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HomeMy WebLinkAboutCDP 99-18; TALLMAN PROPERTY; RESULTS OF COMPACTION TESTING; 1998-10-14t---+~~ "Sc" IIlItI',merl'lIl, 'e. OIVIL. GEOTEOHNIOAL. & QUALITY ENGINEERING . FOUNDATION DESIGN' LAND SURVEYING' SOIL TESTING OONSTRUOTION MANAGEMENT & INSPEOTION RECEIVED APR 1 2 2000 CLIENT: TALLMAN PROJECT: TAL 898 DATE: t4 OCT. 1998 MR. JEFF TALLMAN ENG\NEERING 2946 State Street, Suite G DC.::Op a'&;""'1 PI, ' Carlsbad, CA. 92008 " ~ Subject: Results of Compaction Testing and Inspection far the lot located at. 2335 Pio Pico Drive, Carlsbad, CA. (APN: 156-350-08) Dear Mr. Tallman: Pursuant to your request, we have completed oUr Inspection and Compaction Testing of the rough grading operations for the subject parcel. Locations of our Field Density Tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, compaction, and testing were accomplished between August 27 and September 4, 1998. Based 'on our observations and testing, it is our opinion tha~ the work performed during that period was in general c6nf~rmance with our Preliminary Geotechnical Investigation dated 27 June 1998 and the City of Carslbad Grading Ordinance. On August 27, 1998, grading began on the subject lot with the contractor removing some trees, the existing doncrete slabs and retaining walls, and the surface vegetation in the area to be graded for the driveway and house pad. All debris was removed from the proposed grading area. On thi s date, the contractor excavated the 100.se 'surface soils in the area of the concrete removal along the easterly side -1- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 iI' FAX: 760-945-4221 ~~ "&" IlllflillLaerillfl, Ie. CIVIL. GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN' LAND SURVEYING' SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION of the lot by removing approximately 2 to 3 fee~ of loose materials. These soils were stockpiled in the center portion of the lot. The contractor then replaced and reqoMpacted these stockpiled soils on the easterly side of the house p~d. Fill materials consisting of native silty sands were placed in thin lifts, watered as necessary, and compacted utilizing a T-973 trackloader and a D-4 bulldozer. Upon reaching the design finished grade, the contractor over- excavated and recompacted the upper 3 feet of the surface soils for the house pad to create a uniform fill blanket and to help eliminate the effects o.f differential settlement. As indicated by our Compaction Test Results, Enclosure (2), density tests performed in the fill materials for the driveway, rear yard, and the main house pad indicated over 90% relative compaction as compared to ASTM Test Procedure D 1557-91. In general, the native materials exposed at surface grades were considered to have a moderate expansion potential according our test results of our Preliminary Soils·Investigation. Foundations shall be sized and constructed in accordance with the recommendations found in the latter part of this report. For foundation design purposes, an allowable bearing strength of 1450 psf may be utilized for all continuous or spread footings founded in dense native soils or compacted fill soils c9mpacted to dver 90% relative compaction per ASTM D 1557-91. It is recommended that the continuous perimeter foundations and concrete slabs for a light weight, wood framed, stucco type structure shall be constructed and reinforced in accordance with 'the following minimum design criteria: -2- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 f----+-I'~ "&" IllJllilJcc,·ilJ,fI, .c. CIVIL. GEOTECHNICAL. & OUALITY ENGINEERING FOUND,mON DESIGN· LAND SURVEYING. SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION a. The continuous perimeter foundation$ shall extend a minimum depth of 24 inches and a minimum width of 15 inches into firm native or compacted fill soils for a two story structure. For a single story structure the foundations sh~ll extend a minimum depth of 18 inches and a minimum width of 12 inches. The d~pth of the foundations shall be measured from the lowest adjacent grade. The continuous foundations shall be reinforced with at least four No. 4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the No.4 rebars, one No. 5 steel rebar top and bottom may be used. b~ Footings which span from native material to compactSd fill soils, where applicable, shall be reinforced with an additional one No. 5 steel bar top and bottom to control potential differential movement extended 10 feet on either side of the daylight line. c. Footings placed on or adjacent to, fill sldpes shall have a minimum horizontal distance of