POCKETS DEBRIS SUMP CARTRIDGE PORTS STORMWATER MANAGEMENT INC . 17!171-R ui As—,# Wa. on ti-4 no 0977(1 // kla^n CAC A447 dm4g^A Got 1771 6101ASN StornFiNer E? ouTLET PIPE STUB RACAL IAL FLOW CARTRIDGE�\ I L\ 1 A —— A LIFTING EYE(TYR)—// iP.AFf IC BEARING LID INLET GRATE •� `\INLET PIPE STUB(OPTIONAL) STEEL CATCHBASIN StormFilter - PLAN VIEW I IIIIr�—IUSBE MAO[R �10 WSIpE OF RM� _I 3-Aw•�— 2'-•M� a_� OVERFLOW CHAMBER WEIR CREST NLET 2'-])/A• CuE 3-o' I ... �-► iI `• OUT PIPE STL6 —E�LOW W E WITH FILTER IIITER CHAMBER BAST/oU LEI CHAMBER CLEANOUT CHAMBER S" y i S'-I• OPENING WitE IN OVE RF LOW WEIR 2'-2 1/2- i 1 . STEEL CATCHBASIN S1ormFllter - SECTION VIEW A-A STEEL CATCHBASIN Storm Fllter - SECTION VIEW g_g SCALE: N.. 1 SW.Ee u.1S. t i' U.S.PATENT No. 5,322,629, 5,624,576,AND OTHER U.S.AND FOREIGN PATENTS PENDING The Stormwater Management StormFilter®is now available in a steel,concrete or plastic catch basin configuration.The CatchBasin StormFilter system,an extension of the widely accepted StormFilter Best Management Practice, has been engineered to replace the standard catch basin. In the CatchBasin StormFilter, polluted runoff enters the system through a traffic-bearing grate. In the inlet chamber primary settling of the runoff occurs,and the heavier solids drop to a sump on the vault floor.The water is directed under a l baffle into the filter chamber where the StormFilter cartridge is housed. During filtration, finer solids and soluble pollutants are removed. Clean water is discharged from the filter and directed around the overflow bypass weir to the outlet pipe. During heavy storms,when the flow exceeds the design flow,water in the inlet chamber spills over the bypass weir, preventing the re-suspension of sediments and pollutants trapped in the cartridge chamber. SYSTEM FEATURES AND BENEFITS GENERAL SPECIFICATIONS •Proven StormFilter technology targets site-specific pollutants •StormFilter capacity—5-15 gpm/cartridge(up to 4 cartridges) •Low cost,heavy gauge,all steel construction •Peak hydraulic capacity—1.0 cfs or 3.0 cfs •Internal bypass minimizes re-suspension of trapped pollutants •Hydraulic drop(Rim to Invert)—2.31 to 3.31 •Simple,low cost installation •Outlet pipe diameter—611 to 1211 •Easy maintenance supported by Stormwater Management •Load bearing capacity—H-20 rated •Operation and Maintenance Guidelines available from •Optional corrosion-resistant powder coating Stormwater Management Inc. -Also available in concrete and plastic I - � �� 5t@rmF11t@r��m� � ��` N�� &4�� \ L--.j L—j � � | � � ' CONCRETE COLLAR i ( FILTER CHAMBER COVER i | ! | ~^~'^~' ^~~^ FILTER CHAMBER INLET SLOPED DIVERTER PLATE CARTRIDGE SUPPORT ' � / | � ` � i ! OVERFLOW.^..^~^~. - � StormFilter CARTRIDGE ` ' scuw BAFFLE----- / DEBRIS SUMP | � FILTER CHAMBER OUTLET � DEBRIS SUMPi � - - ' / OUTLET PIPE ' cLcAwowr OPENING/m WEIR WITH _--�' i HOLE&EXPANSION PLUG . Also available in concrete and plastl ! / . ' / � ! | ii | | | | . ' � ! � � — &J�� ! ��xo�mr�m�m�wx�� N� mr � m � u m so*sm r ,m C ' | � ---�------------------------- -----'-----'--------------- � ! The Stormwater Management StormFilter®uses a variety of filter media to target and remove pollutants from stormwater runoff. It is the only stormwater treatment system to offer such versatility In removing site-specific pollutants.The StormFilter can be customized for each site by using different filter media to remove sediments, soluble phosphorus, soluble metals, and oil and grease.In many cases,a combination of media is recommended to maximize the effectiveness of pollutant removal. PERLITE Perlite is a natural) occurrin puffed volcanic ash. Its highly g naturally-occurring p g y porous, muiticellular structure,and rough •�f��n}"��,i edges make It very effective for removing fine particles.Perlite can be used as a stand-alone media or In y��q�-y�'t conjunction with other media.As a stand alone media,perlite most effectively removes suspended solids (TSS),and oil and grease. CSFO LEAF MEDIA CSF leaf media Is created from a feed stock of pure deciduous leaves collected by the City of Portland, Oregon. Stormwater Management processes composted leaves Into a granular organic media that is d most effective at removing soluble metals,(TSS),and oil and grease. ZEOLITE Zeolite is a naturally occurring mineral that has been used in a variety of water filtration applications. •� Zeolite is used to remove soluble metals,ammonium and some organics. tl?' 9 GAC(Granular Activated Carbon) GAC has been used in the water filtration industry for many years.This media is known for its micro- porous structure and extensive surface area, which provides high levels of adsorption. Stormwater Management has taken this developed filtration media and applied it to the stormwater Industry primarily for the removal of oil and grease and organics such as pentachlorophenol(PCP)and TNT. IRON INFUSED MEDIA Iron infused media is Stormwater Management's newest addition to media filtration. This open-cell structured media is infused with small bits of iron to remove dissolved phosphorus. This media also reduces soluble copper and zinc, making it extremely valuable for sensitive watersheds with nutrient loading problems. PLEATED FABRIC INSERTS Stormwater Management's pleated fabric inserts are designed primarily for TSS control. The reusable i insert fits inside the standard cartridge; extra space between the insert and the center tube can be used for the addition of granular media to provide soluble pollutant removal. i Media selection requires an understanding of the pollutants generated from the site and the sensitivity of the receiving waters.The media selection guide on the other side of this sheet can be used as a basic guideline when choosing the appropriate media for your site. '�"'�"" i 4aC� �4�G°3[M11wIALaoCG°3 MMLaaLaC�C�Ca►� ��oPG��O�oP® The StormFilter is the leading stormwater treatment technology. DESIGN CRITERIA It is a passive siphon-actuated, flow-through, stormwater The StormFilter is approved as a Best Management Practice filtration system consisting of a concrete vault that houses (BMP) with many agencies throughout the United States. rechargeable, media-filled filter cartridges. The StormFilter Regulatory requirements for designing BMPs vary from state to works by passing stormwater through these media-filled state,and may be based on a water quality flow rate determined cartridges,which trap particulates and adsorb pollutants such as from a design storm, a water quality volume, or removal dissolved metals,nutrients,and hydrocarbons. efficiency for a target pollutant. Stormwater Management will help you work with your local governing agency to ensure that The StormFilter is offered in four different configurations:cast- your StormFilter system meets their requirements. in-place,precast,linear,and catch basin.The precast,linear and catch basin models use pre-manufactured vaults to ease the SYSTEM SIZING AND HYDRAULIC DROP design and installation process. The cast-in-place units are System sizing is determined by analyzing data from either a customized for larger flows and may be either uncovered or volume-based or flow-based design, depending on which covered underground units. criterion is required by the relevant jurisdiction. Using the required criterion, Stormwater Management engineers will work APPLICATIONS with you to determine the optimum number of cartridges and The StormFilter excels in a wide variety of applications and is system vault size.The StormFilter typically requires 2.3 feet of being used to treat stormwater runoff in a wide variety of sites head differential between the inlet and the outlet. For a size throughout the United States. For jurisdictional authorities, the evaluation and cost estimation, complete the project system offers high levels of pollutant removal and improved water information sheet contained in this package, and fax it to quality. For developers,the StormFilter