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HomeMy WebLinkAboutGeotechnical ReportsT11 April 26, 1995 Geotechnical & Environmental Engineers, Inc. Mr. Kelly Donovan Project Manager - Assessment District 159 4080 Lemon Street, 9th Floor P. O. Box 1090 Riverside, California 92502-1090 SUBJECT: REPORT OF ROUGH GRADING Temecula Creek Channel Improvements, and Disposal Areas Tract Nos. 23172 (MDC Vail), 26861, 23267 (Presley Homes), Parcel Map 18993 (LandGrant), and 23063 (Park Site) Approximately From Station 114+00 to Station 225+00 Riverside County, California Work Order No. 225301.22 Dear Mr. Donovan: 1.0 In accordance with your request, GEOTECHNICAL .R. ENVIRONMENTAL ENGINEERS, INC. (G.E.E.) has prepared this Report of Rough Grading presenting the results of our observation and testing during grading of the subject site. Geotechnical recommendations and conclusivas pertinent to the .rtlnstruction of the channel and the above referenced disposal areas are included in this report. The 40 to 100 -scale "Channel Improvement Plan, Temecula Creek" prepared by Trans - Pacific Consultants, Inc. (formerly RANPAC Engineering, Inc.) of Temecula, California was utilized to locate our field density tests. The 100 -scale Density Test Location Map prepared by Trans -Pacific Consultants, Inc., were utilized as base maps for our test locations presented as Plates 1-13. ACCOMPANYING MAPS AND APPENDICES Location Map - Figure 1 Density Test Location Maps (100 -scale) - Plates 1-13 Appendix A - References Appendix B - Laboratory Test Results Appendix C - Results of Concrete Compaction Tests Appendix D - Results of Compression Tests Appendix E - Guidelines for Slope Maintenance stI tl27463 Ewerpnse Circle Nest - Temecula • CA 92590 "lEL 09) 676 -8337 • FAX ( 909 ) 676 - 4583 Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 2 1.1 Proiect Description The project site has been graded into a 800 foot wide flood control channel with associated drop structures and stream bed stabilizers. The channel slopes were inclined at a ratio of 2:1 (horizontal:vertical) and lined with a protective covering consisting of a filter fabric blanket, a Class 3 bedding blanket, 1/2 ton riprap material, and a native soil -covering. Excess earth materials generated during excavation of the channel were placed within the disposal areas as both compacted and uncompacted fill. Disposal areas in Tract 23172 and Parcel Map 18993 were constructed as large super pads which were graded to drain at an approximately 2% gradient to the southwest toward Temecula Creek Channel. Tract 26861 was graded into residential lots and graded to drain to the southwest toward Temecula Creek Channel. Disposal areas in Tracts 23063 and 23267 were graded to drain to the northwest as a large superpad and small residential lots, respectively. The disposal areas are proposed for development as commercial properties with associated parking (Tract 23172 and Parcel Map 18993), residential development (Tract 26861 & 23267), and a park site (Tract 23063). Grading included excavation, compaction, and fill slope construction to prepare the site. 1.2 Site Description The subject channel improvements and disposal area are generally located just south of, and parallel to, State Highway 79 South and between Avenida De Missions and Butterfield Stage Road in southwestern Riverside County, California. A site map, depicting site boundaries and geographic relationships of the site, is presented as Figure 1 of this report. Topographically, the project site, prior to grading, consisted of generally flat terrain with natural gradients of approximately 2% toward the west. Overall relief at the site, prior to grading, was approximately 70 feet. 2.0 GRADING PROCEDURES 2.1 Grading Contractor Site grading was conducted by Chilcote between January 12, 1994 and April 7, 1995. Under the direction of Mr. John lamp. GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 A VZ - 7 Z 1. •... ... J 1 , r:a ; �I' t13•_ ^tf �I'.'. .1=001;..: •�_ _ � �'�`�.{-�i'�=��_1`:,', rtl. i -d' - - _yam 11O�' "��v; i' ::'/i II/,'ik',r� •I. --o. i '.,, .• -�';" , ,.'\ ,{fr, it i t„(=;,a_. �,; , _:,ra•>�' /i,• .moo ,_ �/ _:-.�-�I I`.-, ,.I J.. _;I o°:,, "!)L�,l, '. /.:_rr'-t.' .r i /', : ' i 1`r' • �'.✓ i l� it • t "'! SillMM II.'i yy nn�L 12110 /? �_,il! ,- I�ItJ( op it n i Inwdim 0 7- ar,. 059 -- To S � l`t� ' titJ �1 SITE.”, 2,0 \ 'V o /+'� L, t 'ao • _r'I G r ozr b22 J( r _ .\ /.^;Ilr-?`1'; ,:` ice_ l.,ni._ri1i�1�;. >_ �_-(•=r: r-'il .- BASE MAP: USGS PECHANGA QUADRANGLE 7.5' SERIES 1988 SHADED AREAS DEPICT DISPOSAL AREAS a an SCALE feet LOCATION MAP — TEMECULA CREEK CHANNEL IMPROVEMENTS W.O. No: 225301.22 DOTE. APRIL 1995 FIGURE. 1 Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 3 2.2 Site Preparation Clearing of weeds and other organic materials was completed prior to our grading observation services and the minor vegetation present on-site was disced into the top 18 inches prior to the start of grading. 3.0 ALLUVIAL REMOVALS 3.1 Channel Embankment Alluvial soils encountered within the channel embankment areas, were removed a minimum of 5 feet below the bottom of the channel lining elevations. The removals extended laterally a minimum distance of 5 feet beyond the embankment. The removals were extended below the minimum 5 foot below channel embankment elevation, wherever, the materials exposed at the minimum 5 foot below channel embankment elevation consisted of low strength sticky clayey silts or the in-place dry density was less than 85% of the maximum dry density. The bottom of the overexcavated areas typically exposed sandy material that was free of significant voids, firm and unyielding, with in-place dry densities of at least 85% of the maximum dry density at or near optimum moisture content. The exposed surfaces were then scarified one foot, brought to near optimum moisture content and compacted to a minimum of 90% of the maximum dry density, as determined by laboratory testing CAL 216. Maximum laboratory dry density standards are presented in Appendix B, Table I. Dewatering was required within the embankment removals, wherever high groundwater was encountered. 3.2 Stream Bed Stabilizers, Drop Structures, and Channel Bottom Alluvial soils were removed below the stream bed stabilizers and drop structures if, at the invert elevations, the exposed in-place alluvial materials consisted of low strength sticky clayey silts or the in-place dry density was less than 85% of the maximum dry density. Due to the high groundwater levels within the channel area, dewatering was required in order to complete the removals and construct the improvements. At the request of the on-site Riverside County Flood Control inspector, due to the high groundwater levels no removals were made under the stream bed stabilizers or the drop structures from approximately ramp no. 6 (approximately station 185+00) west to the end of the channel improvements (approximately station 114+00). The bottom of the overexcavated areas typically GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 1 J - Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 4 exposed sandy material that was free of significant voids, firm and unyielding, with in-place dry densities of at least 85% of the maximum dry density at or near optimum moisture content. The exposed surfaces were then scarified one foot, brought to near optimum moisture content and compacted to a minimum of 90% of the maximum dry density, as determined by laboratory testing CAL 216. Alluvial removals were not performed at the channel invert elevation, which will remain in a relatively natural condition. 33 Disposal Areas Removals within the disposal areas were monitored by others with the exception of Parcel Map 18993 (LandGrant), which was performed by G.E.E. (see references APPENDIX A). Per our agreement with the Assessment -District-159,-Geotechnical at approximately original ground elevations up to rough grade elevations. 33 / Park Site l Jo our knowledge, removals were not performed in the Red Hawk park site 4.0 FILL PROCEDURES 4.1 Fill Soils Soils utilized for compacted fill typically consisted of on-site silty sands and sandy silts generated from excavation of the channel. 4.2 Fill Placement Fill was placed in thin loose lifts approximately 6 to 8 inches thick, brought to near optimum moisture content and compacted to at least 90% relative compaction (ASTM D1557-78). Compaction was achieved by wheel rolling with Caterpillar 834B rubber tire dozers and track dozers, and incidental contact from loaded and unloaded scrapers and water pulls. Finish work was performed with a Caterpillar 623 scraper, a blade, a Caterpillar D-10 dozer, and a water truck. The maximum laboratory dry density, as determined by CAL 216 (Appendix B, Table I), were utilized as the standard for field compaction control. GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 5 Observation and testing services performed in Tract 26861 was observed by other geotechnical firms. Overexcavation of alluvium and fill placement to approximate original ground in Tract 23267 (Presley) was performed by Geo Soils, Inc. G.E.E. performed observation and testing services from approximately original ground to finish grade with Geo Soils acting as a third party review. To the best of our knowledge, fill materials placed within the park site (Tract were not monr ore v eit er G.E.E. or by other eeotechmcal firms. 43 Cut/Fill Transitions Rough grading at the site included overexcavation, compaction, and fill pad construction. The disposal areas were mass graded into large super pads. Due to the placement of fill materials across the disposal areas, no transitions from cut of fill exist within the disposal areas with the exception of the Indian burial ground located on Tract 23172. Prior to finish grading within the disposal areas, a grading plan review should be performed by the geotechnical engineer. Should potential transition lots be identified in areas of shallow fill and/or deep foundations, during subsequent grading plan reviews or grading operations, specific conditions should be reviewed by GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. to assure proper remedial grading is implemented. 4.4 Channel Embankment Construction Channel embankment slopes were constructed at a maximum slope ratio of 2:1 (horizontal:vertical). Maximum slope height of fill slopes ranged approximately from 22 to 25 feet from the toe to the top of slope or approximately 12 to 15 feet from proposed channel elevation. There were not any cut slopes constructed on this project. An equipment width keyway was excavated the length of the slope along the northern most embankment with the exception of Tracts 23267 (off-site) and 26861 (Presley). The area was then scarified one foot, brought to near optimum moisture content, then compacted to a minimum of 90% relative compaction. Benching was performed above the keyway in accordance with the Preliminary Geotechnical Investigation. The south embankment, with the exception of Tract 23063 (park site) was constructed in conjunction with adjacent residential tracts located within both the Vail Ranch and Redhawk Developments. The south embankment was overbuilt approximately 1 to 2 feet during construction of the adjacent residential developments. During construction of the channel the existing slope was cut back to GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 6 finish grade. In-place density tests were performed approximately every 150 feet to a minimum of 90% relative compaction. Wherever, minor surficial erosional damage was encountered extending below finish grade elevations. The damaged areas were reconditioned and replaced with compacted fill. The south embankment adjacent to the park site (Tract 23063), approximately from station 141+00 to station 156+00, was constructed utilizing similar construction techniques as those noted for the north embankment. 4.5 Storm Drain Backfill Per RCFC specifications a one foot zone of fill compacted to 95% relative compaction was required adjacent to all storm drain outlets. Wherever, it was unfeasible to utilize compaction equipment within the one foot zone. Imported sand with a minimum sand equivalent of 30, was jetted in-place to achieve the required compaction. 