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Home My WebLink AboutSUP 88-02; CRMWD Operations Center; Soils Investigation; 1988-10-27-~ ' I I I 7 • 7 ' J •• t ,_,.,, ( I 7 ' • - -• - , \NESTERN SOIL AND FOUNDATION ENGINEERING INC. --r::::· ti ~ {!_ •-4 J 423 HALE ·AVENUE, ESCONDIDO, CA. 92025 [619] 746-3553 / \ WESTERN • SOIL AND FOUNDATION ENGINEERING, INC . PMONE 746-3553 ... AREA CODE 619 423 HALE AVENUE ESCONDIDO, CALIFORNIA 92025 • • • October 27, 1988 Costa Real Municipal Water District 5950 El Camino Real Carlsbad, Ca. 92008 Project: Subject: Gentlemen: Job No. 86-93 Headquarters Expansion Project C.R.M.W.D. Project No. 86-107 Carlsbad, California Soil Report At the request of Mr. David Williams of Krommenhoek & McKeown, Inc. Architects, we are submitting this report on the existing soil conditions for the above re- perenced site. We prepared the initial soil report titled "Preliminary Soil Investigation, Headquarters Expansion Project, C.R.M.W.D. Project No. 86-107, 5950 El Camino Real, Carlsbad, California 92008" and "Addendum No. 1 to our Report of Preliminary Soil Investigation", dated March 30, 1987. On October 27, 1988, a representative from our firm inspected the site. It was found to be generally in the same condition as at the time of the Preliminary Soil Investigation with the following exceptions: (1) The open spaces have been brushed, and (2) additional loose fill soils have been placed and stockpiled over the loose fill soils in the easterly portion of the site along the swale. This area is currently being used for a pipe and materials storage area . OCT • • October 27, 1988 Job No. 86-93 Headquarters Expansion Project Page 2 It is our assumption that the proposed construction will be ·silililiar ·.to that which was originally described in the Preliminary Soil Investigation Report .• In our opinion, structures may be constructed on the site provided the recommendations contained in the "Preliminary" and "Addendum No. l" are followed. If you have any questions after reviewing these findings and recommendations, please do not hesitate to contact this office. professional service is sincerely appreciated. Respectfully submitted, RCE 26676 RGE 928 DEZ:svh Distribution: (1) Addressee (3) David Williams INC • WESTERN This opportunity to be of SOIL AND FOUNDATION ENGINEERING, INC. • • WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE 746-3553 AREA CODE 619 423 HALE AVENUE ESCONDIDO. CALIFORNIA 92025 November 14, 1988 KROMMENHOEK/MC KEOWN & ASSOCIATES P. 0. Box 82208 San Diego, CA 92138-2208 Attention: David Williams Project: Our Job No. 86-107 Headquarters Expansion Costa Real Municipal Water District 5950 El Camino Real Carlsbad, California 92008 Subject: Soil Report Update Mr. Williams: . ---.., ! :-::.,-.:Ji_ .• This letter has been prepared to address those items found in your letter of October 31, 1988. This letter will also address the structural pavement section per our discussion of November 10, 1988. We have reviewed the following plans showing the new location of the proposed building: a) Site Plan, Demolition Plan, Sheet A-1, undated, b) Grading Plan, Sheet C-1, undated; and c) a contour map, undated. Our Preliminary Soil Investigation report dated January 30, 1987 and Addendum No. 1, dated March 30, 1987 still apply to the new plans. The recommendations found therein should be followed during construction. • • November 14, 1988 Job. No. 86-107 - Headquarters Expansion Project Page 2 The Preliminary Soil Investigation report is a "Preliminary" report since it was performed prior to the earthwork (grading) operations. A "Final" report will be issued on completion of all earthwork, including paved areas and trench backfill. It is our understanding that the proposed construction will consist of one building, as shown on Sheet No. A-1. This will consist of a one-story masonry structure. Depths of soil removal will be as shown in Table I and IA, as shown in the "Preliminary" and Addendum No. 1, respectively. The depths of removal apply to pavements, walks and other improvements as stated on page 3 of the "Preliminary" . This removal is necessary due to low density fill, colluvium and stockpiled s.oil material. All on-site soil material should be suitable for fill with the exception of deleterious materials, trash and oversized debris as noted in the "Preliminary", page 3. Imported material should be approved by our firm prior to importing these materials. Import should be granular and have an expansion index of 50 or less. We recommend the following minimum structural pavement sections: WESTERN SOIL AND FOUNDATION ENGINEERING, INC. November 14, 1988 Job No. 86-107 Headquarters Expansion Project Page 3 a) Passenger car parking areas -3 inches of asphaltic concrete over 4 inches of aggregate base, b) Truck parking areas and car and truck driveways -3 inches of asphaltic concrete over 6 inches of aggregate base, c) Twenty feet in front of trash dumpsters -6 inches of concrete reinforced with number 4 bar at 18 inches on center at mid-height of slab. Asphaltic concrete shall conform with Section 201 of the standard specifications for Public Works Construction. Aggregate base shall conform to Class 2 requirements of Cal Trans. The upper 12 inches of the subgrade shall be scarified, brought to near optimum moisture content and compacted with suitable equipment to at least 95 percent relative compaction. After rough subgrade is achieved, a resistance "R" value test should be performed on the near surface soils. Then, the pavement section shall be designed using the R-value test results. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. DEZ:pl Distribution: (4) (2) RCE 26676 RGE 928 Addressee Costa Real Municipal Water District -WESTERN SOIL AND FOUNDATION ENGINEERING, INC. • ,- WESTERN SOIL AND FOUNDA T/ON ENGINEERING, INC. PHONE 746-35!:?