is cost-effective, easy to Stormwater Management. Install, and uses no additional land (entirely underground). For PRETREATMENT AND BYPASSING engineers, full design support, provided by Stormwater Stormwater Management evaluates the need for pretreatment Management at no extra cost, is invaluable. These benefits, devices for each site.The StormFilter typically does not require coupled with unsurpassed versatility, make the StormFilter the pretreatment,but if pretreatment is needed the following devices best long-term solution for stormwater treatment. may be used: the StormGate Separator T11, StormScreenT , TYPICAL DEVELOPMENT APPLICATIONS: sedimentation vaults,manholes,oil/water separators,detention/ Parking lots sedimentation tanks or ponds. Stormwater Management can • Commercial and industrial sites provide recommendations on the need for and size of these • High-density and single-family housing facilities. Depending on individual site characteristics, some • Maintenance,transportation and port facilities systems should be equipped with a StormGateT" high-flow • bypass. The StormGate is used when the peak storm event TYPICAL ROADWAY APPLICATIONS: generates a flow that exceeds the overflow capacity or design Arterial roads capacity of the StormFilter. • •Freeways CONSTRUCTION AND INSTALLATION •Bridge decks Stormwater Management provides precast StormFiiters to the •Light rail and transit facilities end user as a complete system. The StormFilter is typically For specialized applications,laboratory evaluation of the water is delivered to the project site in two separate shipments. The normally required to establish the operational parameters. precast vault is first delivered to the site by the local precaster. Stormwater Management can perform these studies through its Once the project is near completion, the site is paved, outstanding Research and Development department. landscaping is complete, and the storm drains are clean, filter cartridges are delivered for installation in the vault. The filter cartridges can be installed by the on-site contractor or Stormwater Management. nituWtw� r FILTER MEDIA D D A 1 ? . r w � I I r PERLITE CSF®LEAF MEDIA ZEOLITE IRON INFUSED GAC PLEATED FABRIC j I �� I II MEDIA SELECTION GUIDE POLLUTANT PERLITE CSF ZEOLITE GAC IRON INFUSED PLEATED FABRIC Sediments ✓ ✓ J t { Oil and Grease ✓ ✓ ✓ J J i ' Soluble Metals I ✓ J I Organics I i Total Phosphorus Dissolved Phosphorus ✓ j j Total Nitrogen ✓ J ✓ J I Dissolved Ammonium J k STORMWATER MANAGEMENT INC . V;nJ1-R NF Al—r+ W— 0—+i n i no o777n �� nAnn 9AA A447 A, onn 941177/ Jitnnilta 611fA10GE �R J. I LET lT�f 11 The Stormwater Management StormFilter® cartridge is the through the check valve, as it is displaced by the treated water heart of the StormFilter system. The ability to select media filling the drainage tube.When the water in the cartridge reaches based on your site needs and the passive siphon function that the top of the float, buoyant forces pull the float free and allow maximizes filter efficiency and longevity make it the leading the filtered water to drain out Into the under-drain manifold for stormwater treatment technology available today. discharge.As the water drains,the check valve closes,creating a siphon effect. The siphon increases the flow potential and The StormFilter cartridges are housed in the filtration bay of a distribution of pollutants across the filter media, increasing the StormFilter vault. The StormFilter vault is composed of three effectiveness and useful life of the filter cartridge. bays: a pretreatment bay, a filtration bay, and an outlet bay. Polluted stormwater enters the pretreatment bay where heavy The siphon effect continues until the storm subsides,and the solids and floatables are trapped.The pretreated flows are then water level in the vault begins to drop. A hanging water column directed into the filtration bay for full treatment. Flow passes remains under the filter cartridge hood until the water level in through the filters into an under-drain manifold that discharges the vault reaches the scrubbing regulators. fully treated flow to the outlet bay.The outlet bay collects flow from the under-drain manifold for discharge through a single As the water in the vault continues to drop, air bubbles rush outlet pipe. through the scrubbing regulators releasing the hanging water column under the hood. The air bubbles agitate the surface of During a storm, as water enters and fills the filtration bay, the filter media, causing much of the accumulated sediment to polluted stormwater passes through the filtration media, where drop to the vault floor. This surface-cleaning mechanism particulates are trapped and pollutants adsorbed, and into a increases the effective life of the filter. center drainage tube. Air trapped under the hood is purged - �� CARTRIDGE� �� Q�� \ \ | } | � \ \ | | i Z__/ \__� [_� \_—\ [—_) [_� \—_—1 �_] L---___'^ � ' > ' , / CAP CHECK VALVE HOOD GASKET LOAT FILTER MEDIA HOOD / | ' ! ^"°'=` '""" OUTER SCREEN ! OPTIONAL | } o�nv ` ' FILTER MEDIA � | / F--.T— _ INNER MESH � ` UNDER-DRAIN | } � FILTERED WATER � UNDER-DRAIN MANIFOLD VAULT FLOOR CAST INTO VAULT FLOOR STORMWATERL ` U.S. - - - _ - - - - - , ' ., ~ . 6,027,639 and other |Patent No. THE ST®RMATER MANAGEMENT St @rmF lit @r® i I I i I MANHOLE COVER FLOW SPREADER LADDER FLOW SPREADER ~ t OUTLET PIPE 'SAM "+ INLET PIPE DISCHARGE ENERGY DISSIPATOR HIGH FLOW BYPASS FILTRATION BAY StormFllter CARTRIDGE { l i 4 t : i f STORMWATER MANAGEMENT INC . U.S.Patent No.5,322,629,5,624,576, 5,707,527,6,027,639 and other U.S and Foreign patents pending. •eno•_e ur •r...,,.• w..., n..•r.,.w no eseon �� Aonn cno ncc� Aonn cc•taro• fRS,.�,,,,,,,,,��,,,�,,,,,,,,,,, F NOTES 8' X 16' PRECAST y STORM 713t MANACCIANT EI..I'MILM STORMFILTER DATA a OREGON BoD/B�e-xs�.ERS RE"t REMULAR MAINTENANCE W-TD MRA710N AND GUDMMES FOR DETAtlS RnurA PEISDp of PFMt►LOw RETE VAULT 70 BE DMMM AND OONSMCTM N ACCOIIOANCE LR7N or GRARDAQ RDasra ASTM O167.AND CM& r SMWFILTDA REQUIRES ZY OF DROP FROy URET 70 MI ET. NINE DAT�Ic DIET AND OUTLET PNTNG 7D x "TRAL DAWE1pA So[ClIED RY naeJEER wNO PROM=SY CONTRACTOR. NLLT PIPE 1 AN71—PLOATATI0A1 BALLAST 70 BE SPECM By El"WEIL BALLAST To BE SET ALONG NUT PPE 9Y�CDII�OF 907H ODES OF VAULT. BALLAST rA (LIlE A i ApT �N NOOIT IERIALB TD BE PROMTAED PRECAST S7OWRLIM EQUIPPED MATH EITIM CORM NO=/r;EODIL AMUg AM& T NLM/DU7IET LOCATICN& .DF6 OM CR KNOCKOUTS ETAIL REF1i 8 OEM INTENT OILY.ACTUAL VAULT DIME dMM AND LANRCURAiION MALL SE SNOWN oN THE PROOUC7IDN S,,P DRAWING SUSr1TTAL PRECAST OUTLET PIPE rBA�M(SEE NOTE B) CARTRIDGE BAY �VAUELT (SEE NOTE S) 11 ALTERNATE PIPE 1 LOCATIONS (TYP) A INLET -a. BAY DGE 7 :� B' INLET PIPE (SEE NOTE S) AY 1a FLOW SPREADER ( ') y� !• ' 'i , . ;a ENERGY d OISSPATOR 8'x16' PRECAST STORMFILTER — PLAN VIEW SCALE: ld 1 1 30'0 MANNOLI< FRAME a COVER(TYP) (FLAW SPREADER LADDER 1 (TYP) STORMFILTER I MAN CARTRIDGE(TYP) +.a' 1 BAFFLE WALL (TYP) »r HYARiimlt UNDERORAIN MANIFOLD(TYP) ENERGY DISSIPATOR Da FwaRr. SAWA 8'x16' PRECAST STORMFILTER — SECTION VIEW TM.A470'P.Op,Rw AL�f.ISP, _`&.Prat•.Alm an=of SCALE: N.rS A—A A�PAa�A sA1sAS 7>ODDIY 1 =W--ME%Ag am= x16' PRECAST STo'—w FKTER PLAN AND SECTION VIEW DESIGN MMUAL — STANDARD DETAIL .norms T ANr ME rac r o � ADOA l ° D moo A O n� eS /, c) \ �V � 0 �RMwq rER Mq �jGEMMT s a>e C) TRITE °"h AID RITE AID #064--65-01 CORPORATION S. c� ENgr�ra= of v- MaaCHS4Er. avf A.J. KOLTAVARY/CIVIL ENGINEERS Nf� sanarxr recur EI�':C'i"vi .iq CP «aRSa6 a'czsii" a.e (ate.ne)`WS.ee� .cfn.p)�v-e.ss CONCEPTUAL GRADING PLAN PACIFIC ,SOUTHWEST GROUP VNVIRONMENTAL RESOURCES 2 DEC 7 2006 August 23,2004 Project 04.138.1 - S RHL Design Group, Inc. 2401 East Katella Avenue, Suite 400 Anaheim, California 92806 Attention: Mr. Jim Forgey Subject: Geotechnical Investigation Report New Rite Aid Pharmacy Southwest Comer of Encinitas Boulevard and Manchester Avenue Encinitas, California References: See Appendix A Dear Mr. Forgey: 1. INTRODUCTION a) In accordance with your request, we have conducted a geotechnical investigation for the New Rite Aid Phannacy located in the City of Encinitas,California. b) We understand that the proposed project will include development of a new 16,708- square foot building and associated parking and driveways. C) Grading and structural plans are not available at this time. However, we have assumed wall loads of 3 kip/ftz and column loads of 50 kips. Also, we have assumed that the proposed grades will not change significantly from the existing grades. 