5.0 CONCRETE AND MASONRY OBSERVATION AND TESTING 5.1 Field Observation and Testing Field inspection of the masonry wall construction was performed by an ICBO special inspector as required by the city of Temecula. The special inspector inspected the construction of the masonry wall during construction and performed field slump testing on the concrete and grout used to construct the wall and cast concrete cylinders and prisms of the mortar, concrete and grout used to construct the wall, which were transported to the laboratory for compression testing. Compression test results are summarized in Results of Concrete Compression Tests (APPENDIX D, Table I). Inspection and testing was performed on the concrete placed for slope paving, spillways, access drives, streambed stabilizers and cutoff walls. The concrete technician performed field slump tests and cast concrete cylinders which were transported to the laboratory for compression testing. Compression test results are summarized in Results of Concrete Compression Tests (APPENDIX D, Table I). GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 7 6.0 TESTING PROCEDURES 6.1 Maximum Density Determinations Maximum Density/Optimum Moisture determinations were performed in the laboratory on representative samples of on-site soils used in the fill operations. The tests were performed in accordance with CAL 216 method. The test results, which were utilized in determining the degree of compaction achieved during fill placement, are presented in Appendix B, Table I. 6.2 Field Density Testing Field density testing was performed in accordance with ASTM Test Method D2922- 91 (nuclear gauge). Areas failing to meet the minimum compaction requirements were reworked and retested until the specified degree of compaction was achieved. The elevations and the results of the field density tests are presented in Results of Compaction Tests (Appendix C, Tables I - VI). The approximate location of the tests are shown on the Density Test Location Maps, Plates 1 through 13. 63 Expansive Soil Testing Expansion testing was not performed at finish grade within the disposal areas. Expansion testing should be performed by the geotechnical engineer at the completion of precise grading to determine parameters for footing design. 6.4 Sulfate Testing Sulfate testing was not performed at finish grade within the disposal areas. Sulfate testing should be performed by the geotechnical engineer at the completion of precise grading to determine sulfate content. 6.5 Compression Testing Concrete cylinders were cast by our technician during construction of the channel improvements. The required strength of concrete used in CALTRANS structures, including drop structures, aprons, and box structures, was 3,250 pounds per square inch (psi). Typically four cylinders were broken at 5, 7, 14, and 28 day intervals. In several structures, 4,000 psi concrete was used to obtain minimum strength early to facilitate working on or around the structure. The concrete grout material, utilized within rip rap materials on the stream bed stabilizers, had a specified strength of GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 275301.22 -7-�e -002 3 0 & (a � �/ r Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 8 2,000 psi. The required strength for the remaining areas was 3,000 (psi). Compression test results are summarized in Results of Concrete Compression Tests (APPENDIX D, Table I). 7.0 LIQUEFACTION Based on the Preliminary Geotechnical Investigations performed on adjacent properties, due to low density soils and shallow groundwater, "a potential for liquefaction does exist..". The approximately minimum 5 foot compacted fill mat beneath the disposal areas is expected to provide partial mitigation for liquefaction potential. However, localized areas of settlement, and sand boils are possible especially within the channel bottom area. 8.0 RECOMMENDATIONS 8.1 Slope Protection and Maintenance Slope erosion of the silty sands is a significant concern with regard to surficial stability. We recommend that any unprotected slopes, cut or fill, be planted with erosion resistant vegetation or otherwise protected as soon as practical. Presented in Appendix E are Guidelines For Slope Maintenance to help avoid any future surficial slope stability problems. 8.2 Drainage Finished pad drainage should include a minimum positive gradient of 2% away from any structure a minimum distance of 3 feet, and a minimum of 1% pad drainage off the property in a non-erosive manner. Any roof or canopy water and pad drainage shall be directed to the street or off the site in an approved non-erosive manner. Drainage off the property should be accomplished in an approved manner to prevent erosion or instability. Uncontrolled over slope drainage should not be permitted. 83 Grading Plan Review Once precise grading plans are available within the disposal areas a grading plan review should be performed by the geotechnical engineer. The grading plan review should include determinations of overexcavation recommendations and a field investigation of previously graded areas to assess current conditions of the site and provide construction recommendations. GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 f Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 9 8.4 Mansion Index and Sulfate Content Testing Expansion index and sulfate content testing should be performed during precise grading of the disposal areas for footing and slab construction. 8.5 Subsequent Grading All grading required to achieve design grades should be monitored by GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. to confirm compliance with the recommendations contained herein and in the preliminary geotechnical report. 9.0 LIMITATIONS Considering the disposal areas have been rough graded only, and precise grading will be required to prepare the building pads, streets, and parking areas for the proposed commercial, and/or residential developments, and park site. The conclusions and recommendations included within this report should be considered preliminary. Recommendations should be finalized at the conclusion of precise grading. This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. The findings of this report are valid as of April 7, 1995. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC W.O. 225301.22 Mr. Kelly Donovan Project Manager - Assessment District 159 April 12, 1995 Page 10 Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. 10.0 CLOSURE Our description of grading operations, as well as observations and testing services, were limited to those grading operations performed between January 12, 1994 and April 7, 1995. The conclusions and recommendations contained herein have been based upon our observation and testing as noted. It is our opinion, that the work performed in the areas denoted has generally been accomplished in accordance with the job specifications and the requirements of the regulating agencies. No conclusions or warranties are made for the areas not tested or observed. This report is based on information obtained during rough grading. No warranty as to the current conditions can be made. This report should be considered subject to review by the controlling authorities. This opportunity to be of service is sincerely appreciated. If you have any questions, please call. Very truly yours, GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. > I 2� a amson� Division Manager T. Reinhart RCE 23464 tration Expires 12/31/97 /)'4' 4�,-+y �n P. Frey U - oject Geologist - �;, !ter✓; ��. � D n ,r • ��_ RCE 23464 a 1S,,Ezor,2_ �z•3I•�j}f e�� GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 APPENDIX A References GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 Geotechnical & Environmental Engineers, Inc., dated March 17, 1995a, "Preliminary Structural Section and Correction to Report of Rough Grading, The Market Place at Redhawk, 30± Acres, Southwest Corner of Highway 79 and Redhawk Parkway, Temecula, California', Work Order No. 362401.229A Geotechnical & Environmental Engineers, Inc., dated March 6, 1995b, 'Report of Rough Grading, The Market Place at Redhawk, 30± Acres, Southwest Corner of Highway 79 and Redhawk Parkway, Temecula, California', Work Order No. 362401.229 Geotechnical & Environmental Engineers, Inc., dated February 4, 1994, "Alluvial Removal Depths, The Market Place at Redhawk, 30± Acres, Southwest Corner of Highway 79 and Redhawk Parkway, Temecula, California', Work Order No. 362401.22 Geotechnical & Environmental Engineers, Inc., dated February 18, 1993, "Embankment Drawdown Analysis, Proposed Temecula Channel, Assessment District 159, Riverside, California', Work Order No. 206107.00 Geotechnical & Environmental Engineers, Inc., dated January 21, 1992, "Response to County Review, County Geologic Report No. 813, Assessment District 159, Temecula Creek and Disposal Area, Riverside, California', Work Order No. 206107.00 Ranpac Soils, Inc., dated June 19, 1991, "Preliminary Geotechnical Investigation, Channel Improvement Plan, Temecula Creek and Disposal Area, Riverside, California", Work Order No. 206107.00; Ranpac Soils, Inc., dated May 3, 1991, 'Preliminary Geotechnical Investigation, Channel Improvement Plan for Temecula Creek and Disposal Area, Riverside County, California', Work Order No. 206107.00: GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 APPENDIX B Laboratory Test Results GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 TABLE I 225301.22 Assessment District 159 Maximum Density/Optimum Moisture Description Lbs/Ft3 % Moisture General Source Area 1 Brown Medium Sand 115.5 11.5 Channel Bottom 2 Grey Brown Fine Silty Sand 122.3 11.1 Top Soil 3 Tan Fine Sand 109.5 14.7 Bottom 4 Brown Silty Sand 129.9 8.5 Presley 5 Dark Brown Silty Sand 127.2 9.3 Bottom 6 Orange Tan Coarse Sand 124.7 10.4 Bottom 7 Grey Tan Fine Sand 110.7 14.2 Bottom 8 Dark Brown Sandy Silt 116.0 15.0 Top Soil 9 Light Brown Fine Sand 117.0 10.5 Swanger 10 Orey Brown Silty Sand 124.6 10.4 Swanger 11 Red Brown Silty Sand 119.6 11.2 Swanger 12 Grey Brown Silty Sand 122.4 10.8 Line "S" 13 Grey Brown Silty Sand 116.9 11.2 Line "V" 14 Tan Grey Silty Sand 119.6 12.5 Line "V" 15 Grey Silty Sand 117.2 12.7 Line "V" 16 Brown Grey Silty Sand 121.4 10.8 Mix 14 & 15 17 Tan Grey Silty Sand 109.6 13.3 LandGrant 18 Grey Brown Silty Sand 119.4 12.8 LandGrant 19 Grey Brown Silty Sand 129.3 9.5 Presley 20 Brown Silty Fine Sand 124.2 10.3 Line "V" 21 All American Class II 139.1 7.0 Line "V" 22 All American Class II 144.2 6.4 II V GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 APPENDIX C Results of Compaction Tests GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 275301.22 OZ6ZVL 0t,56Lt, Z N x £8 4'101 9'LT O'ILOT t,6/t,0/£0 t,9 SZLZ6L OLt,6Lt, 9 N 116 £'LIT 9'01 0'690T t,6/EO/EO ES SESZt,L OZt,6Lt, 9 N T6 t,'CIT T't,I 0'690T t,6/EO/EO ZS OSEZVL 9S£6Lt, 9 N 96 1'OZT 6'8 0'8901 t,6/£0/EO TS 08LZVL OTE6Lt, 9 N £6 9'9TT I'8 O'OLOT t,6/EO/EO OS 009Zt,L SEZ6Lt, 9 N E6 t,'9TT 8'8 0'6901 t,6/ZO/E0 61v STVZVL 9ST6Lt, 9 N 96 Z'OZT L'8 0'8901 t,6/ZO/EO 8t, SZ9ZVL 08t,6Lt, T N 96 t,'60T t,'ZT 0'8901 t,6/ZO/EO Lt, 9TVZ6L STt,6Lt, 9 N 16 8'CTT 6'E1 O'L90T t,6/ZO/EO 96 999ZVL OSE6Lt, 9 N Z6 1'911 6'8 0'8901 t,6/ZO/EO St, 0SVZVL 06Z6Lt, 9 N E6 9'9TT S'ZT O'L90T t,6/ZO/EO t, t? 