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Home My WebLink About; Agua Hedionda Creek-Hydrology Report; Agua Hedionda Creek; 1986-06-23EN6IME£iriN6 AGQA. HEDIONEIA CREEK HYDR3L0GY REPORT 84136 6-23-86 TABLE 1 AGUA HEDIONDA CREEK PEAK FLOOD FLOWS FOR FLOOD PLAIN MAPPING Concen- tration Point NO. 5,6 7 8,9 10 11 12 13 14 Location Unnamed tributary near Canyon Drive just upstream of confluence with Buena Creek Buena Creek just upstream of Gra Ava Dr. Buena Creek just upstream of confluence with unnamed tri- butary near Canyon Dr, Buena Creek just down- stream of Canyon Dr. Buena Creek at Highway 78 Buena Creek just upstream of confluence with Agua Hedionda Creek Agua Hedionda Creek at Highway 78 Agua Hedionda Creek just downstream of Highway 78 Agua Hedionda Creek just upstreara of confluence with Buena Creek Agua Hedionda Creek just downstream of confluence with Buena Creek at Green Oaks Ranch Agua Hedionda Creek 1.33 miles downstream of Green Oak Ranch Agua Hedionda Creek just upstream of confluence with unnamed tributary at elevation 200 DRAINAGE AREA SQ.MI. 0.9 1.6 2.3 3.1 5.1 6.5 2.0 2.1 3.0 9.4 11.6 12.5 100-YEAR DISCHARGE C.F.S. 1,000 2,000 2,500 3,300 4,900 5,000 2,100 2,100 2,700 7,000 7,200 7,200 10-YEAR DISCHARGE C.F.S. 250 550 600 700 1,200 1,200 400 400 550 1,600 1,700 1,700 i. • • i TABLE 1 (Cont»d AGUA HEDIONDA CREEK PEAK FLOOD FLOWS FOR FLOOD PLAIN MAPPING M Concen- tration ^ Point No. Location DRAINAGE AREA SQ.MI. 100-YEAR DISCHARGE C.F.S. 10-YEAR DISCHARG: C.F.S. 1 Unnamed tributary at elevation 200 just upstream of confluence with Agua Hedionda Creek 3.3 1,800 350 i 16 Agua Hedionda Creek just downstream o£ confluence with unnamed tributary 15.8 7,700 1,900 1 17 Agua Hedionda Creek just upstream of Calavera Dam tributary 17.6 7,900 1,900 [ 18 Calavera Dam tributary just upstream of reservoir 3.7 2,300 550 • 19 Calavera Dam tributaary just downstream of reservoir 3.7 900 250 1 20 Calavera Dam tributary just upstream of confluence with Agua Hedionda Creek 5.8 1,400 300 • 21 Agua Hedionda Creek just downstream of confluence with Calavera Dam tributary 23.4 10,000 2,100 22 Agua Hedionda Creek 1.35 miles downstream of con- fluence with Calavera Dam tributary 24.7 10,000 2,100 1 23 Agua Hedionda Creek at entrance to lagoon 27.9 10,500 2,100 1 Agua Hedionda Creek total inflow into lagoon 30.3 10,500 2,100 1 25 1 Agua Hedionda Creek just downstream of A.T.S.F. R.R. Bridge -5- 30.3 7,000 1,100 I TABLE 2 AGUA HEDIONDA CREEK COMPARISON OF COMPUTED FLOOD FLOWS COUNTY 1976 Q 100 Flood Area Cone. Flow Cf5/ sq. mi. Point cfs sq. mi 0.9 1 1,000 1,111 1.6 2 2,000 1,250 2.3 3 2,500 1,087 2.9 3.1 4 3,300 1,065 5.1 5,6 4,900 961 6.3 6.5 7 5,300 815 1.9 2.0 8,9 2,100 1,050 2.1 10 2,100 1,000 2.8 3.0 11 2,600 867 9.1 9.4 12 7,600 809 11.4 11.6 13 7,500 647 12.5 14 6,900 552 3.3 15 1,800 545 15.3 15.8 16 7,900 500 17.6 17 7,900 449 3.7 inflow 18 2,300** 630 3.7 outflow 19 900 243 5.8 20 1,400 241 23.3 23.4 21 9,400 402 24.7 22 9,400 381 27.9 23 10,500 376 30.3 24 10,500 347 25 7,000 231 *Culvert outflow **Calaveras Lake assumed full CORPS 1973 F.P.I. STUDY Cone. Point 11 9-B 10 9-A 9 Q 100 Flood Flow cfs 3,300 4,800 1,100* 2,700 6,800 7,000 7,700 10,300 10,500 cfs/ 'sq .mi. 1,138 761 579 964 747 614 503 442 376 •6- I ! i I I TABLE 3 AGUA HEDIONDA CREEK PERCENT OF LAND USE BY SOIL GROUPS FOR ENTIRE BASIN Hydrologic Soil Groups by Percent Land Use Condition A B C D Row Crops contoured Poor 2.9 2.2 2.3 10.3 Water Good 0.5 0.0 0.2 2.3 Orchards Evergreen Fair 0.0 0.0 2.8 3.0 Orchards Evergreen Poor 0.0 0.0 1.0 0.3 Urban Low Density Fair 