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Home My WebLink AboutOV129208 ua3eJia] L Agin wp jo um/ as, o 330 a3Aya3a JAN 19 '93 02:51PM TERRACON WESTERN P.2 Ilerracon CONSULTANTS WESTERN, INC. January 19, 1993 355 South Euclid,Suite 107 Ricson,Arizona 85719 Phone:(602)770.1769 Fez:(602)792.2539 Gerald R.Olson,P.E. Richard T, Kenemasu,P.E. Lyle M.Tweet,P.E. Mark Weinberg • Robert L.Sagge,P.E., Ph.D. Caillada Hills Development 10600 N. La Canada Drive Tucson, Arizona 85737 • RE: Addendum N1 - Geotechnical Engineering Report Calada Hills Village 19, Village 14 and Parcel H Oro Valley, Arizona Project No, 63925146 • This letter is written to provide information concerning erosion protection of the slopes at the above-referenced site. It should replace the recommendations'contained in our soils report dated December 3, 1992 on this project. • • • Fill slopes steeper than 5:1 (horizontal:ve rtical) will require erosion protection. The extent of such protection depends on the angle of inclination of the slope and the type of soil. Minimum recommended erosion protection as is presented below. • Slopes Inclination Minimum Recommended Protection (horizontal:vertical) (applied to slope face) 5:1 to 2.5:1 Hydroseeding/Vegetation * 2,5:1 to 1.5:1 ** Rip-Rap Do. . 6 inches *** * stability analysis required ** placed over filter fabric *** rip rap section should be at least 12 inches thick Offices of The Terracon Companies,Inc. Geolechntcal,Environmental and Materiels Engineers Arizona: TuCSCn ■ Colbrridel Colorado Springs,Denver,Ft.Collins,Greeley,Longmont Idaho: Boise Illinois: Bloomington,Chicago,ROOK Island i Iowa: Cedar Falls,Ceder Rapids.Davenport,Des Moines,Storm Lake KansaS: Lenexa,Topeka,Wichita ■ Minnesota; St.Paul ■ Missouri: Kansas City • Nebraska: Lincoln,Omaha Oklahoma: Oklahoma Clty,Was ■ Texas: Dallas ■ Utah; Salt Lake City • Wyoming:Cheyenne • QUALITY ENGINEERING SINCE 1965 • JAN 19 '93 02:51PM TERRACON WESTERN P.3 Caflada Hills Village 19, Village 14 &Parcel H Page 2 If you have any questions or require additional information, please call. Sincerely, Tin Consultants Western, Inc. e,` nai . lr<e,r17-,,..„Ailv ROBERT 1. aqua i \Z.," . 0)/ / • -\,,,',./.4‘a-4-re>,:`, ay Prepared by Reviewed by R. L. Sogge, P.E. Ph.D. Henry M. Jacobson, P.E. Chief aeotechnical Engineer Project Engineer RLS:HMj':rao/Rep 137/5146ADD1.WPL copies: (2) Addressee (1) Celia Barr Associates Warren Thompson k ITerracon January 11, 1993 — 6 rs=r:WESTERN, INC. ,6 Suite 107 ��e_ /0�/2/ _ 11.4oson,Arizona 85719 Mark Weinberg �T Phone:(802)7701789 Canada Hills Companies GL �4 Fax:(602)792-2539 10600 N. La Canada Drive Gerald R.Olson,P.E. Or Valle AZ 65757 Richard T. et,P . P.E. r Valley, Lyle M.Tweet, E. Robert L.Sogge,PE..Ph,D• RE: SLOPE STABILITY ANALYSIS DRAINAGE BANKS IN CANADA HILLS DEVELOPMENTS (VILLAGES 14 & 19 AND PARCEL H) ORO VALLEY, ARIZONA TECON PROJECT # 63925189 . n rQ.ductic nn Terracon Consultants Western Incorporated has completed the slope stability analysis on three slope configurations for the various Canada Hills Villages. The subdivisions included are Canada Hills Village 14, Village 19, and Parcel H. Terracon had previously completed geotechnical investigations on these subdivisions as follows: Village 14 (Terracon Project #63925161) Village 19 (Terracon Project #63925146) Parcel H (Terracon Projedt #63925147) . Work prformed Terracon modeled the slope configurations from cross-sections provided to us by the client. The first configuration, shown in Figure lA, is a 1:1 (horizonal:vertical) slope, faced with grouted rip-rap, and with a reinforced concrete toe extending to 3 feet below channel bed. The second configuration shown in Figure 1B, is a 2:1 (horizontal:vertical) slope, faced with ungrouted rip-rap. The third configuration shown in Figure 1C, is a slope with its bottom portion inclined at 1:1 (horizontal:vertical) and top portion at 2.5:1 (horizontal:vertical) . The 1:1 portion of this slope is faced with grouted rip-rap and has a 4 foot deep reinforced concrete toe. All slope configurations were taken to be a maximum of 15 feet high. Terraconl used soil parameters for a typical soil in the project area. The following parameters characterizing the density and strength of the soil were used: Unit wt. = 100 pcf Friction angle = 30b Cohesion • = 0 • Offices of The Terracon Companies,ono. Gsotechnioel,Environmental and Materials Engingera Arizona: Tucson ■ Colorado; Colorado Springs,Denver,Ft.Collins,Greeley,Longmont • Idaho: Boise Illinois: Bloomington,Chicago,ROCK island Iowa; Cedar Falls,Coder Rapids,Davenport,Des Moines,Storm Lake Kansas: Lenexa,Topeka,Wichita ■ Minnesota: St.Paul t Miaow!: Kansas City I Nebraska: Lincoln,Omaha Oklahoma: Oklahoma City,Tulsa ■ Texas: Dallas ■ Utah: Sett Lake City • WyomindT:Cheyenne QUALITY ENGINEERING SINCE 1955 Terracon Slope Stability Analyses page 2 Terracon used the oomputer program STABR, written at the University of California, Berkeley, to determine the minimum factor of safety along a slip-circle failure surface under the slope. Failure surfaces passing through the grouted rip-rap were not included. It is our assumption that the grouted rip-rap