2. SCOPE The scope of services we provided was as follows, and was conducted within the guidelines included in the Rite Aid Model Due Diligence Scope of Services-Free Standing Stores. a) Preliminary planning and preparation: b) Pre-marking the planned boring locations and contacting Underground Service Alert (USA) in order identify any underground utilities; 27292 CALLE ARROYO • SUITE B • SAN JUAN CAPISTRANO,CA 92675 • TEL:(949)487-1111 • FAX: (949)487-1112 RHL Design Group,Inc. August 23,2004 Project 04.13 8.1 Page 2 C) Review of available geologic literature,which includes the subject properties; d) Drilling a total of 14 borings: i) 6 borings within the buildui.g footprint to depths ranging from 25 to 26.5 feet; ii) 7 borings within thte parking lots and driveway and each pylon sign location, to depths up to 13.5 feet; 1 boring drilled within the trash enclosure to a depth up to 1.2 feet; e) Logging the borings by our Engineering Geologist; fl Obtaining in-situ and bulk samples from the borings for classifica ons and laboratory testing; Laboratory testing of selected samples considered representative of site conditions is, ord-_-to ascertain or derive relevant engineering properties, h) Preparation of a Due Diligence Phase Geotechnical Engineering Deport, presenting our findings, conclusions and recommendations pertaining;to the following: CP processing of soils; foundation types iv) expansivity; V) sulphate content and.cement type; vi) shrinkage factor and subsidence; vii) slabs-on-grade; viii) settlement; ix) ground water; X) seismicity; xi) pavement design; R iL Design Group,Inc. August 23,2004 Project 04.138.1 Page 3 xii) retaining walls: active pressure; at-rest pressure; passive resistance; coefficient of friction. 3. FIELD EXPLORATION Details of the field investigation, including the Logs of Borings, are presented in Appendix B. 4. LABORATORY TESTING A description of the laboratory testing and the results is presented in Appendix C. SITE DESCRIPTION .5.1 Location �) The project site is located within the west-central portion of San Diego CoLnity, California.. b) The site is located approximately 75 feet southwest of the intersection of Encinitas Boulevard and Manchester Avenue,in Encinitas, California. C) The approximate location is shown on the Location Map, Fig-tire 1. 5.2 Surface Site Conditions a) The project site is nearly square shaped, and is comprised of approximately 1.2 acres of vacant land. No structures or trees are present within the limits of the property. A retaining wall, ranging from 3 to 4 feet in height is present along the northern property line. The surface area is presently unpaved and is capped partially by gravel, soil, and organic mulch. In general, the site slopes from northeast to southwest, and is generally topographically lower than the surrounding properties and streets. Maximum topographic relief is about 20 feet. The steepest portion of the site is located in the northeast comer where the site slopes from Encinitas Boulevard to the pad at a gradient of 4:1 (horizontal: vertical) where the height is about 9 feet. i P € � - — _-..: 7 ,� j�Ir �a �IV'til� '.�rC-ate,•�ar^'�?ti si ?ary�,� � �9p 1 �- - _ �-; ; �. � •ir� ":lf�'r- .1 �kc,. t r -'': yi4 .- j _ �at.4`'a , Itrt} v fl L 7 t� r -�J 1 1 : .�� ' . j � ♦mod k�3� { J � 6"� 1 h L4 1 _ t£ I k Y ,'I I - �'^� �I��tJ J ` r �.iG -��•y'+r.� - _ i/ - � U 11,p7 � � d�1 r d.� } "rt ��`• pVl� �� p� - , _ f��'�lf �• �`\"'7��1�('•11�q,? . Y.?F is . �� U� �* ti� °4'� �( -r�.}„�,r� 1 ` ,-.i i...c.�_:.��`6 .��y��{i j �♦�'�91 F'F -:�T��",� � /_',lil�aq�f�,_ �a ^' IMP r lti. •='��^Y� 'i •1 •- .may 1•{�`''' ,�� s`' ° r' ��, •'�s x�',iq� � 1, *�"�1 �`p,`� �' '.�a£`�""`i�� 1 lit r `� � `x _� ,!,«�� .`➢ n � ' • 1 � 1•J / 1 : 1 Southwest Comer of Encinitas Boulevard and Manchester Avenue • 1 1 California . 0" ' Figure 1 [Project-No.: 04.138.1 RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 4 b) The property is bordered on the north and west sides by existing commercial office buildings, and on the east and south sides by Encinitas Boulevard and Manchester Avenue,with retail use centers beyond. C) Surface drainage at the site consists of sheet flow runoff of incident rainfall; derived from within the property boundaries and surrounding up-gradient areas. No surface drainage devices were observed within the limits of the property. 5.3 Geology 5.3.1 Regional Geologic Setting The Property is located on the southwestern portion of the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges consist of a series of mountain ranges separated by longitudinal valleys. The ranges trend northwest-southeast and are sub parallel to faults branching from the San Andreas Fault. The Peninsular Ranges extend from the southeni side of the Santa Monica h,Iountains into Baja California,Mexico (CDMG, 1997). 5.;.? Local Cieolo -gig Sew The project site lies within the northern portion of the San Diego Embaymen.t. The s to is underlain locally by about 100 feet of m��-ine, non- marine poorly cons;,lidated sandstone bedrock, which in turn is underlain by older sedimentary deposits, and volcanic basement rocks. 5.4 Subsurface Site Conditions 5.4.1 General Uncertified Fill, Alluvial soils and native Terrace Deposit materials were encountered during the subsurface investigation conducted at the site. The description of the subsurface materials encountered is provided below. 5.42 Uncertified Fill a) Uncertified Fill soils were encountered within all borings drilled during the subsurface exploration. These soils were found to consist of dark yellow brown to gray brown, dry to damp, medium dense to dense, Silty SAND. Scattered roots and gravel were also observed within the upper limits of the Fill zone. RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 5 b) The maximum depth of Fill encountered within the borings was 8 feet. Significantly deeper fill is not expected to be present within the limits of the subject site. 5.4.3 Alluvium a) Native Alluvial soils were encountered within selected borings drill at the site. b) These soils were found to consist of tine-grained, dark yellow brown, moist to saturated, loose to medium dense and poorly consolidated, Silty SAND. C) The Alluvial soils were encountered within Borings B-7,B-11, B-12, and B-13. The Alluvial soils were encountered to the maximlun depth explored,in those respective borvlgs, 15 feet. 5.4.4 Terrace Deposits a.) Underlying the Fill and Alluvium are native marine Terrace Deposits. b) These materials were found to be comprised of generally fine- grained, yellow brown, dry to moist; nncemented, and moderately hard, poorl.y bedded, Silty SAND. 'Considerable variations of overall consolidation of the soils was observed, ranging from very well consolidated to tulconsolidated. Scattered rounded to sub-rounded pebbles were observed within these Terrace Deposit soils. C) The Terrace Deposits were encountered to the maximum depth explored, 26.5 feet. 6. GROUND WATER No free ground water was encountered within any of the borings drilled during the subsurface explorations. Light seepage was encountered within Borings B-7, B-12, and B- 13 at depths of 14 feet below grade,respectively. Each of these borings was left open for a period of 2 hours following the drilling operation. No standing water ever developed within any of the borings. RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 6 7. POTENTIAL SEISNHC HAZARDS 7.1 General a) The property is located in the general proximity of several active and potentially active faults, which are typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70-mile radius are capable of generating ground shaking of engineering significance to the proposed construction. b) In Southern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake,the greater the potential damage. 