1.6 1.6 2.6 5.7 Urban Medium Density Fair 3.3 0.2 0.2 2.3 Annual Grass Good 0.0 0.0 0.1 3.1 Annual Grass Fair 0.7 1.5 5.5 13.1 Broadleaf Chaparral Good 0.0 1.7 0.5 2.1 Broadleaf Chaparral Fair 0.0 0.2 0.7 1.5 Narrowleaf Chaparral Fair 0.0 0.0 0.0 3.0 Narrowleaf Chaparral Poor 0.0 0.0 0.0 0.6 Open Brush Good 0.0 0.0 0.2 1.9 Open Brush Fair 0.2 6.4 3.1 7.6 Woodland Grass Good 0.0 0.0 0.0 0.2 Woodland Grass Fair 0.0 0.0 0.2 0.2 Woods (Woodland) Poor 0.0 0.0 0.0 0.1 Turf Good 0.0 0.0 0.0 0.1 9.2 13.8 19.4 57.4 TABLE 4 AGUA HEDIONDA CREEK PERCENT OF SOIL GROUPS BY SUB-BASIN BASIN AMC AMC AMC AREA SOIL GROUPS BY PERCENT MINIMUM IN POINT 1 2 3 SQ.MI. A B C D TRATION IN 1 66 82 92 0.9 0.0 12.5 25.0 62.5 0.019 2 64 81 92 1.6 0.0 0.0 25.0 75.0 0.013 3 64 81 92 2.3 0.0 0.0 36.1 63.9 0.018 4 64 81 92 3.1 0.0 3.5 32.9 63.5 0.018 6 64 81 92 5.1 0.0 9.9 34.0 56.0 0.022 7 66 82 92 6.5 0.0 8.9 36.1 55.0 0.023 10 66 82 92 2.1 0.0 0.0 21.1 78.9 0.011 11 66 82 92 3.0 0.0 0.0 19.5 80.5 0.010 12 66 82 92 9.4 0.0 6.1 30.9 63.0 0.019 13 64 81 92 11.6 0.0 13.9 27.9 58.2 0.021 14 63 80 91 12.5 0.0 19.8 26.2 54.0 0.023 15 63 80 91 3.3 0.0 28.6 2.2 69.2 0.015 16 63 80 91 15.8 0.0 21.6 21.2 57.2 0.021 17 63 80 91 17.6 0.0 21.2 20.4 58.4 0.021 18 68 84 93 3.7 0.0 5.8 15.5 78.6 0.011 20 63 80 91 2.1 0.0 12.1 39.7 48.3 0.026 21 64 81 92 23.4 0.0 18.0 21.4 60.7 0.020 22 64 81 92 24.7 0.0 17.3 21.2 61.5 0.019 23 64 81 92 27.9 1.9 15.6 21.1 61.3 0.020 24 63 80 91 30.3 9.2 13.9 19.5 57.5 0.026 * (U u e o c« 3 •W +J 0) O Lotooo(Ni.^rMvOrtTr^^OLO'<:r,-HTrCTivot-~CT>o l>OCVjh<-).,^LOvOPO'^LO\OOOOLOCT)r-(\OtOOCvjCNLO OOOOOOOOOOO^OOt-HOOt-l'-^-Hi-i 60 S 3 a) -rt o -J E- X (Nt^'rroiO^rMcsioorvjt-HTrvotoo^airfLoroooOT TrcNTj-TrLOt^Ti-Ta-vot^cri.-H\oocNjt^t^cN"*Lot^ ooooooooooo.—lOt-H^OOi-Ht-Ht-ip-i 2 O HH < Z HH Q£ UJ UJ H UJ UJ a: Q CJ :^ <: < LO a UJ z a. 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E- a, rt HH OJ S <: o^l CO a^v0^0r-(,-HL0O•-^Ort•^OL0^000v0^^•-H•'a•O^M>.0 Or-HCgiOLOvOfNItNhOCT. r-H(NltOLOr^rO(NICTlr-HTr\0 r-H- 1 ,-H. 1 r-HCvJC^ICNl -9- 01 B I r MWNGINEERING, INC, 2450 Vineyard Avenue, #102 Escondido, California 92025-1330 619/743-1214 // ) f.A, r\ ^ ENGINEEilING Job #1234-86 July 21, 1986 Williamson and Schmid 1630 E, Francis Street, Suite B Ontario, California 91761 ADDITION TO GEOTECHNICAL WORK - CARLSBAD GATEWAY CENTER OFFSITE STREET AND STORM DRAIN Per instructions of your letter dated June 5, 1986 we herein submit the results of our findings and professional opinions on the questions addressed. Discussions were held last month between this firm, your firm and Mr. Fred Walters concerning the possibility of directing storm water from Palmer and Barber intersection downward over the existing ground surface to a catch basin, then through a pipe to Aqua Hediondo Creek, It was the opinion of this firm that the surface erosion would be too great and that eventually the catch basin would wash out. It was agreed that a concrete swale or similar positive improvement be designed and that the concept of freeflow over the bare ground be abandoned. On June 30, 1986 this firm inspected five test pits dug with a backhoe at locations indicated on Plate 1 (from the Preliminary Map by Williamson and Schmid dated June 4, 1986). The test pits were entered, logged and sampled by a geologist from this firm. Samples of the soils excavated were obtained for laboratory analysis. The soils were visually classified by field identification procedure in accordance with the Unified Soil Classification. A simplified version of this classification is included at the end of this