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HomeMy WebLinkAboutTract Map 9833 Lot 8 Grading Inspection Report ,~I ~I .1, :1 . ;:. '. ~. . .. ! I~. ~. I~I, :. ~I -. . I ;1'-7J'~" ic""cL~'c',c~......,~.'.'&~i;,;~~~.J-:;"~,,:";:..,, [PROFESSIONAL ENGINEERS CONSULTING Inc. --r~ 1'133 r/t-rt: , .. . ....' ,-" - . - , iGEOTECHNJCALENYfRONMENTAL TESTING INSPECTION 125422 Trabuco Rd.;#105c401 Lake Forest, CA 92630 Phone 949-768-3693 Fax 949-588-8386 12:1636 YnezRoad, #L7-207 Temeculu, CA 92591 Phone 951-698-4598 Fax 432-224-7185 E C"--'--::'VFD RECEIVED FEB 1 0 2005 I I GRADING INSPECTION REPOR PAD CERTIFICATION CITY OF TEMECULA ENGINEERING DEPARTMENT SITE: 31011 Jedediah Smith Road Temecula, California Project Number: RC1204 DATE: January 17, 2005 PREPARED FOR: Mr. Robert Connors 31335 Corte Rimola Temecula CA 92592 \ 1 . . . . . . . . . 1 . PROFESSIONAL ENGINEERS CONSULTING. Inc. GEOTECHNICAL ENVIRONMENTAL TESTING 25422 Trabuco Rd. #105-401 Lake Forest, CA 92630 Phone 949-768-3693 27636 Ynez Road, #L7-207 Temecula, CA 92591 Phone 951-698-4598 INSPECTION Fax 949-588-8386 Fax 432-224-7185 January 17, 2005 Mr. Robert Connors 31335 Corte Rimola Temecula CA 92592 Subject: Compaction/pad certification Report, 31011 Jedediah Smith Road, Temecula, California. Dear Mr. Connors: Enclosed is the rough grading pad compaction report for your property at 310 II Jedediah Smith Road, Temecula, California, which entails laboratory and field-testing, observation of grading, and recommended foundation design parameters per UBC, ASTM Standards, and City of Temecula requirements. All overexcavations, key construction, fill placements, and compactions were in compliance with our given recommendations and also City of Temecula grading ordinance. They satisfY the requirements for intended use. All fill placements were performed with a relative compaction level of over 90% maximum dry density. Our firm certifies the building pad for placing foimdations. This opportunity to be of professional service is greatly appreciated. Should you have any questions or require additional information, please do not hesitate to contact us. Respectfully Submitted, ,I ! :1 I I I . I . PROFESSIONAL ENGINEERS Consulting, Inc. Saeed S di Registered Civil Engineer z.. 1 I I I I I I I I I !I I II I I I I I I PROFESSIONAL ENGINEERS CONSULTING. Inc. : Compaction Report/Pad Certification ;31011 Jedediah Smith Road. Temecula. Califarnill IProJect Number: RC1204 Page 1 of 10 INTRODUCTION PROFESSIONAL ENGINEERS CONSULTING, Inc, prepared this report for Mr. Robert Connors, for his exclusive usage for the property at 31011 Jedediah Smith Road, Temecula, : California. IThe purpose of this investigation was as follow: I. Verifying the relative compaction of the soil for the backfilled soil material during placement. I. Inspection of the bottom of excavations, integrity and consistency of the soil, moisture content and .compaction throughout the whole operation. Registered Civil Engineer with the State of California performed the soil testing and grading observation. SITE LOCATION & DESCRIPTION IThe subject lot is a vacant land that is located on the southeast of Temecula. The property is ,located at approximately 1.5 miles east of highway IS. :The area in general is partially developed by residential structures. PROPOSED DEVELOPMENT . A two-story residential structure is to be constructed at the site. The structure is to be supported on continuous and isolated pad footing type foundations. Loads on the foundations are unknown but are not anticipated to exceed 50 kips per linear foot for column loads. The proposed floors will consist of continuous concrete slabs placed on fmish grade and supported by footings. .3 I I . I . I . . 1 I ,. 