will not be susceptible to shearing failure from the weight of the adjacent soil. Furthermore, the soil is assumed to be free draining material which would not build up excess pore water pressure. findings The slope configuration shown in Figure 1A, has a minimum factor of safety against slip-circle failure of 1.32. Extending the reinforced concrete toe down to 4 feet deep increases the safety factor to 1.48. The slope configuration shown in Figure 1B, has a minimum factor of safety of 1.39, disregarding shallow surficial failures. The slope configuration shown in Figure 1C, has a minimum factor of safety of 1.85. Standard engineering practice calls for a safety factor of 1.5 or higher to assure long term stability. Qnnclusjons and R�_c__ommendatiori% The slope configuration shown in Figure 1A will be stable against slip-circle failure provided that the depth of the reinforced concrete toe is extended to 4 feet. This will assure stability for slopes between 10-15 feet high. For slopes having heights less than 10 feet, the toe depth may be reduced to 3 feet. The slope configuration shown in Figure lB is marginally stable for slopes between 10-15 feet high. Slopes higher than 10 feet should be cut back to an inclination of 2.5:1 (horizontal:vertical) or faced with grouted rip-rap with a 2 foot deep reinforced concrete toe. Slopes below 10 feet high in this configuration should be stable. Terracon Slope Stability Analyses page 3 The slope configuration shown in Figure 1C is stable at any height up to 15 feet. All surface drainage should be diverted away from the top of the slopes to reduce moisture infiltration into the slopes. All plantings requiring irrigation should be kept back at least 15 feet from the top of the slopes. If you have any further questions, please call. Submitted by: Terracon Consultants Western Inc. zit; to296 tg ROt3ERT Robert L. Sogge ', ` ;,�r 11 . . , Chief Geotechnical Engineer copies: (1) client (1) Cella Barr & Assoc - Jeff Behrana F.E. enclosures: Figure 1, Slope Configurations QL :RLS:jkg/Corres 26/63925187.OL . v... i"'T JV i1 —111111 ..—"“.Ivv.. •s.—v..—“.• r .. . .,,, - . - .., , .,$) is FOOT H 1 Cv k ELOPE. FACE( Vvvr\-1 oui ' D RIP- RAP W ii-1- RE INPc GE 0 CONCP ETA TO , - g5 :-- * () Fs.= 1.32 -ic - 1ooecc -� - C. - 0 1=S. 1.4$ .4,, si ..... 1 7..___:.,_,:..---.. idP-10...........„,„....., • .. ..r,..�... - CAN Aa A t- 1 LL 6 V 1 LL A G E4) SLOPS STA31i._ t-r- err acan r Consultants Western, Inc. 365 S. Euclid Ave., Suite 107 (Project Date: Checked: Figure: Tucson,Arizona 85719 G.b 2 S 1£5°I 1 / ' / 1? IP\ Ph. (802) 77O 1789 Fax(moo 792-25391 .J 1 II 1 1'Y JJ 1 J.'`-11 11 1 1 1-1\I\I 1\..V1 1 Y 11-..-/1 1-1\I 1 1 .v • IG FOOT 1-- 1Cy 1-\ 'DLC $PE FACE 0 w IT 1-i ptP-RAP 4 F 1.3C1 =' -0° o ' T 15' 4111106 'Nip --e_ • CAIN/ADA 1-1ILL-6 V11-.1.,AGEJ7 Irerracon LOPE iTAeiL4T ( Consultants Western, Inc. 355 S.Euclid Ave., Suite 107 Project Date: Checked: Figure: Tucson,Arizona 85719 C3ciZ S 1 j 1 / q / 15 /1J l a Ph. (602) 770.1789 Fax(602) 792-2539 JI-11'I 1`-t 7J 11 '-*J1-11 1 I ILI\RI-11..VI'1 WLJ 1 LI\I 1 I FOOT 1•-'t I L Q P �r t S P GET FACED \1VITN GROvrE-0 RIR- P 11- FOOT- DEEP REIN F- O'RC C 0 CoNc 1 E TOE_ 1 S 7-1 i0OeCe c = 0 717 s 10\-11 s' • 4, • CAN A 0A 1-4 ILL V11-.1-AG .4) 11-- error Consultants Western, Inc. 855 S. Euclid Ave., Suite 107 ..._. �� ,Fguro:"••---� Tucson,Arizona 85719 Project; Date: 'Checked; 3c, 169 1 I eg f , C Ph. (602) 770-1789 Fax(602) 792.25, GEOTECHNICAL ENGINEERING REPORT CANADA HILLS VILLAGE 19 TUCSON, ARIZONA PROJECT #63925146 lierracon CONSULTANTS WESTERN, INC. 355 South Euclid,Suite 107 Tucson,Arizona 85719 Phone:(602)770-1789 Fax:(602)792-2539 Gerald R. Olson, P.E. Richard T. Kanemasu, P.E. Lyle M.Tweet, PE. December 3, 1992 Robert L. Sogge, PE., Ph.D. Mark Weinberg Canada Hills Development 10600 N. La Canada Drive Tucson, Arizona 85737 GEOTECHNICAL ENGINEERING REPORT CANADA HILLS VILLAGE 19 ORO VALLEY, ARIZONA PROJECT #63925146 This report presents the results of our subsurface exploration for the referenced project. In summary, structures can be supported on shallow foundations combined with slabs on grade. Overexcavation of collapsible soils at the north and east ends of this site should be done during site grading. Expansive sands with some clay identified by their red-brown color, should be kept at least 2 feet below finished subgrade for structures and pavements. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if additional consultation is required please contact us. Sincerely, Terracon Consultants Western, Inc. / //// /1 Prepared by Reviewed by R. L. Sogge, P.E. Ph.D. Henry M. Jacobson, P.E. Chief Geotechnical Engineer Project Engineer RLS:HMJ:rao/Rep 137/63925146.WPL copies: (2) Addressee (1) Cella Barr Associates Warren Thompson Offices of The Terracon Companies,Inc. Geotechnical, Environmental and Materials Engineers Arizona: Tucson • Colorado: Colorado Springs, Denver, Ft.Collins,Greeley, Longmont IN Idaho: Boise Illinois: Bloomington,Chicago, Rock Island • Iowa: Cedar Falls,Cedar Rapids, Davenport, Des Moines,Storm Lake Kansas: Lenexa,Topeka,Wichita ■ Minnesota: St. Paul ■ Missouri: Kansas City ■ Nebraska: Lincoln,Omaha Oklahoma: Oklahoma City,Tulsa ■ Texas: Dallas ■ Utah: Salt Lake City IN Wyoming:Cheyenne QUALITY ENGINEERING SINCE 1965 Canada Hills Village 19 Project #63925146 TABLE OF CONTENTS Page INTRODUCTION Proposed Development 1 Scope 1 Site Description 1 WORK PERFORMED Field Investigation 1 Laboratory Analysis 2 Limitations 2 FINDINGS Soil Properties 3 CONCLUSIONS AND RECOMMENDATIONS General Subgrade Preparation 4 Foundations 4 Interior Slabs 6 Exterior Slabs and Pavements 6 Engineered Fill 6 Moisture Control 8 Erosion 9 Retaining Walls (less than 5 feet high) 9 Flexible Pavement Design 10 Slopes 10 FIGURES Figure 1 - Borehole Locations APPENDICES - �`� . Appendix ASoil Boring Logs Apkess,0737- -,fr eior►cAr Appendix B Laboratory Results 10296 13 ROBERTL. `:# Stec• \\o� 3:fr'' ' Y, 4„pi., .. e.i. Canada Hills Village 19 1 Project #63925146 INTRODUCTION Proposed Development Sixty-eight lots and 3,000 linear feet of roadway are to be constructed on this parcel. The lots will have single family residences constructed on them. Wall and column loads are expected to be a maximum of 2 klf and 15 kips respectively. Finished grade will be within 5 feet of existing grades. Scope Our purpose on this project is to test subsurface soils to provide recommendations for design of the foundation system. This report discusses foundation type, depth of foundation embedment, allowable soil bearing pressures, lateral soil pressures, estimated settlement, collapse or expansion of soils and stability of cut and fill slopes. The report also gives recommendations on earthwork and discusses site preparation, slab and pavement design and moisture control. Site Description Village 19 is a 22 acre parcel in Canada Hills Estates in Oro Valley, Arizona (T12S, R13E, Section 10). The parcel is bounded on the south and west by the golf course, private land to the north, and a major wash on the east. The terrain is gently undulating, draining primarily to the south. One relatively large drainage crosses the middle of the site flowing north to south. The parcel is covered with native vegetation. WORK PERFORMED Field Investigation The field investigation was conducted using a CME-75 drill rig equipped with a split spoon sampler, bull-nose penetrometer and ring sampler. An engineer selected the borehole locations and logged the holes. Seven borings were advanced to a depth of 15 feet and one boring to a depth of 30 feet at the locations shown on Figure 1. The complete boring logs Canada Hills Village 19 2 Project #63925146 containing descriptions of the strata encountered in this investigation are presented in Appendix A. The penetration resistance values are included on the boring logs. Laboratory Analysis The laboratory testing was performed on selected samples. Complete laboratory results are presented in Appendix B. Limitations The field and laboratory testing relevant to this report was performed by Terracon. This work was performed in accordance with generally accepted engineering principles, practices and standards and might not disclose all the problems inherent with this site. No warranties, either express or implied are intended or made. This report assumes the subsurface conditions are as found in the test explorations. If any other conditions are encountered when making excavations, the owner or his representative should notify the Soils Engineer immediately so that the differences can be documented and supplementary recommendations can be made. The recommendations of this report may be applicable only to the development proposed. If development plans change significantly, this firm should be consulted. This report is not intended for the design or construction of swimming pools or spas. This report is not a bidding document. This report does not address the detrimental potential effects of local geologic conditions including seismic activity, subsidence and fissuring or any other movement of the ground not directly related to collapse or swell of soils. Canada Hills Village 19 3 Project #63925146 This report is not intended to identify any forms of hazardous waste contamination of surface or subsurface material. Such identification requires modified sampling techniques and specialized laboratory testing and is beyond the scope of this report. FINDINGS Soil Properties The soils vary across this site. In general, the soils from the surface to a depth of 5 feet are sands with some silt or clay. Below 5 feet the soil is generally a clean sand or a sand with some clay. There are layers of sand with some silt in the top 3 feet at the extreme north and east ends of the site. This soil layer is collapsible. Throughout the middle of the site, there is a layer of red-brown sand with some clay in the top 5 feet. Other soils in this area which are predominantly light brown colored sands with trace to some clay are relatively dense and have a low swell potential. There is a relatively loose layer of clean sand adjacent to a floodplain in the middle of the site. This loose soil layer was found between 10-20 feet. Given the soil type and it's extent, the deep seated collapse potential in this area is expected to be low. CONCLUSIONS