letter. Continuous logs of the soils encountered in the test pits were recorded in the field. The logs of the test pits shown on Plates 2 to 6 are based on the field logs, on inspection of the sample and on the laboratory test results. Williamson and Schmid Page 2 July 21, 1986 Our subsurface inspection revealed that the site is underlain by the Point Loma Formation of Cretaceous age. This is one of the oldest formations in the county and consists of fairly well cemented sandstone and claystone layers. The beds are approximately striking 10 degrees to 30 degrees northwest and dipping 10 degrees to the southwest. The laboratory test method and test results are presented on the enclosure at the end of this report. Based upon these data and our field observations the following conclusions and recom- mendations are presented. CONCLUSIONS AND RECOMMENDATIONS 1 - It is recommended that the preparation of the native soil and the grading be done in accordance with the enclosed "Specifications for Construction of Controlled Fills", except if superseded by the following recommendations. 2 - The tests and observations indicate there are no large geotechnical problems with respect to the geology or to the soil conditions on the site. There were no obvious geologic hazards encountered during the investigation such as faults or existing landslides. 3 - As mentioned at the beginning of this letter, it is our • opinion that the storm water should be channeled in a concrete lined swale and not allowed to free flow over the ground surface. 4 - Based up on the minimum measured R-Value of 28, City specified traffic index of 7 and asphalt thickness of 4 inches, a corresponding base of 10 inches of Class 2 aggregate base is calculated for the initial design which should be confirmed per City upon completion of subgrade excavation. The R-Value results and calculations are shown at the end of this letter. The base and top six inches of subbase should be compacted to at least 90% of the maximum dry density. Laboratory compaction curves for the maximum dry density and optimum moisture are presented at the end of this letter. MV ENGINEERING, INC. • 2450 VINEYARD AVENUE, #102 • ESCONDIDO, CAUFORNIA 92025-1330 • 619/743-1214 SOILS TESTING PERC TEST PARCEL MAPS GRADING PLANS Williamson and Schmid Page 3 July 21, 1986 5 - Our field observations of the inplace soils and tests on remolded soils indicate design slope ratio of Ih'-^ (horizontal: vertical) will be satisfactory for a vertical height of up to 20 feet. The calculations are included at the end of this letter with direct shear test results. If other conditions need to be addressed please notify this firm. Drainage should be provided and maintained to keep water off the freshly cut slopes and from ponding at the top of slope. 6 - Please notify this firm prior to grading to discuss the operation and to arrange a test schedule. If you should have any questions or clarification be necessary, please feel free to contact this office at your convenience. Reference to our Job #1234-86 will help to expedite response to your inquiries. We appreciate this opportunity to be of service to you. MV ENGINEERING, INC. Ralph Vinje RCE #25115 RMV/tc enc MV ENGINEERING, INC. • 2450 VINEYARD AVENUE, #102 • ESCONDIDO, CALIFORNIA 92025-1330 • 619/743-1214 SOILS TESTING PARCEL MAPS GRADING PLANS TEST AND CALCULATIONS A. Maximum Density Tests Three laboratory compaction tests were made on the main soils encountered to determine the maximum dry density and optimum moisture content as specified by ASTM D-1557 (Method A). This test uses