7.2 Ground Surface Rupture The Property is not within an Alquist-Priolo Special Studies Zone;however, during historic times, a number of major earthquakes have occurred along active faults in Southern Califoniia. The closest active fault is the Rose Canyon Fault, located at a distance of about 5-miles west of the project site. Other potentially active faults include the Newport-Inglewood Fault and the Coronado Bank Fault. located at distances of about 14 miles and 20 miles, respectively, from the Property. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the sit::. 73 Deterministic Seismic Hazard Analysis a) We performed a deterministic seismic hazard analysis using the computer program EQFAULT, EQSEARCH, and UCSEIS (Blake; 2000). The program computes the peak ground acceleration and the maximum magnitude earthquakes on each of the faults found within a user specified radius. The computation of the peak acceleration is based on the closest distance between the site and each digitized fault and a user specified attenuation rclationship. For our analysis, we used a 70-mile radius and the attenuation relationships developed by Boore, et al, (1997). Peak ground acceleration for the Property is 0.38g. RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 7 b) Figure 2 shows the geographical relationships among the site locations, nearby faults and the epicenters of significant occurrences. Figure 3 gives the seismic parameters affecting the subject site. The project site is not located within any Alquist-Priolo Fault Zone; however, during historic times, a number of major earthquakes have occurred along the active faults in Southern California. From the seismic history of the region and proximity, the Rose Canyon Fault has the greatest potential for causing earthquake damage related to ground shaking at this site. C) Based upon design guidelines provided in the 1997 Uniform Building Code, structures may be designed using the reduction in the peak ground acceleration of the 10 percent Probability of Exceedance in 50 years. The results of the analysis of the site acceleration; using a reduction of the 10 percent Probability of Exceedance in 50 years, concludes that it has a design acceleration of 0.28g. Figure 4 shows a graphic plot of the 10 percent Probability of Exceedance in 50 years for this site. 8. CONCLUSIONS A' D RECO1VIiVIENDA'TIONS 8.t General a) It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are - incorporated in the project plan designs and specifications, and are implemented durnng construction. b) We are of the opinion that the proposed structures may be supported on shallow spread footings founded in compacted fill. C) We are also of the opinion that with due and reasonable precautions, the required grading will not endanger adjacent property nor will grading be affected adversely by adjoining property. d) The design recorninendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. e) The final grading plans and foundation plans/design loads should be reviewed by the Geotechnical Engineer. �+�► a ► 1 nn ♦ a O ♦ �0 r o iz Ox • X13 ��' 3 i . O d W •rte. rJ—'�_.�..— w Y=`' u I .� �• � .}e� 4e' 1� � I W W � �1 � at • ��• � �Eg E yp'' � E M J tY atr'•,� •, �p��>"i'� 9>vJ g v ��i� �� _3 � � . .•fig �•I'\,' d:i�• ao�2'r'Q� IV all I J 0 .ails R`Wri� : G�Q az n SE V e� E � ° �s3 ;� r "'mot LLI 2 m d U/0 16 i 1 IW Q C-4 y i i u LL Do $4 41 Y <� f• a'; �9 �ab y t � Y � o E C N o� 3t b of o lit r�r pr e a c.q W > of aE W$ p 80 reg tL cct 7 M O O c � W C/3 En o azz) o y W N W N 00 L ^• .-- �zQ� U W o0 CA Ln o o � o 3 N � Ln 0 w 0 rn 0, v d QI 00 O W S CD p.. U U t+l M M7 F-1 0 N !0- rn M : ¢ ¢ ono N N M - 0t V Dog A� U n s Q o w � •_ 0 Uw wu PROBABILITY OF EXCEEDANCE F 100 50 rs 90 80 70 60 50 ca 0 8 40 --- — — - co ID U LL 30 20 10 0 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration(g) REFERENCE: Boore et al(1997)NEHRP D(250)2 Southwest Corner of Encinitas Boulevard and Manchester Avenue PACIFIC SOUTHWEST GROUP Encinitas, California Date: August 2004 Figure No Project No.: 04.183.1 4 REL Design Group,Inc. August 23,2004 Project 04.13 8.1 Page 8 8.2 Grading 8.2.1 Processing of On-Site Soils a) All existing fill, up to 6 feet in depth, present at the site should 'cc removed entirely within building areas and extending at least .:-ve feet beyond the building perimeter. The soils may be reused as compacted fill after removal of debris and deleterious matter. b) After removal of the fill,it must be ensured that there is at least three feet of compacted fill below the bottom of the slab and at one foot below the footings. The limits of the fill should extend at least 5 feet beyond the building perimeters. C) Wherever structural fills are to be placed, the upper 6 to 8 inches of the subgrade should, after stripping or overexcavation, first be scarified and reworked. d) There should be at least 12 inches of reworked existing soils or compacted fill under pavement areas. C) Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be made good prior to further construction. f) The depths of overexcavation should be reviewed by the Geotechnical Engineer during construction. Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotechnical Engineer for proper exposure, removal or processing, as directed. No underground obstructions or facilities should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be bac.kfilled properly with suitable materials, and compacted. 8.2.2 Material Selection After the site has been stripped of any debris, vegetation and organic soils, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills, with the following provisions: a) The organic content does not exceed 3 percent by volume; RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 9 b) Large size rocks greater than 8 inches in diameter should not be incorporated in compacted fill; C) Rocks greater than 4 inches in diameter should not be incorporated in compacted fill to within 1 foot of the underside of the footings and slabs. 8.2.3 Compaction Requirements a) Reworking/compaction shall -include moisture-conditioning/drying as needed to bring the soils to slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. b) Fill should be compacted in lifts not exceeding 8 inches (loose). 8.2.4 Excavating Conditions a) Excavation of on-site materials may be accomplished urith standard earthrnovuig or trenching equipment. No hard rock was encountered which will-iequire blasting. b) Groundwater was not encountered to the depth explored. Light seepage was encountered,however, dewatering is not anticipated. 82.5 Shrinkage -For preliminary earthwork calculations, an average shrinkage factor of 10 percent is recomunended for the fill soils (this does not include handling losses). 8.2.6 Expansivity a) Based upon visual observation, the expansivity of the site soils is considered Low. b) The soil expansion potential for specific areas should be detemined during the final stages of rough grading. i RHL Design Group,Inc. August 23,2004 Project 04.138.1 Page 10 8.2.7 Sulphate Content a) The sulphate contents of a representative sample of the subgrade soil were found to be less than 0.1%. The sulphate exposure is considered negligible in accordance with Table 19.A-A4 of the building code. b) The fill materials should be tested for their sulphate content during the final stage of rough grading. 