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1993-3572 CN/G/I -- Street Address - Category Serial # Name Description Plan ck. # Year t S-C 1 T 1 SUMMARY OF FIELD OBSERVATIONS AND TESTS FOR RELATIVE COMPACTION ESPERANZA GARDEN APARTMENTS REGAL ROAD ENCINITAS, CALIFORNIA 1 ' PREPARED FOR: ESPERANZA 990 HIGHLAND DRIVE, SUITE 106 SOLANA BEACH, CALIFORNIA 92075 t PREPARED BY: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. ' 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 1 Providing Professional ofessional Engineering Services Since 1959 S � SOUTHERN CALIFORNIA T SOIL & TESTING, INC. ' 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160 -0627 619- 280 -4321, FAX 619 - 280 -4717 May 6, 1994 Esperanza SCS &T 9221052 ' 990 Highland Drive, Suite 106 Report No. 1 Solana Beach, California 92075 SUBJECT: Summary f Field Observations and Tests for Relative Compaction, �Y P � P ' Garden Apartments, Regal Road, Encinitas, California. ' REFERENCE: "Updated Site Preparation and Foundation Recommendations, Esperanza Garden Apartments; Southern California Soil and Testing, Inc.; October 13, 1993. Gentlemen: In accordance with your request, this report has been prepared to summarize the results of field observations and tests for relative compaction performed at the subject site by Southern California Soil and Testing, Inc. These services were performed between April 25 to May 3, 1994. ' SITE DESCRIPTION The subject site is located adjacent and west of Regal Road, in the City of Encinitas, California. The rectangular shaped site is bounded to the east by Regal Road and is otherwise surrounded by ' residential and commercial property. The near flay lying site sloped gently to the southwest. A 11 foot -high cut slope with a 2:1 (horizontal to vertical) or flatter encroaches the southwestern corner of the site. ' PROPOSED CONSTRUCTION ' It is our understanding that the site will be developed to receive three two -story apartment structures with associated paved parking. The structures will be of wood -frame construction. ' SCS &T 9221052 May 6, 1994 Page 2 Shallow foundations and conventional slab-on-grade floors stems are anticipated. In addition a g Y P five - foot -high retaining wall is proposed at the southwestern corner of the site. ' AVAILABLE PLANS ' To assist in determining the locations and elevations of our field density tests and to define the general extent of the site grading for this phase of work, we were provided with a grading plan ' prepared by Burkett and Wong, dated September 3, 1993. SITE PREPARATION Site preparation consisted of the removal of existing topsoil and loose to medium dense terrace deposits to firm natural ground. In addition, terrace deposits within four feet from finish pad grade were removed. The soils exposed at the bottom of the excavations were observed by a member ' of our engineering geology staff to ascertain that competent terrace deposits were exposed. Within the eastern portion comer of the site (see Plate Number 1), the removal was limited to a depth of ' three feet from finish pad grade due to the highly cemented characteristics of the terrace deposits encountered. In general, the removals were limited to a horizontal distance of five feet beyond the perimeter of the proposed structures. Existing highly expansive terrace deposits within four feet from finish grade were removed during this operation and mixed with other on -site soils. The ' extent of the expansive soils was relatively minor. The expansive potential of the soil mix was tested, and the test results indicated a nondetrimentally expansive foundation soil condition. A septic tank located within the eastern half of the parking lot was removed. The resulting excavation was backfilled with properly compacted fill. ' FIELD OBSERVATION AND TESTING ' Field observation and density tests were performed by a representative of Southern California Soil ' and Testing, Inc. during the mass grading operations. The density tests were taken according to ASTM D 1556 -82 (sand cone) and D2922 -81 (nuclear gauge). The results of those tests are shown on the attached Plate Number 2. The accuracy of the in -situ density test locations and elevations is a function of the accuracy of the survey control provided by other than Southern California Soil ' and Testing, Inc. representatives. Unless otherwise noted, their locations and elevations were ' SCS &T 9221052 May 6, 1994 Page 3 ' determined b pacing and hand level methods and should be considered accurate only to the degree de YP g Y g ' implied by the method used. As used herein, the term "observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests, on which, together, we based our opinion as to whether the work essentially complies with the job requirements, local grading ordinances and the Uniform Building Code. ' LABORATORY TESTS ' Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according to ASTM D1557-78, Methods A and C. Method A specifies that a four (4) inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil tested be placed in five (5) equal layers with each layer compacted by twenty-five (25) blows of a 10- pound hammer with an 18 -inch drop. Method C specifies that a six (6) inch diameter cylindrical mold of 1/13 cubic foot volume be used and that the soil tested be placed in five (5) equal layers ' with each layer compacted by fifty -six (56) blows of a 10 -pound hammer with an 18 -inch drop. The results of these tests, as presented on Plate Number 2, were used in conjunction with the field ' density tests to determine the degree of relative compaction of the compacted fill. The expansive potential of clayey soils within the upper four feet of finish grade was determined using UBC Test Method 29 -2. The results of the test is shown on Plate Number 3 and indicates ' a nondetrimentally expansive soil condition. ' A direct shear test was performed to verify the bearing capacity of the prevailing foundation soils. The tests results are shown on Plate Number 4 and indicate that a bearing capacity of 2000 psf may be assumed for footings extending to a depth of 18 inches below lowest finish pad grade and with a minimum width of 12 inches. REMAINING WORK A small area of a proposed parking area at the northwestern portion of the site was not graded due ' to the presence of a construction fence. Furthermore, additional grading and backfill operations will be required for the backfilling of utility trenches and