the minus #4 sieve soil in a 4-inch diameter 4-inch high cylindrical mold. The sample is formed with a 10 pound hammer falling 18 inhces for 25 blows on each of 5 layers. The results follow below. LABORATORY COMPACTION Soil Soil Maximum Dry Optimum Location Type Description Density(pcf) Content(%) TP 1@ 2' 1 tan brown sandy claystone 105.7 17.5 TP 2@ 3' 3 dark brown sandy clay 119.7 12.7 TP 5@ 2' 6 red brown fine to medium sand 110.0 16.5 TP = test pit These results may be used during the grading where applicable. B. Field Density Tests Eighteen moisture contents and densities were determined on paraffin coated undisturbed samples using the water displacement method. The results are presented on the logs at the corresponding locations. The relative compaction noted on the logs is defined as the ratio of the field dry density to the maximum laboratory dry density. C. Direct Shear Test One direct shear test was performed on a representative sample of Soil Type 1 for strength parameters in the slope stability calculations. Three specimens of this soil were prepared by molding the soil in 2^-inch diameter 1-inch high rings to the inplace conditions of moisture and density and soaked overnight. The specimens were loaded with normal loads of 1, 2, and 3 KSF respectively and sheared to failure in undrained shear. The results are presented on the next page. TESTS AND CALCULATIONS Page 2 July 21, 1986 DIRECT SHEAR TEST Unit Ang.Int. M Soil Weight Friction Cohesion Location Type (pcf) (degrees) (psf) TP 1@ 2' 1 112 26 270 TP = test pit D. Slope Stability Analysis A slope stability analysis was made for a possible 20-foot high Ihil (horizontal:vertical) slope with strength parameters from the previously described direct shear test. The analysis was done in general accordance with the Janbu method, which follows below. Assumptions: Friction Angle, 0, = 26 degrees Cohesion, c = 270 psf Wet Density, ^= 112 pcf Slope Height, H = 20 feet Slope Ratio = 1^:1 <\c0 = K^H tan 0 = 112 x 20 x tan 26 = 4.0 c 270 Ncf = 15 Factor of Safet = Ncf x _c = 15 x 270 =1.8 TH 112 X 20 E. R-Value Tests Two samples were taken of the expected base materials at the locations noted on the next page. The samples were sent to Testing Engineers, Inc. of San Diego for R-Value testing. The results follow on the next page. TESTS AND CALCULATIONS Page 3 July 21, 1986 R-VALUES Soil Soil R-Value Location Type Description (@ 300 psi exudation) TP 1@ 8' 1 tan brown sandy claystone 28 TP 4@ 4' 4 gray brown fine to medium sandstone 54 TP = test pit F. Paving Section Calculations Use R-Value = 28, minimum asphalt = 4 inches (per City) and traffic index = 7 (per City). 1 - Gravel Equivalent = .0032*TI* (100-R)= .0032x7x(100-28) =1.613' 2 - Gravel Factor =2.5 ( 5.14 =2.5 \5.14 = 2.14 2' TI . nJ 7 3 - Base = GE = (AC/12) *GF = 1.613 - /4 \ x 2.142 = .899' 4 - Factor for Class 2 = .899 x 12 = 9.8" Use 10 inches 1.1 Uj o UJ -J 5; h- Ul Ui ccva < ^ h 1 lo SS3J mi UJ ^ QC 3^ CJ Q -4 o i Q Uj 5: 5: I UJ I Ul UJ PRIMARY DlfclONS Ofl our SYMBOt ^beCONOARY DIVISIONS ^ eg S »^ H ^ Ul § |« GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS IHAN 5% FINES) GW Wall graded grav«U. ||iav«l-»«nd mulufM. link of no lin«a. ^ eg S »^ H ^ Ul § |« GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS IHAN 5% FINES) GP roorly (|r»d«d or gf«v«1-Mnd mialuies. lillla or no line*. ^ eg S »^ H ^ Ul § |« GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVEL WITH FINES GM Silly grawlt. gr»v«t-Mnd-iitl mixlurct, non-plMlic finea. ^ eg S »^ H ^ Ul § |« GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVEL WITH FINES GC Cl«y«y gr*v«lt, grav«l-und-clav miilurat. plastic flnas. ^ eg S »^ H ^ Ul § |« SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANOS (LESS THAN S% FINES) SW WWII graded »andt. gravalty (and*, lillla or no fine*. ^ eg S »^ H ^ Ul § |« SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANOS (LESS THAN S% FINES) SP Poorly graded aanda or gravelly aandt. Illtia or no fires. ^ eg S »^ H ^ Ul § |« SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANOS WITH FINES SM Silly sands, sarxl-sill miilures, non-plaslic fir«s. ^ eg S »^ H ^ Ul § |« SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANOS WITH FINES SC Clayey sands, sand-clay ryvntures, plastic finen. RNE GRAINED SOILS MORE- THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN SOX ML trKxganic silts and very fine sands, rock llour, lilty. or clayey (ine sands or clayey sills with slight plaslitity. RNE GRAINED SOILS MORE- THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN SOX CL IrKHganic clays ol low to medium plasticity, gravelly clays, sandy clays. Silly clays. lean clays. RNE GRAINED SOILS MORE- THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN SOX OL OrganK: silts and organic silly cljys of low plasticity. RNE GRAINED SOILS MORE- THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% MH IrKjioanic sjlis micaceous or diatomaceous fine sar>dy or silly soils, elastic slits. RNE GRAINED SOILS MORE- THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% CH Inorganic clays of high plasticity, fat clays. RNE GRAINED SOILS MORE- THAN HALf Of MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% OH Organic clays of medium to high plasticity, organic sills. H GHLY ORGANIC SOILS Pt Peal and other highly organic soils. DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE 40 X) CLEAR SQUARE SIEVE OPENINGS 3/4» 3* 12' SAND GRAVEL BOULDERS SILTS AND CLAYS SAND COBBLES BOULDERS SILTS AND CLAYS FINE 1 MEDIUM COARSE FINE COARSE COBBLES BOULDERS GRAIN SIZES SANDS.GRAVELS AND NON-PLASTIC SILTS BIDWS/FOOT* VERY LOOSE 0-4 LOOSE 4-10 MEDIUM DENSE 10-30 DENSE 30-50 VERY DENSE OVER SO CLAYS AND PLASTIC SILTS STRENGTH*' BUDWS/EOOT* VERY SOFT 0-1/4 0-2 SOFT 1/51-1/2 2-4 FIRM V5 - 1 4-8 STIFF 1 - 2 8-16 VERY STIFF 2-4 16-32 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY *f*jmb«f ol Wows ol MO pound hammac falling 30 Inches to drlv« p 2 incti O.D. (1-3/8 Indi I.DJ aplU spoon CASTM D-1586). . . ^ • • unconfined oompressiv* strength In tons/sq. ft. as determined by laboratory lestwig or appro»imated by the standard penetration lest CASTM D-1586X pocket penetrometer, torvane. or visual observation. 0" = ^ . = undisturbed sample uncontlned compressive strength per SUI = disturbed sample JEST penetrometer CL-700 KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System CASTM D-2487) MV ENGINEERING. INC. Williamson and Schmid Carlsbad Gateway Center PROJECT NO. 1234-86 DATE 7/21/86 KEY DRILL RIG; Backhoe DEPTH TO GROUNDWATER N/E SURFACE ELEVATION BORING DIAMETER 24" LOGGED BY R.W. DATE DRILLED 6/30/86 Ul 0 - 2 3 - - 4 DESCRIPTION AND CLASSIFICATION TAN BROWN SANDY CLAYSTONE - dry, cracked Soil Type 1 CL S Ul A u z (£ UJ Ul H * o 16.5 17.7 >-I- ^ w u. >- Z O IT UJ a. Q Q — 110.8 108.0 Z LU O > H »- ^ i ^ 100 100 5 -BROWN CEMENTED SANDSTONE - hardpan - concretions Soil Type 2 SC 6 -TAN BROWN SANDY CLAYSTONE -CL - 7 - 8 -grades with hard concretion zone .qm" 1 Typp 4 A 16.8 105.4 19 ,3 105.8 - 9 - ^ 10 - -II- 12 - - 13 - - 14 BOTTOM unable to dig deeper EXPLORATORY BORING LOG MV ENGINEERING, INC. Williamson and Schmid Carlsbad Gateway Center PROJECT NO. PLATE