~- AREA CODE 61 9 March 30, 1987 COSTA REAL MUNICIPAL WATER DISTRICT 5950 EL Camino Real Carlsbad, CA 92008 Attention: WILLIAM E. BLAKESLEY Re: OUR PROJECT NO. 86-93 Headquarters Expansion Project C.R.M.W.D, Project No. 86-107 5950 El Camino Real Carlsbad, California 423 HAt..E AVENUE ESCONDIOO. CALIFORNIA 9202S Subject: ADDENDUM NO. l TO OUR REPORT OF PRELIMINARY SOIL INVESTIGATION Mr. Blakesley: This report presents the results of our Addendum No. l to our Report of Preliminary Soil Investigation, dated January 30, 1987. Addendum No. l consisted of three additional test pits in the vicinity of the rectangular shaped proposed and future buildings situated parallel and near the western property line, The test pit locations are shown on Plate Number lA The new test pit numbers are T-9, T-10, and T-11. (Plate numbers 11, 12, and 13, respectively.) ,, The soil in the vicinity of the three new test pits consisted of loose to medium dense, very moist to wet, brown clayey sand and sandy clay to depths ranging from l to 3\ feet below existing ground surface. Underlying the sandy clay and clayey sand was medium hard to very hard, moist, light brown to orange siltstone to at least the depths investigated (7 to 9~ feet). The siltstone became difficult to excavate with a 580 C backhoe at depths ranging from 7 to 9~ feet below existing ground surface. A six inch thick layer of very dense quartzite was encountered in test pit number T-10 at a depth of 5 feet. Free groundwater was not encountered in any of the test pits and no seeps were observed. For recommendations and conclusions, refer to the Report of Preliminary Soil Investigation, pages 3 through 6, inclusive. Test pits T-9 through T-11 were made on February 19, 1987. The depths of removal at each test pit location are shown on Table lA, attached. In our Preliminary Soil Investigation report, foundation and slab-on-grade reconnnendations were made. Considering the very high expansive soils, two alternatives to these reconnnendations are given as follows: • First, selective grading may be used in order to keep the expansive soils from being placed in the upper four feet of the building pads.~·Then the near surface soils may be tested to determine their potential expansion. Foundation and slab recommendations may be made based on test results obtained. Footing and slab requirements may be reduced accordingly. A second alternative would be to import non- expansive soil (expansion potential of 4 percent or less) and place into the upper 4 feet of WESTERN SOIL AND FOUNDATION ENGINEER/NG, INC. ' ' 1 .. u 'I I, ,.J ✓ --) building pads within the perimeter of 5 feet beyond the building perimeters. The building perimeter would include all concrete slabs and walks. _Th~~t~~: two feet of parking areas may be treated similarly in order to increase 0,/ the Resistance "R" Value of the near surface soils and thusly decrease the structural pavement section. If you have any questions after reviewing the findings and recol!lllendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Very truly yours, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. DENNISE. ZIMMERMAN RCE 26676 DEZ:ch Attachments: Table 1, Test Pit Logs Distribution: (8) Addressee WESTERN SOIL AND FOUNDATION ENGINEERING, INC. r .. 7 -• T-9 .. • • .. -• 0 TllNCH II\. '){]ll.l. ,,.v .. 0 • ~ .. -e .. • -: .. -.. • .... -u --• • • -... • • .. • • • • -= .. .. [levatfon 298 • ill -·· .. C ~ • ill .. ,.. 0 • • ., u ·=· ---.. --• .. • .. -• -.. • .. .. .. .. 0. C • c-■ .. • -• • • • C u .. • •• .. -.. . . • -.. & -.. .. .. • .. 0 .. . • • • .. -0 C • • • -.. • C • co• • • • • 0 • • • C c,O .. IS i • .. DESCRIPTIOfl • u 0 0 -u Brown Clayey Wet Loose --Sand/ sandy clay l ---- 2 --- Light Brown Moist Med. -Siltstone Hard - 3 0rangish Brown Moist Hard tc --Sil ts tone 'ery Har, 4 Brown Ironstained Moist Very --Silts tone Hard . 5 ---. 6 -·--·---...... --------· ~------· -. ....... ----" ' 7 Duartzite Drv g~~ie --.. Brown Ironstained Moist Very --Siltstone Dense -8----9- ~-. Difficult Digging with 10-580 C Backhoe at 9 1 -011 - Bottom of Test Pit at --9 1-611 ---------------- SUISUlFACI IXlltLOllATION LOG Headquarters Expansion Project C,R,M,W,D LOOQU IT: DZ DATI LOOQID: ?/tn'o, I Project No. 86-107 -JOI NUMIIII: 86-93 Plate No, 11 I""' • ,,-~ -.. tlU:NCll IIUM!!I T-10 .. • • .. --.. 0 .. 'U .. 0 • • .. -!! --.; .. ... .. • . . .. -C,I --• • • • -.. C • • .. • • • • --E1evatfon ··• ,. 0 • • ~u 301 • =i . .. . C C ~ • =i .. -- E • .. • .. • -• .. --c~• --.. .. .. . .. o• C • .. • -• • • • C u • • • ii .. -.... • -... .. -.. ... C • L 0 ... • • • .. -0 C • • CO a • • -.. • C C • -• • 0 • • ~ uO L • .! • -0 DESCRIPTION • u 0 -0 -311 over 4" Base Wet Loose Brown Clayey Sand/ - l Sandv Clav -·-· ··-----·· ---·-·--------· •-C Light Brown and Very Med, -Orange Layered and Moist Hard - 2 -Desicated Siltstone . . - 3 -- -. 4 -· Orangish brown Moist !lard c, -Siltstone Very . 5 Hard Quartz ice NiKie --~---.. . •-··-Dry --... 6 - Orangish Brown Hoist Hard t, Siltstone Very - Hard . ---7 ------------··-- 8 • Bottom of Test . Pit at 7' -611 . --9 -. . -10. --. ------. -------- . SUISUllfACI IXPLOll.ATION LOG ~OOQR IT: DZ DATI l,DQQID:2/19/87 . JOI NU II I Ill: 86-93 Plate No. 12 C ... .,, • -• 0 ntllCB NUMJl!l T-11 • • • • -.. ► V,. • • -!! --0 -.. -.. ... .. • . . .. -u --• • -.. C • • .. • • • • -• • -Elevatfon • -·· -> 0 • • ~u 300 • C C • :I .. E • .. . .. . • --- . .. --c!■ • .. • -.. • .. .. o• C • -.. .. • -• • • • C g • • • ii .. -.. . . • -.... ~ -.. 0 ... .. ~ C • C • • • • .. 0 • C • co• • • • .. • C • • • 0 • • . ~ uO .. • .! • 0 DESCR IPTIOII • 0 0 -u -2¼"AC over 4" Base Very Soft to Brown Sandy Clay/ · Moist Hard/ . 1 -Clayey Sand Loose • to Med. --Dense . 2 -. --3 -- 4-Orangish Brown Moist Medium Desicated Siltstone Hard --- s-Orangish Brown Moist Hard t, Siltstone Very - Hard ---6-. - 7 ---I---•--·--- -Bottom Of Test Pit At - a-7'-0" . . -• 9-. -. --• -----. -----• ----- SUISUIFACI IXftLOIATION LOG LOOOR IT: DZ DATI LOOOID:z11q/sP I I -.IOI IIUIIIIII: 86-93 Plate No. 13 TEST PIT NUMBER T-9 T-10 T-11 TABLE lA REQUIRED DEPTH OF REMOVAL WESTERN DEPTH OF REMOVAL AT TH!S LOCATION (FEET) 3 5 5 SOIL AND FOUNDATION ENGINEERING, INC. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. P1-<0NE 746-35S3 AREA CODE 619 January 30, 1987 COSTA REAL MUNICIPAL WATER DISTRICT 5950 El Camino Real Carlsbad, CA 92008 Attention: WILLIAM E. BLAKESLEY RE: Job No. 86-93 Headquarters Expansion Project C.R.M.W.D. Project No. 86-107 5950 El Camino Real Carlsbad, California 92008 SUBJECT: Report Of Preliminary Soil Investigation Mr. Blakesley: 423 HALE AVENUE ESCONDIDO. CAL..IFORNIA 92025 In accordance with your request, we have completed a preliminary soils investigation for the proposed project. We are presenting, herewith, our findings and recommend- ations. The findings of this study indicate that the site is suitable for the proposed development provided the special site pre.paration and foundation recommendations presented in the attached report are complied with. 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. Very truly yours, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. DENNISE. ZIMMERMAN DEZ:ji Attachments RCE 266 76 Distribution: Addressees (8) TABLE OF CONTENTS PAGE Introduction and Project Description 1 Project Scope 1 Findings 2 Site Description 2 Groundwater 3 Reconmendations and Conclusions 3 Site Preparation 3 Existing Fill 3 Imported Fill 3 Surface Drainage 4 Earthwork 4 Cut and Fill Slopes 4 Rippability 4 Foundations 4 Field Explorations Laboratory Testing Limitations Table I Plate Number 1 Plate Number 2 Plate Nw:iber 3-10 Plate Number 11 APPENDIX ATTACHMENTS General 4 Transition Areas 5 Lateral Resistance 5 Retaining Walls 6 Footing Observations 6 Asphaltic Concrete Pavement 6 7 7 8 Removal Depths Plot Plan Unified Soil Classification Chart Trench Logs Laboratory Test Results Grading Specifications and Reconmendations WESTERN SOIL AND FOUNDA T/ON ENGINEERING, INC PRELIMINARY SOIL INVESTIGATION HEADQUARTERS EXPANSION PROJECT C.R.M.W.D. PROJECT NO. 86-107 5950 EL CAMINO REAL CARLSBAD, CALIFORNIA 92008 Prepared For: COSTA REAL MUNICIPAL WATER DISTRICT 5950 EL CAMINO REAL CARLSBAD,CA 92008 JOB NO. 86-93 JANUARY 30, 1987 WESTERN SOIL AND FOUNDATION ENGINEERING, INC. • PRELIMINARY SOIL I:IVESTIGATION HEADQUARTERS EXPANSION PROJECT C.R.M.W.D. PROJECT NO. 86-107 5950 EL CAMINO REAL CARLSBAD, CALIFORNIA, 92008 INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our preliminary soils investigation for the proposed Headquarters Expansion Project. It is our understanding that the proposed construction will consist of three new structures. All are proposed to be of masonry construction. Building A is to be a lOO'xl50' warehouse located in the southeast quadrant of the site. It is suspected that this site may be in the uncontrolled fill area. Building B is a 40'xlOO' shop building located in the northeast quadrant; and Building C is a 7,500 sq. ft. addition extending easterly from the existing administration building. Other site improvements yet unplanned may include a vehicle fueling facility, paved parking and work areas, storm drains and street improvements on the service road along the easterly boundary. The site configuration and test pit locations are shown on Plate Number 1. PROJECT SCOPE This investigation consisted of a surface reconnaissance, subsurface explorations, obtaining representative samples, laboratory testing, analysis of the field and laboratory data, and preparation of this report. Specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the proposed construction, WESTERN SOIL AND FOijNDA TION ENGINEERING, INC. -1- b) Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence the development, in- cluding their bearing capacities, expansive characteristics, and settlement potential, c) Develop soil engineering criteria for site grading, d) Determine potential construction difficulties and provide reco111111endations concerning these problems, and e) Recommend an appropriate foundation system for the type of structures anticipated and develop soil engineering design criteria for the recommended foundation design. FINDINGS The property 1s irregular in shape. The site is a 6.5 acre parcel lying along the east side of El Camino Real approximately one quarter mile north of Palomar Airport Road. The westerly portion of the property is currently occupied by the District's administrative office, a metal maintenance and operations building, a temporary trailer housing the engineering department and a paved parking lot. The easterly portion is undeveloped and is used as a pipe and materials storage area. The site slopes generally easterly at a grade of about five percent. The site varies in elevation from about 311 feet above M.S.L. in the northwest corner to about 270 feet above M.S.L. in the southeast corner. The site 1s covered with loose fill soils with trash, that range 1n depth from l to 12 feet below existing grade at the locations investigated. These soils are composed of fine to coarse sands and silty clays. The fill soil is under- lain by colluvial soils to depths below existing grade of 1 to 14 feet. These WESTERN SOIL AND FOUNDA T/ON ENGINEER/NG, INC. -2- • ' soils consist of silty clays and clayey silts. These colluvial soils are soft to stiff and very moist to wet. The colluvial soils are underlain by formational soils consisting of very moist, hard to very hard siltstone, The silty clays and clayey silts of the fills and colluvial soils are in the very high expansive range. These soils require special consideration as dis- cussed later in this report. GROUNDWATER: Free groundwater was not encountered in any of the exploratory trenches and no surface seeps were observed. It must be noted, however, that fluctuations in the level of groundwater may occur which may not have been evident at the time of our field investigation. One exception is perched water at a depth of three feet in test pit Number T-5. RECOMMENDATIONS A.iD CONCLUSIONS SITE PREPARATION EXISTING FILL: We recommend that any existing fill, topsoil, alluvium, colluvium, and low density soil be removed to firm natural ground from beneath proposed fill pad areas, parking and driveway areas, slabs or sidewalks so that struct- ures will be supported on firm material. This soil may be replaced, if desired, as a properly controlled fill densified to at least 90% relative compaction. All deleterious materials, trash and oversized debris encountered in this fill should be removed and legally disposed of off-site, Based on the findings of