retaining walls and the preparation of the SCS &T 9221052 May 6, 1994 Page 4 ' subgrade and base material placement in the parking areas. A small area of the proposed arkin P g ' lot adjacent and south of the play area was not cut to subgrade elevations. It is anticipated that competent terrace deposits will be encountered once the required cuts are made. This condition should be verified by our representative. It is recommended that field observations and relative compaction tests be performed during these operations to verify that these operations are performed ' in accordance with job requirements and local grading ordinances. ' CONCLUSIONS G ENERAL : Based on our field observations and the in -place density test results, it is the opinion ' of Southern California Soil and Testing, Inc. that the grading work was performed substantially in accordance with the recommendations contained in the referenced report, the City of Encinitas ' grading ordinance, and the Uniform Building Code. Recommendations for the minimum design of foundations, as presented in the referenced report, remain applicable. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils were found to be nondetrimentally expansive. In general, the foundation recommendations provided in the referenced report remain applicable and should be implemented. However, minimum footing depth ' may be decreased to 18 inches below lowest adjacent finish pad grade and minimum slab -on -grade reinforcement may be decreased to No. 3 bars placed at 24 inches on center each way. FOUNDATION EXCAVATION OBSERVATIONS: All footing excavations should be observed by a member of our engineering /geology staff to verify that the foundation excavations extend into a suitable bearing stratum. ' LDMATIONS This report covers only the services performed between April 25 and May 3, 1994. As limited by the scope of the services which we agreed to perform, our opinion presented herein is based on our observations and the relative compaction test results. Our service was performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the grading operations with the job requirements. No ' warranty, express or implied, is given or intended with respect to the services which we have SCS &T 9221052 May 6, 1994 Page 5 ' performed, and neither the performance of those services nor the submittal of this report should ' be construed as relieving the contractor of his responsibility to conform with the job requirements. If you should have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully Submitted, SOU RN C EFORkAA SOIL TESTING, INC. Q � l iESS1Qh q! ' Daniel B. Ad r, R.C.E. 6037 �Q��E\' B. A�lFFyG� NO. 36037 DBA :mw * EXP. 6-30-96 cc: (6) Submitted Jf CIV1� q�E OF CA��EO I JOB NAME: ESPERANZA JOB NO: 9221052 .. P...A C ;DE SI T-Y TESTS . ELEVATION MOISTURE DRY DENSITY SOIL REL. COMP. ST DATE LOCATION feet, MSL (percent) .c.f. TYPE (percent 1 4 -25 -94 See Plate Number 1 183.5 12.2 120.4 1 94.6 2 4 -25 -94 See Plate Number 1 184.5 9.6 121.1 1 95.1 3 4 -25 -94 See Plate Number 1 185.5 10.2 121.1 1 95.1 4 4 -26 -94 See Plate Number 1 186.5 8.6 130.8 2 98.1 5 4 -26 -94 See Plate Number 1 187.5 10.0 131.8 2 98.8 6 4 -26 -94 See Plate Number 1 188.5 10.2 130.0 2 97.5 7 4 -26 -94 See Plate Number 1 184.0 9.0 131.9 2 98.9 8 4 -26 -94 See Plate Number 1 186.0 9.0 122.3 2 91.7 9 4 -27 -94 See Plate Number 1 188.0 9.9 132.0 2 99.0 10 4 -27 -94 See Plate Number 1 189.5 10.5 126.1 2 94.5 11 4 -27 -94 See Plate Number 1 190.5 10.7 130.2 2 97.6 12 4 -27 -94 See Plate Number 1 185.0 9.7 129.4 2 97.0 13 4 -27 -94 See Plate Number 1 187.0 10.2 129.5 2 97.1 14 4 -28 -94 See Plate Number 1 188.5 9.2 126.7 2 95.0 15 4 -28 -94 See Plate Number 1 187.0 9.3 122.1 2 91.5 16 4 -28 -94 See Plate Number 1 189.0 9.0 123.0 2 92.2 17 4 -28 -94 See Plate Number 1 190.5 9.7 125.2 2 93.9 18 4 -29 -94 See Plate Number 1 190.0 10.4 120.1 1 94.3 19 5 -3 -94 See Plate Number 1 190.5 FG 9.1 131.6 2 98.7 20 5 -3 -94 See Plate Number 1 190.5 FG 9.0 126.1 2 94.5 21 5 -3 -94 See Plate Number 1 189.5 FG 9.9 120.8 2 90.6 22 5 -3 -94 See Plate Number 1 189.5 FG 8.7 128.7 2 96.5 MAXIMU DENSITY AND.0 11MUM MOISTURE SUMMARY ASTM.D►1557 SOIL TYPE SOIL DESCRIPTION OPTIMUM MOISTURE, % MAXIMUM DENSITY, pcf 1 Yellow Brown Silty Sand 8.8 127.3 2 Dark Yellow Brown Silty Sand 7.1 133.4 PLATE NO: 2 i SCS &T 9221052 May 6, 1994 Plate Number 3 EXPANSION INDEX TEST RESULTS Sample Number: 2 Initial Moisture Content: 9.5% Initial Dry Density: 111.0 pcf Final Moisture Content: 15.2% Normal Stress: 144.7 psf Expansion Index: 10 CLASSIFICATION OF EXPANSIVE SOIL EXPANSION INDEX POTENTIAL EXPANSION 1 -20 very low 21 -50 low 51 -90 medium 91 -130 high Above 131 very high D ' NOME ■ ■ ■I ■ ■ ■ ■ ■■ ■E■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■ ■ ■ / ■It ■ /MEU ■ ■ / ■ ■ ■MENO■ NOME■■■ /NOME■■ /NOME■■ /■■EMEE ■ / ■■ ■■■SUE ■ ■ / ■ /It ■ ■ /E ■ ■ ■ ■S ■ ■ ■■ NOME■■■■ /NOME / ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ /NOME■ / / /NOME ■■■■■ I■■■■■■■■■■■■■■ ■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■■ ■/ ■ ■ ■ /■■■EE /■■ ■■■■■ I�NONO■■■ ■NO ■MEME ■ME ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ / ■/■ /NOME■■■ /■ ■ ■ ■ ■ ■I� ■ ■ ■ ■ ■ ■ ■ ■ / ■ ■ ■■ NOME■ / ■ ■ ■ ■ ■ ■ ■ ■ / ■ ■ ■ ■ ■ ■ ■ ■ / / ■ ■ ■ ■ ■ ■ ■■ NOME■■ ■I■ / ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ /NOME■■ ■ ■ /NOME■■ /■ /NOME■ /■ ■■■■■ It■S■■■■■■ ■ME ■ ■ ■ ■ ■NONOME ■S ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■NO ■ ■ ■MENO ■■ ■NOME■■ ■ ■ ■MEU ■ME /U ■ ■MENO ■NOUE■ NOME■■■ /ME ■ / ■ / ■NONO ■ ■■ /NOME /NOME /■ /NOME■ /■ ■ ■ ■ ■■ it ■ ■ME■■ ■ ■MENO■ / Ono ■ MEMO ■■SUM■■■■■ ■NOME ■U ■ ■■ ■■NOME /NOME ■ ■ ■■ ■ICU ■ ■ ■ ■SSSS ■US■ NOME■ / ■S■ ■ / ■ ■US /NOME■■ /■■■■■■■■■■■■ BEES E ■ME ■NO ■NO ■ ■ ■ ■ ■ ■ ■ ■ ■NONONO ■■ /NOME■ /NOME■ ■ ■ E ■SS ■ ■ ■ ■ ■SNOSNO■ SU■■■ ■■ ■■■■■■■EE■U■■■■ ■ ■■ /NOME■■■■■ ■S /NOME■■■ ■ //S■■ mmmmmiimmmm ■ ■ ■ ■ ■IiS■E ■ ■MENO ■ ■ ■ME ■■ NOME■■■■■ ■S■■MENO ■NO■■■ /■■■■■■MEE■EME' ■ ■ ■ ■ ■IN■S■S■E■■■S / ■E NOME■■■ /NOME■■■ /NOME■ /■ / / /NOME■ /EME■iU■■ ■ ■ ■ / /It ■ ■ ■E ■E ■ ■SSSSU NOME /NOME■■■■ /NOME /NOME■■ / / /NOME / ■ ■� %NOME /■ ■■■ / ■It ■ ■ ■ ■ ■S ■ ■ ■ ■S ■ ■ / ■ ■ ■ ■SNO ■ ■ ■ ■ ■ ■■ /NOME / / ■ ■ ■ ■ ■�� ■/ /NOME ■ ■ ■ ■ ■I�SNONO ■ ■ ■ ■MESU ■ ■U NOME■■ /NONOSNOS ■ ■ ■SS / ■ ■NO■■ ■� % ■ / ■/ /NOME ■ ■ / ■ ■ ■U ■E ■US■ ■SUS■ NOME■■ / / ■S / ■ ■UNO■ /NOME /NOME ■G■■■ /NOME■■■ ■■■■ ■ ■ ■ ■U ■ ■ ■ ■S ■ ■UU ■ ■SUNO / / ■ ■ ■ ■ ■ ■ ■■ /NOME /� %NOME■■■ /■■MEU . 