BORING 1234-86 2 NO. 1 DRILL RIG Backhoe DEPTH TO GROUNDWATER N/E SURFACE ELEVATION BORING DIAMETER 24" LOGGED BY R-W. DATE DRILLED 6/30/86 n UJ St 0 - 1 - - 3 - DESCRIPTION AND CLASSIFICATION TAN BROWN SANDY CLAYSTONE - dry, cracked Soil Type 1 SI: JJL CL o u Z Crt A (rt z K UJ UJ I-gg > CJ 16.5 17.7 >- t ^ Crt u. >- z o cc UJ a. 0 0 — 110.8 108.0 z UJ o > i= _j 1^ 100 100 5 -BROWN CEMENTED SANDSTONE - hardpan - concretions Soil Type 2 SC - 6 TAN BROWN SANDY CLAYSTONE -CL - 7 - grades with hard concretion zone .qni 1 Typp 4 A A 16 .8 105.4 19.3 105.8 10 11 - 12 ^ 13 - h 14 - BOTTOM unable to dig deeper EXPLORATORY BORING LOG MV ENGINEERING, INC. Williamson and Schmid Carlsbad Gateway Center PROJECT NO. PLATE BORING 1234-86 2 NO. 1 DRILL RIG Backhoe SURFACE ELEVATION LOGGED BY R.W. DEPTH TO GROUNDWATER N/E BORING DIAMETER 24" DATE DRILLED 6/86 UJ Ul Ul - 0 - 1 DESCRIPTION AND CLASSIFICATION O Ul Z Crt o Crt I-z UJ I- o ^ fc ^ Crt u. >• z o cr UJ a QQ ^ z o u < CL DARK BROWN CLAYEY SAND - SC Soil Type 5 - 2 - 3 - - 4 - 5 - 6 - - 9 - - 10 - - 11 12 - 13 - 14 RED BROWN FINE TO MEDIUM SAND with cobbles GW hard pan layer - refusal Soil Type 6 A A BOTTOM 16.1 90.8 82.5 5.6 120.4 100 MV ENGINEERING, INC. EXPLORATORY BORIN IG LOG MV ENGINEERING, INC. Williamson and Schmid Carlsbad Gateway Center MV ENGINEERING, INC. PROJECT NO. PLATE BORING NO. 3 MV ENGINEERING, INC. 1234-86 4 BORING NO. 3 DRILL RIG Backhoe DEPTH TO GROUNDWATER SURFACE ELEVATION BORING DIAMETER 24" LOGGED BY R.W DATE DRILLED 6/86 DESCRIPTION AND CLASSIFICATION Ul Ul Q It TAN BROWN SANDY CLAYSTONE - dry, cracked - 2 - 3 r 4 Soil Type 1 DARK BROWN SANDY CLAY moist Qu = 3.5 Soil Type 3_ CL 6 7 8 I- 9 -I GRAY BROWN FINE TO MEDIUM SANDSTONE - highly cemented uniform, occassional fossils (marine) and small pebbles Soil Type 4 10 11 12 - 13 - - 14 - BOTTOM SW MV ENGINEERING, INC. iUl z CL O UJ a! 2 ^ 1 ^ fc52 i Z Crt A IADI A A A A z oc Ui UJ H m 13.1 14.7 16.8 104.6 05.1 103.1 14.6 13.3 13.5 fc ^ Crt UL >- Z O CE UJ (L O Q — Z Ul o > H < ? -J » - Ul ? 113.4 112.2 113. 87.4 87.8 86.1 EXPLORATORY BORING LOG Williamson and Schmid Carlsbad Gateway Center PROJECT NO. 1234-86 PLATE BORING NO. 2 DRILL RIG Backhoe DEPTH TO GROUNDWATER SURFACE ELEVATION BORING DIAMETER 24" LOGGED BY R.W. DATE DRILLED 6/86 n UJ DESCRIPTION AND CLASSIFICATION UJ Ul 0 TAN BROWN SANDY CLAYSTONE - dry, cracked - 2 Soil Type 1 DARK BROWN SANDY CLAY moist Qu = 3.5 - 5 Soil Type 3_ GRAY BROWN FINE TO MEDIUM SANDSTONE - highly cemented uniform, occassional fossils (marine and small pebbles - 7 CL - 9 10 Soil Type 4 BOTTOM 11 - 12 13 - 14 - MV ENGINEERING, INC. CL SW A IAD A A A I- Z K UJ W ^ fc S 5 UJ > I- ^ Crt u. >- z o (£ UJ a. I ^ Q Q ^ CE A 13.1 104.6 87.4 14.7 105.1 87.8 16.8 103.1 86.1 14.6 113.4 13.3 112.2 13.5 113.9 EXPLORATORY BORING LOG Williamson and Schmid Carlsbad Gateway Center PROJECT NO. 1234-86 PLATE BORING NO. 2 PRILL RIG Backhoe SURFACE ELEVATION LOGGED BY R.W, DEPTH TO GROUNDWATER N/E BORING DIAMETER 24' DATE DRILLED 6/86 D. UJ St 0 - DESCRIPTION AND CLASSIFICATION S UJ Z Crt o Crt z UJ I- g I- ^ Crt u. >• z o CE UJ 0. z Ul o > I- »- ^ < ? UJ 5 3 - 1 DARK BROWN CLAYEY SAND - SC .qnil Typp. 5 3 - 4 - 5 - - 6 - - 7 - - 9 - - 10 - - 11 - 12 - 13 - - 14 - RED BROWN FINE TO MEDIUM SAND - with cobbles GW A hard pan layer - refusal Soil Type 6 A BOTTOM 16.1 90.8 82.5 5.6 120.4 100 EXPLORATORY BORING LOG MV ENGINEERING, INC. Williamson and Schmid Carlsbad Gateway Center PROJECT NO. PLATE BORING 1234-86 4 NO. 3 DRILL RIG Backhoe DEPTH TO GROUNDWATER N/E SURFACE ELEVATION BORING DIAMETER 24" LOGGED BY