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OOOTVL OSSBLt, I N E6 6'90T L'TT 0'99OT t,6/t,Z/ZO OZ 09TTt,L 0198Lt, T N t,6 E180T L'6 O'89OT t,6/t,Z/ZO 6T OZETt,L OL98Lt, E N t,6 E'EOT t,'LT 0-090T t,6/t,Z/ZO 8T ` SLETt,L St,ZBLt, T N T6 8't,OT COT 0.990T t,6/EZ/ZO LT O8TTt,L OtCSLt, T N 06 t,'EOT 8'OT 0.990T t,6/EZ/ZO VV91 09ETt,L 0£t,8Lt, T N 96 E'60T O't,T O'LSOT t,6/EZ/ZO vv9T 08TITL Ot,EBLt, T N x 88 S'TOT t,'TZ 0.990T t,6/EZ/ZO 9T 09ETt,L OEt,8Lt, T N xx 88 6'TOT Z'91 O'LSOT t,6/EZ/ZO ST 090TVL SE98Lt, T N 66 O't,TT E'TT O'SSOT t,6/EZ/ZO t,1 061Tt,L ST98Lt, T N Z6 E190T T'ST O'890T t,6/EZ/ZO ET OL60t,L 0998Lt, E N S6 S'EOT 0'ZT O'SSOT t,6/EZ/ZO ZT , 06TTt,L 9Z88Lt, T N 86 L'ZTT t,'ET 0'6901 t,6/EZ/ZO TI ' 08EIVL OZ88Lt, E N E6 O'ZOT 9,tT O'Z90T t,6/EZ/ZO OT OEOTt,L OL98Lt, T N Z6 L'90T t,'ST O'490T t,6/ZZ/ZO VV9 OL60t,L 99L8Lt, T N t,6 T'SOT L't,T O't,SOT t,6/ZZ/ZO 6 STTTt,L 9988Lt, T N t,6 T180T S'ST O.990T t,6/ZZ/ZO 8 OTETt,L SZ88Lt, T N T6 0190T L'ZT 0-190T t,6/ZZ/ZO L OEOTVL OL98Lt, T N t t,8 E'L6 O't,Z O't,SOT t,6/ZZ/ZO 9 SZZTt,L 99L8Lt, T N t,6 9'80T S'OT 0'8901 t,6/ZZ/ZO S 99£T6L 0688Lt, T N 96 S'OTT 0101 0-090T t,6/ZZ/ZO t, OOZTt,L O998Lt, Z N E6 O't,TT Z'OT O'LSOT t,6/91/Z0 E OSOIt,L St,LBLt, Z N Z6 S'ZTT t,'TT O'ESOT t,6/9T/ZO Z 08ETt,L 99L8Lt, Z N 88 L'LOT 8'ZT O'BSOT t,6/9T/ZO T (%) (dod) ($) ('Sd) 3dAs dKoz) ASISN3O ZN3LNO0 Hld3a alva 'ON OHooa CROON `IIOS *lad 72L0 iINa adalSION /A3Z3 ZS31 SSaS 96-0£-9 :a4EQ TTPA Z)Qya :amRN ZZ'MSTOESZZ :ON Qot SIS3S NOIZO`ddNOO dO SlUnS3x I arisvS 0899VL 04Z084 6 N S6 9'111 T'01 0'4601 46/4Z/£0 90T OZZ94L SZ9084 6 N 96 Z'ZTT 918 O'ZOTT 46/4Z/£0 SOT 01194L 086084 8 N 96 6'60T 9'6 O'OOTT 46/4Z/£0 40T 08694L 544084 8 N 96 O'OTT Z'TIT 0'660T 46/4Z/£0 COT OE854L 004084 8 N £6 0'801 L'ZT 0'860T 46/4Z/£0 ZOT O9954L OSE084 8 N T6 L'SOT T'£T 0'960T 46/4Z/£O TOT 00494L 064084 S N Z6 9'9TT 0'L O'OOTT 46/EZ/EO 001 08Z94L 544084 S N T6 S'STT L'8 0'6601 46/£Z/£0 66 OZZ94L 0££084 S N 06 L'4TT 6'L 0'8601 46/EZ/£0 86 OTT94L OE4084 Z N £6 6'£TT L'Z1 0'8601 46/£Z/EO L6 09654L SS£084 Z N 16 E'TT1 9'8 0'9601 46/£Z/EO 96 0169VL S4Z084 Z N Z6 4'ZTT 9'8 0.960T 46/£Z/£0 96 9T8S4L 9Z£084 T N Z6 L'SOT Z'ST 0'960T 46/EZ/£0 46 S49S4L OLT084 T N 46 L'80T 9'8 O'Z60T 46/£Z/£O E6 SZ954L 99Z084 Z N £6 S ETT 9'L 0'£601 46/£Z/£0 Z6 06954L 99E084 L N £6 4'£OT L'£T 0'4601 46/£Z/EO T6 OO9Z4L 9906L L N E6 4'£OT Z'LT O'L90T 46/TO/EO L£ OTE94L SLS084 Z N 06 S'OTT Z'OT O'TOTT 46/L1/EO 06 99194L SZ9084 Z N £6 S ETT S'TT 0.660T 46/LT/£0 68 0£094L 084084 Z N Z6 T'ETT 6'L 0'860-1 46/LT/£0 88 98894L 0£4084 Z N Z6 6'ZTT T'6 O'L60T 46/LT/£O L8 S4LS4L 08£084 Z N 46 8'4TT 6'OT 0'5601 46/9T/EO 98 OLE94L 019084 Z N 06 9'OTT 8'OT O'OOTT 46/91/EO 98 S£Z94L 595084 Z N 46 O'STT Z'8 0'6601 46/9T/EO 48 06094L OZS084 Z N Z6 Z'ZTT 4'6 O'L60-1 46/9-1/£0 ES 99694L 084084 Z N 06 8'60T 8'£T 0'960-1 46/91/£0 Z8 ST8S4L 044084 Z N 16 6'01T Z'TT O'960T 46/9T/£0 TS S9L£4L 0£86L4 9 N Z6 Z'4TT Z'OT 0'080-1 46/5-1/£0 08 08SE4L O8L6L4 9 N 06 S'ZTT £'ET O'8LOT 46/ST/EO 6L 044£4L S£L6L4 9 N 06 S'ZTT 9'ZT 0'9LOT 46/ST/EO 8L 09Z£4L 0896L4 9 N 16 91ETT 1'ZT O'SLOT 46/S1/EO LL 9OL£4L OSL6L4 9 N 06 9'ZTT 8'TT 0'6LOT 46/ST/£0 9L 995E4L 0896L4 T N TO T'901 0'L1 O'8LOT 46/91:/EO SL OZ4E4L 0£96L4 T N S6 £'60T £'4T O'9LOT 46/51/£0 4L ' 09Z£4L O896L4 T N Z6 T'90T 9'£T O'9LOT 46/51/£0 EL OZT£4L OT96L4 E N 96 8'40T S'8T 0'4LOT 46/ST/£0 ZL OTZ£4L 0046L4 £ N 46 £'£OT 0'8T O'4LOT 46/51/£0 TL OSTS4L 500084 T N 96 L'OTT E'ET O'LSOT 46/4T/EO OL 96644L O966L4 T N 96 Z'60T £19T 0-980T 46/4-1/EO 69 OSS44L 0066L4 9 N £6 S'STI 4'S 0'5801 46/41/£0 89 OOL44L O986L4 9 N 06 £'ZTT Z'£T O'480T 46/4T/£0 L9 09944L 9086L4 T N 96 6'OTT £'9 O'ESOT 46/4T/£0 99 SLTS4L OZ66L4 T N 96 £'OTT £'OT O'L80T 46/41/£0 89 OTOS4L O986L4 T N 96 91OTT E'£T O'S80T 46/4T/£0 49 09844L 9LL6L4 T N 96 Z'TTT 9'9 0'4801 46/4T/£0 £9 9OL44L OZL6L4 T N £6 0'801 S'£T O'£80T 46/4T/£0 Z9 9LS44L 0896L4 T N L6 8'11T Z'6 - 0'Z801 46/4T/EO T9 ' SOSE4L 0096L4 Z N 16 9'TTT £'ZT O'LLOT 46/40/£0 09 9ZE£4L S4S6L4 Z N Z6 O'ZTT T'4T O'SLOT 46/40/£0 69 S8TE4L 0646L4 Z N Z6 8'ZTT 6'ZT O'£LOT 46/40/£0 89 O96Z4L SO46L4 Z N E6 014TT 4'ET 0'11OT 46/40/EO LS S8E£4L 9896L4 Z N T6 T'TTT Z'TIT 0'9LO1 46/40/£0 VV99 OLT£4L OZ96L4 Z N T6 Z'TTT T'ZT O'£LOT 46/40/£0 KKSS OZ6Z4L 0496L4 Z N 06 T'OTT 0'41 O'TLOT 46/40/£0 FPd4S' S8££4L 9896L4 Z N t 98 L'40T 0'8T O'SLOT 46/40/EO 99 OLT£4L OZ96L4 Z N 68 Z'60T £'ZT O'£LOT 46/40/£0 SS mo($) (dod) W (',L3) adas ' dK00 AAI SNaa INaINOO Hidaa as�ra *ON ' (MODS GHOON 'IIOS 'rIax AHa ZINn aldnISI0N /Aa7a SSal SSal 96-0£-9 :94aa Tian OaN :amaN ZZ'MSTOESZZ :ON Qo1 sisal N0ilovdN0o ao ssunsax I a ayx OTOS4L OZ96L4 S N 46 L'6TT 9'OT 0'980T 461LO/40 Z9T 54844L O996L4 9 N £6 L'8TT 8'6 0'480T 46/LO/40 19T OOT54L 5466L4 9 N 46 6'9TT T'ZT 0'L80T 46/90/60 09T S£644L SL86L4 9 N E6 S'STT 91Z1 0'9801 46/90/40 69T OLL44L OZ86L4 9 N 96 6'8TT C' ET O'S80T 46/90/40 89T 99T94L OLL6L4 9 N Z6 8'4TT 9'4T 0'980T 46/90/40 LST 98644L 0696L4 S N 96 9'OZT 6'4 0'480T 46/90/40 991 00844L OE96L4 S N 96 4'OZT 4'4 O'E80T 46/90/40 SST SZESt4L SEL6L4 S N 96 6'OZT S'6 0'9801 46/90/40 451 OZT54L 0£96L4 S N 96 8'TZT L'6 O'480T 46/90/40 EST SZ644L 995604 S N 66 6'SZT 8'L O'E80T 46/90/40 ZST 08L44L ST96L4 S N 66 8'9ZT 0'L O'Z80T 46/90/40 TST O9901L 99T084 6 N 46 9'60-1 L'OT O'T60T 46/90/40 OST 00954L 0£0084 6 N £6 8'80T 0'6 O'T601 46/50/40 64T OT994L OZ86L4 6 N E6 E'80T Z'6 0.880T 46/SO/40 84T OS4S4L OL66L4 6 N 96 T'TTT 9'8 0'6801 46/90/40 L4T 06E54L 560084 6 N 46 6'60T 918 0'060-1 46/90/40 94T O9554L 0466L4 6 N Z6 L'LOT T'6 0.680T 46/50/40 54T 064S4L OL0084 6 N 06 9'90T 9'8 0-680T 46/50/40 44T OS454L 09T084 6 N T6 L'90T 6'8 O'060T 46/50/40 CVT 06E94L 0886L4 6 N E6 T'601 4'OT O'L80T 46/90/40 Z4T 9EE54L OZ0084 6 N 46 4'OTT L'6 0.880T 46/SO/40 T4T 96E54L OLZ084 T N 86 L'ZTT L'9 O'Z60T 46/40/40 04T OSZ54L S�Z084 T N 96 C'TTT 0'L 0'160T 46/40/40 6ET OOTS4L 9LTO84 9 N E6 T'9TT T'L 0.680T 46/40/40 SET 09644L SZT084 9 N Z6 4'4TT E'L O'SSOT 46/40/40 LET ST844L 080084 9 N 06 8'TTT 919 O'L80T 46/40/40 9£T 06ZS4L OTT084 9 N T6 6'ETT 0'L 0-680T 46/40/40 SET 064S4L 94Z084 9 x E6 4'STT 019 O'T60T 46/40/40 4ET O4E54L OOZ084 9 N 46 6'911 8'4 O'060T 46/40/40 ECT' OOZ54L SST084 T N Z6 4'90T 8'9 0.680T 46/40/40 ZET 0909VL OOT084 T N 46 S'SOT L'9 0.880T 46/40/40 TET OS454L 0££084 Z N T6 £'iii T'T1 O'Z60T 46/TO/40 OCT OT£94L 98Z084 Z N 06 L'60T L'TT O'T60T 46/TO/40 6ZT ` 99T54L 042084 Z N T6 8'OTT 0'OT 0'680T 46/TO/40 8ZT OZOS4L 06-1084 L N Z6 4'TOT 8'8T O'880T 46/TO/40 LZT OL844L O9T084 9 N E6 8'STT 4'9 0'9801 46/TO/40 9ZT 90644L OS0084 9 N T6 6'ETT 8'9 0.980T 46/TO/40 9ZT 069E4L 0996L4 Z N ES S'TOT S'OZ O'6LOT 46/T£/EO 4ZT 04S£4L OEL6L4 Z N+ Z8 E'OOT L'8T O'6LOT 46/TE/E0 EZT SZEE4L OL9601 Z N 88 Z'LOT 4'9T O'LLOT 46/TE/E0 ZZT OSZE4L 0096L4 Z N T8 5'86 8'OZ O'LLOT 46/TE/EO TZT OL944L 0£S60, 9 N £6 4'9TT 4'L O'Z80T 46/OE/EO OZT 98444L OT46L4 9 N Z6 E'STT 9'9 0'080-1 46/0£/EO 6TT OZ444L 0496L4 9 N £6 Z'9TT Z'L 0'0801 46/OE/EO STT' 08E44L SE96L4 9 N Z6 6'4TT 0'L O'Z80T 46/0£/£0 LTT 9Z£44L O4L6L4 9 N E6 S'STT L'9 O'E80T 46/OE/EO 9TT 09944L 0846L4 9 N £6 8'STT 819 O'T80T 46/0£/£0 STT OE944L 0096L4 9 N 46 L'9TT 9'9 O'Z80T 46/0£/£0 4TT 00944L SOL6L4 9 N 96 L'6TT £'L O'480T 46/0£/£0 ETT . ST944L O186L4 6 N 96 O'TTT L'ZT 0'480-1 46/OE/EO ZTT 08E44L 09L6L4 6 N 96 9'ZTT 8'9 O'Z80T 46/OE/EO TTT 08Z94L 99£084 6 N 46 T'OTT S'OT 0.660T 46/4Z/EO OTT OL094L 98£084 6 N 46 E'OTT 9'6 0'660T 46/4Z/EO 60T 9E094L SLZ084 6 N 96 O'TTT 0'L O'L60T 46/4Z/EO SOT 9S894L SLZ084 6 N 86 9'4TT L'8 O'L60T 46/4Z/EO LOT' (dOd) 3dAs CINOJ AlISx34 ZNaINOJ HJd3Q 3ZFI4 'ON Ouoz)a OUOJN 'IIOs " au Aua S,Ixn aunisio I /A3'T3 Ssai SSL 96 -OE -9 :94PC TTVA DOW :9MRN ZZ'MSTO£SZZ :oN Qol sssai NOIlDVdNOO dO SS'If1SaU I 3'IHtli TABLE I RESULTS OF COMPACTION TESTS lob No: 225301SW.22 Name: MDC Vail Date: 5-30-95 TEST NO. TEST DATE ELEV/ DEPTH (FT.) MOISTURE CONTENT M UNIT DRY DENSITY (PCF) REL. COMP. (%)* SOIL TYPE NCORD ECORD 163 04/07/94 1086.0 10.4 117.5 92 N 5 479700 745220 164 04/07/94 1088.0 10.7 117.9 93 N 5 479810 745405 165 04/07/94 1088.0 9.8 117.1 92 N 5 479890 745645 166 04/07/94 1085.0 11.4 118.4 93 N 5 479700 744790 167 04/07/94 1085.0 8.7 120.1 94 N 5 479765 744950 168 04/07/94 1087.0 12.1 115.2 90 N 5 479840 745130 169 04/07/94 1088.0 9.2 117.0 92 N 5 479900 745290 170 04/07/94 1090.0 9.5 120.1 94 N 5 480060 745230 L21AA 04/08/94 1077.0 19.2 104.8 86 ** N 2 479500 743250 L22AA 04/08/94 1077.0 13.6 110.6 90 N 2 479670 743325 123AA 04/08/94 1079.0 18.8 102.4 84 ** N 2 479730 743450 124AA 04/08/94 1079.0 12.6 113.9 93 N 2 479660 743690 171 04/08/94 1087.0 14.0 105.2 82 ** N 5 479980 744880 172 04/08/94 1088.0 10.5 122.9 97 N 5 480110 744850 173 04/08/94 1089.0 12.2 107.4 93 N 8 480160 744990 174 04/08/94 1090.0 15.7 103.9 89 ** N 8 480210 745150 175 04/08/94 1092.0 12.0 108.7 94 N 8 480250 745300 176 04/08/94 1093.0 11.7 110.3 95 N 8 480305 745485 177 04/11/94 1090.0 11.6 119.0 94 N 5 480095 744900 178 04/11/94 1091.0 11.4 120.5 95 N 5 480170 745145 179 04/11/94 1093.0 13.6 116.6 92 N 5 480245 745360 180 04/11/94 1089.0 12.2 119.8 94 N 5 480035 745045 181 04/11/94 1091.0 7.8 119.5 94 N 5 480125 745330 !182 04/11/94 1093.0 7.8 119.0 94 N 5 480210 745550 183 04/11/94 1087.0 7.3 121.0 95 N 5 479850 744825 184 04/11/94 1086.0 16.6 111.3 91 N 2 479660 744740 185 04/11/94 1088.0 11.0 117.4 96 N 2 479920 745035 186 04/11/94 1091.0 12.3 115.7 95 N 2 480010 745265 187 04/11/94 1092.0 11.4 118.6 93 N 5 480090 745575 171AA 04/11/94 1087.0 11.6 119.3 94 N 5 479980 744880 174AA 04/11/94 1090.0 15.0 107.9 93 N 8 480210 745150 188 04/11/94 1094.0 13.1 110.4 95 N 8 480150 745800 189 04/11/94 1102.0 12.0 108.5 94 N 8 480660 746550 190 04/11/94 1104.0 11.8 110.3 95 N 8 480720 746770 191 04/11/94 1107.0 12.7 107.6 93 N 8 480785 746990 192 04/11/94 1101.0 12.2 111.1 96 N 8 480565 746465 193 04/11/94 1103.0 12.1 109.2 94 N 8 480620 746680 194 04/11/94 1105.0 11.3 108.4 93 N 8 480680 746900 195 04/12/94 1063.0 26.7 96.7 83 ** N 9 479230 741835 195AA 04/12/94 1063.0 9.2 106.0 91 N 9 479230 741835 196 04/12/94 1064.0 12.6 105.6 90 N 9 479290 742030 197 04/12/94 1065.0 7.4 111.5 95 N 9 479345 742210 198 04/12/94 1063.0 7.2 107.6 92 N 9 479080 741870 199 04/12/94 1064.0 9.2 108.0 92 N 9 479160 742080 200 04/12/94 1065.0 12.7 107.0 91 N 9 479015 742255 201 04/12/94 1064.0 9.7 107.9 92 N 9 478930 741915 202 04/12/94 1065.0 8.5 108.5 93 N 9 479020 742120 203 04/12/94 1066.0 10.0 108.5 93 N 9 479075 742300 204 04/13/94 1086.0 5.1 115.5 91 N 5 479600 744875 205 04/13/94 1087.0 11.4 121.4 95 N 5 479680 745135 206 04/13/94 1087.0 11.4 119.7 94 N 5 479710 744880 207 04/13/94 1088.0 5.4 115.7 91 N 5 479785 745070 208 04/13/94 1089.0 8.2 117.6 92 N 5 479840 745315 209 04/13/94 1091.0 16.3 112.2 97 N 8 479900 745510 210 04/13/94 1092.0 15.4 109.0 94 N 8 480175 744930 211 04/13/94 1091.0 13.0 111.8 97 N 1 480030 744975 TABLE I RESULTS OF COMPACTION TESTS Job No: 225301SW.22 Name: MDC Vail Date: 5-30-95 TEST NO. TEST DATE ELEV/ DEPTH (FT.) MOISTURE CONTENT M UNIT DRY DENSITY (PCF) REL. COMP. M* SOIL TYPE NCORD ECORD 212 04/13/94 1093.0 13.3 109.9 95 N 1 480260 745215 213 04/13/94 1092.0 11.1 121.2 95 N 5 480120 745250 214 04/13/94 1064.0 12.5 116.5 92 N 5 479150 741745 215 04/13/94 1065.0 13.2 112.3 90 N 6 479210 741930 216 04/13/94 1066.0 13.2 116.5 92 N 5 479270 742145 217 04/13/94 1065.0 13.4 110.1 94 N 9 478980 741790 218 04/13/94 1066.0 12.2 114.5 92 N 6 479045 741980 219 04/13/94 1066.0 11.8 116.8 94 N 6 479125 742190 220 04/13/94 1064.0 11.3 116.5 93 N 6 478815 741840 221 04/13/94 1065.0 12.2 114.0 91 N 6 478885 742025 222 04/13/94 1067.0 12.4 117.1 92 N 5 478960 742250 223 04/13/94 1067.0 11.6 117.2 92 N 5 478860 742345 224 04/14/94 1067.0 13.0 111.2 95 N 9 479270 741930 225 04/14/94 1067.0 12.9 114.3 98 N 9 479110 741980 226 04/14/94 1066.0 13.7 109.8 94 N 9 478950 742055 227 04/14/94 1066.0 11.8 112.3 96 N 9 479215 741745 228 04/14/94 1066.0 12.2 109.4 94 N 9 479060 741800 229 04/14/94 1063.0 13.4 111.6 95 N 9 479075 741540 230 04/14/94 1063.0 13.6 109.9 94 N 9 478910 741590 231 04/14/94 1069.0 11.4 111.7 95 N 9 479055 742390 232 04/14/94 1062.0 12.9 111.2 95 N 9 479035 741410 233 04/14/94 1063.0 14.9 110.4 94 N 9 478860 741450 234 04/14/94 1067.0 11.8 109.0 93 N 9 479110 741440 '235 04/14/94 1062.0 11.1 111.9 96 N 9 478950 741490 236 04/14/94 1062.0 12.5 109.1 93 N 9 478750 741550 237 04/14/94 1062.0 12.1 111.5 95 N 9 479170 741630 238 04/14/94 1063.0 10.4 110.1 94 N 9 479020 741665 239 04/14/94 1064.0 12.7 112.0 96 N 9 478870 741720 240 04/14/94 1068.0 12.8 108.5 93 N 9 479345 742160 241 04/14/94 1068.0 13.2 112.2 96 N 9 479200 742210 242 04/14/94 1068.0 10.3 110.2 94 N 9 479050 742255 243 04/14/94 1069.0 12.3 109.3 93 N 9 479275 742325 121BB 04/15/94 1077.0 12.4 114.2 93 N 2 479500 743250 123BB 04/15/94 1079.0 15.5 110.9 91 N 2 479730 743540 244 04/15/94 1095.0 8.6 117.2 92 N 5 480310 745410 245 04/15/94 1093.0 11.9 121.2 95 N 5 480125 745500 246 04/15/94 1092.0 9.6 124.1 98 N 5 479990 745550 247 04/15/94 1091.0 12.5 120.7 95 N 5 479860 745590 248 04/15/94 1094.0 9.1 125.1 98 N 5 480210 745200 249 04/15/94 1093.0 12.2 117.5 92 N 5 480060 745280 250 04/15/94 1091.0 11.7 116.3 91 N 5 479875 