8.2.8 Utility Trenching a) The walls of temporary construction trenches in fill should stand nearly vertical, with only minor sloughing, provided the total depth does not exceed 3 feet(approximately). Shoring of excavation walls or flattening of slopes may be required, if greater depths are necessary. b) 'Trenches should be located so as not to impair the bearing capacity or to cause settlement under foundations. As a guide, trenches should be clear of a 45-degree plane, extending outward and downward from the edge of foundations. Shoring should comply with Cal-OSHA regulations. C) Existing sc ails may be utilized for trenching backfill., provided they are free of organic materials. d) All work associated with trench shoring must conform to the state and federal safety codes. 8.2.9 Surface Drainage Provisions Positive surface gradients should be provided adjacent to the buildings to direct surface water run-off away from structural foundations and to suitable discharge facilities. 8.2.10 Grading Control All grading and earthwork should be performed under the observation of a Geotechnical Engineer in order to achieve proper subgrade preparation, selection of satisfactory materials, placement and compaction of all structural fill. Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. i RHL Design Group,Inc. August 23, 2004 Project 04.13 8.1 Page 11 8.3 Slab-on-Grade a) Concrete floor slabs may be founded on the reworked existing soils or compacted fill. The subgrade should be proof-rolled just prior to construction to provide a firm, unyielding surface, especially if the surface has been loosened by the passage of construction traffic. b) The slab should be underlain by two inches of SAND. If a floor covering that would be critically affected by moisture is to be used, a plastic vapor barrier is recommended. This sheeting should be placed below the SAND layer. C) It is recommended that 43 bars on 18-inch center,both ways,be provided as minimum reinforcement in slabs-on-grade. Joints should be provided and slabs should be at least 4 inches thick. d) The FFL should be at]east 6 inches above highest adjacent grade. e) The subgrade soils should be kept moist prior to the concrete pour. 8.4 Spp�ad Foundations The proposed structures can be founded on shallow spread footings. The criteria preszrnted as follows should be adopted: 8.4.1 Dimensions/r'mbedment Depths Minimum Footing Minimum Embedment Number of Stories Minimum Width Thickness Below Lowest Finished Surface (floors supported) (ft) (in) (ft) 1 1.0 6 Perimeter 1.5 Interior 1.0 Perimeter 11.5 2 1.25 7 Interior 1.5 Square Column 0 2.0 Footings to 100 kip 8.4.2 Allowable Bearing Capacity Embedment Depth Allowable Bearing Capacity (ft) (Ib/f 2) 1.0 _ 2,000 1.5 2,400 2.0 2,800 RHL Design Group,Inc. August 23, 2004 Project 04.138.1 Page 12 (Notes: • These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces; • At least 2x#4 bars should be provided in wall footings, one on top and one at the bottom; • In the event that footings are founded in structural fills consisting of imported materials, the allowable bearing capacities will depend on the type of these materials, and should be re-evaluated; • Bearing capacities should be re-evaluated when loads have been obtauzed and footings sized dw-ing the preliminary design; • Planter areas should not be sited adjacent to walls; • Footing excavations should be observed by the Geotechnical Engineer; • Footing excavations should be kept moist prior to the concrete pour, �+ It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening,planting,digging,etc.) 8.4.3 Settlements Total and differential settlements under spread footings are expected to be within tolerable limits and are not expected to exceed I and 3/ inches, respectively. 8.5 Lateral Pressures a) The following lateral pressures are recommended for the design of retaining structures. Pressure(lb/ft'/ft depth) _ Lateral Force Soil Profile Unrestrained Wall Rigidly Supported Wall Active Pressure Level 34 - At-Rest Pressure Level - 58 Passive Resistance Level 350 - (ignore upper 1.5 ft.) RBL Design Group,Inc. August 23, 2004 Project 04.13 8.1 Page 13 b) Friction coefficient: 0.4 (includes a Factor of Safety of 1.5). While combining friction with passive resistance,reduce passive by 1/3. C) These values apply to the existing soil, and to compacted backfill generated from in-situ material. Imported material should be evaluated separately. It is recommended that where feasible, imported granular backfill be utilized, for a width equal to approximately one-quarter the wall height, and not less than 1.5 feet. d) Backfill should be placed under engineering control. e) Subdrains comprised of 4-inch perforated SDR-35 or equivalent PVC pipe covered in a minimum of one cubic foot per linear foot of filter rock and wrapped in Mirafi 140N filter fabric should be provided behind retaining walls. 8.7 Seismic Coefficients a) The seismic design coefficients in accordance with the seismic provisiolls of Uniform Building Code are provided below: ITEM VALUE REFERENCE Soil Profile Type Sr, UBC Table 16J____ Seismic Source Type B UBC Table 16L1 Near Source Factor-Na 1.0 UBC Table 16S Near Source Factor-N, 1.1 UBC Table 16T Seismic Coefficient-Ca 0.44 UBC Table 16Q Seismic Coefficient-C„ 0.69 UBC'Table 16R Peak Ground Acceleration 0388 EQFAULT(Boore et al. 1997) Distance to Source 8.0 km CDMG 1.0 Percent Probability of 0.28g FRISKSP-Blake 2000 Exceedance in 50 Years b) The ground water was not encountered to the depth explored. The potential for the liquefaction is low. RBL Design Group,Inc. August 23, 2004 Project 04.13 8.1 Page 14 9. • LEyHTATIONS a) Soils and bedrock over an area show variations in geological structure,type,strength and other properties from what can be observed, sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation,laboratory data and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. b) In the event that during construction, conditions are exposed which are significantly different from those described in this report,they should be brought to the attention of the Geotechnical Engineer. The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance,please call. Very truly yours, PACIFIC SOUT14-1y-,'EST GR.O oQ�OFESS/pN4` MOHAN B. C�,L n UPASANI co t� �__-- C7 EXP.Date 03/31/07 m Mohan B. 1 asam d 2301 Allan Kaze Principal Geotechnical Engi &woe P Principal Engineering Geologist RGE 2301 -9� ECH (Exp. March 31,2007) `F OF C MBU/AK: fdr Enclosures: Location Map - Figure 1 Seismicity Map -Figure 2 Table of Seismic Parameters -Figure 3 Design Basis Ground Motion -Figure 4 References -Appendix A Field Exploration - Appendix B Unified Soils Classification System Figure B-1 Log of Borings Figure B-2 through 15 Laboratory Testing - Appendix C Geotechnical Plan - Plate 1 Project 04.13)8-1 APPENDIX A References rences Published Literature 1. Blake, T. F., 2000, EQFAULT. A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized Califol nia Fault, User Manual and Program. 2. Blake, T. F., 1999, EQSEARCH: A Computer Program for the Estimation of Peak Horizontal Acceleration from California Historical Earthquake Catalogs, User Manual and Program. 3. Blake, T.F., 2000, UBSEIS, 2000, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources,User Manual and Program, 53p. 4. Boore,D.M.,Joyner, W.B., and Fumal,T.E., 1997,Equations for the Estimating Horizontal Response Spectra and Peak Acceleration front Western North American Earthquakes: A Summary of Recent Work: Seismological Research Letters,Vol. 68;No. 1,pp. 128-153. S. Kennedy; i-�1.P., 1975, Geology of the San Diego 1�letropolitan Area, California, Del La Jolla, Point Loma, La Mesa, Poway, and SW is Escondido 7.5-Minute Quadrangles: California Division of mines and Geology Bulletin 200, Section A, 38 p. 6 U.S. Geological Survey, 1968, 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. 