AND RECOMMENDATIONS We recommend that the near surface layers of collapsible soil at the extreme north and east ends of the site be overexcavated and recompacted where they occur below structures. This overexcavation and recompaction will reduce the potential for excessive settlement. We recommend that the expansive red-brown sand with some clay be kept a minimum of 2 feet below finished subgrade. This distance will limit the possibility of cracking floor slabs and foundations. Canada Hills Village 19 4 Project #63925146 During earthwork operations a qualified soils technician should be retained on site to delineate areas of expansive and collapse prone soils as they are excavated as well as monitor the placement of required fills. The native soils at this site with the exception of the red-brown sand with some clay will meet the engineered fill specifications in this report and are suitable for use as engineered fill. General Subgrade Preparation • Prepare the surface by stripping and removing all existing debris and vegetation from the proposed structural area. • Any soil disturbed during site cleaning must be compacted. • Soils from the surface to a depth of 8 inches should be scarified, moisture conditioned and then compacted. Foundations • Recommended foundation types for this project are shallow continuous wall footings and shallow spread column footings. • In the north and east ends of the site, the native collapsible soil should be overexcavated and recompacted beneath footings to the bottom of the collapsible soil layer. The depth of this collapsible layer as determined from our field investigation is a maximum of 3 feet thick. • In all areas before the placement of the footing, the bottom of the footing trench should be moistened and compacted. Canada Hills Village 19 5 Project #63925146 • The footings may be designed for the following allowable bearing pressures. The depth of embedment is taken below the lowest adjacent grade. Depth of Embedment Allowable Bearing (in) Pressure (psf) 12 1200 18 1600 24 2000 • The base of all foundations should be below a plane extending upward at a 2:1 (horizontal:vertical) from the toe of a slope. • The backfill around footings and foundation walls must be compacted. • For fill placed above the elevation of the surrounding grade the compaction requirement should be enforced to a setback distance of 5 ft from the outside edges of the stemwall. • All foundations should be set back a minimum 5 feet from the edge of slopes. • Approximate Total Settlement: If the recommendations given in this report are followed, total settlement of building foundations is estimated to be less than 3/4 inch. • Approximate Differential Settlement: Differential settlement should be less than 1/2 of total settlement. • The allowable soil bearing values specified may be increased 1/3 when considering wind or seismic forces either acting alone or when combined with vertical loads. • The following lateral soil pressures and friction coefficient should be used for design: Active Pressure (unrestrained) 35 pcf E.F.P. Active Pressure (restrained) 60 pcf E.F.P. Passive Resistance Pressure 300 pcf E.F.P. Base Friction Coefficient 0.36 (poured on grade) E.F.P. = Equivalent Fluid Pressure Canada Hills Village 19 6 Project #63925146 • Passive and base friction resistance may be combined to resist sliding using a factor of safety of 1.5. Interior Slabs • Remove the existing expansive soils within a depth of 24 inches below top of slab and replace with engineered fill. • Compaction beneath interior slabs shall extend to a minimum depth of 12 inches below top of subgrade. • We recommend that slabs be reinforced to resist potential movement. The minimum recommended reinforcement is #4 rebars at 24 inches on-center in both directions. • Interior slabs may be formed monolithically or independently of footings. • Interior bearing walls may be supported by thickened slab segments which are adequately reinforced. • A minimum 4 inch thick granular free draining base course material should be placed beneath interior slab sections. Exterior Slabs and Pavements • Remove the existing expansive soils within a depth of 24 inches below top of slab or pavement section and replace with engineered fill. • Compaction beneath exterior slabs and pavements shall extend to a minimum depth of 8 inches below top of subgrade. • A minimum 4 inch thick free-draining base course material should be placed beneath pavements and exterior slab sections. • Pavement section soil design parameters are presented in the Summary of Laboratory Testing Results (Appendix B). Engineered Fill Material Properties Canada Hills Village 19 7 Project #63925146 Native soils which comply with the following recommendations are suitable for use as engineered fill: Fill Base Course Plastic Index (ASTM D424) --- 5 Max Percent Expansion ** 1.0 Max* 0.0 Soluble Sulfates (%) 0.10 Max 0.10 Max Gradation (ASTM D442) % Passing by Weight Sieve Size Fill Base Course below slabs 6" 100 --- 1 1/2" --- 100 #4 --- 45-90 #200 --- 0-12 * This specification applies to materials imported for use as engineered fill at this site. A maximum swell of 2% will