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Home My WebLink About; Parking Lot Corner of Roosevelt St and Elm Ave; Corner of Roosevelt and Elm; 1990-06-25m m m CffiOTECHNICAL INVESTIGATION PROPOSED PARKING LOT CORNER OF ROOSEVELT STREET AND ELM AVENUE CARLSBAD, CALIFORNIA PREPARED FOR: City of Carlsbad 2075 Las Palmas Drive Carlsbad, California 92009-4859 *" . PREPARED BY: M « Southern California Soil and Testing, Incorporated Post Office Box 20627 — 6280 Riverdale Street San Diego, California 92120 m SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 9212D ' TELE ZBD-4321 • P.O. BOX ZD6Z7 SAN DICGO, CALIF. 9212D 6 7 B ENTERPRISE ST. E3CONDIDD, CALIF. g Z D 2 5 > TELE 746-4544 m June 25, 1990m m City of Carlsbad m 2075 Las Palmas Drive SCS&T 9021086 m Carlsbad, California 92009-4859 Report No. 1 ATTENTION: Mr. Kenneth W. QuonM m SUBJECT: Geotechnical Investigation, Proposed Parking Lot, Corner of m Roosevelt Street and Elm Avenue, Carlsbad, California. m •» Gentlemen: wm In accordance with your request, a geotechnical Invest i nation has been completed for the above subject project. This letter contains the results of our field investigation, R-Value laboratory test results, grading specifications, and structural pavement design recommendations. """ SITE AND SOIL DESCRIPTION *w •i The site is located on the northeastern corner of Roosevelt Street and Elm m Avenue, and is approximately 140-feet long by 125-feet wide. The site is relatively flat, and is presently occupied by abandoned houses and concrete slabs. The site location is shown on the attached Plate Number 1. Six hand dug test pits w=re excavated by our engineering geology personnel. «•The pits extended to a maximum depth of two feet. The soils encountered in *• the test pits consisted of approximately one to 1.5 feet of topsoil m overlying terrace deposits. The topsoil consisted of dark brown, loose, dry SOUTHERN CALIFORNIA SOIL AND TESTING, INC. SCS&T 9021086 June 25, 1990 Page 2m m to humid, fine-grained silty sand. The terrace deposit soils were found to m be dark brown to orange-brown to red-brown, medium dense, humid,jog fine-grained silty sand. The locations of the test pits are shown on Plate HI Number 2. Plates Number 4 through 6 contain the logs which describe the • soils found in each test pit. Ml m LABORATORY TEST RESULTS R-Value tests were performed on samples obtained from the test pits. The topsoil and terrace deposits had R-Values of 76 and 75, respectively. The m results from the R-Value tests are contained in Plates Number 7 and 8. in m CONCLUSIONS AND RECOMMENDATIONS m GENERAL «• In general, no geotechnical conditions were encountered which would preclude <*•the construction of the proposed parking lot as presently proposed provided the recommendations presented herein are followed. •»• The subject site was found to be underlain by a relatively thin layer of m topsoil deposits extending to a maximum depth of 1.5 feet below existing ^ grade. M* GRADING«• m SITE PREPARATION: Site preparation should begin with the removal of any u^existing vegetation and deleterious matter from the areas of the site to be «• graded or that will be built on. Existing topsoils should be removed to m firm natural ground. Firm natural ground is defined as soil having in-place density of at least 90 percent. After this has been accomplished, the soils exposed in fill areas should be scarified to a depth of 12 inches, moisture conditioned, and recompacted to at least 90 percent relative compaction. SCS&T 9021086m m June 25, 1990 Page 3 m m m m EARTHWORK: 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. Fill should be compacted to at least 90% relative compaction at or slightly over optimum moisture content. Utility trench backfill 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 maximum dry density of each soil type should be determined in accordance with ASTM Method D 1557-78, Method A or C. STRUCTURAL PAVEMENT DESIGN REOCMHENDKnOB Based on a R-Value of 75 for the on-site soils, it is our opinion that a minimum structural pavement section may be used at the subject site. The minimum asphalt concrete (AC) structural section required should consist of at least 2.5 inches of asphalt concrete pavement over 4.0 inches of Class II aggregate base. All subgrade soils within 12 inches of