7. U.S. Geological Survey, 1963, (Photorevised 1983), 7.5-Minute Series Topographic Map, Rancho Santa Fe Quadrangle. .. .. ...... ...... ..... .... Project 04.138.1 APPENDIX B Field Exploration a) The site was explored between August 3rd and 4",2004, utilizing an 8-inch diameter,truck-- mounted, B-53 hollow stem auger drill rig, to excavate fourteen borings to a maximtun depth of 26.5 feet below the existing ground surface. The borings were subsequently backfilled. b) The soils encountered in the borings were logged and sampled by our Engineering Geologist. The soils were classified in accordance with the Unified Soil Classification System described in Figure. B-1. The Logs of Borings are presented in Figures .B-2 through B-15. The approximate locations of the drilled borings are shown on the Borilzg Location Plant, Pkile 1. The logs, as presented, are based on the field lobs,modified as required from the results rf the laboratory tests. Driven rung and bulk samples were obtained from the excavations for laboratory inspection and testing. The depths at which the samples were obtained are indicated on the logs. C) The number of blows of the hammer during sampling was recorded, together with the depth of penetration, the driving weight and the height of fall. The blows required per :Foot of penetration for given samples are indicated on the logs. These blow counts provide a measure of the density and consistency of the soil. d) Light seepage was encountered in within Borings B-7, B-12, and B-13, at depths of 14 feet below grade. No free ground water was encountered. e) Caving within the borings did not occur. UNIFIED jILS CLASSIFICATION (ASW J-2487) PRIMARY DIVISION GROUP SYMBOL SECONDARY DIVISIONS Clean GW Well graded gravels,gravel-sand mixture,little or no fines U) v, rn r e Gravels Poorly graded ravels or ravel-sand mixtures, little or no fines O n N w <5%fines GP Y9 9 9 U3 °1 > L o GM Silty gravels,gravel-sand-silt mixture. Non-plastic fines. o m m o o Gravel with W E o g `i Fines GC Clayey gravels,gravel-sand-clay mixtures.Plastic fines `O SW Well-graded gravels,gravel-sand mixtures, little or no fines. (D Clean Sands L = trn u > (<5%fines) SP Poorly graded sands or gravelly sands,little or no fines. 0mmo -.� Q O1 ¢ 0= °_' `° Silty sands,sand-silt mixtures.Non Plastic fines. O �° `-° rn B o° E Sands with SM ty U N Fines SC Clayey sands,sand-clay mixtures. Plastic fines. Z Inorganic silts and very fine sands,rock flour,silty or clayey fine N = ML _ sands or clayey silts,with slight plasticity N ¢r :3 I- Inorganic clays of low to medium plasticity,gravelly clays, sandy _@ a g o(n° CL clays,silty clays,lean clays. UD Co y rn a-1 OL Organic silts and organic silty clays of low plasticity. E �� W o o Inorganic silts,micaceous or diatomaceous fine sandy or silty z o w o MH soils,elastic silts. C L g o W Z CH Inorganic clays of high plasticity,fat clays LLJ c _ 0 a U a F- OH Organic clays of medium to high plasticity,organic silts. :Highly Organic Soils PT Peat and other highly organic soils. CLASSIFICATION BASED ON FIELD TESTS i PENE I RATION RESISTANCE(PR) Clays and Silts "Numbers of blows of 140 lb hammer -- Sands and Graver Consistency Blows/foot' Strength- falling 3o inches to drive a 2-inch O.D. (1 318 in.W.)Split Barrel sampler ' l.elatiae Density Elows/fool Very Soft 0-2 0-'/z_ (ASTM-1588 Standard Penetration Toel) Very loose 0-4 --soft — 2 4 �M ------- --- �--Loose 4-10 Firm _ 4-8 Y:-1 --- — -- --riff 8 15 1 2 "Unconnned Compressive_ strength in Medium Dense 10-30 _-- tons/sq. ft. Read from pocket F- 30-50 Very Stiff 15-30 -4 penetrometer Dense Very Dense Over 50 Hard Over 30 Over 4 CLASSIFICATION CRITERIA BASED ON LAB TESTS 6o GW and SW-Cu=Dso/D,o greater than 4 for GW and 6 for SW;C,=(D30)2/Diox Deo between 1 and 3 so 40 GP and SP-Clean gravel or sand not meeting requirement for GW and SW 30 — GM and SM-Atterberg limit below"A"line or P.I.less than 4 N t°20 a 10 r GC and SC--Atterberg limit above"A"line P.I. greater than 7 0 o io 20 30 40 so bo 70 80 90 100 CLASSIFICATION OF EARTH MATERIAL IS BASED ON FIELD INSPECTION Liquid Limit AND SHOULD NOT BE CONSTRUED TO IMPLY LABORATORY ANALYSIS UNLESS SO STATED. Plasticity chart for laboratory Classification of Fine-grained soils Fines(Silty or Clay) Fine Sand Medium Sand Coarse Sand Fine Gravel Coarse Gravel Cobbles Boulders Sieve Sizes 200 40 10 4 '/.° 3° 10° Southwest Corner of Encinitas Boulevard and Manchester Avenue Encinitas,California PACIFIC SOUTHWEST GROUP Date: August 2004 Figure No.: Project No.: 04.138.1 B-1 Drilling Method :Hollow Stem LOG OF BORING B-1 Sampling Method :California ModifiedlSPT Hammer Weight(Ibs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Boring :e" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Protect: 04.138.1 Sample Type Water Levels ter Encountered ® Ring Groundwa F/—,7� Bulk Q Seepage Encountered Standard Penetration Test _m _T U_ N a) N a) p U O J D z ° 3 DESCRIPTION Q E 0 Z � , o m U — rn p Ul IL o O -— 0 Silty SAND with gravel:fine grained,dark yellow brown,damp to SM slightly moist,medium dense, 15%gravel,minor U JCERTIFIED FILL S ilty SAND:fine g 7.2 103.6 19 @2.2'Srained,light yellow brown,medium dense, poorly bedded,poorly to slightly consolidated 5 2.1 93.9 14 jr @9'better consolidation,medium dense to dense,dark yellow N=21 l: brown,damp To SM I 101.0 22 151 Silty SAND:fine grained,yellow brown,poorly to somewhat cemented,soft to moderately hard,pockets Silty CLAY/Clayey SILT, poor structure 20- a N-44 m m 'c c @24'thin laminations of Clayey SILT 1116"thick TERRACE DEPOSITS 3 a 4.4 105.7 56 o 25 Bottom of Boring at 25 feet Q m NOTES: 1. No caving w 2-No groundwater encountered 0 3. Boring backfilled m 0 J 30 0 m U 0 0 N N Figure B-2 m 0 Drilling Method :Hollow Stem LOG OF BORING B-2 Sampling Method :Califomia Modified/SPT Hammer Weight(Ibs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Boring :B" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk Seepage Encountered 2 t ® Standard Penetration Test m LL N N D a U c o s a) U J U) d E z ° 3 M 0 DESCRIPTION M U)o cc o n m ° 0 Silty SAND:fine grained,light yellow brown,dry,medium UNCERTIFIED FILL SM scattered gravel @1.5'Silty SAND:fine grained,yellow brown,damp to slightly moist, medium dense,poorly to somewhat consolidated N=17 5— 2.5 96.2 22 I N=13 @9'continues medium dense,poorly consolidated,light yellow 10 brown,dry,isolated cemented SILSTONE fragments present ,i i SM e.5 104.0 33 @14'becomes dense,well consolidated,slightly moist with isolated 15_ ® rootlets J. ® 6.5 96.1 2z @19'medium dense to dense,continues slightly moist,good consolidation,isolated roots 20 N m lC C C W N=29 TERRACE DEPOSITS 25 <' Bottom of Boring at 25.5 feet NOTES: Lu 1. No caving g 2.No groundwater encountered 3. Boring backfilled m 0 J 30 m U e 0 0 N N Figure B-3 m 0 Drilling Method :Hollow Stem LOG OF BORING B-3 Sampling Method :California Modified/SPT Hammer Weight(lbs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Baring :s" Encinitas,California Drilling Company Glodich Drilling Rig B-53 Project: 04.138.1 Sample Type Water Levels ® Ring S Groundwater Encountered ® Bulk Seepage Encountered ® Standard Penetration Test LL N •a) .N =3 N U C o J C U 0 J L - ° 3 2 m m � ° d DESCRIPTION p rn m m - C7 — 0 Silty SAND with CLAY:fine grained,dark gray brown,damp to slightly moist,dense,scattered gravel SM @2'no gravel,but porous,dense UNCERTIFIED FILL 5.6 104.7 47 @3'Silty SAND:fine grained,light pinkish brown to light brown,dry, medium dense 5 N=19 @5.5'becomes moderately well consolidated,continues dry but increasingly dense 7.4 103's 2e @9'becomes dense,well consolidated 10 ` SM @14'continued good consolidation,medium dense to dense N=14 15 @19'Sandy SILT with CLAY:fine grained,medium brown,damp, ® 5.1 99.4 26 medium dense 20 @19.5 scattered broken shell fragments and black ash pods present m @21'becomes fine grained,yellow brown,poorly cemented,well indurated,poorly bedded,soft,isolated SILTSTONE laminations, W isolated roots 3 TERRACE DEPOSITS a N=32 25 Bottom of Boring at 25.5 feet r it NOTE: w 1.No caving 2.No groundwater encountered 3. Boring backfLlled m 0 J o 30 0 m_ U 0 0 H Figure B-4 m 0 Drilling Method :Hollow Stem LOG OF BORING B-4 Sampling Method :California ModifiedlSPT Hammer Weight(Ibs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas and Manchester Diameter of Boring :e" Encinitas,California Drilling Company Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk y_ Seepage Encountered 2 t Standard Penetration last _m T m ;N w a) U G O C U C1�.. ------ -- °- z ° D 3 �' DESCRIPTION ° z in _ -- ° U) i� o ° c� 0 Silty SAND with Gravel:gray brown,dry,dense,scattered gravel @2'becomes somewhat Clayey,moist,medium dense SM I 12.4 1076 13 @5 Silty SAND with CLAY:fine grained,medium to dark brown, / moist,medium stiff UNCERTIFIED FILL 5-- _ 15.4 112.3 22 @6.2'Silty SAND:fine grained,dark yellow brown,dry to damp- medium medium dense i �0 N=13 j SM L. . I . 