be allowable for on-site soils used as engineered fill. ** Expansion of fill and base course shall be measured during saturation of a remolded sample compacted to a minimum 95% of Standard Proctor Density at approximately 3% below optimum moisture content and subjected to a load intensity of 144 psf. • The surface material should have sufficient binder to prevent erosion by wind, water, or traffic. This requirement is necessary to maintain the specified footing embedment. • Engineered fill or base course shall be thoroughly mixed for uniform consistency and suitable moisture content and be completely free of vegetation, roots, rubble, debris or other deleterious matter. Canada Hills Village 19 8 Project #63925146 Compaction (fills less than 8 feet thick) Minimum Compaction (%) per ASTM D698 Use Exposed in-situ Engineered fill Base Course subgrade soil Beneath foundation 95 95 95 components and slabs-on grade Beneath pavements, curbs and 95 95 95 sidewalks Beneath exterior slabs and 95 95 95 utility trench backfill • Compaction shall not be attempted using water settling. Moisture Control • All surface water runoff shall be controlled to prevent erosion, ponding, and infiltration into the foundation supporting soil. • The surface grade shall be sloped to provide positive drainage away from the structure as soon as backfill around the walls and footings is in place for a minimum distance of 10 feet. • During the construction period water shall not be allowed to enter footing trenches or other locations that will support structural components. • If water softening of the soil has occurred within footing trenches, the softened soil must be removed. • Consideration should be given to using shallow rooted landscape plantings that are drought tolerant and require only minimal hand watering. The plantings should be native desert varieties. • Planters and landscape areas that will allow water seepage below structures (footings, slabs, pavements, etc.) should be eliminated or sealed so no seepage occurs. • Consideration should be given to collecting roof runoff and discharging it well beyond (at least 15 feet) foundations. Roof runoff water should not be allowed to seep below structures. Canada Hills Village 19 9 Project #63925146 Erosion • Fill slopes steeper than 5:1 (horizontal:vertical) will require erosion protection. The extent of such protection depends on the angle of inclination of the slope and the type of soil. Minimum recommended erosion protection as is presented below. Slope Inclination (horizontal:vertical) Minimum Recommended Protection (applied to slope face) 5:1 to 3:1 Hydroseeding/Vegetation 3:1 to 2.5:1 Rip-Rap D50 > 4 inches * 2.5:1 to 1.5:1 ** Rip-Rap D50 > 12 inches * stability analysis required ** placed over filter fabric/grouted rip-rap Retaining Walls (less than 5 feet high) • We recommend that all cut slopes behind retaining structures be benched before the placement of backfill. • Adequate drainage shall be provided behind retaining walls. This drainage may be achieved by using weepholes or perforated drain pipes behind the wall. • A zone of free-draining fill or a geotextile drain fabric shall be placed directly behind retaining walls. • If free-draining fill, is used it shall extend a minimum of 12 inches behind the wall, measured horizontally. It should be placed from the wall footing to 1 foot below the finish backfill elevation behind the wall. The upper 1 ft shall be a compacted impermeable soil to inhibit the access of surface flow into the drain system. • If drain fabric is used instead of free draining fill, the manufacturers installation recommendations shall apply. • Periodic maintenance is recommended in the perforated pipe or weep hole system. • Additional recommendations will be necessary where structures are supported on the retaining wall. These recommendations can be provided after we receive drawings showing the wall and supported structure. Canada Hills Village 19 10 Project #63925146 Flexible Pavement Design The pavement design for the roadways at this site was calculated according to A.D.O.T. Methodology using assumed traffic loadings and our own corrolated R-Values. Detailed calculations can be furnished upon request. Asphaltic Concrete AC (inches) Aggregate Base Course ABC (inches) 2 4 Slopes • Assuming fill specifications, compaction requirements, and recommended setbacks provided in this report are followed, cut and fill slopes should be stable as steep as 2.5:1 (horizontal:vertical) for slopes less than 15 feet high. Depending upon specific project conditions, adequate factors of safety against slope failure may be available for steeper or higher configurations. However, such a determination would require additional analysis. • Native slopes steeper than 2.5:1 (horizontal:vertical), shall be benched before the placement of fill. These benches shall extend a minimum of 5 feet horizontally into the native slope. All fills along these slopes shall be placed horizontally. {:ic yr ION �a�: 1 ORO ST A 1 CIlMSTIII OOwNS CT �!•• SSE,�\ `K SJ OU40U:3 •A 'V ,LLEY,;A 1 .... d ryo o s o Camay CVO ,�??0.7E 'r K , " :LICAr 10 v ,. ; A ., r; � '�,�.,;,: asIM,E[ � r•,=w � . •4. 