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HomeMy WebLinkAboutProject Grading Report• ~ • ~ PACIFIC SOILS ENGINEERING, INC. 710 E. PARKRIDGE AVENUE, SUITE 105, CORONA, CA 92879 TELEPHONE: (951) 582-0170, FAX: (951) 582-0176 STANDARD PACIFIC HOMES 255 East Rincon Street, Suite 200 Corona, California 92879-1330 Attention: Mr. Adam Smith • • Subject: PROJECT GRADING REPORT, Lots 21 through 4Q Tract No. 29798-4, Wolf Creek Project, City of Temecula, County of Riverside, California References: See Appendix A Gentlemen: March 16, 2005 Work Order 700007-G Presented herein is a summary of Pacific Soils Engineering Inc.'s (PSE) observations and test results pertaining to the completion of rough grading of Lots 21 through 40 in Tract 29798-4, Wolf Creek Project, in the City of Temecula, County of Riverside, Califomia. Rough grading for the subj ect lots began in February 2004 and was completed in March 2005. The enclosed 40-scale gading plan (Sheet 15 of 23) prepazed by Lohr and Associates has been used as a base for this report, and has been designated as Plate 1 for the purposes of this report. Plate 1 depicts the approximate locations of the compaction tests conducted during rough grading operations, the geologic information, and the removal bottom elevations. Also presented herein are geotechnica] recommendations for your use during the design and construction of the foundations and infrastructure based on field and laboratory testing of as-graded soil conditions. Based on the testing and observations conducted by PSE, the work as described in this document is considered to be in general conformance with the City of Temecula Grading Code, the 40- scale Rough Grading Plans, and the referenced geotechnical reports. Rough grading conducted to date immediately adjacent to the area reported herein is considered to be sufficient to provide lateral support to the subject lots. ~ CORPORATE HEADOUARTEflS LOSANGELESCOUNTV SOUTX ORANGE COUNTV SAN DIEGO COUNTV TEL (]14) 220-0770 TEL: (310) 325-7272 or (323) 775-8771 TEL ~714) ]30-2122 TEL (858) 560-1713 FAX:(]14~22p-g589 FAX:~714)220-9589 FAX:~714)730-5191 FAX:(858)560-0380 i~ Wark Order 700007-G March 16, 2005 , ., 1.0 ENGINEERING GEOLOGY ~ Page 2 1.1 Geolo~ic Units The geologic units encountered during the grading of the subject lots were undocumented artificial fill and alluvium. The as-graded distribution of these units is presented on Plate 1. 1.11 Artificial Fill-Undocumented ~ ~ Undocumented artificial fill associated with unimproved dirt roads existed onsite. All undocumented artificial fill was removed prior to fill placement. " ~ 1.1.2 Alluvium (Map Svmbol QaD Holocene-age alluvium encountered during grading of the subject lots consisted of silty sands and sandy silts. The upper five (5) feet of the L' alluvial materials was removed prior to placement of compacted fill. Spot elevations of approved removal bottoms are shown on the enclosed plans. 1.2 Groundwater " Groundwater was not encountered during this phase of grading. 1.3 Structure The alluvium was observed to be essentially flat lying. No faults or joints were " observed during this phase of grading. 1.4 Conclusions From an engineering geologic viewpoint, Lots 21 through 40 of Tract 29798-4 in v the City of Temecula, California are suitable for their intended residential use. 2.0 SOIL ENGINEERING Prior to fill placement reported herein, PSE representatives observed removals, ~ excavations, cleanouts and processing in preparing fill areas. Fill materials were placed v PACIFIC SOILS ENGINEELi1NG, INC. I• Work Order 700007-G Page 3 March 16, 2005 I• and tested under the observation and testing of PSE personnel. The following is a summary of our observations. ~ 2.1 Removals By design, shallow (1-2 feet) fills were proposed for the subject lots. All existing fill and a minimum of the upper five (5) feet of natural soils were removed and ,~ replaced as compacted fill prior to fill placement. The approximate removal bottom elevations shown on the enclosed plan (Plate 1) were obtained by the grading contractor personnel utilizing a laser and survey contro] points provided by the Civil Engineer. • 2.2 Treatment of Removal Bottoms Prior to compacted fill placement, the exposed surfaces at the bottom of removals were scarified, moisture conditioned to neaz optimum moisture content, and ~' compacted in-place to a minimum 90 percent of the laboratory maximum density (ASTM D 1557-91). 2.3 Comoacted Fill Placement ~ Fill consisting of the soil types indicated in Table I(Appendix B) was placed in thin lifts (approximately six- (6) to eight- (8) inches), moisture conditioned to optimum moisture content or slightly above, and compacted to a minimum 90 ~ percent of the laboratory maximum dry density (ASTM:D 1557-91). Compaction was accomplished utilizing self-propelled, rubber-tired and sheepsfoot compactors, along with heavy earth moving equipment. Each succeeding fill lift was treated in a similaz manner. 