1 I 1 1 1 I I I PROFESSIONAL ENGINEERS CONSULTING. Inc. , Compaction Report/Pad CertiflCDlion .31011 Jedediah Smith Road, Temecula, California , Project Number: RC1204 Page 2 ofI 0 : Surface drainage will be controlled by sloped concrete flatwork earth swales and area drains 'will be designed to carry surface water to drain outside the property. Subdrains shall also be I installed within the wash areas. : Should details involved in fmal design vary from those outlined above, this fIrm should be I notified for review and possible revision of our recommendations. GROUNDWATER CONDITIONS I Groundwater was not encountered in our excavations during subsurface exploration. However, ~ some seasonal seepage or perched water may be expected in the area. LIQUEFACTION CONDITIONS I Liquefaction can occur when saturated loose and fIne granular soils are subjected to excessive i ground vibrations. Soil liquefaction is dependent upon three main variables; Depth to i groundwater, granular soil, and the earthquake ground motions. 1ihe subsurface mainly consists of decomposed sandy silty soil material, with some gravel in I random. Groundwater in this area is deep. Based on the above-mentioned details, the I possibility ofliquefaction at this site is low. EARTHWORKAND GROUND PREPARATION i Grading of the pad was performed October to December 2004. All earthworks, including I grading and site clearing were performed in accordance with all applicable requirements of the I Grading Code of the City ofTemecula, California. I Prior to the placement of compacted fill, the site was stripped and cleared of excess vegetation, I debris, and other deleterious materials. The vegetation debris cleared from the site were I disposed of outside of the project limits. All unsuitable surfIcial materials and loose debris 'were removed to the competent native media. 4. I I I I I 1 I I 1 II I 1 I I I 1 I I I PROFESSIONAL ENGINEERS CONSULTING. Inc. G'ompaction Report/Pad CertifICation 31011 Jedediah Smith Road, Temecuia, California Project Number: RC1204 Page 3 of 10 After removals were completed, and prior to fill placement, the exposed surface was scarified for a minimum of one foot, moisture conditioned as necessary, and compacted to a minimum of 90 percent of.the maximum dry density as determined by ASTM D-1557. Registered Civil Engineer from.this firm evaluated all removals. OVEREXCA VATION At the time of our inspection the projected area for pad was already cut with some rough grading. The surface consisted of loose to medium dense Sandy gravelly and Silty Sandy fill material within the top one foot; below this layer, there was natural grade consisting of dense . sandy, gravelly material, mostly derived from degenerated bedrock debris. Below that level, we , encountered hard layers of degenerated sandstone and dense, cemented silty sand. . After removing all loose material, the surface was scarified for 12 inches, and then water , conditioned and recompacted per our grading requirements. Additional fill were placed and , compacted as required. COMPACTION PROCEDURES , All fills were placed in lifts varying from 6 to 8 inches in thickness. Moisture content of the : soils was brought to at least optimum moisture or :t 2% greater. The materials were then I compacted to a minimum of 90 percent of maximum dry density as determined in accordance with ASTM Test Methods D-1556. FIELD TESTING I Compacted fills were tested at the time of placement to verify that the specified moisture I content and relative density had been achieved by continuous monitoring and probing and by ! performing Sand Cone Method ASTM D-1556. At least one in-place density tests were taken for the compacted fill placed in every two feet in vertical height of backfilling. :s- I I I 1 1 1 I I I I I I ,I I I 1 I I I PROFESSIONAL ENGINEERS CONSULTING, Inc. Compaction Report/Pad Certificatian 31011 Jedediah Smith Road, Temecnla, California Project Number: RC1204 Page 4 of 10 The actual number of tests taken per day varied with the project conditions, such as the number of equipments, availability of room for placing fill and compaction, and weather condition. Between testing, water conditioning, mixing and placements were observed by our Reregistered Civil Engineer and periodically inspected by probing to ensure a uniform , compaction. When field density tests produced results less than our minimal standard (90 percent of ,maximum density or below optimum moisture content), or seemed below standard by inspection and probing, the