R.W. DATE DRILLED 6/86 I- I- UJ Ul Ul DESCRIPTION AND CLASSIFICATION g Ul £? • 52 Z Crt o Crt H Z CE UJ Ul H gg >- fc — (rt u. >- z o CE UJ a. Q Q — z Ul o > H »- Si < ? _1 CL °=8I: 1 - - 2 - 3 - - 5 - 6 - - 9 - -lo- ll - 12 - - 13 - 14 - RED BROWN FINE TO MEDIUM SAND - with cobbles firm GW Soil Type 6 A GRAY BROWN FINE TO MEDIUM SANDSTONE well cemented A hard pan - refusal Soil Type 4 BOTTOM 11.5 111.9 100 12.3 117.8 MV ENGINEERING, INC. EXPLORATORY BORING LOG Williamson and Schmid Carlsbad Gateway Center PROJECT NO. 1234-86 PLATE BORING NO. 4 DRILL RIG Backhoe SURFACE ELEVATION LOGGED BY R.W. DEPTH TO GROUNDWATER N/E | BORING DIAMETER 24" DftTE DRILLED 6/86 a. uj St - 0 - 1 DESCRIPTION AND CLASSIFICATION _j j O Ul C 52 Z (rt CJ Crt z CE Ul UJ I- ^ gg^ J o 2- Crt u. >• z o IE UJ a. Q Q ^ z Ul o > H H O < ? % UJ 5 3 "=8^ RED BROWN FINE TO MEDIUM SAND - with cobbles (6"+) 3 -numerous cobbles 6" hard pan sand matrix well cemented 5 - 6 - _ 7 _ hard pan - near refusal Soil Type 6 BOTTOM 9 - - 10 - - 11 - 12 - 13 - - 14 - AD A A 7.4 143.4 100 19.9 106.1 96.5 5.6 140.4 100 MV ENGINEERING, INC. EXPLORATORY BORING LOG MV ENGINEERING, INC. Williamson and Schmid Carlsbad Gateway Center MV ENGINEERING, INC. PROJECT NO. PLATE BORING NO. 5 MV ENGINEERING, INC. 1234-86 6 BORING NO. 5 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION; The construction of controlled fills shall consist of an adequate preliminary soil investigation, clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. CLEARING AND PREPARATION OF AREAS TO BE FILLED; A. All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the nature of the job, by a qualified soil engineer prior to grading. B. All timber, trees, brush, vegetation, and other rubbish shall be removed, piled and burned or otherwise disposed of to leave the prepared areas with a finished appearance, free from unsightly debris. C. Any soft, swampy or otherwise unsuitable areas shall be corrected by drainage or removal of compressible material, or both, to the depths indicated on the plans or as directed by the soil erigineer. D. The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equip- ment to be used. E. No fill shall be placed until the prepared native ground has been approved by the soil engineer. F. Where fills are made on hillsides with slopes greater than 5 (horizontal) to 1 (vertical), horizontal benches shall be cut into firm, undisturbed, natural ground at the elevation of the toe stake. The soil engineer shall determine the width and frequency of all succeeding benches, which will vary with the soil conditions and the steepness of slope. G. After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than 90% of maximum density, ASTM D1557-64T. II. Expansive soils may require special compaction specifica- tions as directed in the preliminary soil investigation by the soil engineer. I. The cut portions of building pads in which rock-like material exists may require excavation and recompaction for density compatibility with the fill as directed by the soil engineer. MATERIALS: The fill soils shall consist of select materials, graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter and other deleterious substances, and shall not contain rocks or lumps greater than six inches (6") in diameter. If excessive vege- tation, rocks or soils with unacceptable physical character- istics are encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the preliminary soil investigation, further testing will be required to ascertain their engineering properties. Any special treatment