745350 251 04/15/94 1089.0 12.5 117.7 93 N 5 479765 745355 252 04/15/94 1095.0 18.5 103.5 89 ** N 8 480100 745450 252AA 04/15/94 1095.0 16.1 106.2 92 N 8 480100 745450 253 04/15/94 1097.0 11.4 112.2 97 N 8 480240 745430 254 04/15/94 1095.0 14.9 107.5 93 N 8 480090 745280 255 04/15/94 1095.0 15.2 108.0 93 N 8 480210 745070 256 04/15/94 1091.0 13.4 111.2 96 N 8 480040 745100 257 04/15/94 1093.0 13.6 109.5 94 N 8 480090 745120 258 04/15/94 1093.0 8.1 120.3 96 N 6 480070 744950 259 04/15/94 1095.0 12.5 107.5 93 N 8 480130 744900 260 04/15/94 1090.0 13.7 108.1 93 N 8 479890 744980 261 05/10/94 1075.0 16.4 111.1 95 N 8 479280 743390 262 05/10/94 1076.0 14.0 111.5 96 N 8 479420 743350 263 05/10/94 1077.0 12.7 115.8 93 N 6 479490 743550 264 05/10/94 1078.0 13.6 113.5 91 N 6 479545 743735 09£LVL SZ908b 8 N 06 T•OTT T'9T O'£OTT V6/80/90 8TE' OOVLVL 99908V Z N V6 T'60T L'6T O'SOTT V6/80/90 LTC OOVLVL 00908V Z N V6 9'60T T'OZ O'VOTT V6/80/90 9T£ OOZLVL O9908V Z N E6 Z'80T V'9T O'£OTT V6/80/90 STE 00£LVL OO908V Z N T6 T'TTT V'ST O'ZOTT V6/80/90 VT£ SZ89VL 9L908V Z N 16 L'TTT 0.91 0'801T V6/80/90 £T£ OOVLVL O9V08V 8 N 06 V'VOT S'LT 0'90TT V6/80/90 ZTE 099LVL 00908V 8 N V6 O'60T T'9T 0'90TT V6/80/90 TTE SLSLVL 9LV08V 8 N T6 L'SOT 6.91 O'LOTT V6/80/90 OTC SL9LVL 00V08V Z N Z6 T'ZTT 8'ZZ O'60TT V6/80/90 60£ 9Z9LVL 90,08V Z N T6 8'OTT 0•VZ O'SOTT V6/80/90 80£ OE9LVL 0£S08V 8 N 16 T•9O1 L'TZ 0'60TT V6/80/90 LOC OV9LVL SLVOSV 8 N 16 L'SOT 8'OZ 0•LOTT V6/80/90 90£ OOLLVL OZSOBV 8 N V6 L•801 V'OZ 0•SOTT V6/80/90 90£ OVLLVL 09808V Z N 06 S•OTT Z'6T 0'60TT V6/80/90 VOE O99LVL 09908V Z N Z6 E'TTT S'ZT 0'60TT V6/80/90 EOE OSLLVL OTL08V Z N T6 E'TTT S'ZT O'OTTT V6/80/90 ZO£ OS9LVL SLL08V Z N Z6 S'ZTT Z'ST O'OTTT V6/80/90 TOE 069LVL OZ808V Z N V6 L'VTT 6•VT 0'60TT V6/80/90 OOE OSVLVL 08808V 8 N 06 Z'SOT O'OZ O'LOTT V6/LO/90 66Z 099LVL 09808V 8 N Z6 8'90T S'8T 0'60TT V6/LO/90 86Z OOSLVL OE608V 8 N V6 0'60T 0'LT 0'60TT V6/LO/90 L6Z OSLLVL OCLOSV Z N Z6 T•TTT T'8T 0'60TT V6/LO/90 96Z 089LVL O9L08V Z N 96 O'9TT V'ST 0'60TI V6/LO/90 96Z OZLLVL OLLOSV Z N 96 Z'9TT 8•LT O'LOTT V6/LO/90 V6Z 009LVL OE808V 8 N Z6 O'LOT 918T O'OTTT V6/LO/90 E6Z 069LVL 00608V 8 N V6 £'60T T'LT 0'60TT V6/LO/90 Z6Z OTSLVL 088081V 8 N T6 01901 6'8T 0'801T V6/LO/90 T6Z OE9LVL OZ608V 8 N T6 0180T L'£T O'OTTT V6/L0/90 06Z 969LVL 08808V 8 N Z6 V•90T L'£T 0'60TT V6/LO/90 68Z OOLLVL OSSOBV 8 N Z6 Z'LOT 6'8T 0.90TT V6/L0/90 VVZ8Z 0£9 LVL OE808V 8 N 06 E•VOT 8'8T O'LOTT V6/LO/90 VVTBZ, OLOEVL 0£06LV Z N 96 Z'LTT E'6 O•ZLOT V6/EO/90 88Z i OVOEVL OS06LV Z N T6 E•TTT 0•TIT O'OLOT V6/EO/90 L8Z ` OL6ZVL 96T6LV Z N S6 8'9TT V, 9T O'£LOT V6/£0/90 98Z 066ZVL 0£Z6LV 8 N T6 Z'SOT 81OZ O'TLOT V6/EO/90 SSZ' O96ZVL OS£6LV 8 N 96 T'OTT V'OT O'SLOT V6/EO/90 V8Z 000£VL 9L£6LV 8 N V6 9'80T Z'S O'ZLOT V6/EO/90 E8Z OOLLVL O9908V 8 N 98 6'68 6'LT O'LOTT V6/ZO/90 Z8Z OE9LVL, OE808V 8 N L8 L OOT 8'8Z O'LOTT V6/ZO/90 T8Z OLTVVL 99L6LV 9 N V6 9.9TT E•8 0•V80T V6/ZT/90 08Z 096EVL 0696LV 9 N £6 O'91T 8'L O•Z80T V6/ZT/90 6LZ OZTVVL 9T66LV 9 N T6 S'ETT 0'8 0'V80T V6/ZT/SO 8LZ SV8£VL 0986LV 9 N E6 t, GTT L'L 0•ZOOT V6/ZT/90 LLZ; OLZVVL 9896LV 9 N T6 8'ETT 6'L 0'Z80T V6/ZT/90 9LZ SVOVVL OZ96LV 9 N T6 T'VTT 8.9 O'T80T V6/ZT/90 SLZ SZZVVL OT86LV 9 N E6 S'STT V'£ O'E80T V6/ZT/9O VLZ SOOVVL OVL6LV 9 N V6 Z'LTT 0'L O'T80T V6/ZT/SO ELZ 08TVVL 0966LV 9 N 96 V'STT L'8 O'E80T V6/ZT/90 ZLZ S96£VL 0686LV 9 N 66 9'EZT 0'6 O'TSOT V6/ZT/90 TLZ . STVEVL SV06LV 9 N T6 T'ETT T'ZT O'TLOT V6/OT/90 OLZ 96E£VL SLT6LV 9 N Z6 8•VTT 0'ZT O'CLOT V6/OT/90 69Z OSSEVL 09£6LV 9 N Z6 S•VTT V'VT O'SLOT V6/OT/90 89Z 989EVL SLS6LV 9 N 06 8'ZTT L'VT O'6LOT V6/OT/90 L9Z OESEVL OSL6LV 9 N T6 £'£TT L'£T O'TSOT V6/OT/SO 99Z ; SS8EVL OL96LV 9 N 06 L'ZTT Z'ZT O'080T V6/OT/90 99Z * W (aid) (%) ( *.La) adAs dwOo AZZSN3a INaSNOJ Hldaa alga 'ON GHOJa a*dOJN 'IIOS " Iau Aua ima aunLSIOw /Aa'Ia isai Isal 96 -OE -9 :94PO T?EA Jaw :am2N ZZ'MSTOESZZ :ON Qot i SSSai Noiio ddwoo ao SS'Insax I alsvi r� SZ69VL O0,08V V N Z6 T'OZT 019 0'660T V6/LT/90 ZL£ 0660,L OSE08V Z N T6 O'TTT E'8 0'860T V6/LT/90 TLC 06801L 9LT08V V N E6 8'OZT 7'L 0'960T V6/LT/90 OLE 0669VL OSZ087 Z N T6 O'TTT I'ZT 0'L60T V6/LT/90 69E 9LT97L 00£087 Z N V6 L'7TT 0'9 0'660T V6/LT/9O 89E SL09VL 9Z£08V Z N V6 S'STT L'V 0.860T V6/LT/90 L9£ 0V09VL SL70B7 Z N Z6 L'ZTT Z'S O'OOTT 76/LT/90 99E OOZSVL 0596LV 8 N Z6 L'90T 6'ZT O'980T V6/ST/90 99E O9ZSVL SL96L7 8 N T6 £'SOT T'£T O'VSOT V6/91/90 V9£ 00757L O9L6LV 8 N V6 L'80T 6'7T 0'880T V6/ST/90 E9£ OSSSVL 0086LV 8 N Z6 9'90T Z'VT 0'880T V6/91/90 Z9£ SLT974 901087 8 N E6 6'LOT 0'VT 0'V60T 76/971/90 VV6VE OOE97L 090087 8 N Z6 8'90T 9'9T 0'960T V6/ST/90 VV87£ 9TT9VL SZ0087 8 N Z6 Z'LOT Z'ET O'OOTT 76/91/90 VVLVE OOTTVL SLVSLV Z N 96 L'LTT 9'S 0'89OT V6/971/90 T9£ OZTT7L 0098LV Z N L6 9'6TT 9'9 0'95071 76/5-1/90 09E O960VL O998L7 Z N 16 L'TTT E'OT O'VSOT 76/971/90 65E 9T60VL 0068L7 8 N Z6 8'9OT V'6 O'ZSOT V6/971/90 8SE OSOT7L SZ68L7 Z N 96 6'STT £'V 0'9901 76/971/90 LSE SLTTVL SLLBLV Z N 56 Z'911 E'V O'8SOT V6/9T/90 99£ OOOT7L O9L8LV 8 N Z6 S'LOT 919 O'SSOT V6/9T/90 SS£ OOS9VL OOT08V Z N V6 Z'STT S'ET 0'960T V6/ET/90 £S£ 0079VL OOT08V Z N V6 £'STT L'ET O'960T V6/£T/90 ZSE 00£97L 9L008V Z N £6 S ETT 7'7T 0'9G01 V6/£T/90 -15£ SL197L SL0087 Z N 76 7'VTT 6'ZT 0'960T V6/ET/90 OS£ SLT9VL SOT08V 8 N+ 68 7'£01 9'6E O'V60T V6/ET/90 6VE 00£9VL 050087 8 N 88 Z'ZOT 0'TZ 0'960T V6/£T/90 8VE 9TT9VL SZ0087 8 N+ 98 6'86 Z'VZ O'OOTT V6/ET/90 LVE 9ZT9VL 009087 Z N T6 L'TTT S'OT O'TOTT V6/ET/90 97E 0099VL 9Z908V Z N T6 8'TTT 9'OT O'EOTT V6/ET/90 97E 9LV97L 5LV08V 8 N V6 9180T L'S O'ZOTT V6/£T/90 VVE 06E9VL OEV08V 8 N Z6 Z'90T S'TT O'OOTT 76/CT/90 EVE OSZ9VL 00V08V Z N 56 Z'LTT V'9 O'960T V6/ET/90 ZVE SLT9VL 005084 8 N 06 6'VOT L'OT O'ZOTT V6/ET/90 T7E 0059VL 009087 8 N 06 L VOT Z'6 O'EOTT V6/£T/90 OVE OOV9VL 005087 8 N £6 8'LOT T'L O'ZOTT V6/£T/90 6EE OO99VL O9908V 8 N T6 Z'SOT T'ZT O'EOTT V6/ET/90 8EE 09L97L 9Z908V 6 N 06 T'90T L'ZT O'CTTT V6/OT/90 LEE 0899VL SLV08V 8 N T6 S'SOT V'LT O'£TTT V6/OT/90 9E£ 008L7L 005087 8 N T6 L'SOT E'TT O'ETTT V6/OT/90 SEE OZLL7L 059087V 8 N 16 9'TTT 819 O'80TT V6/OT/90 V££ 009LVL SL908V L N Z6 6'TOT 0'9 O'OTTT V6/OT/90 EEE 9ZLLVL O£LOSV 6 N 06 O'90T L'ST 0'90TT V6/071/90 ZEE SZELVL OOL08V 6 N £6 S LOT 9'9 O'80TT V6/60/90 TEE OSVL7L S£L08V 6 N E6 8'80T S'TT 0'60TT V6/60/90 OCE 975LVL OSLOSV 6 N Z6 T'LOT 6'9 O'OTTT V6/60/90 6ZE Z6SLVL 008084 8 N T6 L'90T O'9T O'ZTTT V6/60/90 8ZE OOVLVL 008084 8 N Z6 V'90T Z'ET O'OTTT V6/60/90 LZE OZSL7L 0£8084 6 N Z6 S'LOT 9'9 O'TTTT V6/60/90 9ZE OT7LVL SL8087 6 N Z6 7'LOT 8'LT O'TTTT V6/60/90 9ZE OESLVL OZ608V 6 N £6 L'SOT S'ET O'£TTT V6/60/90 VZE OZ9LVL 9L808V 6 N T6 9'60T Z19T 0'ZT1T V6/60/90 CZE 0£9LVL 09608V 6 N £6 L'80T Z'L O'VTTT 76/60/90 ZZE OSSLVL O9908V 8 N 06 S'VOT 0'LT O'VOTT V6/80/90 TZ£ OSSLVL O9908V Z N 16 L'TTT 8'9T O'VOTT V6/80/90 OZE OOLLVL O99087 Z N E6 £'801 8'9T O'ZOTT V6/80/90 671£ *($) (d0d) W ('l3) 3dAS dNOO ASISHaU SN3ZNOJ Hid3Q awmu 'ON Q"do0a adOON 'TIOS "I32I xua iiNR awusION /A3Z3 SS3Z SSSS, 56-0E-5 .a4aQ T?EA JQN :9mPN ZZ'MSTOESZZ :oN qof SSS3,L NOISJiidNOJ 30 SS'IRSau I aggvs TABLE I RESULTS OF COMPACTION TESTS Job No: 225301SW.22 Name: MDC Vail Date: 5-30-95 TEST NO. TEST DATE ELEV/ DEPTH (FT.) MOISTURE CONTENT ($) UNIT DRY DENSITY (PCF) REL. COMP. M* SOIL TYPE NCORD ECORD 373 06/17/94 1098.0 5.1 120.2 92 N 4 480375 745850 374 06/17/94 1098.0 8.5 111.1 91 N 2 480620 746610 375 06/17/94 1098.0 12.5 111.3 91 N 2 480690 747225 376 06/17/94 1107.0 12.8 114.5 93 N 2 480530 747225 377 06/17/94 1056.0 5.8 110.9 91 N 2 478335 741940 378 06/17/94 1057.0 6.2 113.3 93 N 2 478400 742000 379 06/17/94 1055.0 6.6 118.7 97 N 2 478400 742110 380 06/17/94 1057.0 8.4 124.9 96 N 4 478475 742180 381 06/17/94 1066.0 8.4 124.9 96 N 4 478575 742270 382 06/17/94 1062.0 20.4 111.6 96 N 8 478700 742250 383 06/17/94 1064.6 13.0 107.0 92 N 8 478800 742335 384 06/17/94 1065.0 12.9 104.2 90 N 8 478750 742350 385 06/17/94 1065.0 13.0 105.2 91 N 8 478650 742500 386 06/17/94 1064.5 13.3 104.6 90 N 8 478600 742410 387 06/17/94 1099.0 4.5 114.1 93 N 8 480410 745790 388 06/17/94 1096.0 7.1 120.0 92 N 4 480300 745825 389 06/17/94 1095.0 8.1 115.0 94 N 2 480225 745790 390 06/21/94 1094.0 13.5 113.0 92 N 2 480125 745775 391 06/21/94 1094.0 13.0 105.0 91 N 8 480075 745800 392 06/21/94 1093.0 9.3 111.6 91 N 2 480025 745725 393 06/21/94 1097.0 11.1 113.9 93 N 2 480325 745725 394 06/21/94 1098.0 5.1 114.9 94 N 2 480375 745650 395 06/21/94 1097.0 6.0 113.6 93 N 2 480300 745645 396 06/21/94. 1096.0 8.1 118.1 92 N 4 480115 745195 397 06/21/94 1095.0 7.7 116.0 91 N 5 480075 745650 398 06/21/94 1097.0 6.1 116.1 91 N 5 480325 745540 399 06/21/94 1098.0 6.9 116.2 91 N 5 480325 745450 400 06/21/94 1098.0 6.9 116.2 91 N 5 480250 745525 401 06/21/94 1096.0 3.5 116.1 91 N 5 480150 745525 402 06/21/94 1095.0 5.5 116.7 92 N 5 480040 795575 403 06/21/94 1093.0 6.7 112.1 97 N 1 479960 745225 404 06/21/94 1095.0 13.2 111.9 91 N 2 480075 745525 405 06/21/94 1097.0 2.2 113.9 92 N 4 480150 745500 406 06/21/94 1097.0 2.3 113.7 93 N 8 480200 745425 407 06/22/94 1096.0 6.5 114.6 94 N 2 480275 745350 408 06/22/94 1095.0 4.6 116.9 95 N 2 480290 745240 409 06/22/94 1094.0 4.3 118.8 91 N 4 480145 745315 410 06/22/94 1093.0 7.3 122.3 94 N 4 480140 744990 411 06/22/94 1093.0 16.7 104.2 85 ** N 2 480125 745390 412 06/22/94 1094.0 17.6 103.2 84 ** N 2 480100 745275 413 06/22/94 1092.0 3.5 117.1 90 N 4 480075 745200 414 06/22/94 1093.0 9.7 119.3 92 N 4 480025 745250 415 06/22/94 1095.0 7.2 121.9 91 N 2 480050 745400 416 06/22/94 1095.0 7.1 119.5 92 N 2 480025 745490 411AA 06/23/94 1093.0 5.7 115.8 91 N 5 480125 745390 412AA 06/23/94 1094.0 7.7 117.0 90 N 4 480100 745275 417 06/23/94 1098.0 11.8 115.5 91 N 2 479935 745325 418 06/23/94 1098.0 11.0 117.9 91 N 4 479940 745440 419 06/23/94 1097.0 7.1 123.7 95 N 4 479925 745250 420 06/23/94 1091.0 8.4 122.8 94 N 4 479925 745300 421 06/23/94 1091.0 5.4 117.9 91 N 4 479850 745375 422 06/23/94 1095.0 6.9 117.6 90 N 4 480200 745125 423 06/23/94 1094.0 7.5 117.1 90 N 4 480125 745100 424 06/23/94 1093.0 8.2 117.9 91 N 4 480025 745025 425 06/23/94 1091.0 10.5 117.6 90 N 4 479925 745160 426 06/23/94 1098.0 --r1c 9.3 117.6 5 0 90 4p & N - 4 S/ 479850 745050 OL8VVL OLS60, Z N 06 S'OTT £'8T S'L80T 16/80/LO OSTSVL OVL6Liv Z N 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ELEV/ MOISTURE UNIT DRY REL. SOIL NCORD ECORD NO. DATE DEPTH CONTENT DENSITY COMP. TYPE (FT.) (%) (PCF) (%)* 966 04/05/95 1068.0 10.6 109.6 90 N 11 478900 742800 967 04/05/95 1069.0 10.8 108.7 91 N 11 479000 742800 968 04/05/95 1071.0 11.7 110.2 92 N 11 479100 742700 696 04/05/95 1069.0 8.6 121.4 94 N 19 479000 742700 970 04/05/95 1071.0 8.7 118.8 92 N 19 479100 742500 971 04/05/95 1068.0 9.0 122.0 94 N 19 478900 742400 972 04/05/95 1069.0 7.6 117.6 91 N 19 478940 742480 SEE PLAN FOR TEST LOCATIONS SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM 3017; NG -Natural Ground + 85% = Passing Test; RR -Removed & Replaced, no retest; FG -Finish Grade; FS -Finish Slope.. **-TEST FAILED, SEE RETEST E/Sr 0 09+600 4 N T6 S'8TT L'TT 0'6801 46/91/90 99 Z/QS 0 98+600 4 N T6 T'STT 8 -TT 0'L801 46/9T/90 SS Z/aS 0 SL+600 4 N Z6 6'6TT 8'OT O'S80T 46/9T/90 4S Z/OSr 0 09+600 4 N 06 L'9TT L -OT O'£80T 46/9T/90 ES cAdo OSZ 99+4ZT 4 N 96 4'SZT 1'6 0'6TOT 46/OT/90 ZS E/,da O4Z EL+4ZT 4 N L6 O'9ZT 918 S'TZOT 46/01/90 TS cMa 09Z S4+4ZT 4 N L6 9'9ZT 4'OT O'£ZOT 46/OT/90 OS H/d'Is OT- OO+OTO 4 N E6 S'TZT 8'L O'OZOT 46/OT/90 64 S/d'Is OT OO+OTO 4 N 46 8'ZZT 9'L 0'9TOT 46/OT/90 84 Q/dris 0 9L+600 4 N 06 T'ZZT 9'8 O'OZOT 46/OT/90 L4 Q/d'IS SZ- 46+600 4 N 46 4'ZZT 6'L O'9TOT 46/01/90 94 N/QS OT- 99+OTO 9 N 06 S'ZTT Z'OT O'£TTT 46/£0/90 S4 N/QS OT OS+OTO 9 N 06 O'ZTT Z'TT O'ZTTT 46/£0/90 44 N/Sr OT ZT+OTO 9 N 06 £'ZTT £'OT 0'40TT 46/£0/90 E4 TA/9S ZZ S£+SZO T N 96 T'OTT 4'OT O'6£OT 46/£0/90 Z4 TA/9S 8T 09+9ZO T N 96 8'601 0'OT 0'6EOT 46/£0/90 T4 IA/JS OZ ZL+SZO T N 96 4'OTT 9'8 O'6EOT 46/£0/90 O4 IA/9S L- ZL+SZO T N 96 Z'OTT 6'8 O'6EOT 46/Z0/90 6£ TA/9S OZ- OS+SZO T N 96 6'601 Z'OT O'6EOT 46/Z0/90 8£ TA/9S ST- OL+SZO T N 96 S'OTT 9'6 O'6EOT 46/Z0/90 LE IA/`JS L 08+520 T N 96 T'OTT 8'6 O'6£OT 46/ZO/90 9E TA/9S OZ- T6+9ZO I N 96 E'OTT 4'8 O'6EOT 46/ZO/90 SE HH/Sr S SO+ZTO Z N 06 L'60T Z'ZT O'9EOT 46/8Z/90 4E H/Sr S SL+ZTO Z N 06 9'60T 0 -ET O'TEOT 46/8Z/SO E£ I/sr S ST+ZTO Z N 06 9'60T 6 -TT O'0£OT 46/8Z/9O Z£ HH/OS 0 OO+ZTO Z N 06 O'OTT L'ZT O'E£OT 46/8Z/9O TE H/9S 0 08+ZTO Z N 06 4'60T 4'ET O'8ZOT 46/8Z/9O O£ I/95 0 06+ZTO Z N 06 8'06T 0'ZT O'LZOT 46/8Z/90 6Z N/OS 0 09+010 Z N 06 S'ZTT 9'OT O'OTTT 46/LZ/90 8Z N/aS 0 OE+OTO Z N 06 8'ZTT I -TT O'80TT 46/LZ/90 LZ N/sr 0 OT+OTO Z N 06 6'ZTT Z'6 0'90TT 46/LZ/SO 9Z n/QS 0 OE+ETO 4 N 06 4'LTT L'S 0'5601 46/SZ/90 SZ J/as 0 O4+ETO 4 N T6 £'8TT Z'8 O'SOTT 46/SZ/90 4Z J/QS 0 O4+ETO 4 N 46 6'TZT 4'8 O'£OTT 46/SZ/90 EZ J/OS 0 OT+£TO 4 N T6 E'8TT 6'8 O'TOTT 46/SZ/90 ZZ O/Sr 0 98+ZTO 4 N L6 O19ZT E'8 0-860T 46/SZ/90 TZ N/JS 0 OT+OTO 8 N Z6 9190T 6'9T O'ZOTT 46/OT/9O OZ Z/9s 0 09+600 8 N 96 T'TTT E'91 0'6LOT 46/0T/9O 6T £/9S 0 09+600 8 N 06 E'40T L'LT 0'980T 46/OT/90 8T X/9S 0 0£+£TO Z N T6 T'TTT 0'TT O'LS0T 46/OZ/40 LT X/JS 0 ST+CTO Z N Z6 4'ZTT 9'OT O'SSOT 46/OZ/40 9T X/95 0 OO+ETO T N Z6 8190T_ Z'TT O'ESOT 46/OZ/40 ST X/JS 0 06+ZTO T N 06 Z'40T 6'ZT O'TSOT 46/OZ/40 4T X/9S 0 SL+ZTO T N L6 L'TTT 9'91 O'6VOT 46/OZ/40 EI X/98 0 80+CTO T N Z6 L'90T Z'91 O'640T 46/OZ/40 ZT a/sr 0 9L+600 4 N £6 S'TZT Z-01 O'S£OT 46/61/40 TT a/Sr OT- OL+600 4 N E6 E'TZT 0 -TT O'TEOT 46/61/40 OT 3/Sr OT 09+600 Z N £6 8'ETT S'4T O'LZOT 46/6T/40 6. 