this study, it appears that the maximum depth of removal and recompaction of the native soils will be on the order of 15 feet. The actual depths of removal will vary from 3 to 15 feet. The actual depth of removal The horizontal limits! at each test pit location is shown on Table I, attached, of these reconunendations should include the area within the perimeter of 15" -t l ' ", :: :., 'r. ,,, ,·' feet beyond the exterior of any buildings, pavements, walks or other improve- ments. All areas to receive asphaltic or Portland cement concrete pavements, slabs or sidewalks should be treated similarly. p:;:.,,2-- IMPORTED FILL: Imported fill, if required at this site1 should be examined by WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -3- -1·· . ,,, I f l 1_ r ' • • our office to determine their suitability prLor to importing these materials. SURFACE DRAINAGE: Surface drainage should be directed away from the structures and ponding of water should not be allowed adjacent to their foundations. EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Reconnnended Grading Specifi-· u ··--·-·------------cations and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Reconnnended Grading Specifications. All embankments, structural fill, and fill should be compacted to a minimum of 90%. Utility trench backfill should be compacted to a minimum of 90% of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method 1557-78, Method A or C. CUT AND FILL SLOPES: We recommend that cut and fill slopes be constructed with a slope ratio of 2.0:l.O (horizontal:vertical) or flatter, to a maximum height of 20 feet. Slopes should be planted as soon as feasible after grading. Slope erosion including sloughing, rilling, and slumping of surficial soils may be anticipated if the slopes are left unplanted for a long period of time, especially during rainy seasons. Erosion control and drainage devices should be installed in compliance with the requirements of the controlling agencies. RIPPABILITY: All soil material exposed rn the test pits (trenches) can be excavated by conventional means. FOUNDATIONS: Considering the expansive soils in the very high range, the structures should be supported on continuous footings bearing in compacted on-site soil material at a minimum depth of 24 inches. Footings may be designed for an allowable dead plus live load bearing value of 1500 pounds per square foot. These values may be increased by one-third for short-term loads, including wind or seismic. Footings should have a minimum width of 12 inches. Due to WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -4- - the very highly expansive soils, all continuous footings should contain at least four #5 reinforcing bars, two top and two bottom. Settlements under building loads are expected to be within tolerable limits for the proposed structures. / f1>"~ f0''-?Cl',,c.0 I Concrete slabs-on-grade may be supported on compacted soil material. Due to the highly expansive soils,~ inches of clean washed concrete sand should -~./ be placed beneath the slab. Slab reinforcing should be provided in accordance with the anticipated use of and loadings on the slabs. As a minimum, due to the highly expansive soils, the slabs should be reinforced with #4 bars at 15 inches on center both ways located at mid-height of concrete slab. The slab should be a minimum of five inches thick. In areas where moisture-sensitive floor coverings are to be utilized and in other areas where floor dampness would be undesirable, we recommend consideration be given to providing an impermeable membrane beneath the slabs. The membrane should be covered with 2 inches of sand to protect it during construction and to allow the concrete to cure properly. The sand should be lightly moistened just prior to placing the concrete. Care should be taken not to puncture the visqueen. All joints (laps) in the visqueen should be a minimum of 6 inches in width and sealed with an approved sealer. TRANSITION AREAS: Foundations supported partially on cut and partially on fill are not recommended. The tendency of cut and fill soils to compress differ- ently can frequently result in unequal structural support and subsequent crack- ing to portions of the structure. Therefore, in transition areas, we recommend that the entire cut area be overexcavated and replaced with soils compacted to a minimum of 90%. This overexcavation or undercutting should be carried to a depth of 3 feet below finish subgrade. LATERAL RESISTANCE: Resistance to lateral loads may be provided by friction at the base of the footing and by passive pressure against the adjacent soil. For concrete footings on compacted soil a coefficient of friction of 0.30 may be used. An allowable passive uniform pressure of 250 pounds per square foot WESTERN SOIL AND FOUNDATION ENGINEERING, INC -5- per foot of depth acting against the foundations may be used 1n design. If footings are proposed adjacent to slope areas, we recommend that the footings be deepened to provide a minimum horizontal distance from the outer edge of footings to the adjacent slope face of one-half the height of the slope. The minimum and maximum distances should be 8 and 12 feet, respectively. RETAINING WALLS: Retaining walls must be designed to resist lateral earth pressures and any additional lateral loads caused by surcharge loads. We reco!llll>end unrestrained walls be designed for an equivalent fluid pressure of 35 pounds per cubic foot (pcf) where backfill is level. We recommend restrained walls be designed for an equivalent fluid pressure of 35 pcf plus an additional uniform lateral pressure of 6H pounds per square foot where H=the height of backfill above the top of the wall footing in feet. Wherever wall will be subjected to surcharge loads, they should also be designed for an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in case of unrestrained walls, and one-half the anticipated surcharge in the case of restraining walls. The preceding design pressures assume there is sufficient drainage behind the walls to prevent the build-up of hydrostatic pressures from surface water in- filtration. Adequate drainage may be provided by means of weep holes with per- meable material installed behind the walls or by means of a system of subdrains. Backfill placed behind the walls should be compacted to a minimum degree· of compaction of 90% using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. FOOTING OBSERVATIONS: All footing excavations should be reviewed by the Soils Engineer prior to placing reinforcing steel and concrete. ASPHALTIC CONCRETE PAVEMENT. The asphaltic concrete pavement section should be designed by our office. During the earthwork operations, we should sample the subgrade soil material, perform R-Value tests, and design the pavement section accordingly. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -6- ..-•·-, FIELD EXPLORATIONS Eight subsurface explorations were made at the locations indicated on the attached Plate Number l on January 6, 1987. These explorations consisted of trenches dug by means of a blackhoe. The field work was·conducted under the observation of our geology and soil engineering personnel. The explorations were carefully logged when made. These logs are presented on the following Plate Numbers 3 through 10. The soils are described in accord- ance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate Number 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are presented. The density of granular material is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff or hard. Samples of typical and representative soils were obtained and returned to the laboratory for testing. LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. Test results are shown on Plate Number 11. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -7- ✓ LIMITATIO!iS The recoamiendationa preaented in thia report are contingent upon our review of final plan• and specification■• The 1oil engineer 1hould review and verify the compliance of the final plans with tbia report and with Chapter 70 of the Unifonn Building Code. It is recommended that Western Soil and Foundation Engineering, Inc., be retained to provide continuous soil engineering service ■ during the earthwork operation■• Thia is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. The recommendations and opinions expressed in this report reflect our best estimate of the project re~uirements based on an evaluation of the subsurface soil conditions encountered at the subsurface ex- ploration locations and the assumption that the soil condition• do not deviate appreciably fr0111 those encountered. It should be recog- nized 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 occu~ in the intermediate and unexplored areas. Any unusual conditions not covered in this_ report that may be encountered ~uring site development should be brought to the attention of the soila engineer ao that be may make modification• if necessary. This office should be advised of any changes in the project scope 10 that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of thia report are valid as of this date. Change ■ in the condition of a property can, however, occur with the paa1age of time, whether they be due to natural processea or the work of man WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -b- • ou tbi1 or adjacent propertie ■, lu addition, change ■ in the State- of-tbe-Art and/or Government Code• 111&y occur. Due to ■uch change ■, the finding ■ of the report 111&y be invalidated wholly or in part by change ■ beyond our control. Therefore, thi1 report ahould not be relied upon after a period of one year without a review by u■ veri- fying the ■uitability of the conclusion■ and recommendation■• We will be reaponaible for our data, interpretation,, and recom- mendation■, but shall not be respon1ible for the interpretation• by other• of the information developed, Our services consist of pro- fessional consultation and obaervation only, and no warranty of any kind whatsoever, express or implied, ia made or intended in con- nection with the work performed or to be performed by ue, or by our proposal for consulting or other services, or by our furnishing of oral or written report• or findings, It i ■ the responsibility of the Client or the Client'• representa- tive to ensure that the information and reco1111Dendation1 contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plan• and speci- fication■, It is further his responsibility to take the necessary measures to ensure that the contractor and his 1ubcontractors carry out such rec01111Dendation1 during construction, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -, I ATTACHMENTS WESTERN SOIL AND FOUNDA T/ON ENGINEERING, INC. SEE BACK POCKET FOR PLATE I WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Test Pit No. T-1 T-2 T-3 T-4 T-5 T-6 T-7 T-8 TABLE I REQUIRED DEPTH OF REMOVAL Depth of Removal at This Location (Feet) 6 6 6 9 3 15 7 10 WESTERN -' SOIL AND FOUNDATION ENGINEERING, INC. • • StraSUUACE UPLOUTIOH LEGEND UNIFIED SOIL CLASSIFICATION CHilT son. DESCRIPTION GROUP SYMBOL I. COARSE GRAINED, More than half of material i1 larger than No. 200 1ieve 1ize. GRAVELS CLEAN GRAVELS More than half of coarse fraction ia larger than No. 4 sieve size but smaller than 3" GRAVELS WITH FINES (Appreciable amount of fines) SANDS CLEAN SANDS More than half of coarse fraction is smaller than No. 4 sieve size. 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 Li'fuid Limit leu than 50 SILTY AND CLAYS Li'fuid Limit greater than 50 HIGHLY ORGANIC SOILS GW GP GM GC SW SP SM SC ML GL OL MB CB OH PT WESTERN TYPICAL NAMES Well graded gravels, grnel- ■and mixtures, little or no fine■• Poorly graded gravels, gravel- 1and mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixture ■• Well graded sand, gravelly sands, little or no fine,. Poorly graded sands, gravelly sands, little or no fine,. Silty sands, poorly graded •and and silt mixtures. Clayey sands, poorly graded sand and clay mixture ■• Inorganic ailt1 and very fine' sands, rock flour, sandy silt or clayey-silt-sand mixtures with alight plast- icity. Inorganic clays of low to medium plasticity, gravelly clays, sandy claya, ■ilty clay,, lean clays. Organic 1ilty and organic silty clay• of low plasticity Inorganic ailtya, micaceoua or diat0111aceou1 fine sandy or silty' 1oil1, elastic silt1. Inorganic clays of high plasticity, fat Organic clay• of mediwa to high plaaticity. Peat and other highly organic 1oill SOIL AND FOtJNDA TION ENGINEER/NG, INC. PLATE NUMBER 2 --. -• II: TRENCli NUMJIER T-1 .. II: • .. -.. 