approximate limits of the substandard fill was established. The substandard area was reworked, moisture conditioned and recompacted as necessary or they were removed, moisture conditioned and replaced as properly compacted fill. LABORATORY TESTING Laboratory testing were performed during and immediately following grading to evaluate the 'moisture density relation of soils and to evaluate other soil characteristics for deign and I construction. These laboratory tests included the following: ,. Maximum dry density and optimum moisture (ASTM D-1557) '. Sand Cone Test (ASTM D-1556) KEY CONSTRUCTION , 'Ihe proposed key was constructed below the toe of the proposed slope, along the west side of I the property. See enclosed plan. i Prior to the construction of the key, the soil was over-excavated for 4 feet below the toe of the I proposed slope, at daylighting point. This process was to ensure proper embedment of the key I into the competent soil. Native soil backfilling was placed in layers and compacted per our I grading procedures in our original report. ~ 1 I 1 1 1 1 I I I I I 1 I I I I I I II PROFESSIONAL ENGINEERS CONSULTING, Inc. Compactian Report/Pad Certijlcatian 31011 Jedediah Smith Road, Temecula, California Project Number: RC1204 Page 5 of to BENCHING All fills were placed on slope were keyed and benched into approved earth materials. All deep benches had a minimum depth of 3 feet into the competent soil or bedrock at 5% slope towards the side. All loose debris, deep soil zones were removed. . The key had a minimum width of 15 feet, and 4.5 feet of depth from the existing grade, and properly benched into the sides. A Registered Civil Engineer as a representative of our firm will be available at the site, during . the construction of the system to ensure the quality control and the application ofthe design. IMPORTED SOILS Imported soils were approved by our Registered Civil Engineer. The import soil consists of , clean materials void of trash, organic and similar deleterious materials, and rock exceeding a : maximum dimension of 8 inches. . The imported soils were sandy material from deteriorated granite source and exhibited a low , expansion potential. They were consistent with onsite soil. REPORTING , Our Reregistered Civil Engineer prepared daily field reports for the project, including density : testing, job conditions for each day, and work areas within the site. A summary of all density , tests taken for this project to date is presented in Table II (Density Test Summary). CONCLUSIONS ADR RECOMMENDATIONS Based on our field observations combined with the laboratory results, all grading process of the I pad area incorporated City of Temecula grading ordinance and all recommendations contained in the original soil report that was submitted to the County of Riverside for this project. Followings are the recommendations for the footings and foundations design and constructions: 1 1 I I 1 I 1 I I I I 1 1 I I I I I I I ~ROFESSIONAL ENGINEERS CONSULTING. Inc. Compaction ReportlPad CertifICation 31011 Jedediah Smith Road, Temecnia, Califomia Project Number: RC1204 Page 6 oft 0 FOUNDATION DESIGN RECOMMENDATIONS Followings are the recommendations for the footing designs: . All exterior-building footings should be founded at a minimum depth of 18 inches below the lowest adjacent fmal grade. Interior footings may be founded at a minimum depth of 18 inches below the lowest adjacent fmal grade. .. All continuous footings should be reinforced with four No.4 bars, two top and two bottom. . Exterior isolated pad footings intended for support of root overhangs such as patio covers should be a minimum of 18 inches square, and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No.4 bars spaced 18 inches on centers, both ways, near the bottoms of the footings. . Living area concrete floor slabs should be a full 5 inches thick an underlain with 3 inches of clean sandor gravel. All slabs should be reinforced with No.3 bars spaced 18 inches on centers, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid depth. .. Living area floor slabs should be underlain with a moisture vapor barrier