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V'ETT S'£T O'LVOT 176/ZT/ZT ET6 A/Xfi LZ SZ+£T £T N 96 Z'ZTT 9'OT O'LVOT V6/ZT/ZT ZT17 AAS 9T ST+£T £T N 56 9'OTT 0'TT O'SVOT V6/ZT/ZT TTV A/Xfi LT 00+£T £T N 56 L'TTT 6'ZT O'EVOT V6/ZT/ZT OTV A/Xfi 9T- SL+ZT £T N L6 8'£TT Z'VT O'LVOT V6/ZT/ZT 6017 A/Xfi OV OO+VT £T N L6 £'£TT 6'£T O'LVOT V6/ZT/ZT 8017 A/Xfi 0£ 09+£T £T N 96 E'ZTT 9'ZT O'SVOT V6/ZT/ZT LO17 A/Xfi 0£ OV+£T £T N 86 Z'VTT V'ET O'EVOT V6/ZT/ZT 90V AAS 9T- SZ+£T ET N 96 T'ZTT T'TT O'£VOT V6/ZT/ZT SOV A/Xfi LT- 99+£1 £T N 96 £'ZTT O'OT O'TVOT V6/ZT/ZT VOV A/Xfi ZZ- SL+£T £T N 56 Z'TTT 0'L O'6EOT V6/ZT/ZT £OV A/Xfi OZ- 06+£T ET N 96 T'TTT 0'VT O'L£OT V6/ZT/ZT ZOV A/Xfi 6T OV+ET £T N 56 8'OTT 9'OT O'TVOT V6/ZT/ZT TOV A/Xfi 91 SL+£T £T N 96 Z'TTT V'TT O'6£OT V6/ZT/ZT OOV A/Xfi OZ OO+VT ET N 56 £'TTT O'OT O'L£OT V6/ZT/ZT 66£ A/Xfi 8T SZ+£T £T N 96 £'TTT T'TT O'S£OT V6/ZT/ZT 86E A/Xfi LZ- ST+VT £T N 66 L'9TT L'TT O'SEOT V6/ZT/ZT L6£ A/Xfi LT OV+ET £T N 96 6'TTT 9'6 O'EEOT V6/ZT/ZT 96E O/QS 0 S£+OT V N Z6 6'6TT £'9 O'89OT V6/60/ZT 96£ O/QS 5- OS+OT V N 06 V'LTT L'9 0'990T 176/60/ZT 66E 0/aS OT- OV+OT V N T6 8'8TT 9'L O'VSOT V6/60/ZT £6£ * W idOd) W ('la) NOI,Lvoorl Sas Z+T adAl dWOJ AIISNaO INHINOJ HZdaa aIv(I 'ON lsal ado NOIIVILS 'IIOs 'zau x -aa ZINn aunlsIOW /Aaaa lsal lsal 96-0£-90 :94e0 squamanoadm2 Tauueg0 :ameN ZZ'WI10£SZZ :oN Qol sisal NOIIDvdWOO dO slunsax II a'Ifi'dl TABLE II RESULTS OF COMPACTION TESTS ob No: 225301IM.22 Name: Channel Improvements Date: 05-30-95 'EST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL STATION OFF TEST NO. DATE DEPTH CONTENT DENSITY COMP. TYPE 1+2 SET LOCATION (FT.) (%) (PCF) (%)* 449 02/07/95 1043.0 16.6 109.1 93 N 13 14+30 50 SLP/V 450 02/07/95 1044.0 16.1 109.2 93 N 13 15+10 55 SLP/V SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM 3017; NG -Natural Ground + 85% = Passing Test; R&R -Removed & Replaced, no retest * TEST FAILED, SEE RETEST TEST LOCATION LEGEND AC = Asphaltic Concrete AR = Access Ramp ASG = Apron Subgrade BG = Base Grade BX = Box Culvert CMP = Corregated Metal Pipe OR = Down Ramp DS = Drop Structure EM = Embankment JS = Junction Structure SD = Storm Drain SS = Streambed Stabilizer SLP = Slope Face W = H2O Line XSG = Crossing Subgrade OX = Over Excavation A—Z =Line Items HH,RR,SS = Line Items 1,2,3,4... = Number Items X Phases 79 = Highway 79 120 = RCWD Well #120 NSB = North Side Sediment Basin SSB = South Side Sediment Basin NEM = North Embankment SEM = South Embankment P1 — P6 = Pier #'s SAMS 98T 00+40Z Z N Z6 6'ZTT 9'6 O'0SOT 46/60/40 S/d'Is OOZ 00+£OZ T N 06 0'401 9'ET O'9LOT 46/60/40 sAms 90Z 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O'Z60T 66/80/90 N/d'IS OZZ- OO+LTZ Z N 06 T'OTT 9 -TT O'LSOT 66/80/90 N/d'IS STZ- 00+91Z Z N T6 8'TTT 6'OT O'ESOT t,6/80/90 N/d'IS OTZ- OO+STZ Z N 06 L'60T S'ZT 0.060T 66/80/90 N/d'IS SOZ- OO+VTZ Z N 06 S'OTT 9 -CT 0'960T t,6/80/90 N/d'IS OOZ- OO+ETZ Z N 06 £'OTT Z'ZT O'S80T 66/80/90 N/d'IS S6T- OS+60Z Z N Z6 8'ZTT 6'OT 0'0801 t,6/LO/90 N/d'IS 061- OS+80Z Z N 06 L'60T 8 -ET 0'8801 t,6/LO/90 N/d'IS 98T- OS+LOZ Z N 06 9'601 Z'ZT O'£SOT t,6/LO/90 N/d'IS 08T- 09+90Z Z N 06 L'60T Z'ET O'8LOT t,6/LO/90 N/d'IS 98T- OS+t,OZ 6 N 06 T'SOT 6'6 O'SLOT t,6/TO/90 N/d'IS 06T- OS+EOZ 6 N 06 6't,OT t, -OT O'080T t,6/TO/90 N/d'IS 56T- OS+ZOZ 6 N 06 Z'GOT 9'OT 0'980T t,6/TO/90 N/d'IS 00Z- OS+TOZ 6 N 06 6'SOT t,'TT O'SLOT t,6/TO/90 N/d'IS SOZ- 00+86T 6 N 06 6'VOT t,'ZT 0'080T t,6/TO/90 N/d'IS OTZ- OO+L6T 6 N 06 L'GOT 8'6 O'E80T t,6/TO/90 N/d'IS STZ- 00+96T 6 N 06 8'60T T -OT O'8LOT t,6/TO/90 N/d'IS OZZ- 00+56T 6 N 06 O'SOT Z'TT O'ZLOT t,6/TO/90 S/305, SST 00+89T 6 N 06 Z'OTT Z'OT O'OGOT t,6/T£/90 S/305, 081 00+99T 6 N 06 9'OTT L'TT O'8t,OT t,6/T£/90 S/3O.L 98T O9+£9T 6 N T6 E'TTT Z'ZT 0'9t,0T 66/TE/9O S/30L 08T 09+65T 6 N 06 6'60T 0'OT 0'6601 t,6/T£/90 S/30I SLT OS+LST 6 N 06 £'OTT Z'ET O'E60T 66/TE/90 N/d'IS OZZ- 09+Z6T 6 N T6 8'90T Z'TT O'080T t,6/9Z/90 N/d'IS OOZ- OS+T 6T 6 N T6 9'90T t, -OT O'OLOT t,6/9Z/90 N/d'IS OTZ- 05+06T 6 N T6 T190T 9'OT O'SLOT t,6/9Z/50 LTT 9TT STT VIT ETT *($) (30d) W ('I3) NOLLKJO'I I3S Z+T 3dAI 'dwoD AIISN30 IN3INO0 HId30 3IFIQ 'ON IS3I 330 NOIIVIS 'IIOS "IZH AHa IINR adflISION /A3'I3 Is3I IS3S 96 -OE -90 :a4EO 4uaMDfuegm3 :am2N ZZ*KaTOESZZ :oN Qof SIS3I NOIIOFIdKOD 30 SlUnSaH AI 3'IHFlI TABLE IV RESULTS OF COMPACTION TESTS Job No: 225301EM.22 Name: Embankment Date: 05-30-95 TEST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL STATION OFF TEST NO. DATE DEPTH CONTENT DENSITY COMP. TYPE 1+2 SET LOCATION (FT.) (%) (PCF) (%)* 169 07/07/94 1037.0 9.9 115.4 91 N 5 148+00 -185 SLP/N 170 07/07/94 1045.0 10.1 115.7 91 N 5 149+00 -205 SLP/N 171 07/19/94 1035.0 10.7 122.9 99 N 6 116+50 265 SLP/S 172 07/19/94 1058.0 9.1 122.6 98 N 6 160+00 195 SLP/S 173 07/19/94 1060.0 9.2 114.7 92 N 6 160+00 200 SLP/S 174 07/19/94 1058.0 11.0 111.8 90 N 6 160+00 195 SLP/S 175 07/21/94 1088.0 6.2 111.5 97 N 1 210+80 220 SLP/S 176 07/21/94 1084.0 4.9 109.8 95 N 1 211+05 210 SLP/S 177 07/21/94 1086.0 7.3 118.7 97 N 2 204+20 215 SLP/S 178 07/21/94 1082.0 3.4 107.5 97 N 7 204+80 205 SLP/S 179 07/21/94 1080.0 8.1 120.4 95 N 5 194+00 200 SLP/S 180 07/21/94 1050.0 4.9 110.9 96 N 1 163+00 180 SLP/S 181 07/21/94 1054.0 9.4 108.0 94 N 1 165+20 190 SLP/S * SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM 3017; NG -Natural Ground + 85% = Passing Test; R&R -Removed & Replaced, no retest ** TEST FAILED, SEE RETEST -7;ea.3o 6 6 -140!�- 38 TTeM "qou 0£+ ST V N E6 £'OZT Z'6 O'OVOT t,6/ZT/LO 99 as TTEM '48E 91+ ZT V N E6 t,'TZT V'8 0-CV0T V6/ZT/LO SS 38 TTEM "4ad OS+ 6Z t, N t,6 S'TZT Z'8 0'6VOT t,6/Z7[/LO 199 3H TTEM '4aU OL+ LZ V N 06 6'9TT L'6 O'SVOT t,6/ZT/LO ES as TTEM -49'd 09+ ET t, N 06 V'LTT C -TT O'ZVOT t,6/ZT/LO ZS as TTEM '4BU OZ+ TT t, N 06 T'LTT 8'8 O'ZVOT t,6/Z1/LO TS 38 TTEM 'gaE 00+ EE t, N Z6 S'6TT 6'8 O'OSOT t,6/TT/LO OS 3H TTEM '4911 00+ Z£ t, N T6 S'8TT Z'6 0'6VOT t,6/TT/LO 61v 38 TTeM '49g 00+ T£ V N Z6 E'6TT 9'L 0'6VOT t,6/TT/LO 8t, 38 TTeM '49H 00+ 0£ V N T6 8'LTT 6'6 0'8VOT t,6/1T/L0 Lt, 38 TTeM "49H 00+ 6Z V N L6 919ZT 119 O'LVOT t,6/TT/LO 9t, 38 TTeM -4 Old 00+ 8Z V N E6 6'OZT 9'9 0 -LVOT t,6/TT/LO St, as TTeM 'gad OS+ ZT t, N Z6 0'6Ti T'6 0 1 0 V 0 T t,6/80/LO t,t, 3H TTEM -49H OS+ TT t, N 06 9'LTT £'6 O'OVOT V6/80/LO Et, 39 TTEM "4ald OS+ ZZ V N 06 V'LTT T'6 O'EVOT V6/80/LO Zt, 3fi TTEM '-4ad OS+ EZ t, N Z6 V'6TT 6'8 O'EVOT V6/80/LO Tt, as TTEM -49H 00+ LZ t, N 06 S'LTT 9'8 0'9t,OT t,6/80/LO 0t, as TTeM 'gaH 00+ 9Z V N Z6 L'61T 8 -OT O'SVOT t,6/80/LO 6E 3H TTeM "4Od 00+ SZ t, N Z6 Z'61T £'Ti O'VVOT t,6/80/LO 8E 38 TTeM 'gaH 00+ V t, N t,6 Z'ZZT L -OT O'ZVOT t,6/80/LO LE as TTEM "4Old 00+ £Z V N Z6 O'OZT 6 -TT O'TVOT t,6/80/LO 9£ dU TTEM "4aH 00+ ZZ t, N t,6 8'TZT Z'OT O'TVOT V6/80/LO S£ 3H TTEM '4a2j 00+ TZ t, N 06 V'LTT L'6 O'OVOT V6/80/LO VE TTEM buiuiegag 00+ OZ t, N £6 S'OZT L'6 O'OVOT V6/80/LO £E TTEM buzuiegag 00+ 6T t, N T6 818TT 918 O'OVOT V6/LO/L0 Z£ TTEM bUTUTe49g 00+ 8T V N T6 L'LTT E'8 0'6£OT V6/LO/LO T£ TTEM bUTUTU4aH 00+ LT t, N T6 V'8TT S'8 0'6£0T V6/LO/LO OE TTEM buiuiegag 00+ 9T t, N Z6 Z'611 L'8 O'8£OT V6/LO/LO 6Z TTEM buTUTE4a2j 00+ ST V N T6 6'LTT T'OT O'8EOT V6/LO/LO 8Z TTeM bUTUie49g 00+ VT t, N E6 Z'TZT 9'6 O'8EOT V6/LO/LO LZ TTeM buTUTP4ag 00+ ET t, N £6 9'OZT t,'6 O'8£OT V6/90/LO 9Z TTEM bUTUTe4ad 00+ ZT V N Z6 8'6TT L'6 0'8£OT V6/90/LO SZ TTeM bUTUZe49g SZ+ TT t, N Z6 9'6TT 0 -OT 0'8EOT V6/90/1.0 t,Z OPTS ugnOS JS+ EE Z Z6 9'6TT V'6 019VOT t,6/ZT/VO EZ OPTS ugnOS OS+ Z£ Z 06 VIM Z'6 0'9VOT V6/ZT/VO ZZ OPTS 44noS OS+ TE Z T6 01811 £'8 0'9VOT t,6/ZT/VO TZ OPTS ugnOS OS+ O£ Z 06 L'9TT 9'6 O'SVOT V6/ZT/V0 OZ OPTS ugnOS OS+ 6Z Z T6 SIM V'8 O'VVOT t,6/TT/VO 6T OPTS u4nOs OS+ 8Z Z T6 Z'8TT 0'8 O'VVOT t,6/TT/VO 8T OPTS u4nOS OS+ LZ Z 06 9'LTT 6'6 O'EVOT V6/TT/VO LT OPTS ugnOS OS+ 9Z Z Z6 9'6TT 9'L O'EVOT t,6/TT/t,0 9T OPTS ugnOS OS+ SZ Z T6 8'STT T'8 O'ZVOT t,6/TT/VO ST OPTS T44M S OS+ VZ Z 06 9'L -TT 9 -TT O'ZVOT V6/TT/VO VT OPTS ugnOS OS+ £Z Z 96 S'EZT V'ZT 0'8EOT V6/80/VO £T OPTS ugnOS OS+ ZZ Z S6 6'EZT 8 -TT O'8EOT V6/80/V0 ZT OPTS u4nOS OS+ TZ Z S6 E'EZT 0'OT 0'8EOT V6/80/VO TT 4uauD[uegm3 •S OS+ OZ V 06 T'LTT Z'6 O'LEOT V6/VO/VO OT gu9m[uegm3 'S OS+ 6T t, V6 8'TZT T'6 9'9EOT t,6/VO/VO 6 guamD[uegm3 'S OS+ 8T t, £6 £'TZT E'6 0'9EOT V6/VO/VO 8 gu9mxuegm3 'S ST+ LT V £6 t,'OZT 9'6 0'9EOT V6/T0/t,0 L 4u9u4uagm3 •S ST+ 9T t, Z6 9'6TT T-01 0'9EOT V6/10/VO 9 '4uauxuagm3 'S ST+ ST t, 96 S't,ZT V'OT O'SEOT V6/TO/VO S }uauD[uegm3 'S ST+ VT t, V6 Z'ZZT VITT O'SEOT V6/TO/VO V 4uam3fuegm3 •S ST+ £T 9 E6 L'STT S -TT O't,EOT t,6/T0/V0 £ '4Uaun[uegm3 'S ST+ ZT T S6 V'OTT V'ET O'V£OT V6/TO/t,0 Z 4u9uD[uegm3 •S Si+ TT V E6 E'OZi V'6 O'VEOT V6/TO/VO T *(%) (3Jd) (-%) ('d,3) 3dX.L dwoz) X.LISN30 .LNaINOO HSdaU alva 'ON NOI,IVDOZ .LSal 'IIOS I= ma xixn auruSION /A3Z3 ZSal SS3.L 96-0£-90 :94ea TTeM bUTUTe-49H :aMUN ZZ'MuT0£SZZ :ON gOf sis3.L NOIIIZ)Vdwoz) 30 SS'III532j A 3'IHKZ TABLE V RESULTS OF COMPACTION TESTS Job No: 225301RW.22 Name: Retaining Wall Date: 05-30-95 PEST TEST ELEV/ MOISTURE UNIT DRY REL. SOIL TEST LOCATION NO. DATE DEPTH CONTENT DENSITY COMP. TYPE (FT.) M (PCF) M* 57 07/12/94 1042.0 8.1 118.9 91 N 4 16 +75 Ret. Wall BF 58 07/12/94 1041.0 6.9 119.6 92 N 4 18 +45 Ret. Wall BF 59 07/12/94 1044.0 7.7 118.9 92 N 4 19 +60 Ret. Wall BF 60 07/12/94 1041.0 8.4 121.9 94 N 4 20 +65 Ret. Wall BF 61 07/13/94 1050.0 8.3 123.3 95 N 4 34 +90 Ret. Wall BF 62 07/13/94 1051.0 7.8 119.2 92 N 4 33 +50 Ret. Wall BF 63 07/13/94 1052.0 6.9 121.8 94 N 4 34 +50 Ret. Wall BF 64 07/13/94 1046.0 10.2 119.6 92 N 4 26 +50 Ret. Wall BF 65 07/13/94 1044.0 7.1 118.0 91 N 4 22 +50 Ret. Wall BF 66 07/15/94 1053.0 11.1 117.9 91 N 4 34 +10 Ret. Wall BF 67 07/15/94 1046.0 5.4 116.6 90 N 4 24 +50 Ret. Wall BF 68 07/15/94 1045.0 5.0 117.0 90 N 4 21 +75 Ret. Wall BF k SC -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM 3017; NG -Natural Ground + 850 = Passing Test; R&R -Removed & Replaced, no retest. �* TEST FAILED, SEE RETEST. 