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NOME / / ■I■ ■SSE ■ ■SS■SS■U NOME /NOME■ /E / / ■i ■ / / /US ■ / / / ■SUE / / //■ NOME / ■UI� ■■ /NOME■■/ /■ /NOME ■ ■ ■ ■ ■ ■S ■� ■S ■NOME ■ ■MESMESS / / ■ ■ ■SSU /■ ■ ■ ■ ■■ IBS■ SE■ U ■ ■ ■U ■ ■ ■ ■ ■ ■UNO ■ /. %S ■ ■ ■ / / / / ■ /MES ■/■ /NOME /NO ■ ■ ■/■own ■ ■ ■ ■ ■I / ■SSU ■S ■ ■ ■NOE ■S NOME / ■ ■�� ■■ /NOME ■SS ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■E■ ■ ■ ■ ■ ■I ■S ■ ■ ■ ■ ■MENONONO ■ ■■ NOME ■I %ME ■ ■■ME ■ ■NO ■NO ■ ■MENO ■ ■ ■ ■ ■ ■ ■ ■■ SME ■ ■E ■ ■SS ■ ■ ■S■■ ■ ■iS ■ / ■ ■ ■ ■ ■SSSME /NOME■ /NOME ■ ■■ ■■■NOME/ ■■■■■ I�SSSME ■ ■SS ■ ■SS ■�� ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■/ /NOME ■S■■ / ■ /NO ■■ NOME■ / ■It■ NOME■■■■ NONO /ME ■�� NOME /■ /NOME■■■■■ /NOME■ / /NOME■■■■ / / /US■ ■ ■ ■ ■ ■IINO ■ ■ ■ ■ ■ ■ ■ME ■I. %■ NOME ■ ■ ■ ■E ■ ■E ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■■IlS ■SE ■MESSMEiU /E NOME■■ /NOME■■■■■ / ■S ■ ■■ /NOME■■■■■ /■ /NOME ■ ■ ■ ■MEI ■ ■ ■SEUSSR % ■ ■ ■■ NOME / /NOME /NOME■■■■ / ■U ■ ■ ■ ■ ■ ■US ■ / / ■SUE ■ ■ /UUIt ■ ■U ■ ■ ■G ■S ■ ■U■ NOME■■ /■■EUS■■SNO■■■ / /NOME ■ ■ ■US ■■S ■E ■ ■ / ■ ■I�SS / ■�� ■ ■ ■SSU■ NOME■■■ / ■SS ■■ ■■NO ■ ■ ■ ■ / ■ ■ ■USUS ■ ■ //■ ■■■■ UIt■■ E�■■■ ■ ■ ■EUU ■ ■ ■ ■SEE U ■ ■ ■ ■OEM / ■ ■ ■ ■ ■ ■ ■ ■■ /NOME■■■ ■■■■ MEI■ /� % ■ ■NONOS / ■ ■S ■ ■ ■ ■ ■ ■ ■SUSSU ■ Ron U ■■ /NOME ■US■ /NOME■■■ NOME■■ ■I /� /NOME■■ / ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■MUSE■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ /NOME■ ■ ■ ■ ■I: ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ NOME■■■ / ■EUSSSS■ ■ ■US ■ ■ ■ ■ / ■EU ■S ■U■ ■ ■ ■All ■MEME ■ ■ ■E ■E ■ ■ ■■ NOME■ ■NO ■E■■■■ ■NO ■NO■■■■■■ ■S■■ /NOME■■■ ■!iU■ili■S ■U ■MMES ■SS ■■ NOME■ /S■ ■ ■ ■ ■ ■SU ■E■ ■ ■ ■■E ■ ■ ■ ■ ■ ■ /SSU / ./ E■ NOI■ NOMENO■■ ■NOMENOMENO ■ ■ ■ ■ME ■ME ■ME ■ ■ ■ ■ ■ ■ME ■ ■ ■ ■NO ■ ■ ■■ /NOME■■ /NOME ■■■ E/ I■■■/■■■■■■■/■■ ■ ■ ■SSS ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■SME ■ ■ ■U■ ■E■ ■E ' -• : • . 11 • SOUTHE Auu, MOO • I , burkett i DATE � "-"� � SHEET ENGR & won 9 JOB NO 46 57 PROTECT structur0l i clvll engkmws HYDROLOGY CALCULATIONS- AND DRAINAGE STUDY, FOR ESPERANZA GARDEN APARTMENTS DRAWING 6D Q V,pf ESS / g c- tr o N0. E EXP. 12-31-96 Of CAS JUN 29, 1993 JAMES R. RAYMOND BURKETT & WONG ENGINEERS 3434 FOURTH AVENUE SAN DIEGO, CA 92103 (619)- 299 -5550 TABLE OF CONTENTS SHEET 1 TITLE SHEET AND TABLE OF CONTENTS SHEET 2 DISCUSSION SHEET 3 DRAINAGE AREAS SHEET 4 OVERLAND FLOWTIMES & INLET QUANTITIES SHEET 5 GUTTER FLOW (not used) SHEET 6 SWALE FLOWS SHEET 7 INLETS SHEET 8 PIPE FLOWS SHEET 9 CURB OUTLETS (not used) SHEET 10 RIP RAP (not used) DATE burkett 2 - & Wong SHEET ENGR JOB NO PROTECT structurol i civil engineers 77 discussion THE DRAINAGE SYSTEM WAS DESIGNED USING THE COUNTY OF SAN DIEGO FLOOD CONTROL DISTRICT "DESIGN AND PROCEDURE MANUAL ". THE UN- DERGROUND SYSTEM WAS DESIGNED TO CARRY A 10 -YEAR STORM AND ALLOW A 100 -YEAR STORM TO SHEET FLOW TO THE DRAIN INLETS ON THE WESTERLY PROPERTY LINE AND THEN BE CONVEYED THROUGH THE EXISTING SWALE ON THE WESTERLY SIDE. THE TOTAL SITE Q IS 2.498 -CFS BASED ON AN AREA OF 0.648- ACRES, A "CA" VALUE OF .570 AND A 100 -YEAR INTENSITY OF 4.38- IN /HR. THIS FLOW IS EASILY HANDLED BY ONE OF THE 18 -INCH INLETS ON THE WESTERLY BOUND- , ARY AND BY THE EXISTING SWALE s � 1 r �`� � � ' LSO , y �•'°� �I� •J _ Run IL as In } • , d DATE burkett � wong 4 SHEET ENGR JOB NO PROJECT structural i civil engineen overland flowtimes & inlet q uantities _ OVERLAND FLOW TIME FROM SHEET #4B DESIGN YEAR STORM = . 10 YEARS ADJUSTED P6 VALUE FROM SHEET #4C = 1.70 IN /HR MINIMUM TIME OF CONCENTRATION = 10.0 MIN. INTENSITY EQUATION = (7.44)x(P6)x(T)A(- 0.645) I @ MIN Tc = 2.86 INLET AREA AREA C LENGTH HEIGHT SLOPE Tof i CxA Q =CiA NO (ac) (ft) (ft) (min) (in /hr) (cfs) ----------------------- A 0.002 0.70 10 0.2 2.0 1.8 2.86 0.001 0.004 B 0.003 0.70 10 0.2 2.0 1.8 2.86 0.002 0.006 C 0.021 1.00 27 0.5 1.9 0.8 2.86 0.021 0.060 D 0.004 0.70 15 0.3 2.0 2.2 2.86 0.003 0.008 E 0.012 1.00 28 0.6 2.1 0.7 2.86 0.012 0.034 F 0.010 1.00 28 0.6 2.1 0.7 2.86 0.010 0.029 G 0.005 0.70 28 0.6 2.1 3.0 2.86 0.003 0.010 H 0.012 1.00 28 0.6 2.1 0.7 2.86 0.012 0.034.. I 0.005 0.70 28 0.6 2.1 3.0 2.86 0.003 0.010 J 0.017 1.00 37 0.7 1.9 0.9 2.86 0.017 0.049 K 0.005 0.70 28 0.6 2.1 3.0 2.86 0.003 0.010 L 0.012 1.00 28 0.6 2.1 0.7 2.86 0.012 0.034 M 0.005 0.70 28 0.6 2.1 3.0 2.86 0.003 0.010 N 0.022 1.00 37 0.7 1.9 0.9 2.86 0.022 0.063 0 0.008 1.00 25 0.5 2.0 0.7 2.86 0.008 0.023 P 0.008 0.70 22 0.4 1.8 2.8 2.86 0.006 0.016 Q 0.009 0.70 24 0.5 2.1 2.8 2.86 0.006 0.018 R 0.009 0.70 30 0.6 2.0 3.1 2.86 0.006 0.018 S 0.006 0.70 15 0.3 2.0 2.2 2.86 0.004 0.012 T 0.006 0.70 15 0.3 2.0 2.2 2.86 0.004 0.012 U 0.004 0.70 17 0.3 1.8 2.5 2.86 0.003 0.008 V 0.003 0.70 10 0.2 2.0 1.8 2.86 0.002 0.006 W 0.007 0.70 17 0.3 1.8 2.5 2.86 0.005 0.014 X 0.003 0.70 10 0.2 2.0 1.8 2.86 0.002 0.006 Y 0.021 0.70 40 0.8 2.0 3.6 2.86 0.015 0.042 Z 0.004 0.70 15 0.3 2.0 2.2 2.86 0.003 0.008 CONTINUED NEXT SHEET DATE burkett & Wong SHEET ENGR JOB NO structural i civil enginesNs PROJECT overland flowtim ' es &inlet q uant i ties OVERLAND FLOW TIME FROM SHEET #4B DESIGN YEAR STORM = 10 YEARS ADJUSTED P6 VALUE FROM SHEET #4C = 1.70 IN /HR MINIMUM TIME OF CONCENTRATION = 10.0 MIN. INTENSITY EQUATION = (7.44)x(P6)x(T)A(- 0.645) I @ MIN Tc = 2.86 INLET AREA AREA C LENGTH HEIGHT SLOPE Tof i CxA Q =CiA NO (ac) (ft) (ft) (%) (min) (in /hr) (cfS) ----------------------------- --------------------- AA 0.003 0.70 10 0.2 2.0 1.8 2.86 0.002 0.006 BB 0.004 0.70 10 0.2 2.0 1.8 2.86 0.003 0.008 CC 0.037 0.60 50 0.5 1.0 6.4 2.86 0.022 0.064 DD 0.008 0.70 15 0.3 2.0 2.2 2.86 0.006 0.016 EE 0.007 0.70 20 0.4 2.0 2.6 2.86 0.005 0.014 FF 0.004 0.70 10 0.2 2.0 1.8 2.86 0.003 0.008 GG 0.009 0.70 20 0.4 2.0 2.6 2.86 0.006 0.018 HH 0.010 0.70 30 0.6 2.0 3.1 2.86 0.007 0.020 II 0.005 0.70 18 0.4 2.2 2.3 2.86 0.003 0.010 JJ 0.007 0.70 20 0.4 2.0 2.6 2.86 0.005 0.014 KK 0.027 1.00 40 0.8 2.0 0.9 2.86 0.027 0.077 LL 0.008 0.70 22 0.4 1.8 2.8 2.86 0.006 0.016 MM 0.004 0.70 10 0.2 2.0 1.8 2.86 0.003 0.008 NN 0.017 1.00 30 0.2 0.7 1.1 2.86 0.017 0.049 00 0.243 1.00 195 2.8 1.4 2.2 2.86 0.243 0.696 PP 0.011 0.70 28 0.6 2.1 3.0 2.86 0.008 0.022 QQ 0.021 0.70 40 0.8 2.0 3.6 2.86 0.015 0.042 TOTAL 0.648 0.570 FOR 100 YEAR STORM P6 = 2.60 10.0 4.38 0.570 2.498 H4657P4.WK1 i " is �it■tq Ja rr■■r■■■ ■■■em w u■■ ■ u ■ ■M r tw�IS■ta /■t ■■ stt■t■ /■ i■■vt■sr �■ ■trt�tB■■�trt■ BMW aI ■Bt► /■M/ IN ttlwwt■ttwt if •Ittt F AAAi S / t�//■i■� ■tt■t■■■ III N NM ■aqY ■Y�O■■ ■ I % /w ■■� /' ltt� ■wtwtttlw�Mtt■ I/■■'Yd /tt■I.ttt■t■'�1t1■ t■ tt�ttN ■d�■taal�l ■I.YdJY� //■ ■ ■d�t■a I ts t■ t■ w■■■/ ■w� ■■tHN/I /rI■ ■ftttNi■t ■ ■I�■t t■ ww• � � ■■ t ■wt■a■I�•d.