0 ►'°'--0 • ~ .. -~ -.. ll .,; .. ... • z•t -u --• • II: -.. II: .. .. z • • .. --C Elevation -=i -·· C -• =i .. > 0 z • ~u 301.0 .... a: C • --t --.. .. IS ► .; • -.. • .. .. • .. 0 .. C • -~-.. • -0 • • • C u .. • •• .. -.. • 0 • -... a -.. ~ • .. 0 .. a: • • 0 C 0 C • z .. z • .. • C C • CO IS • • • IS • 0 IS • uO .. s: • 0 -~ DESCRIPTION :ii Cl 0 0 -u SP Light Brown Fine to Coarse Very Loose -Moist . -Sand (fill) 1 -CL - 2-CK Brown Silty Clay Very Soft Moist to - BAG -Medium - Stiff 95.8 25.0 84.3 3-- -- 4 -CL/Ml Gray-Orange Silty Clay to Very Stiff Clayey Silt Moist - 5 -BAG ML Gray Siltstone With Iron Very Hard 100.3 25.7 91.6 Staining Moist But - 5-Fr act-- ured --. ' - -- -a- Becomin: --Very 9-Hard - -- 10---- 11-CK 104 .8 -22.0 12· Bottom of Trench -Excavated With Case 580 --Backhoe ---- -CK=Chunk Samples -BAG=Loose Bulk Sample -- SUBSURFACE EXPLORATION LOG HEADQUARTERS EXPANSION PROJECT C.R,M.W.D. PROJ. No. 86-107 LOQQl'O aT: V .G' DATI LOOOID: 1-6-8 7 : JOI NUMIIII: 86 ·9] Plate No. 3 - , • T-2 -., 0 TRENCH NUMBER .. • • .. --.. -.. 'U ,. ~ ., ~ .. -.. .;. .. ... .. • a•,. u --.. .. -.. C • C .. a .. • C -.. • -Elevation 300,5 .. . ; -.. 0 s • .J u • ~ C C a ~ .. . C a: ... a • ---.. E --.. C .. • .. a .. 0 .. C c!w --.. .. • .. • -• • • • C u • • •• .. -.. . . .. -.. ~ -.. .J • C • .. 0 .. . • • • .. 0 C • C C ll co• .. • C ll • .. .. .. 0 .. • -.J uO .. a: • Cl 0 DESCRIPTION :i u 0 -u CL Gray Silty Clay With Roots Wet Soft . . . to 1· Medium - Stiff . . 2· BAG -10 7. 5 23,4 92.3 --(Fill) 3 CL Black to Dark Gray Silty Wet Medium Organic Clay Stiff 4-CL Brownish-Gray Silty Clay Medium . -Wet 106.7 21.2 . Stiff . 5 ML Brown Silty Clay Very Medium . Moist Stiff - ( Co lluvium) 6 . . Gray Siltstone With Iron Very Hard Stain Moist . -r (Formation) . Bottom of Trench . a· -. -9-Excavated With Case 580 -. Backhoe -10--. -11--. BAG=Loose Bulk Samples -12--. -. -. -. -- HEADQUARTERS EXPANSION PROJECT SUBSURFACE EXPLORATION LOG . C.R.M.W.D. PROJ. No. 86-107 LOGGlrO ■T: V.G. DATI U)QQfD: , -~·"' -JOI NU II I I~: 86-93 Plate No. 4 ,.... -·-,,. -ll .. 0 TRENCH NUMllER T-3 ► ll • ► -.. .. 'TJ ► .. ~ -!! ► -.. .. 0 ► .. -... ell ► u --.. ll -.. C ll • .. ll .. • • -• z • .. u Elevation 297.5 .. ::i Ill .. ; C C -• :t .. > 0 -... a: t! ---.. E --• ► c!• • .. • -.. a: .. .. 0 .. C • -0 .. .. • -• • • C u • • •• .. -.. • 0 .. -... .. -.. .. .. 0 .. a: • • C • C • lll cos a: • ► 0 a: -.. • C C .. .. s lll 0 • lll -.. uO .. • • D DESCRIPTIOH :ii u 0 0 -u SP Light Brown F-C Sand ilery Loose (Fill lois t SP 1-Brown Very Silty Fine San< Moist Loose - CL Orange-Brown Silty Clay Very Soft 91.3 24,2 2-BAG Moist to -Medium -Stiff - 3-- --(Colluvium) 4 -BAG ML Pale Yellow Clayey Silt Very So.ft to 90.4 28.2 Moist Medium - 5 Stiff -ML Brown-Gray Siltstone With Very Hard Inter bedded Lenses of Gray Moist (Fract-- &-Fine Sands tone With Iron ured) - --· Staining - r - -- a-- -- 9-- -- 10--Very Very --Moist Hard 11-- -(Formation) - 1-Bottom of Trench -- -- -BAG-Loose Bulk Samples - -- -- HEADQUARTERS EXPANSION PROJECT SUBSURFACE EXPLORATION LOG C.R.M.W.D. PROJ. No, 86-10 7 LOQGID 81': V .G. D.&TI L,OQGID:, -~-QC -JOI NUlllfll:86-93 Plate No. 5 --• -., 0 TRENCH NUMBER T-4 .. • • .. -.. .. 'U .. 0 • ~ .. -~ -.. ► .. • z • .. -u --• .. z = ► C • .. .. z .. • .. -• Elevation 294.0 .... ; -> 0 z • ... u .. :I ..... C C t! • :I .. -- E --.. .. .. .. • -► z .. .. .. c!• -- a. oa. C • .. • -0 • • • C u • • • iii .. -.. • 0 • -.... a -.. ... C .. 0 ~•c • • 0 • C • z .. z • a • C C • Oo • • • .. • 0 .. :II .. .! . ... DESCRIPTION u .. 0 a 0 0 • -u CL Olive Brown Silty Clay Very Soft . --With Fragments of SiJt-Moist 1-stone and Chunks of Asph-to - alt Wet -- 2-BAG (Fill) 87 .o 25 .o ----3--- 4 -GL/OI )ark Gray Clay With Decom-lwet ,oft to 104 .o 25 .o JOS ing Organics Medium - 5-(Colluvium) Stiff - 6" GL Brown-Gray Silty Clay With Wet Medium - . -Minor Organic Material to Stiff - Very -r Moist -. - (Colluvium) 8 -ML Gray Siltstone With Iron Very Hard Staining.Bi-Valve Impress-Moist - -9· ion ---10----11-Very -Hard --12- -(Formation) -Bottom of Trench - Very Slow Digging With --Case 580 Backhoe -- -BAG=Loose Bulk Samples - SUBSURFACE EXPLORATION LOG HEADQUARTERS EXPANSION PROJECT C.R.M.W.D, PROJ. No. 86-10 7 LOOOlrO 8T! V.G. DATI LDGGl!D:l-6-87 -JOI NUMII~: 86-93 Plate No. 6 -.. a: T-5 ► a: • -.. 0 TRENCH NUMBER .. ~ ► -!! ► -► • ... V ► 0 u -► Ill -.... zZ ► --.. a: -► C • C ► • .. • C -.. -Elevation 303.S • ~ .. . ; C C -a: ► > 0 s • .. u C .. II: • ~ -- t --C ► C ... • = ... a: ► ► ► 0 .. C • C ~ Ill • -0 .. ► -• • • C u . • •ii .. -... " .. -... ~ -► ,J -.. 0 ~•c • • C • C • ll a: • ► 0 a: .. .. . • C C Oo • -C • 0 C ll C • D .. DESCRIPTION u .. :i u 0 0 -u SP Dark Brown Silty Fine ro Very Loose . -. Coarse Sand Moist (Fill) 1 ML Gray Siltstone Very Hard . (Fragmented) Moist --2--- 3-Perched Water at 3' . . . -4-Less Fragmented at .4' -Very - Hard . s· . . 6" (Formation) . . Bot tom of Trench -r Very Slow Digging With -. Case 580 Backhoe -3· -. -9· . --10----11--. -12· -. -. ---. --. SUBSURFACE EXPLORATION LOG . HEADQUARTERS EXPANSION PROJECT C.R.M.W.D. PROJ. No. 86-107 LOOO!D IY: V.G. DAT! LOOGfD: 1-6-8 7 -JOI NU MI fll: 86-93 Plate No. 7 . . . ' . .. • • 0 .; .. -= ... .... C z • .., Q ... t --• 0 ... • •ii • • C • • C ,J 0 SM - 1- - 2- - 3- - 4- - s- - 6· -.,.. - 3- - 9- - 10- - 11-- 1~ ML -BAG LJ""' & -CK 14 -ML ,.. .• I ' TRENCH NUMBER Elevation T-6 293.O DESCRIPTION Brown very Silty Fine to Medium Sand With Many Chunks of Asphalt up to 18" and Concrete up to 4-5 feet. Minor Amounts of Wood ( Sides Caving) (Fi 11) ------------- Brown Silty Fine to Medium land Fragments of Clay Pipe, Large Blocks of Concrete, Some Asphaltic Concrete And Wood (Fill) Dark Brown Clayey Silt (Colluvium) Brownish Gray Fragmented Silts tone HEADQUARTERS EXPANSION PROJECT C.R.M.W.D. PROJ. No. 86-10 7 - J . -.. • • .. - .. 