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SSSal NOIlOVdKOJ 30 SS'IRSaH IA 3'IHKZ TABLE VI RESULTS OF COMPACTION TESTS lob No: 225301PR.22 Name: Presley Date: 5-30-95 PEST NO. TEST DATE ELEV/ DEPTH (FT.) MOISTURE CONTENT (%) UNIT DRY DENSITY (PCF) REL. COMP. (%) SOIL TYPE TEST LOCATION NCORD/ECORD 113 09/28/94 1050.0 10.7 112.1 91 N 12 477930/739090 114 09/28/94 1048.0 9.8 114.0 93 N 12 477740/739160 115 09/28/94 1046.0 11.1 111.1 91 N 12 477615/739040 116 09/28/94 1049.0 9.7 122.1 94 N 19 477705/739000 117 09/28/94 1048.0 10.4 121.7 94 N 19 477675/739170 118 09/28/94 1042.0 8.5 120.6 93 N 19 477605/739125 119 09/2.8/94 1044.0 9.4 122.6 94 N 19 477570/739185 120 09/28/94 1043.0 11.0 112.0 91 N 12 477490/739215 121 09/29/94 1037.0 8.7 121.4 94 N 19 477420/739210 122 09/29/94 1042.0 6.9 119.6 92 N 19 477400/739120 123 09/29/94 1046.0 12.9 109.7 90 N 12 477555/739080 124 09/29/94 1046.0 7.2 119.1 92 N 19 477555/739165 125 09/29/94 1047.0 8.9 118.7 92 N 19 477555/739215 126 10/03/94 1039.0 6.0 116.8 90 N 19 477425/739170 127 10/03/94 1041.0 7.2 120.0 93 N 19 477470/739125 128 10/03/94 1044.0 7.5 112.3 94 N 11 477480/739175 129 10/03/94 1043.0 9.3 120.2 93 N 19 477630/739165 130 10/04/94 1044.0 6.5 120.0 93 N 19 477690/739090 131 10/04/94 1045.0 9.0 120.6 93 N 19 477835/739055 132 10/04/94 1046.0 9.2 120.1 93 N 19 477975/739015 133 10/04/94 1048.0 6.7 118.4 91 N 19 478170/738940 134 10/04/94 1047.0 7.0 118.6 92 N 19 478340/739045 135 10/04/94 1048.0 6.6 120.8 93 19 478400/739220 3EE PLAN FOR TEST LOCATIONS 3C -Sand Cone ASTM D1556-64; DC -Drive Cylinder ASTM D2937-71; N -Nuclear ASTM 3017 IG -Natural Ground + 85% = Passing Test; RR -Removed & Replaced, no retest. k* -TEST FAILED, SEE RETEST APPENDIX D Results of Concrete Compression Tests GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. #225301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Age Days Date Nominal Size Strength (PSI) Spec. Strength Slump Junction Structure'B• IA 7 03/04/94 6X12 3716 3000 4.5 • 1B 14 03/11/94 4000 ' • 1C 28 03/25/94 4320 • 1D HOLD HOLD Junction Structure 'D' 2A 11 03/11/94 6X12 2300 3000 4.0 • 2B 14 03/14/94 3570 ' " 2C 28 03/18/94 3680 ' " 2D HOLD HOLD -- ' Junction Structure 'B" 3A 7 03/09/94 6X12 2300 3000 6.75 • 3B '12 03/14/94 1750 ' • 3C 28 03/30/94 2720 ' • 3D 43 04/12/94 3400 " " 3E '12 03/14/94 2120 ' Wall Footings 11+75 4A 7 04/14/94 6X12 2160 2000 5.50 • 4B 14 04/11/94 3180 • 4C 28 05/04/94 3540 ' • 4D HOLD HOLD -- ' Wall Footings 17+00 5A 7 04/18/94 6X12 1630 7000 4.00 • 5B 14 04/25/94 2510 " 5C 28 05/09/94 3180 " ' 5D HOLD HOLD — ' Wall Footings 21+00 6A 7 04/19/94 6X12 1880 2000 4.50 • 6B 14 0426/94 2190 " • 6C 28 05/10/94 2760 ' • 6D HOLD HOLD Wall Footings 24+01 7A 7 0422/94 6X12 2050 2000 4.00 • 7B 14 0429/94 2830 • 7C 28 05/13/94 3200 ' • 7D HOLD HOLD — ' Page 2 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. #225301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Age Days Date Nominal Size Strength (PSI) Spec. Strength Slump Wall Footings 24+66 8A 7 0426/94 6X12 2050 7000 200 • 8B 14 05/03/94 2400 ' • 8C 28 05/17/94 2480 " • 8D HOLD HOLD Wall Footings 30+49 9A 7 0429/94 6X12 2020 2000 3.00 ' 9B 14 05/06/94 2550 " • 9C 28 0520/94 3000 • 9D HOLD HOLD " Junction Structure "C" Lower 10A 7 05/17/94 6X12 2480 3000 3.00 • IOB 14 0524/94 3150 " 10C 28 06/07/94 3750 ' • 10D HOLD HOLD Junction Structure "N" Lower 11A 7 05/18/94 6X12 2370 3000 250 " 11B 14 0525/94 2870 ' • 11C 28 06/08/94 3710 ' • 11D HOLD HOLD R --- ' Junction Structure "Z' Lower 1ZA 7 05/19/94 6X12 2510 3000 1.00 • 12B 14 0526/94 3040 ' ' 12C 28 06/09/94 3750 ' • 12D HOLD HOLD --- ' Junction Structure 'Z" Upper 13A 7 0524/94 6X12 3080 3000 2.50 • 13B 14 05/31/94 2550 • 13C 28 06/14/94 4390 • 13D HOLD HOLD — Junction Structure "V & N" Upper 14A 7 1 05/31/94 6X12 2510 3000 200 • 14B 14 06/07/94 3680 • 14C 28 0621/94 4390 ' • 14D HOLD HOLD — ���3Dlo4 -fes Page 3 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. #22530132 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING jStation Number Line Number Lab No. Age Days Date Nominal Size Strength (PSI) Spec. Strength Slump Junction Structure 'K• 15A 7 06Ai12/94 6X12 2260 3000 N/A ^ i 15B 14 06/09/64 3500 " ' 15C 28 0623/94 3930 • 15D HOLD HOLD — Junction Structure •I"&"H" 16A 7 06/9/94 6X12 2690 3000 N/A ' 16B 14 06/16/94 3250 " 16C 28 06/30/94 3890 ^ ^ 16D HOLD HOLD -- " Junction Structure "H -H" 17A 3 06/09/94 6X12 2300 3000 1.00 ' 17B 4 06/10/94 2580 ' ' 17C 8 06/14/94 3780 " ^ 17D 29 07/05/94 4530 ' Junction Structure 'H -H' 18A 3 06/09/94 6X12 2550 3000 1.00 " 18B 7 06/13/94 3180 ' • 18C 14 0620/94 4530 ' • 18D 5 06/11/94 3290 " Line "V• Bottom Portion Box Culvert 19A 5 06/13/94 6X12 2690 4000 4.00 • 19B 7 06/15/94 2970 " " 19C 14 0622/94 3430 ' 19D 28 07/06/94 4700 ' • 19E 13 0621/94 3010 " • 19F HOLD HOLD ! Junction Structure'H-H" Upper 20A 7 0620/94 6X12 3250 3000 2.50 " 20B 14 06/28/94 4030 • WC 28 07/12/94 4880 ' j 20D HOLD HOLD — " Page 4 of 34 " COMPRESSION STRENGTH - CONCRETE 8 06/24/94 TABLE 1 ^ W.O. #225301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number 14 lab Age 4140 Nominal Strength Spec. 21F line Number 07/14/94 No. Days Date Size (PSI) Strength Slump East Wall Box Culvert Line "V" 21A 4 0620/94 6X12 2510 4000 4.75 21B 6 0622/94 22A 3250 0621/94 6X12 " 4000 21C 7 06/23/94 7 3360 ' 3010 " 21D 8 06/24/94 3640 ^ " 21E 14 06/30/94 " 4140 ' " 21F 28 07/14/94 4960 " ' 21G HOLD HOLD ' 21H HOLD HOLD Top Deck Box Culvert "V" 22A 5 0621/94 6X12 3010 4000 5.00 " 22B 7 06/13/9 3010 ' " 22C 11 0627/94 3250 ' " 22D 13 0629/94 4100 ' ' 22E 21 07/07/94 4810 " ' 22F 28 07/14/94 5380 ' ' 22G HOLD HOLD " 22H HOLD HOLD Slope Line's "B&D' Footing 23A 7 0629/94 6X12 2370 3000 3.50 ' 23B 14 07/06/94 3610 " " 23C 28 0720/94 4240 " • 23D HOLD HOLD Slope Line's "B"&"D" 24A 8 07/05/94 6X12 3010 3000 1 250 ' 24B 14 07/11/94 3750 " ' 24C 28 0725/94 4170 " ' 24D HOLD HOLD Down Ramp #3 Footing 25A 7 07/06/94 6X12 2650 3000 3-50 ' 25B 14 07/13/94 3180 ' ' 25C 28 0727/94 3780 ' ' 25D HOLD HOLD — " Page 5 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. #225301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Age Days Date Nominal Size Strength (PSI) Spee Strength Slump Drop Structure #2 Grout" 26A 7 07/08/94 6X12 1870 N/A 5.25 ' 26B 14 07/15/94 2300 ' • 26C 28 07/29/94 6X12 2970 N/A 5.25 " 26D HOLD HOLD — Down Ramp #3 Ramp 27A 7 07/13/94 6X12 2410 3000 3.75 ' 27B 14 0720/94 3180 " " 27C 28 08/03/94 3960 " ' 27D HOLD HOLD Down Ramp #3 Slope 28A 7 07/19/94 6X12 2250 3000 3.25 • 28B 14 0726/94 2920 ' ' 28C 28 08/09/94 3780 " " 28D HOLD HOLD Down Ramp #3 Slope 29A 7 07/19/94 6X12 2760 3000 3.50 ^ 29B 14 0726/94 3480 " ' 29C 28 08/09/94 3855 ^ • 29D HOLD HOLD — ^ Down Ramp #3 Ramp 30A 7 07/19/94 6X12 2560 3000 3.00 • 30B 14 0726/94 3165 ' • 30C 28 08/09/94 4230 " • 30D HOLD HOLD -- ' Down Ramp #3 Slope 31A 7 0722/94 6X12 2480 3000 3.25 • 31B 14 0729/94 3340 - ^ 31C 28 08/13/94 4170 ' ^ 31D HOLD HOLD Down Ramp #3 Slope 32A 7 0722/94 6X12 2510 3000 3.25 • 32B 14 0729/94 3290 ' ' 32C 28 08/13/94 4280 ' • 32D I HOLD HOLD — ' Page 6 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. #225301.22 - TE ECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Age Days Date Nominal Size Strength (PSI) Spec. Strength Slump Drop Structure #2 Footing 33A 7 07/27/94 6X12 2160 3000 6.00 ^ 33B 14 08/03/94 3150 ' • 33C 28 08/17/94 3870 " ^ 33D HOLD HOLD -- ' Down Ramp #7 Footing 34A 6 07/26/94 6X12 2200 3000 5.00 • 34B 14 08/03/94 3250 ' ^ 34C 28 08/17/94 4170 ' ^ 34D HOLD HOLD ' Drop Structure #2 Grout 35A 7 07/28/94 6X12 1660 N/A 8.00 • 35B 14 08/04/94 2175 " ^ 35C 28 08/18/94 2790 " " 35D HOLD HOLD -- " Drop Structure #2 Grout 36A 7 07/28/94 6X12 1540 N/A 8.00 " 36B 14 08/04/94 2230 " " 36C 28 08/18/94 2940 • 36D HOLD HOLD Down Ramp #7 Ramp 37A 7 08/02/94 6X12 2320 3000 6.00 • 37B 14 08/09/94 3060 ' " 37C 28 08/23/94 3820 ' • 37D HOLD HOLD " Down Ramp #7 Upper 38A 7 0802/94 6X12 2330 3000 5.50 • 38B 14 08/09/94 2940 " • 38C 28 08/13/94 3750 ' • 38D HOLD HOLD J.S. Line "A' Lower 39A 7 08/09/94 6X12 2405 3000 4.25 • 39B 14 08/16/94 3010 " • 39C 28 08/30/94 3640 • 39D I HOLD HOLD — ' Page 7 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. #225301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Age Days Date Nominal Size Strength (PSI) Spec. Strength Slump S.S. #7 Grout N/Side 40A 7 08/11/94 6X12 destroyed N/A 6.00 ' 40B 14 08/18/94 " ' 40C 28 09/02/94 ' 40D HOLD HOLD ' Down Ramp #7 Slope 41A 7 08/12/94 6X12 2870 3000 N/A ^ 41B 14 08/19/94 3710 " 41C 28 09/02/94 3890 " ' 41D HOLD HOLD ' Down Ramp #7 Slope 42A 7 08/12/94 6X12 2370 3000 N/A • 42B 14 08/19/94 3060 ' • 42C 28 09/02/94 3410 ' • 42D HOLD HOLD Down Ramp #7 Slope 43A 7 08/16/94 6X12 2410 3000 1.25 43B 14 0823/94 2720 ' • 43C 29 09/06/94 3550 " • 43D HOLD HOLD Down Ramp #7 Slope 44A 7 08/17/94 6X12 2510 3000 2.75 " 44B 14 0824/94 2870 ' • 44C 28 09/07/94 3520 ' • 44D HOLD HOLD j J.S. Line "A• Upper 45A 7 08/18/94 6X12 2650 3000 N/A • 45B 14 0825/94 2950 ' 45C 28 09/08/94 3430 45D "5 08/16/94 2300 . Down Ramp #7 Slope 46A 7 08/19/94 6X12 2600 3000 2.25 46B 14 08/26/94 28W ' ' 46C 28 09/09/94 3780 ' 46D HOLD HOLD — ' Page 8 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Size Strengt It (PSI) Spec. Strength Slump Down Ramp #7 Slope 47A 7 08/19/94 6X12 2620 3000 2.25 • 47B 14 08/26/94 2830 ' ' 47C 28 09/09/94 3380 ' • 47D HOLD HOLD Down Ramp #6 Footing 48A 7 08/22/94 6X12 1820 3000 3.00 " 48B 14 08/29/94 2480 ' " 48C 28 09/12/94 2650 " ' 48D •'S6 10/10/94 3310 " Down Ramp #7 Slope 49A 7 08/22/94 6X12 2160 3000 3.00 • 49B 14 08/29/94 2370 ' 49C 28 09/12/94 2530 ' • 49D 0•56 10/10/94 3430 " S.S #7 S/Side Grout 50A 7 08/23/94 6X12 1290 N/A 5.0 • 50B 14 08/30/94 1840 " " 50C 28 09/13/94 2350 " ' 50D HOLD HOLD S.S #7 S/Side Grout 51A 7 08/23/94 6X12 1570 N/A 5.0 • 51B 14 08/30/94 2710 ' • SLC 28 09/13/94 2650 ' • 51D HOLD HOLD J.S. Line's G,R,&SS Lower 52A 7 08/23/94 6X12 2070 3000 4.0 52B 14 08/30/94 2720 " j 52C 28 09/13/94 3290 ' • 52D HOLD HOLD -- ' Page 9.oI34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab Na Day Date Nominal Sue Strengt h (PSI) Spec. Strength Slump Slope Line "U" Footing 53A 7 08/25/94 6X12 2030 3000 3.75 ' 53B 14 09/01/94 3410 2620 " ' " 53C 28 09/15/94 3330 " " 53D HOLD HOLD Slope Line 'K", J.S. Line's •L•&"M' Bottom Down Ramp #6 Ramp 54A 7 08/26/94 6X12 2180 3000 4.0 " 54B 14 09/02/94 2550 2760 ' ' " 54C 28 09/16/94 3310 3430 " ' ' 54D HOLD HOLD Slope Line "K• J.S. Line "G' Upper 55A 7 08/26/94 6X12 2100 3000 3-50 ' 55B 14 09/07/94 2510 2740 ' ' • 55C 28 09/16/94 M80 3340 " • 55D HOLD HOLD — " Slope Line "U", J.S. Line "SS" Upper. *RR' Lower 56A 005 08/29/94 6X12 2050 3000 2.75 • 56B 7 08/31194 2320 " j 56C 14 09/07/94 2870 ' • 56D 28 09/21194 3410 " • 56E HOLD HOLD • 56F HOLD HOLD Slope Line 'K", J.S. Line's •L•&"M' Bottom 57A 7 08/31/94 6X12 2120 3000 3.75 • 57B 14 09/07/94 2550 ' ' 57C 28 09/21194 3310 " " 57D HOLD HOLD Slope Line "K• 58A 7 08/31/94 6X12 1950 3000 2.00 ' 58B 14 09/07/94 2510 ' • 58C 28 09/21/94 M80 ' SSD HOLD HOLD — " Page 10 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Day Date Nominal Size Strengt h (PSI) Sp. ec Strength Slump J.S. Line 'I"' Lower 59A 7 09/01/94 6X12 2830 3000 3.50 • 59B 14 09/08/94 2740 ' • 59C 28 09/22/94 3470 ' • 59D HOLD HOLD E/Slope Footing D.S. #3, J.S. Line 'J' Lower, "M' Upper 60A 005 08/30/94 6X12 2420 3000 0.75 " 60B 7 09/01/94 2810 " ' 60C 14 09/08/94 3340 ' • 60D 28 09/22/94 3540 ' • 60E HOLD HOLD — ' J.S. Line's 'L, T & W' Upper 61A 004 08/30/94 6X12 2020 3000 4.00 ' 61B 0•5 08/31/94 2190 ' • 61C 7 09/02/94 2350 ' " 61D 14 09/09/94 2940 ' • 61E 28 09/23/94 3310 ' • 61F HOLD HOLD Down Ramp #6 Slope 62A 8 09/06/94 6X12 2100 3000 2.75 ' 62B 14 09/12/94 2350 ' " 62C 28 09/26/94 3170 ' • 62D HOLD HOLD — Down Ramp #6 Slope 63A 8 09/06/94 6X12 1930 3000 3.00 • 63B 14 09/12/94 2370 ' • 63C 28 09/26/94 3020 " • 63D HOLD HOLD Down Ramp #6 Slope 64AA28 09/06/94 6X12 2140 3000 2.75 • 64B09 UM 2720 ' • 64C09/26/94 327064D HOLD //C oW 1,5 0 to& -- C/ Page 11 of 34 COMPRESSION STRENGTH . CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Size Strengt b (PSI) Spec. Strength Slump Down Ramp #6 Slope 65A 7 09/06/94 6X12 2140 3000 3.00 • 65B 14 09/13/94 2460 ' • 65C 28 09/27/94 2900I ' F- ' 65D 56 10/25/94 3520 ' Down Ramp #6 Slope 66A 7 09/06/94 6X12 2190 3000 3.00 ' 66B 14 09/13/94 2740 " • 66C 28 09/27/94 3250 " • 66D HOLD HOLD J.S. Line •S' Lower 67A 7 09/07/94 6X12 2510 3000 2.75 67B 14 09/14/94 2990 " ' 67C 28 09/28/94 3690 ' 67D HOLD HOLD Down Ramp #6 Slope 68A 7 09/07/94 6X12 2390 3000 3.25 i 68B 14 09/14/94 2700 " ' 68C 28 09/28/94 3290 • 68D HOLD HOLD — ' Down Ramp #6 Slope 69A 7 09/07/94 6X12 2790 3000 2.75 • 69B 14 09/14/94 3150 ' • 69C 28 09/28/94 3590 , • 69D HOLD HOLD Down Ramp #6 Slope 70A 7 09/08/94 6X12 2230 3000 3.00 " 70B 14 09/15/94 2870 ' ' 70C 28 09/29/94 3550 ' • 70D HOLD HOLD — " Page 12 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number LabNominal No. Dae Date Size Strengt h (Psn Spec. Strength Slump Down Ramp #6 Slope 71A 7 09/08/94 6X12 2550 3000 2.50 " 71B 14 09/15/94 3200 ' ' 71C 28 09/29/94 4000 " • 71D HOLD HOLD -- ' Slope Line "A' Footing 72A 7 09/08/94 6X12 2300 3000 3.00 " 72B 14 09/15/94 2760 " • 72C 28 09/29/94 3330 ' • 72D HOLD HOLD S.S. #6 Grout S/Side 73A 7 09/09/94 6X12 1700 N/A 5.50 • 73B 14 09/16/94 2180 " " 73C 28 09/30/94 2810 ' • 73D HOLD HOLD Drop Structure #3, E/Slope 74A 7 09/09/94 6X12 2190 