■Yr'.■■tt�■star��a■� . �/Y Nafl1�'Iltf1��MN■�i� /■W 1 w�■■t trY/dt■M / ■t�.A■■v,� JIV AIPAIIFAII■fA ■ / /tANtiv.��t� ttO ,� � � t■! �■■ tl� ■t ■t'Y�r■'ISIII�I.■Y ■■Bi/it��i � , �f ■ ■ ■■NI�■w/'N/■I/YII ■■�i�■tt' /Bt ■Y��■' tta �i�r�■�riov■ will willoomr �■W .r.■r■tfatt�.u w -A rr�■rrtrtw r 1 tw rossr_�tas �■■� � � � w a =fit � r•B� tv.� .t►r�.�t►.av � s rs■ ►.ae■ rw�■.■ur�t■tr.tri■■P. tttrsurB■ wt■r.rr�rr.■tt._�■ttr�u.awtw■• a / o Mt■�B■wOrJ.I'ri/.t■t :tt■tII ■ti ■>e'� ■tl� ttts��■ t/ tmsir:■�a►.■tr�wtwu■�a■t.�■■r �■ts ■ ttw■ ttltlNttt ■t /I /N•V'Itt/ /t ■tMtt//YV ■w��t /A�ti■� , , ■ t�Bat t %L� /MrrJ■ ■01.A /It/�l�I�■��t/�d /M/�� /N /�'I'tlrM.ri■ /■ /M.Oi/. 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D j'► 0 I• ttll 1 __ e 1 j!tl 1 + 1 i' 06 N .� r• , I ll 1 j�' L. :;; 1 1 N y "Cr 4) S: . ;t; i !jr I — It A 1•• �0 � - T � _ Rr 4J %0 r T O -A M . i • 1 } 1 1 1 1. } .1 �.I 1 t • 1� 1 1 , 1.1 1 11 • T 1 1 (inoq /58 434) SUSunuj Revised 1/85 APPENDIX XI -A 4V cz • c u N . 7 �/ /� / % ✓� C - X11 V ��" ,� of 4 LLJ UN LAJ >" Ca CD �•� to a tc7 7 Lca WOOL ® Ln - CN Jz uj T' f > - o Lai s 1 N Fr - cz U = E to a -T b v� 2 t Z Z ;r C o C�7 ►~i . F+ C ° q W Z ;% < .GN !+\ d �ZO �p fd QOO M � ud C V N O Z cc g3 OC O O W - !gy m �.i G LA. z p a ' r a u u L N Revised 1/85 APPENDIX XI -F 4 0 X N CN LM N �T N �, l �,, cc Nam dL— CV U. �� Q a• .. \J N U C2 CW, •z n Q cz .�1� .,i• •a �� j a . ev 1 � H . • _ 1 Z'V •�' Cc AF– //��// \mss � - Q i . • 1 � C l uj m Cfl N o < Y p� J Z t_ Z V i � U z b • � z t o ` F S w CN r u } r ° O q C UJ2 ( Cp o Fr - GO =LLJ M d p0 ,C O a '.� a < V n1 O Lu o /r1 W o �- I -� us I– cr- a vi o u X0.0 � A c O w ...t t�C4. Oin h Y z p a J v Y L to Revised 1/85 APPENDIX XI -C DATE burke - � Ul ong SHEET ENGR JOB NO PROJECT structural i civNengtr►eers swale flows FROM THE CALCULATIONS BELOW WE SEE THAT THE QUANTITY OF DRAINAGE IN AREA '00' IS GREATER THAN CAN BE CONTAINED IN THE 3 -FOOT WIDE SWALE. A CALCULATION WAS THE MADE TO SHOW THE WIDTH OF THE FLOW ON THE PAVEMENT. THIS CALCULATIONS SHOWS THAT THE TOTAL WIDTH OF FLOW IS 11.1 -FOOT WIDE DURING THE 10 -YEAR STORM EVENT. THE PCC SWALE WILL HANDLE NUISANCE FLOWS AND SAVE THE EROSION OF THE A.C. PAVEMENT. Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: ESPERANZA Comment: PCC SWALE IN PARKING Solve For Discharge Given Input Data: Left Side Slope.. 12.00:1 (H:V) Right Side Slope. 12.00:1 (H:V) Manning's n...... 0.015 Channel Slope.... 0.0061 ft /ft Depth............ 0.13 ft Computed Results: Discharge........ 0.25 cfs Velocity......... 1.25 fps Flow Area........ 0.20 sf Flow Top Width... 3.12 ft Wetted Perimeter. 3.13 ft Critical Depth... 0.12 ft Critical Slope... 0.0084 ft /ft Froude Number.... 0.86 (flow is Subcritical) 3 L�`�12 DATE burkett & W ong GA SHEET ENGR JOB NO PROJECT structurot i civil er►gk�eas swale flows (continued) Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: ESPERANZA Comment: PCC SWALE IN PARKING Solve For Depth Given Input Data: Left Side Slope.. 50.00:1 (H:V) Right Side Slope. 50.00:1 (H:V) Manning's n...... 0.015 Channel Slope.... 0.0061 ft /ft Discharge........ 0.70 cfs Computed Results: Depth............ 0.11 ft Velocity......... 1.13 fps Flow Area........ 0.62 sf Flow Top Width... 11.14 ft Wetted Perimeter. 11.14 ft Critical Depth... 0.10 ft Critical Slope... 0.0088 ft /ft Froude Number.... 0.84 (flow is Subcritical) 44-40Rt CAPACW I DATE burkett SHEET ENGR & W ong JOB NO PROJECT structwol i civil engk�eers swale flows (continued) THE OFFSITE SWALE SHOULD BE ABLE TO HANDLE THE 100 -YEAR STORM FLOW THAT WOULD BE DEVELOPED FROM THIS SITE. THIS EXISTING SWALE IS A D -75 THAT SLOPES AT 2 - %. THE CALCULATION SHOWN BELOW SHOWS THAT THE SWALE WILL HANDLE THIS FLOW. Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: ESPERANZA GARDEN APT Comment: OFFSITE D -75 SWALE WITH 100 -YEAR STORM Solve For Actual Depth Given Input Data: Diameter.......... 2.00 ft Slope ............. 0.0200 ft /ft Manning's n....... 0.015 Discharge......... 2.50 cfs Computed Results: Depth ............. 0.41 ft Velocity.......... 5.48 fps Flow Area......... 0.46 sf Critical Depth.... 0.55 ft Critical Slope.... 0.0059 ft /ft Percent Full...... 20.29 Full Capacity..... 27.73 cfs QMAX @.94D........ 29.83 cfs Froude Number..... 1.81 (flow is Supercritical) DATE burkett 7 - Wong SHEET ENGR JOB NO PROJECT structural i civllenginean inlets GRATE INLET IN SUMP DESIGN BASED ON BUREAU OF PUBLIC ROADS FIGURE 1073.02 CAPACITY OF GRATE INLET IN SUMP - WATER PONDED ON GRATE" EQUATIONS USED H =0 to 0.4 Q/L = 3.00 H ^(1.50) H =0.4 to 0.9 Q/L = 4.36 H ^(1.91) H =0.9 to 1.4 Q/A = 3.99 H ^(1.06) H= > 1.4 Q/A = 4.82 H ^(0.50) THIS CALCULATION USES 1/2 OF THE CALCULATED PERIMETER OR AREA AS A FACTOR OF SAFETY DRAINAGE Q GRATE NUMBER PERIMETER AREA PONDED BASIN (CFS) SIZE SIDES (FT) (SQ FT) DEPTH A 0.004 6" DIA 1 1.57 0.20 0.01 B 0.006 6" DIA 1 1.57 0.20 0.02 D 0.008 6" DIA 1 1.57 0.20 0.02 G 0.010 6" DIA 1 1.57 0.20 0.03 I 0.010 6" DIA 1 1.57 0.20 0.03 K 0.010 6" DIA 1 1.57 0.20 0.03 M 0.010 6" DIA 1 1.57 0.20 0.03 P 0.016 6" DIA 1 1.57 0.20 0.04 Q 0.018 12 "x12" 2 2.00 1.00 0.03 R 0.018 6" DIA 1 1.57 0.20 0.04 S 0.012 6" DIA 1 1.57 0.20 0.03 T 0.012 6" DIA 1 1.57 0.20 0.03 U 0.008 6" DIA 1 1.57 0.20 0.02 V 0.006 6" DIA 1 1.57 0.20 0.02 W 0.014 6" DIA 1 1.57 0.20 0.03 X 0.006 6" DIA 1 1.57 0.20 0.02 Y 0.042 9"x12" 4 3.50 0.75 0.04 Z 0.008 6" DIA 1 1.57 0.20 0.02 CONTINUED NEXT SHEET DATE burkett SHEET 7A ENGR & Wong 4 0 • 1OB NO PROJECT structural i civil engineers inlets (cont.) THIS CALCULATION USES 1/2 OF THE CALCULATED PERIMETER OR AREA AS A FACTOR OF SAFETY DRAINAGE Q GRATE NUMBER PERIMETER AREA PONDED BASIN (CFS) SIZE SIDES (FT) (SQ FT) DEPTH AA 0.006 6" DIA 1 1.57 0.20 0.02 BB 0.008 6" DIA 1 1.57 0.20 0.02 CC 0.064 9 "x12" 4 3.50 0.75 0.05 DD 0.016 6" DIA 1 1.57 0.20 0.04 EE 0.014 6" DIA 1 1.57 0.20 0.03 FF 0.008 6" DIA 1 1.57 0.20 0.02 GG 0.018 6" DIA 1 1.57 0.20 0.04 HH 0.020 6" DIA 1 1.57 0.20 0.04 II 0.010 6" DIA 1 1.57 0.20 0.03 JJ 0.014 6" DIA 1 1.57 0.20 0.03 LL 0.016 6" DIA 1 1.57 0.20 0.04 MM 0.008 6" DIA 1 1.57 0.20 0.02 00 0.696 18 "x18" 4 6.00 2.25 0.18 PP 0.022 18 "x18" 2 3.00 2.25 0.03 QQ 0.021 18 "x18" 3 4.50 2.25 0.02 TOTAL SITE WITH 100 -YEAR STORM TO A SINGLE 18" INLET WITH FLOW OVER 3 SIDES OF THE INLET TOTAL 2.498 18 1 Ix18" 3 4.50 2.25 0.49 H4657P7.WK1 burkett A DATE .: NO PROJECT structural IL elvilengimmm HEADS UP TO 0.4. USE CURVE [III HEADS ABOVE I.A. USE CURVE III) AT HEADS BETWEEN 0.4 ^NO 1.4, TRANSITION SECTOR AMC OPERATION ARE INDEFINITE �q� ■i1 ■� .