seven feet (7') from the bottom edge of the footings to the face of the slope. d. All interior concrete slabs shall be a minimum of four inches in thickness and shall be reinforced with a minimum of No. 3 rebars placed at 18 inches on center both ways and placed in the center of the,slab. The bars shall be bent downward into the perimeter footings at 18 inches on center to a depth of 3 inches from the bottom. In order to minimize vapor transmission, ah impermeable membrane (ie: visqueen) shall be placed over 2 inches of clean, poorly graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be covere~ with 2 inches of sahd to protect it ~uring construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on -3- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150!'· FAX: 760-945-4221 ~ " & "'JJJfJ;JJ~ac";JJfl' "c. < ,civIL. GEOTECHNICAL. & QUALITY ENGINEERING .': FOUNDA T/ON DESIGN' LAND SURVEYING' SOIL TESTING ,.',''' ',' CONSTRUCTION MANAGEMENT & INSPECTION this project shall have a minimum compressive strehgth of 2500 psi unless otherwise increased on the Building Plans. These foundation recommendations are minimum design requirements for the finish grade soil conditions; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works ~f man on this or adjacent prope~ties. In addition, changes in applicable or app~opriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the natur~, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Archit~ct and ~nsineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. -4- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 I---+-jl~ " &." 'll1f1illccrillfl,4t.C. civiL. GEOTECHNICAL. & QUALITY ENGINEERING FOUNDATION DESIGN' LAND SURVEYING. SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION It is recommended that the Soil Engineer be provided the opportunity for a general review of th~ final design plans and specifications for this project in order that the recommendations of this report may be properly interpreted and implemented in the design .. It is also recommended that the Soil Engineer be provided the opportunity to verify the foundation and slab construction in the field prior to placing concrete. (If the Soil Engineer is not accorded the privilege of making these reviews, he Can assume no responsibility for misinterpretation of his recommendations), The Soil Engineer has prepared this Report for the exclusive use of the client and ~uthorized agents. This Aeport has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associate$ appreciate thii opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. -5- Sincerely, ~~~~ ~~~~r C. Beard RCE RGE Chief Engineer 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221 p~/vATe • HAP No. \ 11.. 0 APPROXIMATE LOCATION OF FIELD ·DENSITY TESTS P LOT OWNER : MIL. :JSl==F-r~J./l LOCATION: Z?"3~ PID PICO 1)1'2-, CArUsf3·M C.4, A.P. N.: /5~ -360 .... 0$ PROJECT: TAt... 898 DATE: OC;T,98 P LAN 11 .. ~III!JII!I!llct;rill!I' illt~. CIVIL, GEOTECHNICAL. & QUALITY ENGINEERS • STRUCTURAL ENGINEERING. LAND SURVEYING • PERCOLA TION & SOIL TESTING • CONSTRUCTION MANAGEMENT & INSPECTION ENCLOSURE (1) Test Test No. Date Test Location ~ 11 .. ~III!JiJ!lillccrill_illc- ,.' ' CIVIL, GEOTECHNICAL. & OUALITY ENGINEERS ,.::" • STRUCTURAL ENGINEERING. LAND SURVEYING ,..,'" .! • PERCOLA TlON <I SOIL TESTING • CONSTRUCTION MANAGeMeNT & INSPECTION ProJECT: 74t 898 Test Soil Dry Density, pcf Moi.sture, % El/Depth Type Field Maxi~um, Field O~t., Relative Retest Compaction No. I--l----l-----.----!""'-.--.. _---------.-.. -----.----t--.-... ---1--------1------ ~-I---+---------·----f----I----I---,--f------.. -------, ----'-!-.----.J.---- I----+---+--------I-----I-----l-----~-.. ----t_,-.. "'---... -..... -....... -----.----1----.-. -"- 1---1----+-------. -------.-..... ---. "-,, ..... -------""'''-'''--.... ,-" ....... -... -........ --" ... -,--"", .... -........ --... -..... .. 1---1---------.... ---... ------.. -.-,--I~------'''-'--'''' '---...... --.... " '''''' -'---'-' -... ,_ ..... -.. _ .. ' .... ---., l--I----+--------1l.---I---.f-.----f--------.-,---.-~-----'---I----'-- ~_+---~--------j~----r--·r----r-------·---·~---~+---~-r~------ .1---1----1----------_____ ---"-----' .. -.--."-.---" ... ----. _______ ----:_, ____ .. __ f_~--..... " I----+-__ + _____ ._. __ ----.-.-~ ___ ._f_.-----f__.--'--.-----I---.--~----. COMPACTION CURVE DATA OPTIMUM MAXIMUM DRY MOISTURE % DENSITY (pef) SOIL TYPE AND DESCRIPTION '-___________ , _____ .-, _________ • ___ 1 ______ /----,. _____ ' __ ·_· L-----------------~------------------~-------~-----------.. COMPACT/O;V TEST DATA ENCLOSURE (2) ! I .. ., .. .... -, . ':! . , , , !