3000 3.75 • 74B 14 09/16/94 2740 ' • 74C 28 09/30/94 3060 " • 74D HOLD HOLD Drop Structure #3, E/Slope 75A 7 09/09/94 6X12 2650 3000 2.00 • 75B 14 09/16/94 2940 ' • 75C 28 09/30/94 3570 ' " 75D HOLD HOLD Box Culvert Line 'V Phase H Bottom 76A 7 09/13/94 6X12 2900 4000 4.00 • 76B 14 09/20/94 3220 " " 76C 28 10/04/94 3770 ' ' 76D ••57 11/03/94 4070 ' Page 13 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number LabNominal No. Days Date Size Strengt h (PSI) Spec. Strength Slump J.S. Line 'S• Upper 77A 3 09/09/94 6X12 2070 3000 3.00 • 77B 6 09/12/94 2480 ' " 77C 7 09/13/94 2720 ' " 77D 14 09/20/94 3180 ' ' 77E 28 10/04/94 3680 ' • 77F HOLD HOLD Slope line's "2 & 30 Footing 78A 7 09/13/94 6X12 1910 3000 4.00 " 78B 14 09/20/94 2420 ^ • 78C 28 10/04/94 2940 " • 78D 0056 1U01l94 3730 ' Box Culvert Line "W Phase H Bottom 79A 7 09/13/94 6X12 2280 4000 4.75 • 79B 14 09/20/94 3040 ' • 79C 28 10/04/94 3470 ' " 79D '•57 11/03/94 3860 ' Slope Line "3• 80A 7 09/16/94 6X12 2650 3000 2.00 • SOB 14 09/23/94 3200 " • 80C 28 10/07/94 3520 ' " 80D HOLD HOLD Slope Line "2^ 81A 7 09/16/94 6X12 2870 3000 2.00 ' 81B 14 09/23194 3310 ' • 81C 28 10/07/94 3930 ' ^ 81D HOLD HOLD Box Culvert Line •V' Phase II, F/W Walls 82A128 09/19/94 6X12 3330 4000 4.00 • 82B09/21/94 3550 " ' 82C09/28/94 4090 • 92D 10/12/94 4560 ' ' 82E HOLD I HOLD — ' Page 14 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Size Strengt It Spec Strength Slump Box Culvert Line 'V' Phase H, Top 93A ••5 09/19/94 6X12 2850 4000 3.75 SSD 93B 7 09/21/94 3220 ^ 86A 83C 14 09/28/94 2440 3730 " • " 83D 28 10/17/94 2880 3890 " " • 83E ••56 11/09/94 3640 5020 ' " Box Culvert Line "V• Phase I1, Top 94A •05 09/19/94 6X12 2580 4000 4.25 " 84B 7 09/21/94 2550 2940 2.25 " ' 94C 14 09/28/94 3060 3290 ' ' • 94D 28 10/12/94 3660 3750 ' " " 94E ••56 11/09/94 4990 " Slope Line "A" SSA 7 09/22/94 6X12 2390 3000 1.75 ' I 85B 14 09/29/94 2940 ' • 85C 28 10/13/94 3800 ' ^ SSD HOLD HOLD Slope Line 'A' 86A 7 09/27/94 6X12 2440 3000 2.00 • 86B 14 09/29/94 2880 " • 86C 28 10/13/94 3640 ' 86D HOLD HOLD Slope Line "A" 87A 7 09/27/94 6X12 2550 3000 2.25 • 87B 14 09/29/94 3060 ' I ' 87C 28 10/13/94 3660 ' • 87D HOLD HOLD Slope Line 'A' 88A 7 09/27/94 6X12 2390 3000 2.50 • 98B 14 09/29/94 2880 " SSC 28 10/13/94 3550 . • 88D HOLD HOLD — " Page 15 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND REMAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Size Strengt h (PSI) Spec. Strength Slump Drop Structure #2 Grout 89A 7 09-23-94 6X12 1730 N/A 6.00 • 89B 14 09-30-94 3960 2090 ' ' ` 89C 28 10-14-94 4900 2600 ' ' • 89D HOLD HOLD Drop Structure #2 Grout 90A 7 09-23-94 6X12 1400 N/A 6.00 • 90B 14 09-30.94 1840 ' " 90C 28 10-14-94 2480 ' ^ 90D HOLD HOLD Box Culvert line 'V• Phase II Wingwall 91A 7 9/26/94 6X12 2810 4000 2.75 • i 91B 14 10/03/94 3340 ' • 91C 28 10/17/94 3910 ' " 91D 0056 11114194 4600 ' • 91E HOLD HOLD Slope line's T & W Footing 92A 7 9/28/94 6X12 1540 3000 3.25 • 92B 14 10/05/94 1890 ' • 92C 28 10/19/94 2490 ' " 92D 0056 11/16/94 3400 ' Box Culvert line 'V• Phase H Apron 93A 7 9/28/94 6X12 2640 4000 4.00 • 93B 14 10/05/94 3290 ' • 93C 28 10/19/94 3890 ' ' 93D "56 11/16/94 4470 ' Box Culvert Line "V' J.S. Line •L" 94A 7 9/28/94 6X12 2650 4000 3S0 ' 94B 14 10/05/94 3060 " ' 94C 28 10/19/94 3960 ' ' 94D 0056 11/16/94 4900 ' Page 16 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Sim Strengt b (PSI) Spec. Strength Slump Slope line T 95A 7 9/30/94 6X12 2580 3000 1.75 • 95B 14 10/07/94 3270 ' ' 95C 28 10/21/94 4070 • 95D HOLD HOLD -- " Slope Line "R• %A 7 10/03/94 6X12 2780 3000 2.50 • %B 14 10/10/94 3250 ' " %C 28 10/24/94 3890 " ' %D HOLD HOLD Slope Line "R• 97A 7 10/03/94 6X12 2670 3000 1.50 • 97B 14 10/10/94 3430 " • 97C 28 10/24/94 3820 " " 97D HOLD HOLD Slope Lines 'RR & SS' Footings 98A 7 10/04/94 6X12 2510 3000 3.00 ' 98B 14 10/11/94 3170 ' " 98C 28 10/25/94 3380 ' 98D HOLD HOLD i Slope Lines "RR & SS' Footings "A 7 10/04/94 6X12 2480 3000 3.25 • 99B 14 10/11/94 3130 ' " 99C 28 10/25/94 3570 ' • "D HOLD HOLD — Slope Line 'S' Footing 100A 7 10/07/94 6X12 2390 3000 3.75 " 100B 14 10/14/94 2880 " ' 100C 28 10/28/94 3590 ' 100D HOLD HOLD — ' Page 17 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 • TEMECUTA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Day Date Nominal Size Streugt h (PSI) Spec. Strength Slump Slope Line"SS' 101A 7 10/10/94 6X12 2190 3000 2.50 • _ 101E 14 10/17/94 3040 • 101C 28 10/31/94 3590 • 1011) HOLD HOLD Slope Line "M• Footing 102A 7 10/10/94 6X12 2440 3000 3.00 • 102B 14 10/17/94 3130 ' ' 102C 28 10/31/94 3940 ' " 102D HOLD HOLD Slope Line "S* 103A 7 10/11194 6X12 2530 3000 3.50 " 103B 14 10/18/94 3180 " ' 103C 28 11/01/94 3910 " ' 103D HOLD HOLD Slope Line 'M' Footing 104A 7 10/11/94 6X12 2900 3000 3.00 • 104B 14 10/18/94 3660 ' • 104C 28 11/01/94 4580 • 104D HOLD HOLD — Slope Line "RR' 105A 7 10/11/94 6X12 2580 3000 2.00 • 105B 14 10/18/94 3100 ' " 105C 28 11/01/94 3960 " • 1051) HOLD HOLD Drop Structure #3 w/Side Footing 106A 7 10/13/94 6X12 2410 3000 4.00 • 106B 14 10/20/94 2550 " 106C 28 11/03/94 3360 ' ' 1061) I HOLD HOLD " — I a' Page 18 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number LabNominal No. Days Date Size Strengt b (PSI) Spec. Strength Slump Slope Line "M" 107A 7 11/14/94 6X12 2410 3000 N/A • 107B 14 11/21/94 3040 ' • 107C 28 12/04/94 4010 • 107D HOLD HOLD Slope line "M" 108A 7 10/14/94 6X12 2370 3000 3.75 " 108B 14 10/21/94 2920 • !OBC 28 11/04/94 3980 " • 108D HOLD HOLD Down Ramp #4 Footing 109A 7 10/14/94 6X12 2300 3000 2.00 • 109B 14 10/21/94 2760 ' • 109C 28 11/04194 3610 ' ' 109D HOLD HOLD Sill Wail Line 'A' 110A 7 10/14/94 6X12 2950 4000 3.00 • 110B 14 10/21/94 3540 ' • 110C 28 11104/94 4600 " • 110D HOLD HOLD Drop Structure #1 Grout IIIA 7 10/17/94 6X12 1590 N/A 6.00 • 111B 14 10/24/94 2030 ' • 111C 28 11/07/94 2280 " ' 111D HOLD HOLD Drop Structure #1 Grout 112A 7 10/17/94 6X12 1380 N/A 6.00 • 112B 14 10/24/94 1770 ' • 112C 28 11/07/94 23M ' • 112D HOLD HOLD — ' Page 19 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Size Strengt h (PSn Spec. Strength Slump Drop Structure #3, W/Slope 113A 7 10/18/94 6X12 2100 3000 3.25 • 113B 14 10/25/94 2710 ' • 113C 28 11/08/94 3450 " • 113D HOLD 11/06/94 4170 ' Down Ramp #4 114A 7 10/18/94 6X12 1860 3000 4.25 • 114B 14 10/25/94 2330 ' • 114C 28 11/08/94 3010 " 114D HOLD HOLD Drop Structure #3 Slope w/Side 115A 7 10/18/94 6X12 2100 3000 3.25 • 11511 14 10/25/94 2760 ' " 115C 28 11/08194 3270 ' • 1151) HOLD HOLD Drop Structure #1, Equestrian 116A 7 10/19/94 6X12 2640 3000 4.50 • 116B 14 10/26/94 3290 ' " 116C 28 1119/94 3910 " • 116D HOLD HOLD Sill Wall Line •A" 117A 7 10/20/94 6X12 2510 4000 4.00 ' 117B 28 11/10/94 4400 " • 117C 28 11/10/94 4120 ` 117D HOLD HOLD Drop Structure #2 Grout 118A 7 10/21/94 6X12 1500 N/A 6.00 ' 118B 14 10/28/94 2020 ' • 118C 28 11/11/94 2780 ' " 118D HOLD HOLD — ' Page 20 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Denys Date Nominal Size Strengt b (PSI) Spec. Strength Slump Sill Wall Line •Z' 119A 7 10/21194 6X12 2650 4000 4.00 • 1198 14 10/28/94 3570 " • 119C 28 11/11194 4000 " • 119D HOLD HOLD Down Ramp #4 Slope 120A 7 10/21/94 6X12 2440 3000 2.75 ' 120B 14 10/28/94 3470 " • 120C 28 11111194 3780 ' • 120D HOLD HOLD Dawn Ramp #4 Slope 121A 7 10/24/94 6X12 2620 3000 1.50 • 121B 14 10/31/94 3470 ' • 121C 28 11/14/94 4070 ' 121D HOLD HOLD — - Down Ramp #4 Slope 122A 7 10/25/94 6X12 2900 3000 3.00 ' 122B 14 11/01/94 3520 " • 122C 28 11/15/94 3890 • 122D HOLD HOLD Slope Line •L• 123A 7 10/26/94 6X12 2740 3000 3.25 ' 123B 14 11/02/94 3430 ' • 123C 28 11/16/94 4490 - • 123D HOLD HOLD — - Slope Line *J* Footings 124A 7 10/26/94 6X12 2120 3000 3.50 • 124B 14 11/02/94 2830 - • 124C 28 11/16/94 3570 - • 124D HOLD HOLD — - Page 21 of 34 COMPRESSION STRENGTH " CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No ge Days Date Nominal Size Strengt h (PSI) Spec. Strength Slump SBI Line "Z" Grout MA 7 10/26/94 6X12 280 N/A 6.00 " - 125B 14 11/02/94 390 " " 125C 28 11116/94 530 " " 125D •'•56 12/14/94 810 ' N/"r Cut Off Wall 126A 7 10/26/94 6X12 3180 4000 3.75 " 126B 14 11/02/94 3840 " ' 126C 28 11116/94 4980 " • 126D HOLD HOLD Slope line *G' Footings 127A 7 10/27/94 6X12 2670 3000 3.50 ' 127B 14 11/03/94 3570 ' ' 127C 28 11/17/94 4460 ' " 127D HOLD HOLD Slope line 'L' 128A 7 10/28/94 6X12 2390 3000 3.25 ' 128B 17 11/07/94 3520 " ' 128C 28 11118/94 3980 ' " 128D HOLD HOLD N/"V' Spin Way/X-Ing 129A 7 10/28/94 6X12 2350 4000 N/A " 129B 17 11/07/94 3450 ' " 129C 28 11/18/94 3980 ' ' 129D 0•56 12/16/94 4160 ' Slope Line "G• 130A 7 10/31/94 6X12 2440 3000 3.75 ' 130B 14 11/07/94 3060 ' ' 130C 28 11121194 3570 ' ' 130D HOLD HOLD — ' Page 22 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING I Station Number Line Number Lab No. Days Date Nominal Size Strengt b (PSI) Spec. Strength Slump N/ -V• Sill Wall @ # 120 131A 7 11/02/94 6X12 2030 4000 5.00 ' 131B 14 11109/94 2690 ' • 131C 28 11/23/94 3450 ' ' 131D "56 12/21194 4030 Drop Structure #3 Grout 132A 7 11/02/94 6X12 1240 N/A 6.00 132B 14 11109/94 1770 ' 132C 28 11/23/94 2370 ' • 132D HOLD HOLD Drop Structure #1 Grout N/Side 133A 7 11101/94 6X12 1200 N/A 6.00 133B 14 11109/94 1680 133C 28 11/23/94 2180 • 133D HOLD HOLD Slope Lines •H' & •H -H" Footings 134A 7 11102/94 6X12 2140 3000 1.75. • 134B 14 11/09/94 2940 " • 134C 29 11/23/94 3470 ' • 134D HOLD HOLD Slope Line T Footing 135A 7 11101/94 6X12 2320 3000 1.75 ' 135B 14 11/09/94 3100 " ' 135C 28 11/23/94 3890 " • 135D HOLD HOLD Drop Structure #3 Grout 136A 7 11103/94 6X12 1170 N/A 6.00 • 136B 14 11110/94 1500 " 136C 28 11/24/94 2320 " Drop Structure #1 Grout 137A 7 11/03/94 6X12 1400 N/A 6.00 • 137B 14 11/10/94 1730 ' ' 137C 28 11/24/94 2710 " " 13M HOLD HOLD — " Page 23 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number LabNominal No. Days Date Size Strengt h (PST) Spec. Strength Slump N/•V• Grout 138A 7 11/04/94 6X12 1410 N/A 6.00 • 138B 14 11/11194 1840 ' • 138C 28 11/25/94 2580 ' 138D HOLD HOLD — ' S/"W Box Bottom/N 139A 7 11107/94 6X12 2350 4000 4.50 • 139B 14 11114/94 2940 ' ' 139C 28 11128/94 3700 ' ' 139D 0056 1]/26/94 4390 ' ' 139E 0056 11/26/94 4390 ' S/'r Box Bottom/S 140A 7 11/07/94 6X12 2440 4000 4.75 " 140B 14 11114/94 3010 ' " 140C 28 11/28/94 3800 ' • 140D 56 12/26/94 4530 ' ' 140E 56 12/26/94 4230 " Slope Line "H -H" 141A 7 11108/94 6X12 2510 3000 2:75 ' 141B 14 11/15/94 3520 ' • 141C 28 11/29/94 4460 ' " 141D HOLD HOLD Slope line •H' 142A 7 11108/94 6X12 2390 3000 2.50 " 142B 14 11/15/94 3100 ' • 142C 28 11/29/94 3780 ' • 142D HOLD HOLD Slope Line '1' 143A 7 11!08/94 6X12 2370 3000 2.50 •I 143B L 14 11/15/94 3010 " • 143C 28 11/29/94 3590 ' • 143D HOLD HOLD — ' Page 24 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number LabNominal No. Days Date Size Strengt h (PSI) Spec. Strength Slump S.S. #5 Grout S/Side 144A 7 11/11/94 6X12 1290 N/A 5.50 ' 144B 14 11/18/94 1770 ' • 144C 28 11101/94 2330 ' • 144D HOLD HOLD J.S. Lines 'F' - "F -F' 145A 7 11/11/94 6X12 2250 3000 430 • 145B 14 11/18/94 3170 ' • 145C 28 12/02/94 3630 ' • 145D 0•5 11/09/94 1800 ' • 145E HOLD HOLD • 145F HOLD HOLD — Sill Wall, Lines T & "SS' 146A 7 11/11/94 6X12 2140 40M 3.00 ' 146B 14 11/18/94 2950 ' • 146C 28 12/02/94 3730 " ^ 146D ••56 12/30/94 4370 " • 146E HOLD HOLD S.S. #5 Grout N/Side 147A 7 11114/94 6X12 1040 N/A 6.00 • 147B 14 11/21/94 1560 " ' 147C 28 11/05/94 2160 ' S/Embankment W/End, "Footing' 148A 7 11/15/94 6X12 2410 3000 230 • 148B 14 11/21/94 3180 ' • 148C 28 11/06/94 4050 ' • 148D HOLD HOLD Sill Wall, Line "S" 149A 7 11/15/94 6X12 2560 4000 N/A 149B 14 11/21194 3270 ' ' 149C 28 11/16/94 4085 " • 149D I HOLD HOLD — " Page 25 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.12 - TEMECUTA CREEK AD 159 STRUCTURFS AND RETAINING WALL FOOTING Station Number Line Number Lab No. Age Days Date Nominal Size Strengt h (Psn Spec. Strength Slump Box Culvert Line "W 150A 7 11/21/94 6X12 2560 4000 3.75 • 150B 14 11/28/94 3450 • 150C 28 12!12/94 3710 • 150D ••56 01/09/95 4620 ' i • 150E HOLD HOLD ' S.S. #4 Grout S/Side 151A 7 11/21/94 6X12 1790 N/A 6.00 • 151B 14 11/29/94 2160 " • 151C 28 11/13/94 2,870 " • 151D HOLD HOLD S/Embankment, W/End, Slope 152A 7 11/22/94 6X12 3010 3000 1.75 • 152B 14 11/29/94 3410 " • 152C 28 12/13/94 4280 ' • 152D HOLD HOLD — " � Sill Wall Line "R' -JS. Lines T & "SS" Apron 153A 7 11/22!94 6X12 2490 4000 5.00 153B 14 11/29/94 3200 ' • 153C 28 IV13194 4300 • 153D HOLD HOLD S.S. #4 Grout N/Side 154A 7 11/24/94 6X12 1590 N/A 6.00 " 154B 14 12/01/94 2100 ' • 154C 28 12/15/94 2760 " • 154D HOLD HOLD S/Embankment, W/End, Slope 155A 7 11/24/94 6X12 2880 3000 2.00 • 155B 14 12/01/94 3180 ' • 155C 28 11/15/94 3820 ' 155D HOLD HOLD — ' Page 26 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Da;a Date Nominal Size Strengt h (PSI) Spec. Strength Slump SIB Wall, lines •M -L• 156A 7 11/25/94 6X12 3130 4000 2.00 • 156B 14 12/02/94 3200 ' ' 156C 28 11/16/94 3480 ' • 156D 0•56 01/13/95 4300 " Drop Inlet, Line "FF 157A 7 11/25/94 6X12 3180 3000 2.25 157B 14 12/02/94 3540 " " 157C 28 12/16/94 4170 " " 157D HOLD HOLD Down Ramp #1 Footing 158A 7 11/28/94 6X12 2140 3000 3.00 • 158B 14 11/05/94 2880 ' ' 158C 28 12/19/94 3780 • 158D HOLD HOLD — Sill Wall Line •R", Apron Lines "S' & 'RR' 159A 7 11/29/94 6X12 2210 4000 N/A I " 159B 14 12/06/94 3150 " • 159C 28 11/20/94 3640 • 159D ••56 01/17/95 4190 ' North Embankment, W/End, Slope 160A 7 11/30/94 6X12 1950 3000 1.75 • 160B 14 12/07/94 3130 • 160C 28 11/21/94 3820 ' 160D HOLD HOLD • — South/V• Boz Culvert, Wall 161A •'S 11/28/94 6X12 1540 4000 4.00 • 161B 7 11/30/94 2000 ' • 161C 14 11/07/94 2920 ' " 161D 28 12/21194 3710 ' • 161E 0056 01/18/95 4320 ' Page 27 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Size Strengt h cPsn Spec. Strength Slump South/"r Boz Culvert, Upper 162A ••5 11/28/94 6X12 1540 4000 3.00 • 162B 7 11/30/94 2260 ' • 162C 14 12/07/94 3180 ' ' 162D 28 12121/94 3840 ' • 162E 0056 01/18/95 4140 ' N/Embanlanent, W/End, Slope 163A 7 0•0 '6XI2 Destroyed 3000 2.25 • 163B 14 ••• • 163C 28 12/21/94 3570 ' • 163D HOLD HOLD S.S. W/End, Grout 164A 7 12/05/94 6X12 1340 N/A 6.00 • 164B 14 12/12/94 1950 ' • 164C 28 12/26/94 2530 ' • 164D HOLD 01123/95 2830 ' Sill Wall Lines 'Q & T J.S. Line •O• 165A 7 11/05/94 6X12 2260 3000 2.00 • 1656 14 12/12/94 2720 " • 165C 28 12/26/94 3625 ' • 165D HOLD HOLD S.S. #1 Grout 166A 7 12/07/94 6X12 1560 N/A 5.75 • 166B 14 11/14/94 2120 " • 166C 28 11/28/94 2490 • 166D HOLD 01/25/95 3100 ' Slope Linea 'F -FF Footing 167A 7 12/07/94 6X12 2120 3000 3.00 • 167B 14 12/14/94 2740 " " 167C 28 12/28/94 35% ' ' 16M HOLD HOLD — ' Page 28 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. ay Days Date Nominal Size Strengt h (PSI) Spec. Strength Slump J.S. Line W Apron 168A 7 12/07/94 6X12 1750 3000 3.75 " 169B 14 12/14/94 2620 ' " 168C 28 12/28/94 3040 • 168D HOLD HOLD Slope Lines, 'F & Fr 169A 7 12/12/94 6X12 2560 3000 3.00 ' 169B 14 12/16/94 3130 ' ' 169C 28 12/30/94 3940 ' ' 169D HOLD OV27/95 J.S. Lines "G -T" Apron 170A 10 12/12/94 6X12 2620 3000 350 • 170B 14 12/16/94 3095 • 170C 28 12/30/94 3500 " ' 170D HOLD HOLD S.S. #1 Grout 171A 7 12115/94 6X12 1330 N/A 6.00 • 171B 14 11/22/94 ' 1750 ^ " 171C 28 01/'0095 2320 " • 171D 56 02/02/95 2950 " Pier #4 Footing 172A 7 11/15/94 6X12 2560 4000 2.00 ' 172B 14 11/22/94 3220 ' ' 172C 28 01/09/95 3750 " 172D 0056 02/02/95 4140 ' Pier #3 Footing 173A 7 12/15/94 6X12 2880 4000 250 ' 173B 14 11/22/94 3360 ' " 173C 28 01/05/95 3840 ' ' 173D 0056 02/02/95 4490 ^ Page 29 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number LabNominal No. Days Date Size Streugt b (PST) Spec Strength Slump Box Culvert Line •W N/End 174A •'S 17/14/94 6X12 1870 4000 5.00 • 174B 7 17/16/94 2280 ' • 174C 14 12/23/94 3080 ' • 174D 00028 01/06/95 3780 ' • 174E "10 12/21/94 2830 ' Box Culvert Llne "W S/End 175A ••5 12/14/94 6X12 2000 4000 4.00 ' 175B 7 12/16/94 2320 • 175C 14 12/23/94 3100 " 175D 00'28 01106/95 3700 • 175E 8010 12/21/94 2760 Pier #2 Footing 176A 7 12/19/94 6X12 2740 4000 3.00 • 176B 14 17/26/94 3520 " • 176C 28 01/10/95 4570 ' • 176D HOLD HOLD S.S. W/End Grout 177A 7 12/19/94 6X12 1430 N/A 6.00 • i 177B 14 12/26/94 2120 j 177C 28 01/10/95 2620 • 177D HOLD HOLD — i S.S. W/End Grout 179A 7 12/20/94 6X12 1640 N/A 5.00 • 178B 14 12/27/94 2250 • 178C 28 01/11/95 2560 • 178D HOLD HOLD — Slope Line •O' Footing 179A 7 12/20/94 6X12 2210 3000 " 179B 14 12/27/94 3060 • 179C 28 01/11/95 3520 ' • 179D HOLD HOLD — I - Page 30 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Days Date Nominal Size Strengt h (PSn Spec. Strength Slump Slope Line 'O" 180A 7 12!22/94 6X12 2370 3000 2.25 " 180B 14 12!29/94 3100 ' • 1MC 28 01113/95 3610 ' • 180D HOLD HOLD S.S. #2 Grout 181A 7 11122/94 6X12 1930 N/A 9.00 • 191B 14 11/29/94 2940 ' • 181C 28 01113/95 3110 ' • 181D HOLD HOLD S.S. #2 Grout 182A 7 12/22/94 6X12 1960 N/A 5.25 • 182B 14 12/29/94 2560 • 182C 28 01/13/95 3040 " • 182D HOLD HOLD — Pier #a 2 and 3, Wall 183A 7 12/21194 6X12 2710 4000 183B 14 11/29/94 3450183C r75 28 01113/95 3960 • 183D 0056 01/10/95 5040 Pier #S 4 and 5, Wall 184A 7 11127/94 6X12 3980 4000 350 • 184B 14 01103/95 4650 ' • 184C 28 01117/95 5160 ' " 184D HOLD HOLD Sill Wall Line 'H' 185A 7 11/27/94 6X12 2880 3000 3.75 • 185B 14 01/03/95 3660 ' • 185C 28 01/17/95 4470 ' ' 185D HOLD HOLD — ' Page 31 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TED7ECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number Lab No. Day Date Nominal Size Strengt h (PSI) Spec Strength Slump S. S. #3 Grout S/Side 186A 7 12/27/94 6X12 2280 N/A 6.00 • 186B 14 01/03/95 3660 ' i ' 186C 28 01/17/95 3430 ' • 186D HOLD HOLD S.S. #2 Grout 187A 7 12/29/94 6X12 2175 NIA 6.00 187B 14 01/05/95 2620 ' 187C 28 01/19/95 3340 ' • 187D HOLD HOLD — 1 0' j Pier #1, Wall 188A 7 11/29/94 6X12 3625 4000 2.00 ' 188B 14 01/05/95 4390 ' • 188C 28 01/19/95 5130 ' • i 198D HOLD HOLD S.S. #3 Grout 189A 7 12/30/94 6X12 2350 N/A 6.00 • 189B 14 01/06/95 2830 ' ' 189C 28 01/20/95 3450 ' ' 189D HOLD HOLD S.S. #3 Grout I"A 7 17/30/94 6X12 2390 N/A 6.00 • 190B 14 01106/95 2810 • 190C 28 01/20/95 3340 • 190D HOLD HOLD Apron Line 'H' 191A 7 2/10/95 6X12 2420 4000 3.0 • 191B 14 2/17/95 3060 ' 191C 28 3!03/95 3830 ' ' 191D 56 3/31/95 4360 Page 32 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number LabNominal No. Days Date Size Strengt h (PSI) Spee. Strength Slump Apron Line •H -H' 192A 7 7/10/95 6X12 2255 4000 2.0 • 192B 14 2117/95 2570 • 192C 28 3/03/95 3980 • 192D 56 3/31/95 4225 " Apron Line •H' 193A 7 2/10/95 6X12 2520 4000 4.0 • 193B 14 7/17/95 3105 ' • 193C 28 3/03/95 3795 ^ • 193D 56 3/31/95 4375 ' Footing Line "W' 194A 7 7/10/95 6X12 2525 3000 3.0 • 194B 14 7/17/95 3518 " 194C 28 3/03/95 4425 ' 194D HOLD HOLD Slope Line "W' 195A 7 2115/95 6X12 2560 3000 LSO • 195B 14 7/23,195 3395 ' • 195C 28 3/08195 4544 • 195D HOLD HOLD — Sill Wall Line •O' 196A 7 7/15/95 6X12 3105 4000 N/A • 196B 14 7/22/95 4105 • 196C 28 3/08/95 4845 ^ 196D HOLD HOLD — Slope Footings/Cutoff Walls & J.S. Tops @ South Line"%' 197A 7 7/16/95 6X12 2902 3000 2.75 ' 197B 14 7/23/95 3653 ' • 197C 28 319/95 4493 ' • 197D HOLD HOLD — ' Page 33 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Line Number I I Lab No. Da Date Nominal Size Strengt h (PSI) Spec. Strength Slump Slope Line •V' 198A 7 2/20/95 6X12 2625 3000 1.25 • 198B 14 2,/27/95 3670 ' • 198C 28 3/13/95 4643 • 198D HOLD HOLD Slope Line 'V• (Upper) 199A 7 3/2195 6X12 2385 3000 N/A • 199B 14 3/9/95 3698 ' • 199C 28 3/23/95 4520 " Sill Wall Line'W 200A 7 3/8195 6X12 2817 4000 250 • 200B 14 3/15/95 3505 ' ' 200C 28 3/29/95 4265 ' • 200D HOLD HOLD Sill Wall Line 'V' (S) 201A 7 318/95 6X12 2978 4000 3.25 201B 14 3/15/95 3684 ' 201C 28 3/29/95 4669 " i 201D HOLD HOLD Apron Line 'W 202A 7 3/23195 6X12 2850 4000 3.25 ' 202B 14 3130/95 3425 202C 28 4/13/95 4121 • 202D HOLD HOLD Apron Line 'V• 203A 7 3/24/95 6X12 3025 4000 3.25 • 203B 14 3/31/95 3465 ' j 203C 28 4/14/95 4536 • HOLD HOLD I Apron Line "V" 7 3/24/95 6X12 2190 4000 4.00 ' r204B 14 3/31/95 3660 28 4114195 4253 HOLD HOLD — " Page 34 of 34 COMPRESSION STRENGTH - CONCRETE TABLE 1 W.O. # 255301.22 - TEMECULA CREEK AD 159 STRUCTURES AND RETAINING WALL FOOTING Station Number Lab Nominal Strengt Spec. Line Number No. ay Date Size It Strength Slump Days (PSI) SIB Wall Line •D' 205A 7 4/06/95 6X12 3247 4000 2.25 • 205B 14 4/13/95 4011 • 205C a 4/27/95 • 205D HOLD HOLD I i •• Early or late break. ••• Break results below specifications -7" VA 99 Di`►l13MUD] Guidelines For Slope Maintenance GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 GUIDELINES FOR SLOPE MAINTENANCE Many owners do not realize that their property is in need of special maintenance. Too often, they become lax in proper maintenance of slope and drainage devices, resulting in catastrophic consequences. Guidelines for Slope Maintenance is designed to familiarize property owners with features of their newly acquired property with which they may not be acquainted. Governing agencies require hillside property developers to utilize specific methods of engineering and construction to protect those investing in improved lots or constructed homes. For example, the developer may be required to grade the property in such a manner that rain water will safely leave the lot and to plant slopes so that erosion will be kept to an absolute minimum. He may be required to install permanent drains. However, once the lot is purchased, it is the buyer's responsibility to maintain these safety features by observing a prudent program of lot care and maintenance. The owner who overlooks regular inspection and maintenance of drainage devices and sloping areas may expose himself to severe financial loss. In addition to his own property damage, he may be subject to civil liability for damage occurring to neighboring properties as a result of his negligence. The following guidelines are for the protection of the buyer's investment and are of paramount importance: 1. Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper drainage are not disturbed. Surface drainage should be conducted from the rear yard, through the side yard, to the street. 2. All roof and yard runoff should be conducted to either the street or storm drain by nonerosive devices such as sidewalks, drainage pipes, ground gutters, driveways, etc. Driveway runoff should be conducted to the street in such a manner as to inhibit small soil failures. Do not alter your drainage without first obtaining expert advice. 3. Keep all drains cleaned and unclogged, including gutters and downspouts. During heavy rain periods, inspect drainage performance often, as this is when trouble occurs. Watch for gullying and ponding. Correct problems as soon as possible. 4. Any leakage from pools, water lines, etc. or by passing of drains should be promptly repaired. 5. Eliminate animal burrows and animals that make them, as they can cause diversion of surface runoff, promote accelerated erosion, and even bring about shallow soil flowage. GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 6. Never alter your slopes without expert advice. If your lot is built on fill, or partly on fill, consult with a soil engineer whenever you contemplate significant topographic modification of the lot. Do not spread loose fill over slopes. 7. Should you contemplate modification of manufactured or natural slopes within your property, consult with an engineering geologist. Any over steepening may result in the need for expensive retaining devices. The undercutting of a toe -of -slope may reduce the designed safety factor which may result in slope failure. 8. - If unusual cracking, settling or earth slippage occurs, consult a qualified soil engineer or an engineering geologist immediately. 9. Be careful with piecemeal or homemade approaches to repair of slope instability as this can result in exasperation of instability problem. 10. Remember that most common causes of slope erosion and shallow slope failure are: A. Gross neglect in the care and maintenance of the slopes and drainage devices. B. Inadequate and/or improper planting. (Replant barren areas as soon as possible.) C. Too much irrigation or diversion of runoff over the slope. (Keep plants watered, but do not over water.) 11. Do not let conditions on your property create a problem for your neighbors. By worldng together with neighbors to prevent problems, you can not only promote slope stability, adequate drainage and proper maintenance, but also increase the aesthetic attractiveness of the community. GEOTECHNICAL & ENVIRONMENTAL ENGINEERS, INC. W.O. 225301.22 e�7--/ n V /