■■.■nr. a.�� IIIi�� ■ ■1111 ��i�i�if��:�J��,� � / %i�lll� ■ ■i11 ■iIIII�� . �� ■ ■I1O11111� ■ ■ ■ ■ ■� ■1111�� m■■■■■■■■■■1m■■ ■Ii■ ■I■11ma UA burkett 8 DATE SHEET ENGR Wong JOB NO PROJECT structural a civpengineon pipe flows THE MAXIMUM FLOWS FOR THE DIFFERENT SIZED PIPES AT THE VARIOUS FLOWS IS TABULATED BELOW. THE NEXT SHEET SHOWS A TABULATION OF THE SIZING OF THE PIPE TO MATCH THESE FLOWS. VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft /ft cfS --------------- - - - - -- 0.33 0.0200 0.011 0.31 0.33 3.62 0.31 0.50 0.0200 0.011 0.94 0.50 4.78 0.94 0.67 0.0200 0.011 2.05 0.67 5.81 2.05 0.84 0.0200 0.011 3.74 0.84 6.75 3.74 1.01 0.0200 0.011 6.11 1.01 7.63 6.11 VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft /ft cfs --------------- - 0.33 0.0150 0.011 0.27 0.33 3.14 0.27 0.50 0.0150 0.011 0.81 0.50 4.14 0.81 0.67 0.0150 0.011 1.77 0.67 5.03 1.77 0.84 0.0150 0.011 3.24 0.84 5.85 3.24 1.01 0.0150 0.011 5.30 1.01 6.61 5.30 VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft /ft cfs 0.33 0.0120 0.011 0.24 0.33 2.80 0.24 0.50 0.0120 0.011 0.73 0.50 3.70 0.73 0.67 0.0120 0.011 1.59 0.67 4.50 1.59 0.84 0.0120 0.011 2.90 0.84 5.23 2.90 1.01 0.0120 0.011 4.74 1.01 5.91 4.74 DATE burkett SHEET ENGR & Wong JOB NO PROJECT structurol i civpengkwas pipe flows ,(continued VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope 'n' cfs ft fps Full ft /ft cfs ----------------- - - - - -- 0.33 0.0100 0.011 0.22 0.33 2.56 0.22 0.50 0.0100 0.011 0.66 0.50 3.38 0.66 0.67 0.0100 0.011 1.45 0.67 4.10 1.45 0.84 0.0100 0.011 2.64 0.84 4.77 2.64 1.01 0.0100 0.011 4.32 1.01 5.40 4.32 VARIABLE COMPUTED COMPUTED COMPUTED COMPUTED Diameter Channel Mannings Discharge Depth Velocity Capacity ft Slope W cfs ft fps Full ft /ft cfs --------------- 0.33 0.0060 0.011 0.17 0.33 1.98 0.17 0.50 0.0060 0.011 0.51 0.50 2.62 0.51 0.67 0.0060 0.011 1.12 0.67 3.18 1.12 0.84 0.0060 0.011 2.05 0.84 3.70 2.05 1.01 0.0060 0.011 3.35 1.01 4.18 3.35 f ' DATE burkett 8$ � W ong SH EET ENGR JOB NO PROTECT structural i clvN engk�aers pipe flows (continued? AREA INC TOTAL PIPE PIPE AREA INC TOTAL PIPE PIPE NO. Q Q SLOPE SIZE NO. Q Q SLOPE SIZE (cfs) (cfs) M (in) (cfs) (cfs) (°ro) (in) A 0.004 0.004 1.20 4 HH 0.020 0.020 1.00 4 B 0.006 0.010 1.20 4 II 0.010 0.030 1.00 4 C 0.060 0.070 1.20 4 JJ 0.014 0.044 1.00 4 D 0.008 0.078 1.50 4 KK 0.077 0.121 1.00 4 E 0.034 0.112 1.50 4 LL 0.016 0.137 1.00 4 F 0.029 0.141 1.50 4 MM 0.008 0.145 1.00 4 G 0.010 0.151 1.50 6 NN 0.049 0.194 1.00 4 0.151 0.60 6 00 0.696 0.841, 1.00 8 H 0.034 0.185 0.60 6 PP 0.022 0.863 1.00 8 1 0.010 0.195 0.60 6 J 0.049 0.244 0.60 6 K 0.010 0.254 0.60 6 L 0.034 0.288 0.60 6 M 0.010 0.298 0.60 6 N 0.063 0.361 0.60 6 0 0.023 0.384 0.60 6 P 0.016 0.400 0.60 6 Q 0.018 0.418 0.60 6 R 0.018 0.018 1.00 4 S 0.012 0.030 1.00 4 T 0.012 0.042 1.00 4 U 0.008 0.050 1.00 4 V 0.006 0.056 1.00 4 W 0.014 0.070 1.00 4 X 0.006 0.076 1.00 4 Y 0.042 0.118 1.00 4 Z 0.008 0.126 1.00 4 AA 0.006 0.132 1.00 4 BB 0.008 0.140 1.00 4 CC 0.064 0.204 1.00 6 DD 0.016 0.220 1.00 6 EE 0.014 0.234 1.00 6 FF 0.008 0.242 1.00 6 GG 0.018 0.260 1.00 6 H4657P8.WK1 S C_� SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160 619-280-432 1, FAX 619- 280 -4717 May 18, 1992 Esperanza Proposal 9221052 11085 Sorrento Valley Court Report No. 1 San Diego, California 92121 ATTENTION: Steve Fehrer SUBJECT: Update Report, Regal Road Low Income Housing Project, Regal Road, Encinitas, California. REFERENCES: 1) Updated Soil Preparation and Foundation Recommendations, Regal Road Condominium Project, SCS &T Project No. 8921068, Report No. 1, dated June 2, 1989. 2) Report of Geotechnical Investigation, Rancho Santa Fe Intermediate Care Facility, Facility, SCS &T Project No. 14043, Report No. 1, dated June 18, 1982. 3) Preliminary Architectural Plans, Rob Wellington Quigley, AIA (undated and unnumbered). Gentlemen: In accordance with the request of the project architects, we have reviewed the referenced geotechnical reports to determine if the recommendations presented therein are valid for the project as presently proposed. At this time, the development of the subject site is proposed to consist of a four building, ten unit apartment complex. The buildings will consist of two story, wood frame structures with shallow foundations and on -grade concrete slabs. The project will also have 29 exterior parking stalls, a child's playground and a laundry building. p (�� j LS ~� lU1 1J MAY 25 1993 ENGINEERING SERVICES CITY OF ENCINITAS SCS &T 9221052 May 18, 1992 Page 2 Based on our understanding of the project and our review of the referenced documents, it is our opinion that the geotechnical recommendations contained therein are still valid. Once the foundation plans are prepared, they should be submitted to this office for verification that they comply with our recommenda- tions. If you have any questions after reviewing this letter, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully Submitted, SOUTHERN CALIFORNIA SOIL &"I ESTING, INC. Charles H. Christian, R.G.E. #00215 ��. P �sH.cH� W No.GE00 )215 CHC:mw * P. 9.3x93 cc: (2) Submitted ` (2) Rob Wellington Quigley �9lFOFCAt%* a (2) Solerno Linvingston Architects OF UPDATED SITE PREPARATICN AMID FOUNDATTCN RDC OMb22M ICNS REGAL ROAD came mmim PRD= REGAL ROAD ENCRM AB, PREPARED FOR: INCOME PROPERTY GROUP 1060 Eighth Avenue, Suite 405 San Diego, California 92101 PREPARED BY: Smthpe California Soil and Testing, Incorporated Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 S O U T H E R N 4.S -r.. C A L I F O R N I A SOIL A N D T E S T I N G , I N C. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 ' TELE 280.4321 . P.O. 80% 20627 SAN DIEGO, CALIF. 92120 6 7• E N T E R P R 1 0 E ! T. E• C O H O 1 0 0, C A L I F. 9 2 0 2! • T E L E 7 4 6. 