recom- mended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications. No material of a perishable, spongy or otherwise unstable nature shall be used in the fills. PLACING, SPREADING AND COMPACTING FILL MATERIAL A. The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity of material and moisture in each layer. B. When the moisture content of the fill material is below that specified by the soil engineer, water shall be added until the moisture content is near optimum as determined by the soil engineer to assure thorough bonding during the compacting process. C. When the moisture content of the fill material is above that specified by the soil engineer, the fill material shall be aerated by blading and scarifying or other satis- factory methods until the moisture content is near optimum as determined by the soil engineer. D. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the spec- ified maximum density in accordance with ASTM D1557-64T. Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. E. Fill Slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of three to five feet (3'- 5') in elevation gain or by other methods producing satisfactory results. F. Field density tests shall be made by the soil engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet (2') in elevation gain. The soil engineer may take additional tests as considered neces- sary to check on the uniformity of compaction. Where sheeps- foot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No addi- tional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. G. The fill operation shall be continued in six-inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. SUPERVISION Supervision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accordance with accepted specifications. The specifications and soil testing of subgrade, subbase and base materials for roads or other public property shall be done in accordance with specifications of the governing agency. SEASONAL LIMITS No fill material shall be placed, spread or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, grading shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorpor- ated in the grading and disposition will be made at the engineer's discretion. UNIFIED SOIL CLASSIFICATION Identifying Criteria COARSE GRAINED (more than 50% larger than #200 sieve) Gravels (more than 50% larger than #4 sieve but smaller than 3") Non-plastic Group Symbol Soil Description Sands (more than 50% smaller than #4 sieve) Non-plastic GW GP GM GC SW SP SM SC Gravel, well-graded gravel- sand mixture, little or no fines. Gravel, poorly graded, gravel- sand mixture, little or no fines. Gravel, silty, poorly graded, gravel-sand-silt mixtures. Gravel, clayey, poorly graded, gravel-sand-clay mixtures. Sand, well-graded, gravelly sands, little or no fines. Sand, poorly graded, gravelly sands, little or no fines. Sand, silty, poorly graded, sand-silt mixtures. Sand, clayey, poorly graded, sand-clay mixtures. II. FINE GRAINED (more than 50% smaller than #200 sieve) Liquid Limit less than 50 ML CL Silt, inorganic silt and fine sand, sandy silt or clayey-silt-sand mixtures with slight plasticity. Clay, inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. II. FINE GRAINED - con't. Liquid Limit greater than 50 OL Mil Silt, organic, silts and organic silt-clays of low plasticity. Silt, inorganic, silts micaceous or dictomaceous fine, sandy or silty soils, elastic silts. CH OH Clay, inorganic, clays of medium to high plasticity, fat clays. Clay, organic, clays of medium to high plasticity. III. HIGHLY ORGANIC SOILS PT Peat, other highly organic swamp soils.