'T.I .. 0 • : .. --.. • .... C,I --• Ill • • .. • • • -• • ::I a, Ill • -• > 0 .. C C • ::I .. • ... . .. . • --- C • c!• • .. .; • -.. • ... ... .. • -• • • • C u • -••• .. -.. • -• 0 ~--• • -0 .. ,J C C • • • .. • -• 80 .. -C • • • • i • 0 • • u 0 u - - Moist Loose --- - - -- ----. --- Moist Loose - - - - - - - - ---- - Very Medium Moist Stiff - - - Very - Moist Hard SUBSURFACE EXPLORATION LOG LOQ0t0 ST: V.G. DATI LDOGro: 1-"-Q' JOI NUIIIII!: 86-93 Plate No. 8 ---z • 0 TRENCH NUMl!Ei T-6 .. z • .. -.. -.. -u .. 0 • ~ .. -IC ..: .. ,. (Continued) .. • z z .. -u --II IC -,. ◄ z .. .. z .. • .. -II z -Elevation Ill IU • -,.. 0 : • u 293.0 II :::i ◄ ◄ z :::i .. . ... .. .. .. z • ---.. ... --.. <C ~ Ill .. .. ..: • -.. z .. .. .. .. 0 .. C • .. • -0 u • • C -:I • • .. -.. • Q ---u • .. ~ -.. ... Q C • .. 0 .. z z • • .. 0 C .. • z .. .. . • C C :I Co .. • .. :I 0 .. :I .. u 0 .. .. .!! 0 u DESCRIPTION ... u 0 -u 1~ ill, Brownish Gray Fragmented Very Hard -Siltstone Moist - 16-- 1;.. Bottom of Trench Backhoe .Fully Extended - -15° Excavated With Case 580 --Backhoe -------------. --. -------------------------CK=Chunk Samples - BAG=Loose Bulk Sample -- ' -- I -- . - I -HEADQUARTERS EXPANSION PROJECT SUBSURFACE EXPLORATION LOG C.R.~1.W .D. PROJ. No. 86-107 LOGGED IY: V.G. l)ATI LOOG!D: 1-6-87 I -JOI HUMl!R: 86-93 Plate No. 8 (Cont.) - • -• TRENCH NUMBER T-7 ► • • ► --... 2 .. 'U ► 0 .. :!: ► -.. -► ... ► • .... -u --• .. • = ► • • .. • .. • -• C [levatfan .. . . -• > 0 . z • ... u • :II •=z C C • a :II ► -- ► t --• .. • .. -• -► • .. ► ... o• C • c-11 .. • -• • • • C Cl -• • ii ... -a.• a -... .! • • -► ... ... 0 .... • • 0 C D C • a cos • • ► • .. ... • • C C II .. • • 0 C a ... u 0 ... • • 0 DESCRIPTION • Cl 0 0 -u SM Brown Si ltv Sand (Fill) Moist Loose MJ.. Yellow Brown Sandy CJayey Very Medium 1-Silt Moist Dense - (Fill) 2-CK Dark Brown Clayey Silt Very Stiff -Moist --. 3----4-(Colluvium) ML Pale Yellow Clayey Silt Very Soft 5-aoist --- 6 " ML Gray Siltstone With Lense Very Hard -of Fine Sandstone and Moist But -, Iron Staining Fragme--. nted ---a-Hard --to 9"" Very - -(Formation) Hard . lv Bottom of Tr.ench . -Excavated With Case 580 11-Backhoe ---. 12" . -----CK~Chunk Samples ---- SUBSURFACE EXPLORATION LOG HEADQUARTERS EXPANSION PROJECT C.R.M.W.D. PROJ. No. 86-107 LOQClrD ■T: V.G. DATI U,QClt:D: 1-6-87 -JOI NUMII~: 86 -93 Plate No. 9 • -, ~----..-------. .....,r----,----i---- ---z .. • • D .. • .. .. • _, • • C • z 0 -... C .J u 0 .: •• TRENCH NUMBER T-8 Elevation • C t-------------J. .J 0 DESCRIPTION .. . • • .. :i . .. C e . -• 0 C :II z • C • ~ -u -.. . . C Ci . .. -... -.. -.... z • • ., • I • • • i - ► ► -• • .. = a • .. .. -• a .... . -:i .. ► a • • -► 0 z • 0 u .. .. z ~ ! .. .. C U _, C .... C :II 0 c., . ML. Pale Yellow Clayey Silt (Fi 11) Very Moist Medium Dense . - SM - - . - s- CL - r - Dark Brown Silty Fine Sand Moist With Large Chunks of Asphalt up to 2 feet (Fill) Brown Silty Clay Very Moist Loose to Hedium Dense Stiff - -- - - - - - - - - - s1,--7-:;--t;-::-;--::--~:-:-::---;;:-;--;----;:-;--+--+---+---+---l---l--_J ML IP ale Orange-Yellow Clayey Very ( Co lluvium) Soft to Medium --Silt Moist 9-1--t"'i:n-:--ff.ef[;;-;:;=<~;-;;--;,:;T.::-;:;::;:----~;:---t.S~'.t •i,".f f'L F-1-----t----l-----i---_.J ML Yellow-Gray Siltstone Very -Weathered and Fragmented Moist Hard 10- - 11- - --- -- HEADQUARTERS EXPANSION PROJECT C.R.M.W.D.PROJ, No, 86-107 SUBSURFACE EXPLORATION LOG LOQG~O IY: V .G. 0AT! LOQG(0: 1-6-87 JOI NUMI(~: 86-93 Plate No. 10 ----- - --- ' • • • Sample A B C Sample Number A No, - LABORATORY TEST RESULTS Maximum Density/Optimum Moisture Location T-1 @ 2.0' Location T-1 @ T-1 @ T-2 @ 2.0' 5.5' 2,0' Direct Shear* Cohesion (pcf) 740 Maximum Optimum Density Moisture (pcf) (Percent) 113. 7 16.0 109.5 16.3 116.5 14.8 Angle of Internal Friction (Degrees) 11 *Sample remolded to 90% of maximum dry density at optimum moisture content, Samples saturated prior to testing, Sample No. C Location T-2@ 2.0' Expansion Test Percent Expansion 14 .4 WESTERN Expansion Index 144 SOIL AND FOUNDATION ENGINEERING, INC. PLA';'C: ~CXBER 11 Potential Expansion Per UBC Very High • ' • PMONE 7•~3!5!53 .. ,.EA COO£ e,a -•,, WESTERN SOIL AND FO!JNDA TION ENGINEERING, INC . ,23 MAL£ AVll!:NUE ESCONOIOO. CA.Llfl'"OANIA Sia202:S SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLl!D FILLS GENERAL DESCRIPTIOK: The c0U1truction of CO!ltrolled fill1 1ball con1i1t of ade,uate prelim~iary 1oil inve1ti1atiou1, and cleariq, removal of exi1tiug 1tructure1 and foundation,, preparation of land to be filled, excavation of earth and rock from cut area, c0111p1ction and control of tbe fill, and all other work nece111ry to complete the 1rading of the filled area to conform with the line,, gradea, and elopes a1 1howu on the accepted plan,. CLEARING AND PREPARATION OF A.REAS TO BE FILUD: (a) All fill control project, 1hall have a preliminary ,oil inveatigation or a vi1u1l examin1tion, depending upon the nature of the job, by a ,ualified 1oil engineer prior to grading, (b) All timber, trees, bruah, vegetation, and other rubbish 1hall be removed, piled and burned, or othervi1e dispoaed of to leave the prepared area with a finiahed appearance free from unsightly debria, (c) Any 10ft, 1wampy or othervi1e uneuitable area,, ■hall be corrected by drainage pr removal of compres1ible material, or both, to the depth• indicated on the plan• or a, directed by the 1oil ~ngineer. (d) The natural ground which i• determined to be 1ati1factory for the 1upport of the filled ground 1hall then be plowed or ecarified to a depth of at leaat 1ix inche1 (6") or deeper aa 1pecified by the 1oil engineer, and until the 1ur- face ia free from rut•, hummock,, or other uneven feature• which would tend to prevent uniform compactiO!l by the e,uipment to be u1ed. (e) Ro fill 1hall be placed until the prepared native ground baa been approved by the •oil enaineer, (f) Where fill• are made on the hill1ide1 with 1lope1 1reater than 5 (horizontal) to 1 (vertical), horizontal benchea ■hall be cut into firm undiaturbed natural around to provide lateral and vertical ■tability, The initial bench at the toe of the