4 5 4 4 June 2, 1989 Income Property Group SCS &T 8921068 1060 Eighth Avenue, Suite 405 Report No. 1 San Diego, California 92101 SUBJECT: Updated Site Preparation and Foundation Recommendations, Regal Road Condominium Project, Regal Road, Encinitas, California. REFERENCE: "Report of Geotechnical Investigation, Rancho Santa Fe Intermediate Care Facility "; Southern California Soil and Testing, Inc.; June 18, 1982. Gentlemen: In accordance with your request, we have prepared this update letter to provide site preparation and foundation reccantendations for the subject project. These recommendations are based on a review of the referenced report as well as additional subsurface explorations and laboratory tests. PROJECT DESCRIPTIM It is our understanding that the proposed developnent will consist of the construction of a two -story condominium structure. The proposed structure will be of wood -frame construction. Conventional shallow foundations and slabs -on -grade are proposed. No grading is anticipated. S 0 U T H E R N C A L I F O R N I A S 0 1 L A N D T E 5 T I N G. I N C. SCS &T 8921068 June 2, 1989 page 2 SOIL DESCRIPTIM Three backhoe trenches were dug in conjunction with the preparation of this report. As exposed in these trenches ( Plates Number 2 through 5) as well as other trenches previously dug the site is underlain by up to four feet of fill and topsoil consisting of loose to dense, dry to moist, brown, silty sand. These deposits are underlain by terrace deposits consisting of medium dense to dense, moist, red brown, silty sand and, grey rust, very clayey sand. An expansion index test was performed on a representative sample of the clayey terrace deposits. The test results are presented on Plate Number 6 an indicate a highly expansive foundation soil condition. Collapse potential tests were performed on samples of the terrace deposits. The test results are presented on Plate Number 7 and indicate that some of this material is moderately collapsible. CIONCL ISICOS AND RDCaM 4M=CtiS No geotechnical conditions were encountered which will preclude site development as presently proposed. The site is underlain by up to four feet of compressible topsoil and fill deposits. This material is considered unsuitable for foundation support and will require removal and replacement as compacted fill. The presence of pockets of collapsible terrace deposits will also require special site preparation consideration as described herein. Scene of the foundation soils were found to be highly expansive. This condition is referenced in the following recomrendations. GRADIM SITE PREPARATICN: Site preparation should begin with the removal of all existing vegetation and deleterious matter detrimental from the areas of the site to be developed. Existing topsoil and fill deposits underlying the proposed settlement- sensitive improvements (structural fills, exterior slabs and driveways included) should be removed to firm natural ground. In addition, terrace deposits within four feet from finish pad grade should be SCS &T 8921068 June 2, 1989 Page 3 resroved. The bottom of the excavation should be scarified to a depth of 12 inches, watered heavily and recompacted to at least 90 percent as determined in accordance with ASTM D1557 -78, Method A or C. The stockpiled soils, should then be placed in thin compacted lifts. SURFACE MAIINAGE: It is recommended that all surface drainage be directed away frat the structure and the top of slopes. Ponding of water should not be allowed adjacent to the foundations. EAMDCM: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All embankments,. structural fill and fill should be compacted to at least 90% relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavements should be compacted to minimum of 90% of its maximum dry density.. The upper twelve inches of subgrade beneath paved areas should be compacted to 95% of its maximum dry density. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. The m xinum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method D- 1557 -78, Method A or C. FD(II0MCM GENERAL: Shallow foundations may be utilized for the support of the proposed structure. The footings should have a minimum depth of 24 inches below lowest adjacent finish grade. A minimum width of 12 inches and 24 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 psf may be assumed for said footings. This bearing capacity may be increased by one - third when considering wind and/or seismic forces. Footings located adjacent to or within slopes should be extended to SCS&T 8921068 June 2, 1989 Page 4 a depth such that a minimum distance of eight feet exists between the footing and the face of the slope. In addition, for retaining wall footing in similar conditions, a minimum setback of ten feet should exist between the footing and the portion of the footing developing passive pressures. : Both exterior and interior continuous footings should be reinforced with at least one #5 bar positioned near the bottom of the footing and one #5 bar positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. Il ERICR CONCRETE SLAW: Concrete slabs -on -grade should have a thickness of four inches and be underlain by a four -inch blanket of clean, poorly graded, coarse sand or crushed rock. This blanket should consist of 100 percent material passing the two -inch screen and no more than ten percent and five percent passing sieves #100 and #200, respectively. The slab should be reinforced with #3 reinforcing bars placed at 12 inches on center each way. The rebars should be extended at least 12 inches into the footings. Slab reinforcement should be placed within the middle third of the slab. Where moisture sensitive floor coverings are planned, a visqueen barrier should be placed on top of the sand layer. A one - inch -thick layer of clean sand should be placed over the visqueen to allow proper concrete curing. SCR CONCRETE SLABS: Exterior slabs should have a minim un thickness of four inches. Walks or slabs five feet in width should be reinforced with 6 "x6 "- W1.4xW1.4 (6 1 lx6 "- 10 /10) welded wire mesh and provided with weakened plane joints. Any slabs between five and ten feet should be provided with longitudinal weakened plane joints at the center lines. Slabs exceeding ten i' feet in width should be provided with a weakened plane joint located three feet inside the exterior perimeter as indicated on attached Plate Number 8. Both traverse and longitudinal weakened plane joints should be constructed as detailed in Plate Number 8. Exterior slabs adjacent to doors and garage openings should be connected to the footings by dowels consisting of No. 3 i reinforcing bars placed at 24 -inch intervals extending 18 inches into the footing and the slab. SCS &T 8921068 June 2, 1989 Page 5 SET3ITP CS: The anticipated total and/or