subgrade under asphalt pavements should be compacted to at least 95 percent of maximum dry density. All base material should also be compacted to at least 95 percent. Any soft or spongy areas should be removed to firm ground and be replaced with compacted f ill . If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. m m m m Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC Reviewed by: William R. Stevens, R.C.E. #43010 DBA:WRS:mw cc: (4) Submitted (1) SCS&T, Escondido r\ Daniel BY A#fer, R.C.E m m m m m m m m mt a m m SOUTHMN CALIFORNIA SOIL A TBSTINO.INC. CARLSBAD PARKING LOT ,v.BS/WDW jot NUMBER 902108» DATE:^5-90 PLATE ROOSEVELT STREET LU 3 ZUJ§ S_j UJ J EXISHNG BUILDING T5 EX1STMG BULGING LEGEND • TRENCH LOCATION T2 EXISTING BULGING PROPOSED PARKING LOT 'T4 PROPOSED PARKING LOT T6I SCALE r=20' O 10 20 30 4O SOUTHERN CALIFORNIA SOIL A TESTING, I NO. CARLSBAD PARKING LOT •V:BS/WDW JOB NUMBER:90210M DATE:6-22-90 PLATE #2 SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION I.COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS More than half of coarse fraction is larger than Mo. 4 sieve size but smaller than 3". GROUP SYMBOL GU GP GRAVELS WITH FINES (Appreciable amount of fines) SANDS More than half of coarse fraction is smaller than No. 4 sieve size. CLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) II. FINE GRAINED, more than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS GM GC SW SP SM sc ML CL OL MH Liquid Limit CH greater than 50 OH HIGHLY ORGANIC SOILS PT TYPICAL NAMES Well graded gravels, gravel-sand mixtures, little or no fines.Poorly graded gravels, gravel sand mixtures, little or no fines.Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtures. Well graded sand, gravelly sands, little or no fines. Poorly graced sands, gravelly sands, little or no fines. Silty sands, poorly graded sand and siity mixtures. Clayey sands, poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or cljyey-silt-sand mixtures with slight plas- ticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays.Organic silts and organicsilty clays or low plasticity. Inorganic silts, micaceous or diatom^ceous fine sandyor si 1ty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils. US - Water level at time of excavation or as indicated Undisturbed, driven ring sample or tube sample CK — Undisturbed chunk sample BG — Bulk sample SP — Standard penetration sample SOUTHERN CALIFORNIA SOIL ft TBSTINGJNC. CARLSBAD PARKING LOT BY:JBR JOB NUMBER • 9021086 DATE- 6-14-90 Plate No. 3 « •I I 0.Illa 0.5- l.Or • .5 « >.0- • 4 4 ^m 0.5- 1.0- 1.5 ^ ^ ^ ^ «SAMPLE TYPE 1BG \ BG SOIL 1CLASSIFICATIONSM SM SM SM TRENCH NUMBER 1 ELEVATION DESCRIPTION TOPSOIL, Dark Brown, Fine- Grained SILTY SAND .TERRACE DEPOSITS, Dark Red- dish-Brown, Fine-Grained SILTY SAND Bottom at 1.7' TRENCH NUMBER 2 TOPSOIL, Dark Brown, Fine-Grained, SILTY SAND TERRACE DEPOSITS. .OrapgeT JBrown to Brown, Fine-Grained SILTY SAND Bottom @ 2.0'APPARENTMOISTURE3ry to Humid Humid Humid Humid APPARENTCONSISTENCYOR DENSITYLoose Medium Dense Loose Medium Dense i- coz c tro MOISTURECONTENT ('/.}RELATIVECOMPACTIONS)™ - - ~ - - - - . - >^v SOUTHERN CALIFORNIA ^^/^ SOIL & TESTING. INC. PROJECT: CARLSBAD PARKING LOT LOQQKD BY: JBR DATE LOGGED: 6-14-90 JOB NUMBER: 9021086 PLATE NUMBER: 4 Ml m m «** *-k^ X a.Ulo D.5- i n*. • 1.5- • ^ ^ 44 0.5- 1.0- 1.5r ^ « «•AMPLE TYPE 1(0 BG BG SOIL 1ASSIFICATION |-jO SM SM SM SM TRENCH NUMBER 3 ELEVATION DESCRIPTION TOPSOIL, Dark Brown, Fine- Grained SILTY SAND TERRACE DEPOSITS, Dark Reddish-Brown, Fine Grained SILTY SAND Bottom @ 2.0' TRENCH NUMBER 4 TOPSOIL, Dark Brown, SILTY SAND TERRACE DEPOSITS, Orange- Brown to Brown, Fine-Grained SILTY SAND Bottom at 2.0'APPARENTMOISTUREHumid Humid Dry to Humid Humid APPARENTINSISTENCYOR DENSITYw Loose Medium Dense Loose Medium Dense > H co UJ *uQ 3- >a:o MOISTURECONTENT (Z)RELATIVEDMPACTIONi/CIO - ™ - - - - - . >/^v SOUTHERN CALIFORNIA vS=v^^^ SOIL & TESTING, INC. PROJECT: CARLSBAD PARKING LOT LOQQtD BY: JBR DATE LOQQf D: 6-14-90 JOB NUMBER: 9021086 PLATE NUMBER: 5 m *•l»M I CL111O • ).5, • 1.0. v 1.5- • f« 0.& 1 0 I.