10.0 101.0 22 @14'becomes dense,well consolidated,rrredium brown,damp to 15 sligthly moist N=29 a 20 ✓` @20'Clayey SAND:fine grained,dark yellow brown, slightly moist, dense TERRACE DEPOSITS Bottom of Boring at 20.5 feet w NOTES: 1.No caving 3 2.No groundwater encountered U) 3.Boring backfilled 25 m r c 0 a W 0 O rn O J a 30 m U v O H Figure B-5 0 Drilling Method :Hollow Stem LOG OF BORING B-5 Sampling Method :California ModifiedlSPT PACIFIC SOUTHWEST GROUP Hammer Weight(Ibs) :140 Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas Boulevard and Diameter of Boring :a" Manchester Avenue Drilling Company :Glodich Encinitas,California : Drilling Rig B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Z Groundwater Encountered ® Bulk �_ Seepage Encountered T j U ® Standard Penetration Test LL Lh .N N L O- O �' ❑ > U N a- o ❑ o m :D DESCRIPTION 0 Silty SAND with CLAY:gray brown,damp to slightly moist ® 12.9 101.3 22 SM @4'less dense UNCERTIFIED FILL 5 — 14.4 111.6 13 @5.8'Silty SAND:fine grained,light yellow brown,dry to damp, medium dense @S'becomes slightly moist to moist,poorly consolidated,loose to �i j a.s 95.a 10 medium dense 10 T. I N=21 .: @14'continues yellow brown,fine grained,medium dense to dense 15 13.9 104.6 19 S ® 16.1 107.0 20 J. @19'less moist,dense 20 P m m c u W N 0 25 B.5 109.2 22 TERRACE DEPOSITS c Bottom of Boring at 26 feet a w NOTES: g 1.No caving 2. No groundwater encountered 0 3.Boring backfilled J 30 �o m_ U v O O N N Figure B-6 m O Drilling Method :Hollow Stem LOG OF BORING B-6 Sampling Method :California ModifiedlSPT PACIFIC SOUTHWEST GROUP Hammer rop('(Ibs) :140 Hammer Drop(in) :30 Date August 3,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :s" Encinitas,California Drilling Company :G-odich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ®i Bulk Seepage Encountered a) :3 Standard Penetration Test > > U c O c O ) -- c� rn o- o. E Z a DESCRIPTION p u) iL o d m 0 I Silty SAND:fine grained,dark brown to dark gray brown,damp, .. medium dense,scattered roots SM UNCERTIFIED FILL N=6 ? @3.8'Silty SAND:fine grained,light yellow brown to buff,dry, 5 loose,poorly consolidated ® 9.7 100.4 11 i t ! @9'becomes dark yellow brown,very moist,medium dense X 20.3 99.2 10 T. 10 V =' i @12'light seepage ! @13'Silty SAND with CLAY:fine grained,dark yellow brown to a ', gray brown,very moist to nearly saturated,medium dense 15 ® SM @15'becomes dark brown,very moist,medium dense 20.3 101.5 13 @19'Silty SAND:fine grained,yellow brown,moist, medium dense g to dense,somewhat consolidated 19 20 ® 12.4 102.3 18 m m c w N @24'becomes increasingly dense,isolated cemented SILTSTONE o25 fragments present,slightly moist to moist m N=25 TERRACE DEPOSITS s Bottom of Boring at 26.5 feet v w a NOTES: a N 1. No caving 9 2. Light seepage encountered at 12' ° 30 3. Boring backfilled :J c 0 0 N [�1 N o Figure B-7 + Drilling Method :Hollow Stem LOG OF BORING B-7 Sampling Method :CaliforniaModified/SPT Hammer Weight(lbs) :140 PACIFIC SOUTHWEST GROUP Hammer Drop(in) :30 Date :August 3,2004 Logged By :AK Southwest Corner of Encinitas Boulevard and Diameter of Boring :e" Manchester Avenue Drilling Company :Glodich Encinitas,California ; Drilling Rig B-53 Protect: 04.138.1 Sample Type Water Levels ® Ring —T— Groundwater Encountered Bulk _SL Seepage Encountered m y M Standard Penetration Test C 0 0 -f d - a � ° 3 °' DESCRIPTION n E a� ❑ Z o m � (7 o U) ii o ❑ D in 3❑ 0 Silty SAND:fine grained,dark brown,dry to damp,medium dense SM UNCERTIFIED FILL 8.9 99.4 17 -- @3'Silty SAND:fine grained,light yellow brown to buff,damp, rnedium dense N=4 5 SM @9'continues dry,poorly consolidated and loose to medium dense '4 933 8 very @14'becomes dark yellow brown, moist li 9 ht seepage in tip @15' TERRACE DEPOSITS 19.4 102.9 12 — i 5 — Bottom of Boring at 15 feet NOTES: 1. No caving 2.Seepage encountered at 15' 3. Boring backfilled n 20 m m w 0 _ N a `0 25 m 0 w N O O N m O J 30 m U v 0 0 N N Figure B-8 m 0 Drilling Method :Hollow Stem LOG OF BORING B-8 Sampling Method :California Modified/$PT PACIFIC SOUTHWEST GROUP Hammer Weight(Ibs) :140 D Hammer Drop(n) :30 Date :August 3,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK of Boring :8" Manchester Avenue Encinitas,California Drilling Company Glodich Drilling Rig B-53 Project: 04.138.1 Sample Type Water Levels ® Ring _ Groundwater Encountered Bulk _�Z_ Seepage Encountered R Rn w � ; Standard Penetration Test 'v C O C U O J = _ L E z ❑ D 3 v E DESCRIPTION a a) ❑ Z o v, 0 U) ii o ❑ g m � 5 C7 0 Silty SAND:fine grained,light gray brown,dry,medium dense to dense SM @2'becomes dark brown,damp to slightly moist,dense ® @2.5'scattered fine rootlets _--UNCERTIFIED FILL 12.7 92.6 29 Silty SAND:fine grained,yellow brown to buff,dry, medium dense to ® dense 1.9 98.4 18 SM 5 ! 10—j I I r ' TERRACE DEPOSITS I 17711. 96 _ 943 M _ - I� Bottom of Boring at 12 feet NOTES: I1.No caving 15 2.No seepage or groundwater encountered 3.Boring backflled 20 M U C W C7 U, n- n- 9 25 m 0 s w N O O N O O J t 30 9 U v 0 0 N M m Figure B-9 0 Drilling Method 7:Hollow Stem LOG OF BORING B-9 Sampling Method ifornia ModifiedlSPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :8" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered ® Bulk Sj Seepage Encountered y rn i V Standard Penetration Test u- y O N _ O O C U O J = 'a 2 N a U a E a) z in U DESCRIPTION o � o 0 0 Silty SAND:fine grained,dark gray brown,dry,dense,scattered SM gravel @6"becomes dark brown,dense UNCERI"IVIED FILL 6.4 100.3 30 Silty SAND:fine grained,light gray brown,dry,good consolidation, somewhat porous,somewhat cemented 5 N=13 @9'less SILT more SAND:dry,yellow brown to buff,poorly \� 3.5 95.1 11 consolidated,medium dense !' @12'continues dry,medium dense to dense N= I9 TERRACE_DEPOSITS _----- �----- ---^_ - — ------ Bottom of Boring at 13.5 feet ---- '-- 15- NOTES: 1.No caving 2. No seepage or groundwater encountered 3.Boring backfilled 20 m •J C w _ V1 a 25 m 0 a w N O O N m O J ° 30 _ 0 0 N M N o Figure B-10 Drilling Method :Hollow Stem LOG OF BORING B-10 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(Ibs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Comer of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring 8" Encinitas,California Drilling Company Glodich Drilling Rig B-53 Project: 04.138.1 Sample Type Water Levels ® Ring v Groundwater Encountered ® Bulk _SL Seepage Encountered m c ) ® Standard Penetration Test to N N v-. :3 > U C N O C U J = = m a 0 U - ° 3 0 t_.. �' - o a o m ? DESCRIPTION iz D Silty SAND:fine grained,dark yellow brown SM " @1'becomes medium brown,dry,very dense,scattered coarse 6.4 105.6 100 SAND,small gravels UNCERTIFIED FILL Silty SAND/SAND:fine grained,dark yellow brown to light orange 5— '.T brown,dry to damp,medium dense,somewhat consolidated ® N-13 S ivf 1.9 93.5 29 r @9'SAND,fine to medium grained, light yellow brown to buff,dry, dense,good consolidation i f @12'continues dense,dry N=32 ----_!