differential settlements for the proposed structure may be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor hairline cracks on concrete due to shrinkage of construction materials or redistribution of stresses are normal and may be anticipated. EAR,'IIi REIAINIM MILS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 400 pounds per square foot per foot of depth up to a maximum of 2500 psf. . This pressure may be increased one -third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.35 for the resistance to lateral movement. When combining frictional and passive resistance, the former should be reduced by one - third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations. ACTIVE PRESSURE: The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 32 pounds per cubic foot. For 2:1 (horizontal to vertical) sloping backfills, 13 pcf should be addbd to the preceding values. These pressures do not consider any surcharge. If any are anticipated, this office should be contacted for the necessary increase in soil P ressure. This value assumes a drained backfill condition. Waterproofing details should be provided by the project architect. A subdrain detail is provided on the attached Plate Number 9. BAC3CFII1,: All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. SCS &T 8921068 June 2, 1989 Page 6 FACXR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturning and sliding. T.7MimA' CW The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifications if necessary. In addition, this office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOMSRN CALIFORNIA SOIL & TESTMG, INC. oQ RQ4 E SSlQN q � B. g o NO. 36037 D 4K EXP. 6-30-92 Daniel B. Adler, .C.E. #36 7 J, CIVIt DBA:nr OF CAI�� cc: (6) Submitted (1) SCS &T, Escondido .. � fit, t � j ~ ors• � 1 ~mot t `� •• ro -- av — I ,r t� • N ru �,* , I 6 " 64JAW CAP b 100CA to s e.rreu '- I LEUC of - 3 I i..: TMOt E � I r -� i 1 Lj fMM[ e r ru +I ` �s a cc r AAft < .,ea ' - ow In over 1 • ; dry cows rrur� ' C rorw.cu I • � c.roew� 7A S �al of i S .ILVIA � �• � . 1 I -C � r��• S Crp�f s r ar•n a.cr a S w NI T - u• cw r at tow t j n r..a '•? •• � R r ; To V s ( , �! • \ ' tier .. An SOUTHERN CAL IFORNIA REGAL ROAD CONDOMINIUM PROJECT SOIL A TESTING91KC. sr OBA DATE 6 -05 -89 cos NUMBER: 892.1068; Plate No: 1 := Z / SCALE 1" = 40' 0 20 40 60 80 0° W a s / p l = M W � A a = EXISTING a T2 SHED LEGEND _ SEPTIC m TRENCH LOCATION ,q0 TANK - ---�r- FENCE RETAINING WALL / EXISTING BUILDING iT 3 REGAL ROAD SOUTHERN CALIFORNIA REGAL ROAD CONDOMINIUM SOIL A TUST INa, I NC. ■w DBA DATE: 6 -05 -89 cos Nummim 8921068 1 Plate No. 2 I SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES 1. COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel - Aore t half of sand mixtures, little or no coarse fraction is fines. larger than No. 4 GP Poorly graded gravels, gravel sieve size but sand mixtures little or no smaller than 3'. fines. GRAVELS WITH FINES GM Silty gravels. poorly graded (Appreciable amount gravel- sand -silt mixtures. of fines) GC Clayey gravels, poorly graded gravel -sand, clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly Moire - than half of sands, little or no fines. coarse fraction is SP Poorly graded sands, gravelly smaller than No. 4 sands, little or no fines. sieve size. SANDS WITH FINES SM Silty sands, poorly graded (Appreciable amount sand and silty mixtures. of fines) SC Clayey sands, poorly graded sand and clay mixtures. II. FINE GRAINED, more than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey- silt -sand mixtures with slight plas- ticity. Liquid Limit CL Inorganic clays of low to less than 50 medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MW Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high greater than 50 plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. - i — Water level at time of excavation CK — Undisturbed chunk sample or as indicated BG — Bulk sample US — Undisturbed, driven ring sample SP — Standard penetration sample or tube sample <* SOUTHERN! CALIFORNIA REGAL ROAD CONDOMINIUM PROJECT > SOIL A TEST I N G, I NC. sY: DBA DATE: 6 -05 -89 JOB NUMBER: 8921068 Plate No. 3 Z W ° TRENCH NUMBER 1 W v >. — z r Q Z CC Z Z _ W W W W y Q _ W J ELEVATION oC �" ¢ ~ Z = — ~ ~ H J y_ d y N W c V y W t ` CL N a Q a y G a F- J CL W t Q Z cc O Z W o y O p ¢ Q oC Q O u OESCRIPTION Q a U U SM TOPSOIL, Brown, SILTY SAND Dry Loose to BAG Medium 1 Dense 2 SM TERRACE DEPOSITS, Red Brown, Humid to Medium SILTY SAND Moist Dense to Dense 3 CK 115.8 7.4 BAG 4 Cemented CK 5 Difficult D' Trench Ended at 5' TRENCH NUMBER 2 0 SM TOPSOIL, Red Brown, SILTY Humid Loose to SAND Medium 1 Dense 2 SC TERRACE DEPOSITS, Grey Rust, Moist Medium VERY CLAYEY SAND Dense to Dense Trench Ended at 2' on Top of Leach Line <4 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG > SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: 5 -09 -89 JOB NUMBER: 8921068 Plate No. 4 1 Z - _ °- TRENCH NUMBER 3 z W U _� W ,� z a Q Z Z O W .: 1. W W y cc LL ELEVATICN �' Z W = Z F- U r- - N- a y < N W C V y W < t1 d y <L O 0. y D a F- J < W < d Z > 0 = W In J < O cc 0 O 0 OESCRIPTION v v SM TOPSOIL, Red Brown, SILTY Humid Loose to SAND Medium 1 Dense 2 SM TERRACE DEPOSITS, Red Brown, Humid Medium SILTY SAND Dense CK 3 BAG SC Grey Rust, VERY CLAYEY SAND Moist Medium Dense 4 CK 107.5 13.1 Cemented at 4' Near Refusal SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC LOGGED BY JBR DATE LOGGED 5 -09 -89 JOB NUMBER 8921068 Plate No. 5 EXPANSION INDEX TEST RESULTS SAMPLE T3 @ 3' -4' CONDITION REMOLDED INITIAL M.C. (• /.) 10.7 INITIAL DENSITY (PCF 107.4 FINAL M.C. (• /.) 21.7 NORMAL STRESS(PSF ) 144.7 EXPANSION INDEX 90 SOUTHERN CALIFORNIA REGAL ROAD CONDOMINIUM PROJECT SOIL A TESTIN0 BY: DBA DATE: 6 -05 -89 J08 NUMBER: 8921068 Plate No. 6 SINGLE POINT CONSOLIDATION TEST RESULT SAMPLE NO. T1 @ 2.5' T3 @ 3.5' - INITIAL MOISTURE, % 7.4 13.7 - INITIAL DENSITY, PCF 1 - % CONSOLIDATION BEFORE WATER ADDED 1.6 4.2 - % CONSOLIDATION AFTER WATER ADDED 2.1 5.2 - FINAL MOISTURE, % 13.9 17.0 - AXIAL•LOAD, KSF 2,58 2.58 SOUTHERN CALIFORNIA REGAL ROAD CONDOMINIUM PROJECT SOIL A TESTING1 sr: DBA ]EDATE: 6 -05 -8 9 .JOB NUMBER: 8921068 No. 7 ,. TRANSVERSE 3 WEAKENED PLANE JOINTS 6' ON CENTER (MAXIMUM) S W W/2 W/2 WEAKENED PLANE S JaNTs 3' 1 10 t 5'- o' SLABS IN EXCESS OF SLABS' 5 TO 10 10 FEET IN WIDTH FEET IN WIDTH PLAN NO SCALE TOOLED JOINT 1 -1/4� T'/2 T s s \ 6 n X c 6 o —io/lo '* wwm CONTINUOUS WEAKENED PLANE JOINT DETAIL NO SCALE �sp SOUTHERN CALIFORNIA REGAL ROAD CONDOMINIUM PROJECT BY DBA - DATE: 6 -05 -89 T SOIL & TESTING. INC. JOB NUMBER: 8921068 l Plate No. 8 WATERPROOF SACX OF WALL PER ARCHITECT'S SPECIFICATIONS x 2/4 INCH CRUSHED ROCK Olt .