&. «•SAMPLE TYPEBG BG SOILSSIFICATION 1<-Jo SM SM SM SM TRENCH NUMBER 5 ELEVATION DESCRIPTION TOPSOIL, Dark-Brown, Fine- Grained SILTY SAND TERRACE DEPOSITS, Orange- Brown, Fine-Grained SILTY SAND Bottom at 2.0' TRENCH NUMBER 6 TOPSOIL, Dark-Brown, Fine- Grained SILTY SAND TERRACE DEPOSITS, Dark Reddish-Brown to Brown, Fine-Grained SILTY SAND Bottom at 2.0'APPARENTMOISTURE)ry to iumid Humid •lumid •iumid APPARENTCONSISTENCYOR DENSITYLoose Medium Dense Loose Medium Dense >i- <o 2 CLU uQ S- > IEQ •MOISTURECONTENT MRELATIVECOMPACTION(X)— ™ - - - - y/X SOUTHERN CALIFORNIA ^=T=?N^ SOIL i TESTING. INC. PROJECT: CARLSBAD PARKING LOT LOQQID BY: JBR OATB LOQQID: 6-14-90 JOB NUMBER: 9021086 PLATE NUMBER: 6 SAMPLE: Tl @ 1.0' - 1.5 Silty Sand Topsoil TEST SPECIMAN DATE TESTED SPECIMENFABRICATIONCompactor Air Pressure psi Initial Moisture % Moisture at Compaction % Briquette Height in. Density pcf EXUDATION PRESSURE psi EXPANSION PRESSURE DIAL STABIL-OMETERPn at 1000 pounds psi ph at 2000 pounds psi Displacement turns "R" Value CORRECTED "R" VALUE A 6-15-90 350 2.2 9.5 2.53 122.5 470 14 24 4.00 78 78 B 6-15-90 350 2.2 10.5 2.55 118.8 105 19 34 4.45 68 68 c 6-15-90 350 2.2 10.0 2.54 121.5 240 16 27 4.15 75 75 D E "R" VALUE AT 300 PSI EXUDATION PRESSURE =' ° GRAIN SIZE DISTRIBUTION SIEVE 3 2'4 2 ft 1 \ \3/4 #4 #8 #16 #30 #50 #100 #200 .05mm ,005mm .001mm AS RECEIVED LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT AS TESTED 800 600 500 400 300 200 EXUDATION PRESSURE psi 100 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 08BO niVEROALK BTRBBT BAN DIBOO, CALIFORNIA BB1BO CARLSBAD PARKING LOT WRS JOB NO. 9021086 6-18-90 Plate No. 7 3 ! i ] 3 SAMPLE: TP3 @ 1.0' - 2.0 Silty Sand Terrace Deposits TEST SPECIMAN DATE TESTED SPECIMENFABRICATIONCompactor Air Pressure psi Initial Moisture % Moisture at Compaction % Briquette Height in. Density pcf EXUDATION PRESSURE psl EXPANSION PRESSURE DIAL STABIL-OMETERPh at 1000 pounds psi ?h at 2000 pounds psi Displacement turns "R" Value CORRECTED "R" VALUE A 6-15-90 350 3.6 9.4 2.52 124.2 200 18 30 4.50 71 71 B 6-15-90 350 3.6 8.4 2.51 124.7 730 12 19 4.60 81 81 c 6-15-90 350 3.6 8.9 2.51 124.7 385 14 24 4.25 77 77 D E "R" VALUE AT 300 PSI EXUDATION PRESSURE =75 GRAIN SIZE DISTRIBUTION SIEVE 3 2'£ 2 116 1 \ \ 3//8 #4 #8 #16 #30 #50 #100 #200 ,05mm .005mm .001mm AS RECEIVED LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT AS TESTED 0 .806 700 600 500 400 m m m S\^ SOUTHERN CALIFORNIA /<jLN SOIL & TESTING , INC. >T™T^r BBBO niVBRDALB STREKT \^S BAN DIKOO, CALIFORNIA 88180 CARLSBAD PARKING BY WRS JOB NO. 9021086 DATE Plate LOT 6-18-90 No. 8 PARKINS DOT, ROOSEVELT STREET AND ELM AVENUE, CARLSBAD RBOCMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, contacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recoirmended 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 report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil and Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recommendations. (R-9/B9) Hi m SCS&T 9021086 June 27, 1990 Appendix, Page 2 If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials . ,test methods: Maxiinum Density & Optimum Moisture Content - ASTM D-l 557-78. Density of Soil In-Place - ASTM D-1556-64 or ASTM D-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARKTION OF AREAS TO RECEIVE FILL 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, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed 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. (R-9/89) SCS&T 9021086 June 27, 1990 Appendix, Page 3 When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lover bench shall be at least 10 feet wide or 1-1/2 times the the equipment width whichever 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 Geotechnical 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 removed from within 10 feet of the structure and properly capped off. The resulting depressions from th<=? above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical 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 Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water vrells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. (R-9/89) SCS&T 9021086 June 27, 1990 Appendix, Page 4m FILL MKPERIAL M fli Materials to be placed in the fill shall be approved by the Geotechnical UK Engineer and shall be free of vegetable matter and other deleterious • substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive ^^g- 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 m satisfactory fill material, but only with the