fill ahall be at lea■t 10 feet in width on firm undi ■turbed iatural &round at the elevation of the toe ■take. The 1oil ensineer 1hall determine the width and fre,uency of all Neceedin& benchea vbich will vary with the aoil condition• aad tile 1teepnu1 of llope. (a) A.fter the natural ground ha• been prepared, it ■hall be brouaht to the proper aoi1ture content and compacted to .not leu than 90% of au:i111U111 denaity, A.S.T.M. Dl.557-64T, • 1 , • ' {b) Expansive •oil• may re.uire •pecial compaction •pecifications a1 directed in the preliminary aoil inve,tigation by the 1oil enginee~. (i) The cut portions of building pad1 in which rock-like material eziata may re.uire excavation and recompaction for density compatibility with the fill•• directed by the aoil engineer. MATERIALS: The fill •oila ahall con1i1t of •elect material• graded •o that at least 40 percent of the material passes the No. 4 •ieve. The material may be obtained from the excavation, a borrow pit, or by mixing •oil• from one or more •ource•. The material u1ed shall be free from vegetable matter, and other del- eteriou• •ubstancea, and shall not contain rocks or lump• greater than 6 incbe1 in diameter. If excessive vegetation, rock•, or •oils with unacceptable physical characteristics are encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soil• are encountered during the grading operation which were not reported in the preliminary soil investigation, further testing will be re.uired to ascertain their engineering properties. Any special treatment recommended in the prelim- inary or subse.uent soil reports not covered herein ahall become an addendum to these specifications. No material of a perishable, apongy, or otherwise unstable nature shall be used in the fills. PLACING 1 SPREADING AllD COMPACTING FILL 'MATERIAL: (a) The selected fill !ll4terial shall be placed in layers which shall not exceed aix inches (6") when compacted. Each layer shall be spread evenly and ahall be thoroughly blade1ixed during the spreading to insure,uniformity of m4terialcatid 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 com- pacting process. (c) When the moisture content of the fill material is above that specified by the soil engineer, the fill material ahall be aerated by blading and scarifying, or other satisfacfory methods until the moisture content is near optimum aa determined by the ■oils engineer. (d) After each layer has been placed, mixed and epread evenly, it 1hall be thoroughly compacted to not less than the 1pecified maximum density in accord- ance with A.S.T.M. D1557-64!. Compaction shall be by means of tamping or 1beep1- foot rollers, multiple-wheel pneumatic-tired rollera, or other types of rollers. Roller• shall be of such design that they will be able to compact the fill to the apecified density. Rolling of each layer shall be continuous over its entire area and the roller shall make 1ufficient passes to obtain the desired density. The entire area to be filled ahall be compacted to the specified density • WESTERN SOIL AND FOIJNDA TION ENGINEERING, INC -2- , f , .. , • . • ' r - (e) Fill 1lope1 1hall be compacted by aean1 of 1heep1foot roller, or other 1uitable eiuipment. Compactin& operation• 1hall be continued until the 1lope1 are 1table but not too den1e for planting and until there ia no appreciable 81DOUDt of loo1e 1oil on the 1lope1. Compacting of the 1lope1 ahall be accomplished by backrolling the 1lope1 in increment• of 3 to S feet in elevation 1ain or by other aethod1 producing 1ati1factory re1ult1. (f) Field denaity te1t1 1ball be •de by the aoil engineer for approximately each foot in elevation 1•in after compaction, but not to exceed tvo feet in vertical beicht between te1t1. The location of the te1t1 in plan aball be 1paced to 1ive the best po11ible coverage and 1hall be taken no farther than 100 feet apart. Te1t1 1hall be taken on corner and terrace lots for each two feet in elevation 1ain. The soil engineer may take additional te1t1 •• con1idered nece11ary to check on the uniformity of compaction. Where 1beepsfoot roller, are u1ed, the te1t1 1hall"be taken in the compacted material below the diaturbed 1urface. _No additional layer• of fill ,hall be spread until the field density teata indicate that the specified density baa been obtained. (g) The fill operation shall be continued in 1ix inch (6"} compacted layers, aa 1pec;ified above, until the fill bas been brought to the finished slopes and crades •• tbown on the accepted plans. SUPERVISION: Supervi1ion by the aoil engineer 1ball be made during the filling and compacting operation• 10 that be can certify that the fill wa1 made in accord- ance with accepted apecificationa. The 1pecification1 and 1oil te1ting of 1ubgrade, 1ubbaae, and base material• for road1, or other public property 1ball be done in accordance with 1pecification1 of the governing agency. SEASONAL LIMITS: No fill material 1ball be placed, 1pread, or rolled during unfavorable weather condition.. When the work i• interrupted by heavy rain, 1rading 1ball not be re,umed until field te1t1 by the aoil engineer indicate that the moi1ture content and density of the fill are aa previously 1pecified. In the event that, in the opinion of the·engineer, aoila unaatiafactory •• foundation material are encountered, they ahall not be incorporated in the 1rading and di1po1ition will be made at the engineer'• discretion. · WESTERN SOIL AND FOUNDATION ENGINEERING, INC. -3- • r • • ~ ' • ,,.. l \ ;,f,, '' ,, :;, ' f }'.i~\:'..'.< ',\· (' --.. ,L ..J <( w 0:: 0 z ~ <( u ..J w 2 fl', ,, E)(JST f::y J".:-50'"" ,' <-~· ' . ,,1/rft \, ,1/9,v / ~ \ \ \ ._ \ \ \ \ // i~ v 1 l / < i:~/ <-,, I <,,ov ~J / \ l I I I b r--, ) ' PROP. I l/ /" -'\\ I ;~ \ ,\! ~: \ I \ \ l 8 L D G, ~ ~ l;/o-2 1 , I BLDG. f---~;' ~---I I / r-1 -7,q JV;; ~( / T-3 ,.... ( ~ -'---'----+---'---------"-- ( \ ;ii:-. ~ I ;t~ / =-=-~ o/--/ ~---(_ ____/ \ \ ~ _, THI"'? rf,ltJ'f rW? ~~ , )< E:=fa'(E:==O ~r,..t::.~c;, ,App~><· I~ r., -n-t~ ~M7---eN1 ~~ t~ ./ilf'Pf.QI(• l'1= lco' t t--< TEST PIT PLATE IA DATE: 3/30/81 JOB No.~ TEST PIT LOCATION FOR COSTA REAL MUNICIPAL WATER DISTI \NESTERN SOIL ANO FOUNOATION ENGINEERING