consisting of a polyvinyl chloride membrane such as 6-mil Visqueen, or equivalent, placed on top of the 2-inch sand. At least 2 inch of clean sand should be placed over the membrane to promote uniform curing of the concrete. .. Garage floor slabs should be a full 5 inches thick and underlain with 2 inches of clean sand or gravel. Garage and parking slabs should be reinforced in a similar manner as living area slabs and poured separately from adjacent wall footings with a positive separation maintained with 3/8-inch minimum felt expansion joint materials, and then quartered with weakened plane joints. A l2-inch wide by 24-inch deep grade beam should also be provided across garage entrances. The grade beam should be reinforced with four No.4 bars, two top and two bottom. ~ I 1 1 1 I I 1 I I I 1 1 I I I I I 1 I PROFESSIONAL ENGINEERS CONSULTING. Inc. Compactian Report/Pad Certification 31011 Jedediah Smith Road, Temecula, Califomia Project Number: RC1204 Page 7 oCI0 . Prior to placing concrete, the subgrade below all living area and garage slabs should be presoaked to achieve a moisture content that is 30 percent or greater above optimum moisture content. This moisture content should penetrate to a minimum depth of 12 inches into the subgrade ALLOWABLE FOUNDATION PRESURE & LATERAL BEARING The allowable foundation pressure value is 1,500 psffor footings having a minimum width and depth of 12 inches. An increase of twenty percent shall be allowed for each additional foot of width of deptll to a maximum value of three times the designated value. Additionally, an increase of one third shall be permitted when considering load combinations including wind or earthquake loads. 1ne above values are based on footings placed directly against compacted fill. In the case where footing sides are formed, all backfill against footings should be compacted to at least 90 percent of maximum dry density. LATERAL RESISTANCE A passive earth pressure of 150 pounds per square foot per foot of depth may be used to determine lateral bearing resistance for footings. Lateral sliding resistance coefficient should be 0.25. The above values are based on footings placed directly against bedrock or compacted fill. In the case where footing sides are formed, all backfill against footings should be . compacted to at least 90 percent of maximum dry density. SETTLEMENT For structures, placed over the fill, the differential settlement is anticipated to be less than \12 inches for every 25 feet. The majority of total and differential settlements are expected to occur during construction or shortly thereafter as building loads are applied. '\ II II I I I I I I I I I I I I I I I I I PROFESSIONAL ENGINEERS CONSULTING. Inc. Compactian Report/Pad CertifICation 31011 Jedediah Smith Road, Temecuia, California Project Nnmber: RC1204 Page 8 ofl 0 SOLUBLE SULFATE ANALYSES Onsite soil materials and import soil contain low water-soluble sulfate content. We recommend choosing the criteria for moderate exposure. Per UBC standards, type II cement with 4,000 psi and 0.5 water content ratios is recommended. POST-GRADING CONSIDERATIONS DRAINAGE Positive drainage devices consisting of sloped concrete flatwork, area drains, and graded earth swales must be designed for the site. The purpose of these devices is to reduce water infiltration into the subgrade, and to direct surface waters away from building, and to flow water towards the street drainage. All discharge of water shall be conducted off site in a non-erosive manner, insuring that no ponding of water occurs near footings, retaining walls, etc. The civil engineer or architect must design the proper system to achieve a competent drainage system. The property owners are advised that all drainage devices should be properly maintained throughout the lifetime of the development. EXPANSION The subsurface is mainly consisting of deteriorated granite and sand which is non-expansive. Our previous laboratory results also indicated that the onsite material in general exhibits a very low level of expansion. \0 1 I I I I I I I I I I I I I 1 I I I I PROFESSIONAL ENGINEERS