`� TERRACE DEPOSITS ^^ Bottom of Boring at 13.5 feet 15 NOTES: 1.No caving 2. No seepage or groundwater encountered 3.Boring backfiiled a 0 20 m U C W U' _ N a 25 m 0 a w N O O N m O J ° 30 U v 0 0 N C6 Figure B-11 Drilling Method :Hollow Stem LOG OF BORING B-11 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(Ibs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Comer of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :s" Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels Ring Z Groundwater Encountered a) L ® Bulk Seepage Encountered Q) rn y m ® standard Penetration Test LL D (D U c W O C U O J = o u a) ° o D n DESCRIPTION 0 Silty SAND:fine grained,light gray,dry,dense with scattered gravel in upper 6" @6' medium brown,moist,medium dense,somewhat porous ® N=11 SM 12.2 99.3 10 @5'Clayey SAND:fine grained,dark yellow brown,moist,loose to >. medium dense SC UNCERTIFIED FILL 6.8 99.1 16 �: @B'Silty SAND:fine grained,dark brown to black,damp to slightly I moist,medium dense I0 t; SM @12-13'interlayered Silty SAND with Clayey SAND:fine grained, dark brown,pockets of yellow SAND N=73 f: _ ALLUVIUM SAND with SILT:fine grained,yellow brown,dry,medium dense, \somewhat consolidated TERRACE DEPOSITS 15 Bottom of Boring at 13.5 feet NOTES: 1- No caving 2. No seepage or groundwater encountered 3. Boring backfilled 0 20 m U C W C7 V7 a 25 r C D W N O O N T O J 30 J a O O N N o Figure B-12 Drilling Method :Hollow Stem LOG OF BORING B-12 Sampling Method :California Modified/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(lbs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Diameter of Boring :a" Manchester Avenue Encinitas,California Drilling Company :Glodich Drilling Rig :B-53 Project: 04.138.1 Sample Type Water Levels ® Ring _JL Groundwater Encountered o ® Bulk __�L Seepage Encountered I a) 0) >1 m ® Standard Penetration Test L fn a� •y � aa) U 0 0 C C U O J = o a ° o m DESCRIPTION 0 _T 0-8"Organic Mulch Zone I!' TI @B"Silty SAND:fine grained,light gray brown,dry @1'becomes slightly moist to moist SM @3'Clayey SAND:fine grained,dark gray brown,moist to very 6.2 96.4 24 moist,medium dense to dense,scattered roots .:... .:.. .... .:. ' 13.7 '102.8 19 ::,;.` ;``;. :---------------—---------------------------------------------------------•--------------- @5.5'Silty SAND:fine grained,yellow brown,damp to slightly moist, medium dense SC UNCERTIFIED FILL SAND:fine grained,yellow brown,dry,loose to medium dense, i I { poorly consolidated 7.5 I 105.7 9 to- .i iI SW N=13 @12'becomes dark yellow brown,slightly moist to moist @14'seepage encountered 15.5 107.8 i9 TERRACE DEPOSITS Bottom of Boring at 15 feet NOTES: 1.No caving 2.Seepage encountered @14,No free groundwater 3.Boring backfilled 0 20 m _ N C V C W 0 U3 W ' a 0 25- e m 0 LU w N O O N O J 30 3 U v 0 0 c% N o Figure B-13 Drilling Method :Hollow Stem LOG OF BORING B-13 Sampling Method :California ModifiedlSPT PACIFIC SOUTHWEST GROUP Hammer Weight(Ibs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Comer of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring :B" Encinitas,California Drilling Company :Glodich Drilling Rig B-53 Project: 04.138.1 Sample Type Water Levels ® Ring Groundwater Encountered Bulk V Seepage Encountered � L T a) ® Standard Penetration-rest LL > L C O O C U O .J = .__ .. a) T3 U a -- o ° o a m o U) DESCRIPTION 0 Silty SAND:fine grained,dark gray brown,scattered brick fragments SM @1'becomes loose,dry UNCERTIFIED FILL F7 5.8 93.6 s SAND:fine grained,light yellow brown,dry,medium dense, poorly consolidated 5— ® @5'continues poorly consolidated but medium denes,somewhat 4 2 98 B 16 Sillier SW @9'medium brown,very moist @10.5'loose N=6 ALLUVIUM 10 Bottom of Boring at 10.5 feet I NOTES: 1.No caving 2.No seepage or groundwater encountered 3.Boring backfilled 15 8 mq 20 m A w c� 3 a Q 25 m r_ c 0 v w N O O N O O J 30 0 0 N N o Figure B-14 Drilling Method :Hollow Stem LOG OF BORING B-14 Sampling Method :California Modlfied/SPT PACIFIC SOUTHWEST GROUP Hammer Weight(Ibs) :140 Hammer Drop(in) :30 Date :August 4,2004 Southwest Corner of Encinitas Boulevard and Logged By :AK Manchester Avenue Diameter of Boring a" Encinitas,California Drilling Company Glodich Drilling Rig B-53 Project: 04.138.1 Sample Type Water Levels Ring L Groundwater Encountered Bulk 'V Seepage Encountered m w CJ Standard Penetration Test LL 9) N 'N N _ o m U - Cn d _ Q) ca L ° z m ? L DESCRIPTION ❑ U) LL o ❑ 0 Silty SAND with gravel:fine grained,dark gray brown,dry,dense SM with 3-5%gravels UNCERTIFIED FILL Silty SAND/SAND:fine grained,dark yellow brown,dry,medium ® dense with somewhat consolidated 3.8 93.2 11 5— @5'dark yellow brown,good consolidation,dense 3.4 98.3 24 SW @9'becomes well consolidated,dense with faint structure,slightly 6.0 100.9 22 porous,medium brown,damp to slightly moist i 10 N=25 TERRACE DEPOSITS Bottom of Boring at 13.5 feet 15 NOTES: 1. No caving 2.No seepage or groundwater encountered 3.Boring backfilled 8 p 20 m CC W C7 a Q 25 m r 'c 0 v w N O O N O O J L 30 U v 0 0 N A N a Figure B-15 Project 04.138.1 APPENDIX C Laboratory Testing Program The laboratory-testing program in our prior investigation was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested as described below. a) Moisture-Density Moisture-density information usually provides a gross indication of soil consistency. Local variations at the time of the investigation can be delineated, and a correlation obtained between soils fcw.id on this site and nearby sites. The dry unit NAeights and field moisture contents were determined for selected samples. The results are shown on the Logs of Borings. b) Atterberg Limits A representative sample was tested to determine the index property of the soils. The results are as follows: Sample Depth Soil Liquid Limit Plasticity Index Boring No . (ft) Description 9 Sandy SILT/Silty B-5 0-5 SAND - Appendix C Project 04.138.1 Page 18 C) Compaction A representative soils sample was tested in the laboratory to determine the maximum dry density and optimum moisture content, using the ASTM D1557 compaction test method. This test procedure requires 25 blows of a 10-pound hammer falling a.height of 18 inches on each of five layers,in a 1/30 cubic foot cylinder. The results of the test are shown below: Optimum Maximum Dry Sample Depth Soil Moisture Content Density Boring No. (ft) Description ( } (lb/ft) B-4 1-5 Sandy SILT 9.0 121.0 d) Direct She Direct shear tests were conducted on remolded samples, using a direct shear macliine at a constant rate of strain. Variable normal or confining loads are applied vertically and the soil shear strengths are obtained at these loads. The angle of internal friction and the cohesion are then evaluated. The samples were tested at saturated moisture contents. The test results are shown in terns of the Coulomb shear strength parameters, as shown below: Sample Depth Soil Coulomb Angle of Peak/ Boring No. Cohesion Internal Friction Residual (ft) Description (lb/fe) °) 500 37 Peak B-4 1-5 Sandy SILT 500 41 Residual e) Sulfate Content A representative soil sample was analyzed for its sulphate content in accordance with California Test Method CA417. The result is given below: Sample Depth Sulphate Content Boring No. (ft) Soil Description (ppm) B-3 0-4 Sandy SILT 72 Appendix C Project 04.138.1 Page 19 fl Chloride Content A representative sample was analyzed for chloride content in accordance with California Test Method CA-422. The results are given below: Sample Depth Sulphate Content Boring No. (ft) Soil Description a (ppm) B_4 1_5 =Silty AND 495 j Resistivity A representative soils ample was analyzed in accordance with Califomia 'Pest Methods CA643 to determine the minimum resistivity and pH. The result is provided below: Sample Depth ipt Sulphate Content ( Boring No. _ I - — Soil Descrion (ppm) L �-- -- - (lt) 1..� Silty SAND 2,700 h.) A representative. soils ample was analyzed in accordance with California_ Test. Methods CA532 and CA643 to determine the minimum resistivity and pH. The result is provided below: Sample Depth Sulphate Content FEB-4 o. Soil Description (ppm) (ft) 1-5 Silty SAND 7.87 NoText