1I�; , wlE�.r '"�; v P k. ��‘ ss�:..Ht.Or � � N� .-7M ` waa a. %• , _ LA/03E1r 4% 31 IITGNEENS.0 LANE • `, s ,\ '% .s; 10400N •- o =` ',s ;;i; .,/2a `F;`s i _«� , '( . _ ! ' :j-;) f OJECT LOCATIOM 1 r: :;y. j'•( r �3: ,,,,, '7 . -,-,, 7 .. :.i. , , , , KEY ,\._._, 'I: ;/ • ---- • `` 1...:-/ ,1 !.• ._ .' --- S 230rin3 Lo 061-:",I L1 it) i. /• i 1 ( ..• -i_ �-' • •_ -i•`---•7, o,.. _ _ --i ce. ' •,'' s - !II p •mil--'' 1. • ', r) \\.I o ; (SCALE: Ir,'-, 330' \- '1t; -.--: ±/ f /7 7:•*,, 1::.../ 41 .., .) *. .... •.•: . C 7 / r. itk• • j , ,� r1 /II , C.r , �_ , .\_. A. ) L/i , A . ,,.,,A 'i Ih'.1 • - 2 i Ill ; , ,./ .mh 2'1- \ --Y 4 41 40 ..:,:.. :,/:. - .. •,v-:,....,.. .,. -, ,..,, ,y,„..„.....,,..;,..,-......:".....:4,.:',1;,, .A 407 44., ._. . * " ..6,0r,, 4ti :„... ..: ., ./.. .,.. ,/,11 , „r) e. • I. , ) ,i, .';i.(;:'..-.1.,g;:1,7,-—,.././1,1',.-It,_.•'%- . -.s".: I 'Rai ill r /. ;', cr` ram, ii':\_...._-1,....,:,,, � . ,r ! ' . l .)..,',.„.„.... 4• ' ,. '/•.::(\:-: /-,-_•_„- i1/4...._-...., ---7,„;.-_....g•--i5.;•„'',.,i.,../\I:--.-..,.-.-„,.•..•..,••• -.- 0�i�f�-,�'<�:,+f, N\� ��• .,I �� t. ..•,'.....;,,,„-_...;.,?,'„-_..7..._7„'.\A',/, _4_ .., , „1 ... 1vil,,,i,..„, p;„i..i. .. ,.i „) .,,, _ ,ice=��/; , ` �" ,.. _ Le , 0:4::,...„,„4,-7.:,-17....:7-r'.., ,..... .., • ,... ) • \c--(\ .4- - ...t„, .7,7: , * ••,-.•: ".".ilif0:;/,,4X:!:•Y:r';;:filiNf:,';' ,.,?,...(::. •-' ''� +,•�A. A'ate /ii/ / ,rl 1 '( ' / LS I T E PLAN o •,,, i1 ,r,,;,,, } Af ; '! ." ".. ..:-7)t. PRO,TECT: VI Ila je 19 Ga na da /1111\3 erracon Consultants Western, Inc. 355 S. Euclid Ave., Suite 107 Project: Date: Chec' ed: Figure: Tucson,Arizona 85719 L 3 4?5 1 L'! fro v. 13 , �q 9� `-it j Ph. (602) 770-1789 Fax (602) 792 2,39, r l APPENDIX A Soil Boring Logs IErrE3con f Form 101-1-87 i DRILLING, SAMPLING, AND FIELD TESTING EQUIPMENT DRILLING: The drilling is performed using a Central Mine Equipment CME-55 or CME-75 drill rig capable of auger drilling, rotary wash drilling, and rock coring. Auger drilling is performed using 65/8" OD x 31/4" ID hollow-stem augers with carbide-tipped teeth. Rotary wash drilling employs a tricone gear bit and core drilling a diamond bit. These latter methods use high pressure water as a drilling fluid. SAMPLING: Disturbed samples are achieved using a standard 2" OD x 13/8" ID split spoon sampler. The ID dimension is that of the inner brass liner. "Undisturbed" samples of cohesive fine-grained soils are obtained using a ring sampler of 3" OD x 2.5" ID. The series of 1" long, 2.416" ID brass rings in the sampler have a 2.5" OD and therefore readily fit into laboratory direct-shear and consolidation equipment. FIELD TESTING: An approximation of the soil's density and consistency, from which strength estimates can be made, is obtained using the penetration resistance to driving of the samplers. The Standard Penetration Test (SPT) N-value is the"number of blows to drive a standard 2" OD x 13/8" ID split spoon sampler 1 ft. using a 140-pound weight dropping 30". Where driving resistance is difficult, blows/inches-driven values are presented. Auger Refusal is defined as greater than 100 blows/in. standard split spoon sampler penetration or when the auger cannot be advanced 6 inches in 5 minutes of drilling. A 3" OD ring sampler will generally have a larger blow count than will the split spoon sampler if the same driving energy is used for both. Continuous-penetration resistance can be obtained using a 2.0" OD bull-nose penetrometer. When using the SPT driving energy the blow counts on a bull-nosed penetrometer are approximately equal to or greater than the N-value (blows/ft) resistance obtained. 11erracon . . Form 101-1.87 BLOW COUNT - DENSITY RELATIONS Cohesionless coarse-grain soils Density Nam. very loose < 4 loose 4 - 10 medium dense 10 - 30 dense 30 - 50 very dense > 50 * Ns, is the Standard Penetration Test (SPT) blows/ft resistance using a 2 in. O.D. x 1 3/8 in. I.D. Cohesive fine-grained soils For cohesive fine-grained soils, design is usually governed by the moisture content, plasticity, consolidation, compressibility, or swell properties. Therefore, field penetrometer readings giving an indication of strength as characterized by the consistency or cohesion of a soil can be misleading and are not presented here. The blows to drive a 3 in. O.D. x 2.416 in. I.D. ring sampler 1 foot will be greater than for a split spoon sampler if the same driving energy is used for both. EXPANSION - SWELL The expansion of clayey soils is measured according to the UBC Std. No. 29-2. Under this procedure, the expansion potential of a soil is measured when remolded to 95% of standard Proctor density at 3% below optimum moisture and subjected to saturation under a surcharge of 144 psf. Expansion potential may be characterized as follows: Expansion (%) Swell Characterizations < 2% Low 2 - 5% Moderate > 5% High COLLAPSE - CONSOLIDATION The collapse or settlement potential of a soil is measured by loading a 2.5 in. O.D. - 2.416 I.D. ring sample (trimmed to 1 in. height) to the surcharge anticipated in the field and then saturating the sample. Collapse characterizations for various amounts of settlements