� MIRADRAIN 6000 OR EGUIVALEH 0 0• ..� T •'" QEOFAeRIC 3ETWEEN ROCK AND SOIL .' 12" . �' 0 ` ' 4 " DIAMETER PERFORATED PIPE SLAS -ON -GRADE X AM I• RETAINING WALL SUBDRAIN DETAIL NO SCALE <*> SOUTNSRN CALIFORNIA REGAL ROAD CONDOMINIUM PROJECT SOIL & TASTING, INC. •y: DBA DATE 6-05 05 89 ' JOB NUMBER: R921068 Plate No. 9 REGAL ROAD CQCOMIVIUM PKLTEC r, REGAL RaAD, ENCINITM, CMZKIOFIA RDCx MM GRADINIG SPDCIFICATICrS - GENERAL PRWISICI S GENERAL INIFNr The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and conpacting fill soils to the lines and grades shown on the accepted plans. The recommendation contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Reconmended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical soil report or in other written conuunication signed by the Soil Engineer. CBSERVAT ADD 7ESTING Southern California Soil and Testing, Inc., shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Soil Engineer or his representative provide adequate observation so that he may provide an opinion that the work was or was not accomplished as specified. It shall be the responsibility of the contractor to assist the soil engineer to keep him appraised of work schedules, changes and new infonmtion and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary soil report are encountered during the grading operations, the Soil Engineer shall be contacted for further recommendations. If, in the opinion of the Soil Engineer, substandard conditions are encountered, such as; questionable or unsuitable soil, unacceptable moisture (R -8/87) SCS &T 8921068 June 2, 1989 Appendix, page 2 content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he-shall recomten i rejection of this work. Test methods used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density Optimum - ty Cp Moisture Content A.S.T.M. D-1557-78. Density of Soil In -Place - A.S.T.M. D 1556 -64 or A.S.T.M. D -2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing A.S.T.M. testing procedures. PREPARATICN OF AREAS M RECEIVE F na. All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, ccarpacted and tested for the minimum degree of compaction in the Special Provisions or the recoarmen ation contained in the preliminary geotechnical investigation report. All loose soils in excess of 6 inches thick should be resmved to firm natural ground which is defined as natural soils which possesses an in -situ density of at least 90% of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped (R -8/87) SCS &T 8921068 June 2, 1989 Appendix, page 3 or benched. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide or 1 111 times the the equipment width which ever is greater and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Soil Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be re tm d fiat within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the Soil Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Soil Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Soil Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of foot' whichever is ter. � The t of 9� type cap will depend on the diameter of the well and should be determined by the Soil Engineer and/or a qualified Structural Engineer. FILL MA' EPJAL Materials to be placed in the fill shall be approved by the Soil Engineer and shall be free of vegetable matter and other deleterious substances. (R -8/87) SCS &T 8921068 June 2, 1989 Appendix, page 4 Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. Any import material shall be approved by the Soil Engineer before being brought to the site. PLACING AM C MAL'IrICN OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to a minimum specified degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids mist be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non - structural fills is discussed in the geotechnical report, when applicable. r r i i . (R -8 /87) i SCS &T 8921068 June 2, 1989 Appendix, page 5 Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Soil Engineer or his representative. The location and frequency of the tests shall be at the Soil Engineer's discretion. When the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Soil Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at ratios of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over -built and cut -back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90% of maxi mnn dry density or that specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Soil Engineer is of the opinion that the slopes will be stable in regards to surficial stability. Slope tests will be made by the Soils Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Soil Engineer or his representative in the four of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Soils Engineer. (R -8/87) SCS &T 8921068 June 2, 1989 Appendix, page 6 C[Tr SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. TATIM Field observation by the Soil Engineer or his representative shall be made during the filling and compacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. The presence of the Soil Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIHM Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. (R -8/87) SCS &T 8921068 June 2, 1989 Appendix, page 7 Rr70OMENDED GRADIW SPECIFICATIONS - SPECIAL PROVISIONS RR[ATIVE COMPACTICN: The minimum degree of compaction to be obtained in compacting natural ground, in the compacted fill, and in the compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95% relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. OVERSI MERIM: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversize materials should not be placed in fill unless recommendations of placement of such material is provided by the soils engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. 7 ANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. (R -8/87) I 7 T �,, I � k - � I "_ I I . I � � � I I � .11� 'i�,�7,k.,�-"�,�"-V,-!F-"r,4� , , '11'..'N"", 1� � - I , I - , I � " , I 1_� "`�, - : . - _ - � i I � �_ % I I 11 . 1�1_ 1 �1_ i 1, I T �t .� t � . - ; I � 1� I -1 �'_ �� I , , '�_ I I -___11,_1, I _____ _,_.__-_1_--�__ - I I .. ____1 - , .. I--,. 11 _ � _i_____,." , ., . �71 � . - . 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