explicit consent of the * Geotechnical Engineer. Any import material shall be approved by the ** Geotechnical Engineer before being brought to the site. m m PLACING AND COMPACTION OF FILL Ml 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 uni form moisture content in the range that wi 11 a 1 low the compact ion — effort to be efficiently applied to achieve the specified degree of •** compaction. Each layer shall be uniformly compacted to the specified «" minimum 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 preliminarym geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed •• to nest and all voids must 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-9/89) SCS&T 9021086 June 27, 1990 Appendix, Page 5 Mt m Field observation and compaction tests to estimate the degree of compaction ** of the fill will be taken by the Geotechnical Engineer or his m representative. The location and frequency of the tests shall be at the m Geotechnical Engineer's discretion. When the compaction test indicates that M a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and M until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other Hi suitable equipment. Compaction by sheepsfoot rollers shall be at vertical IP intervals of not greater than four feet. In addition, fill slopes at a ** ratio of tvro horizontal to one vertical or flatter, should be trackrolled. p. Steeper fill slopes shall be over-built and cut-back to finish contours m after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished facemof the slope having a relative compaction of at least 90% of maximum dry density or the degree of compaction specified in the Special Provisions m section of this specification. The compaction operation on the slopes shall^_ be continued until the Geotechnical Engineer is of the opinion that the m slopes will be stable surficially stable. m Density tests in the slopes will be made by the Geotechnical 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 writtenmcommunication from the Geotechnical Engineer or his representative in the <• form of a daily field report. w If the method of achieving the required slope compaction selected by the M 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 Geotechnical Engineer. (R-9/89) m m SCS&T 9021086 June 27, 1990 Appendix, Page 6•r CUT SLOPES m te The Engineering Geologist shall inspect cut slopes excavated in rock or • lithified formational material during the grading operations at intervals W determined at his discretion. I f any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined^P — 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 ifHimitigating measures are necessary. m ** Unless otherwise specified in the geotechnical report, no cut slopes shall m be excavated higher or steeper than that allowed by the ordinances of the M controlling governmental agency. m ENGINEERING OBSERVATION "* Field observation by the Geotechnical Engineer or his representative shall HI be made during the filling and compacting operations so that he can express m his opinion regarding the conformance of the grading with acceptable •I standards of practice. Neither the presence of the Geotechnical 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.m m SEASON UMECS M ** Fill shall not be placed during unfavorable weather conditions. When work pi is interrupted by heavy rain, filling operations shall not be resumed until •I 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-9/89) SCS&T 9021086 June 27, 1990 Appendix, Page 7 p m RECOMMENDED QWDING SPECIFICATIONS - SPECIAL PROVISIONS m RELATIVE COMPACTION: The minimum degree of compaction to be obtained in m compacted natural ground, compacted fill, and compacted backfill shall be at IK least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95% relative compaction. M 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. P *• . OVERSIZED MATERIAL: 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 recommsndations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. m TRANSITION LOTS: Where transitions between cut and fill occur within the m proposed building pad, the cut portion should be undercut a minimum of one m foot below the base of the proposed footings and recompacted as structural M 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. * Mi * m (R-9/89)