on Tucson soils are as follows: Total Settlement (%) Collapse Characterizations < 4 low 4 - 7 moderate 7 - 10 high > 10 very high lerracon Form:01-1•87 r METHOD OF SOIL CLASSIFICATION UNIFIED SOIL CLASSIFICATION SYSTEM CLASSIFICATION PROCEDURE 1 ANY SOIL 1 i I Less than 50% Fines Fibrous Organic Peat or Moss More than 50% Fines I I General Coarse Grained P` Fine Grained Grouping (Sieve Analysis) i (Plasticity Chart) First Whichever is present Below A—Line—SILT (M) 1 Letter in Greatest Amount Above A-Line-CLAY (C) F�; SAND (S) GRAVEL (G) Color & Odor-Organic (0) rr-- I I 8 (Percent and Plasticity of Fines) (Value of Liquid Limit) -a I C U3 < 12% FInes 5-12% Fines 12-49% wL < 50 wL > 50 c & or Fines nonplastic <5% Plastic Fines to c ( Low ( High ) '4 GW SW Type of Fines l Compressibility ) Compressibility Second \ Plasticity Chart ) Letter C, >4 >6 Gradation and ) CL CH Cc 1-3 1-3 ( Type of Fines ML MI-i GW GW—GM SW—SM GC OL OH GP GW—GC SW—SC GM SW GP—GM SP—SM SC SP GP—GC sP—SC SM FINE GRAINED SOILS (50% passing #200 sieve) GRAIN SIZE CHART 60 1 l Plasticity Chart CLASSI- U.S. Standard 1 FICATION Sieve Size 50 BOULDERS Above 12" CH COBBLES 12" to 3" `Z§.1 GRAVEL 3" to No.4 5 40v Coarse oarse 3" to 3/4" c Fine 3/4" to No.4 ,\` ' SAND � No.4 to No.200 ' 30 I �i Coarse No.4 to No.10 U Medium No.10 to No.40 Z1 CL �~� Fine No.40 to No.200 OH and MH SILT & CLAY Below No. 200 °-' 20 Coarse Grained Scale 10 (50% retained on #200 sieve) 4' ��~" Cl-ML ADJECTIVE % I I ML and OL I I with trace 1-12 0 10 20 30 40 50 60 70 80 90 100 with some 12-30 Liquid Limit add "y" (ey) > 30 L = low compressibility P = poorly graded H = high compressibility W = well graded P.I. ADJECTIVE SILT (ML & MH) CLAY (CL & CH) ORGANICS (OL & OH) < 1 non-plastic -- -- -- 1-10 slightly plastic -- silty -- 10-20 medium plastic clayey silty to no adj. silty 20-40 plastic clayey -- clayey > 40 very plastic clayey -- -- 1 Terrcon Form 101-1.37 LOG OF BORING NO. B-1 Page l of 1 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS m w F• DESCRIPTION O v A z O O. C a w O[ EC;) �w C7 A = Ems- aWG =:° A a SAND with some clay and some SC 3 HS gravel; lightmedium dense g brown; to loose; dry; medium plastic — 6 8 RS 12/12 8 4.6 97 9 • 31 cobble 5.0 _ SAND with some clay and trace 5 SC SS 18/12 16 gravel; orange-brown; medium _ 22 dense; dry; medium plastic 37 • cobble 10— trace gravel; slightly to medium SS12/12 30 plastic; dense _ 50 15— SS12/12 24 A 16.0 33 Bottom of Boring — 20— THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL 1 BORING COMPLETED 11-17-92 WL err a CD fl RIG CME-75 FOREMAN OBL `WL APPROVED RLS JOB# 63925146 1 LOG OF BORING NO. B-2 Page lofl CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS o a8 DESCRIPTION w C Z w a o a a� q A a :aH x paS A a a; SAND with some clay and trace SC 8 HS gravel; orange-brown; medium dense; dry; medium plastic; 23 occasional gravel layers 28 50 5— dense SS 12/12 25 44 • cobble 10— brown SS 12/12 29 • 43 • 0 14.5 SAND with some silt-clay; • orange-brown; dense; dry; slightly 15 SM-SC SS 12/12 27 16.0 plastic 40 Bottom of Boring 20- THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL 1 BORING COMPLETED 11-17-92 WL err a c O n RIG CME-75 FOREMAN OBL `WL APPROVED RLS JOB 11 63925146 LOG OF BORING NO. B-3 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS o 7, DESCRIPTION O w Z Z W J G x F cx =" Ca�.. SAND with trace silt and trace gravel; _ SP 4 HS light brown; medium dense; dry; _ 1.5 nonplastic 15 RS18/18 5 CLAYEY SAND; light brown; _ SC 9 medium dense; dry; medium plastic — 26 23 4.0 = SAND with trace silt and gravel; light SP 17 brown; medium dense; dry; 5— nonplastic SSI8/18 4 _ 12 9 10— SSIS/18 9 10 20 15— SSI8/18 10 •. 15 16.5 24 Bottom of Boring 20— THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL 1 BORING COMPLETED 11-17-92 WL ear acon RIG CME-75 FOREMAN OBL `WL APPROVED RLS JOB 11 63925146 1 LOG OF BORING NO. B-4 Page 1of2 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS - e F = w 7 DESCRIPTION w Z ; w a _ E" � 2.4 W c C7 A as E* a = A G. a: SAND with some clay and trace — SC 7 HS gravel; brown; medium dense; dry; — slightly to medium plastic 15 2.0 SAND with trace silt and gravel; light — SP 13 RS 12/0 5 - brown; medium dense; dry; — 10 nonplastic _ 17 RS 12/12 5 1.0 108 _ 6 4.5 32 SAND with some clay; light brown; 5_ SC medium dense; slightly moist; SS 18/6 9 g y medium plastic _ 8 9 9.0 SAND with trace silt and gravel; light _ SP brown; medium dense to loose; 10— dry; nonplastic; clean sand — SS 18/18 5 4 3 loose 15 J SS 18/18 2 2 - - _ 4 Continued Next Page 20— THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL Q 1 BORING COMPLETED 11-17-92 WL err aCOn RIG CME-75 FOREMAN OBL WL APPROVED RLS JOB/I 63925146 , � 1 LOG OF BORING NO. B-4 Page2of2 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS e y, O Ws DESCRIPTION - Z W w _ Ey x ? W = O xU L7 A as E■ a4 as`° A a a; 20.5 SS 18/12 12 SAND with some clay and trace SC 24 ravel light brown; medium gravel;� i� dense; 22 dry; slightly to medium plastic 25.0 •- 25— SAND with trace silt and gravel; light _ SP SS 18/18 12 brown; medium dense; dry; _ 20 nonplastic _ 30 30— SS 18/18 16 : 33 31.5 _ 43 