CONSULTING. Inc. Compaction ReportlPad Certification 31011 Jedediah Smith Road. Temecnla, Califomia Project Nnmber: RC1204 Page 9 oflO GEOTECHNICAL OBSERVATION & TESTING -Several inspections and testing will be required throughout the remaining of construction: I. Footing excavations, prior to the placement ofrebars or pouring of concrete. I. After presoaking the slab sub grade and prior to pouring concrete slabs. I. During the construction of area drains and backfilling of utility trenches. I. Final inspection of the slopes, drainage, and geotechnical condition of the site. I. When any unusual soil conditions are encountered during any construction operation subsequent to this report. \\ I I I I I I I I I !I I I I I I I I I I PROFESSIONAL ENGINEERS CONSULTING. Inc. Compaction Report/Pad Certlfu:atlon 31011 Jedediah Smith Raad, Temecula, California Project Number: RC1204 Page 10 of 10 LIMITATIONS The geotechnical assessment activities presented in this report have been conducted in accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in this area. No warranty, expressed or implied, is made regarding the conclusions, professional opinions, and recommendations expressed in this report. The conclusions are based solely upon an analysis of the conditions as observed by our personnel and as reported to use by regulatory agencies and other named sources are and also based on surface and subsurface conditions present and our present state of geologic knowledge. They are not meant to imply a control of nature. If actual conditions differ from those described in this report, our office should be notified. The usage of this report in any independent form cannot be approved unless specific, written verification of the applicability of the recommendations is obtained from our firm. The services provided in this report are only to provide geotechnical characteristics of the subsurface, based on our field data and observations only and also the actual public documents that are available by the City of Temecula and following the UBC standards. By accepting this report, client will agree that we are not responsible for reviewing any private investigation that may have been performed at the site or surroundings and not released to public agencies, particularly by the Homeowner association or leading property management company. We take no responsibility for any matter that is not disclosed to us prior or during our studies. \z... I I ~~~~~~'(n ~~~~ j ~~~~~ u ; J1t'~'?J I~~ I I !t~ # ~~~ /~--:~~/- \\ \\ ~ r~ ~ '\ f I ~ v;r ~~c<< ~ /. .~o? \ ~ OJ,~ \~~~ ~ i I ~ I~:'l -~~;> ~;;:"\.,.y= ~\ \~ d' '\ <;; m - \n~~J 0(, ~! I ~ ~~, ~~~0 \-J i~r;/ \ ~ i ~ ..;Y ;J~'J\ ~ 6~ 'E i I -./ { ~ 't/l ."'...........u 0 = '0 // ''(< '='''' .. '// '" ,1 ~ I (IJ;:, '(p ~ j' f[!~ ~t1.' <: 11. I il , u " . II ~~ Ej- \ ,Y'{'~ r; ~V - il ..- =:;;'~ lr ~)~ ,^ If/&' ~ 8~ , ~ =~! ~ ~J' !J ft~ /~(~IfIA(~ ~1 If, II ~:~A~~ VA ~/7~\ ~- i! 5 ~~ ~~~'=7~ L ~~. ~ ~;; I u: "\(~~ 5-i^M1!.'=iJ G~ r=~~ v' H 7Jj&ifb "1 /~>~. if I f/~rO-# ~____~.:::::>- ~~ !~ .~ v P... 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TABLE 1 Moisture I Density Tests Density Test Method ASTM D-1557 Compaction ReportlPad Certification 31011 Jedediah Smith Road, Temecula, California Soil Source Sample Optimum Maximum Dry Description 10. Moisture Density % LblftJ Brown Silty Sand Onsite G-l 10.0 127.5 Brown Silty Sand with Onsite G-2 11.4 129.0 fine Gravel Brown Silty Gravelly Sand Onsite G-3 12.3 131.3 Brown Silty Gravelly Sand Import G-4 10.8 132.0 Brown Silty Gravelly Sand Import G-5 11.2 126.5 \'S' :1 I I I I I I 'rLJ Eo< 'rLJ ,fool Eo< >< Eo< .... 'rLJ ....z~ ....fool~ ~~C ..;l~Z =........ ~e:l~ .............. ~...5 .0 = ; OJ rLJ I I I I I I I I I I I I "CI <= ~ .~ .....a- os: .- - rLJ <= .cIU .!! =- "CI= "CI ... ~ .. .... a = .. = Eo< .... l"l .. 0 .$1 ~ 0 0 ~ 0 - - N ,.; on ...: ...: .. .. 0 ~ 0 0 0 0 0 l: - - - - - - f,;i - - - - - - - s - - N N N , , 0 , . , "c; 0 0 0 0 0 '" ~ '0 ~ ~ ~ ~ .. .. 0 ~ .$1 ;;; - 1 .. .. " :E 0 ~ " ~ ~ ...l ::.: 'S ~ ~ Q ~ N '" "f '" CD ~ , , , , , 1:: 0 0 0 0 0 0 .. 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