Bottom of Boring 35— 40— THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL 1 BORING COMPLETED 11-17-92 WL err acon RIG CME-75 FOREMAN OBL AWL APPROVED RLS JOB# 63925146 t 1 LOG OF BORING NO. B-5 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS a e y, Oa • = c7 �. =7 DESCRIPTION cx. Z w Z a ►.. > E., A W �i O .. [ a U SAND with some clay and trace — SC 22 HS gravel; red-brown; medium dense; — slightly moist; medium plastic 46 34 27 • - - RS 12/12 22 48 cobble light brown; some ravel SS 12/12 26 g g _ 31 14.0 SAND with trace silt and gravel; light _ SP brown; medium dense; dry; 15— nonplastic — SS 18/18 14 14 16.5 18 Bottom of Boring — 20- TILE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL = BORING COMPLETED 11-17-92 WL err ECOn RIG CME-75 FOREMAN OBL WL APPROVED RLS JOB 11 63925146 r � LOG OF BORING NO. B-6 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS U DESCRIPTION �' O g Z c Z > W CF. V .24te. U O 4 5 SAND with some clay and some — SC 12 HS gravel; brown; medium dense; dry; — medium plastic — 21 RS12/12 11 2.0 109 12 30 orange brown — 42 46 5- 5,5 SS12/12 14 SAND with some clay and trace _ SC 24 • gravel; light brown; medium dense; — dry; medium plastic — 10.0 10— CLAYEY SAND; light brown; _ SC SS12/12 16 medium dense; dry; medium plastic 24 13.5 SAND with trace silt and gravel; light _ SP brown; medium dense; dry; — nonplastic 15-- _ SS12/12 11 16.0 29 Bottom of Boring _ 20— THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL = BORING COMPLETED 11-17-92 WL err acon RIG CME-75 FOREMAN OBL WL APPROVED RLS JOB# 63925146 ` I LOG OF BORING NO. B-7 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS O • as ; w E- �. DESCRIPTION w z W E' r A C7 A W E-� AG W A a a = SAND with some clay and trace SC 21 HS gravel; red-brown; medium dense; _ dry; medium plastic to plastic 30 34 25 5.0 5— SAND with trace silt and gravel; — SP RS 12/12 29 orange-brown; medium dense; dry; _ 23 nonplastic - cobble cobble 10.0 10— SAND with trace to some clay and SP-SC SS 11/11 37 some gravel; orange-brown; dense; 50(5") dry; slightly to medium plastic — y 14.0 SAND with trace silt and gravel; light _ SP brown; medium dense; dry; 15— nonplastic SS 12/12 16 16.0 33 Bottom of Boring 20- THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL = BORING COMPLETED 11-17-92 WL rerracon RIG CME-75 FOREMAN OBL WL APPROVED RLS JOB#1 63925146 4 LOG OF BORING NO. B-8 Page 1 of 1 CLIENT ARCHITECT/ENGINEER Canada Hills Development SITE PROJECT Oro Valley, Arizona Canada Hills Village 19 SAMPLES TESTS o a ;4 7 DESCRIPTION Z Z a C7 C as E� a = A 0. SAND with some silt-clay and gravel; SM-SC 5 HS light brown; medium dense to _ loose; dry; slightly plastic _ 9 -: 8 RS 12/12 5 1.7 100 6 cobble 11 1 4.0 - SAND with trace to some silt and SP-SM trace gravel; light brown; medium 5— dense; dry; nonplastic J SS 12/12 15 30 cobble • • 10— SS 4/4 50 cobble (4") 12.5 SAND with trace to some clay and —SP-SC trace gravel; orange-brown; medium dense; slightly moist; _ -_ slightly to medium plastic15—_ SS 12/12 17 16.0 27 Bottom of Boring 20- THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL. WATER LEVEL OBSERVATIONS BORING STARTED 11-17-92 WL 1 BORING COMPLETED 11-17-92 WL err aeon RIG CME-75 FOREMAN OBL 1WL APPROVED RLS JOB/ 63925146 c , .APPENDIX B Laboratory Results lerrz3con Form 101-1.87 t U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER i 6 4 3 2 1.5 1 1/23/8 3 4 6 810141 6 20 30 40 50 701 001 40200 100 I I 1 I 1 1 1 1 1 1 III 1 1 1 1 1 90 ._ _ \\\ _ 80 P Ei, \ ►4 -, C E - .. N T60 _. _ F I N E50 , R B Y40 \\C ' E I G30 H T 20 . NcL,„__EL 10 0 100 10 1 0.1 0.01 0.00' GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification MC% LL PL PI Cc Cu • B-1 0.0 Clayey Sand with Gravel SC 2 32 19 13 M B-6 0.0 Clayey Sand SC 2 33 18 15 A B-7 0.0 Clayey Sand with Gravel SC 5 48 20 28 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt [ %Clay • B-1 0.0 25.00 1.56 0.235 15.2 64.1 20.7 m B-6 0.0 19.00 1.42 0.444 11.8 74.5 13.7 A B-7 0.0 25.00 2.15 0.150 21.9 51.2 26.9 PROJECT Canada Hills Village 19 - JOB NO. 63925146 DATE 12/3/92 GRADATION CURVES Terracon Consultants Tucson, Arizona I p 60 • CL CH 50 P L A s 40 T C I 30 A N 20 D E m X • 10 CL-ML ML e 0 0 20 40 60 80 100 LIQUID LIMIT (LL) Specimen Identification LL PL PI Fines Classification • B-1 0.0 32 19 13 20.7 Clayey Sand with Gravel SC m B-6 0.0 33 18 15 13.7 Clayey Sand SC A B-7 0.0 48 20 28 26.9 Clayey Sand with Gravel SC PROJECT Canada Hills Village 19 - JOB NO. 63925146 DATE 12/3/92 ATTERBERG LIMITS' RESULTS Terracon Consultants Tucson, Arizona J t 0 2 4 s 6 T R A I N 8 • 10 12 14 100 1000 10000 STRESS, psf Specimen Identification Classification DD MC% • B-1 2.0 97 5 m B-8 2.0 100 2 PROJECT Canada Hills Village 19 - JOB NO. 63925146 DATE 12/3/92 CONSOLIDATION TEST Terracon Consultants Tucson, Arizona Project No.: 63925146 SUMMARY OF LABORATORY TESTING RESULTS EXPANSION CHARACTERISTICS OF SOIL SUBJECTED TO SATURATION Estimated Initial Initial Boring Depth Compaction Surcharge Dry Density Moisture Content Expansion No. (%' izn tps . (%) (%) B-3 1-2 95 144 115.1 8.0 3.0 B-5 0-1 95 144 117.6 6.0 2.1 B-7 0-1 95 144 115.2 8.0 7.4 Rep 137/5146LAB.WPL