2.4 Compaction Test Results A summary of the compaction test results is presented in Table I(Appendix B), and the approximate locations of these tests aze shown on the enclosed 40-scale grading plan (Plate 1). Compaction testing was conducted utilizing the sand cone 2 PACIFIG SOIL6 ENGINEERING, ING. i• Work Order 700007-G Page 4 Mazch 16, 2005 I• method (ASTM D 1556) and Campbell Pacific nuclear test gauges (AST'M D 2922 and D 3017). ~• 2.5 Depth of Fill Compaction testing was performed approximately for each one (1) to two (2) feet of fill placed. The approximate maximum vertical depth of fill placed during grading, within the limits of this report, is on the order of eight and one-half (8.5) • feet in the vicinity of Lot 28. The approximate maximum vertical depth of fill piaced on individual lots is summarized in Table II (Appendix B). I~ 2.6 CuUFill Transitiou Lot Overexcavation The cut and shallow fill portions of cut/fill transition lots were overexcavated to provide a minimum of five (5) feet of compacted fill. Table 2.1 presents a summary of the cut/fill transition lots. , . TasLE z.~ . Cut/Fi-1 Transition Lots Overeacavated "and Re laced with Gom acted Fill Tract Lot # ~ 29798-4 21-29 2.7 Cut Lot Overexcavatioa I~ The ]ots listed in Table 2.2 were originally designed as cut lots and were overexcavated a minimum of five (5) feet and replaced with compacted fill. : TABLE 2.2 Design Cut Lots Overexcavated and Rep-aced with', _ I' ~ - Com acted Fill Trect Lot # 29798-4 31-40 ~ 3 ~ PACIFIC SOILS ENOINEERING, ING. i• Work Order 700007-G Mazch 16, 2005 • Page 5 2.8 Fill Slooes Fill slopes were overfilled approximately 5 feet, measured horizontally. The ~ slope was then trimmed back to the compacted core upon completion of grading. Finish slope surfaces have been probed and/or tested and aze considered to satisfy the project requirements and the gading codes of the City of Temecula. Based on the results of tests and observations collected during the rough grading • operations, it is PSE's opinion that all slopes constructed under the purview of this report aze considered to be grossly and surficially stable at this time, and should remain so under normal conditions. As is the case with any graded slope, proper ~ drainage, maintenance, and landscaping are essential to long-term performance and should be implemented as soon as possible. 3.0 PROPOSED DEVELOPMENT ~ The subject site is scheduled for single-family residential use. One- and two-story, single family dwellings will be constructed utilizing wood frame structures with slab-on-grade foundation systems. 4.0 DESIGN RECOMMENDATIONS Materials utilized for compacted fill ranged from "very low" to "low" in expansion potential. Sampling of the post-grading soil conditions was conducted to determine the expansion index per UBC Standard No. 18-2. That evaluation revealed 'bery low" to "low" expansive materials on the subject building pads. A summary of the laboratory test data is presented in Table 4.1, below. ~ PACIFIC SOILS ENGINEERING, INC. i~ I• n u ~ ~ Work Order 700007-G March 16, 2005 Page 6 . ~ ~ : TABLE 41 , ~ _ , Summary of Hydrometer, Eapansion Indez Sulfate Content Testlng ' Y Sample ~ Eapansion Eapansion Hydrometer Analyses (%) Chemical Lot Numbers Index Potenftal Sand Silt Clay Sulfate Content (% weight) 21-23 15 Very Low 52 28 20 0.001 24-26 0 Very L,ow 51 27 22 0.003 27-29 8 Very Low 50 28 22 0.005 31 23 Low 50 27 23 0.004 32-34 20 Very Low 55 28 17 0.004 35-37 15 VeryLow 53 30 17 0.005 38-40 9 VeryLow 57 25 18 0.006 4.1 Foundation Design Criteria The subject site is scheduled for single-family residential use. One- and rivo- -~ story, single family dwellings will be constructed utilizing wood frame structures with slab-on-grade foundation systems. Based on the data presented in Table 4.1, the following foundation design criteria aze presented. ~ Foundations for structures may be designed based on the following values. Allowable Bearing: 2000 Ibs./sq.ft. Sliding Coefficient: 035 Lateral Bearing: 2501bs./sq.ft per foot of depth to a mu~imum of • 2000 lbs./sq. ft., based on level conditions at the toe Settlement: Static Settlement -%2 inch in 50 feet Seismic Settiement - 2 inches in 50 feet. Combined Settlement - 2 inches in 40 feet • The above values may be increased as allowed by Code to resist transient ]oading conditions, such as wind or seismic. ~ ~ "~ PACIFIC SOILS ENGINEERING, INC. i• + • u ~ n CA ~ Py ~ ~ °o 0 O ffi 'd O x O 0 N ~ U ~ ~ -/. 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O w° .~ v O .O ~ W ..~+ U.K 0 O °~~' ~ F' o ° 3 a~ ~o ~ ~ _. o ~ A ~U w ~ .°'. ~ ¢ cn r°w° ~ h PACIFIC SOILS ENOINEERING, INC. 6 • Work Order700007-G Mazch 16, 2005 I• Page 8 ~ 4.3 Seismic Desian No known active faults exist within the project. The neazest known active fault is ~ the Temecula Segment of the Eisinore Fault Zone, a seismic source type B fault, located approximately 0.6 km west of the project. Seismic design should be based on current and applicable building code requirements and the parameters presented below in Table 4.3. L,ot specific seismic soil profile types are listed on • Table II. ~ ~' ~ TABLE 43 - SeismicDesign Parameters Seismic Parameter 1997 UBC Sp Seismic Zone Factor, Z 0.4 Near Source Factor No 13 Near Source Factor N 1.6 Seismic Coef£cient Ca 0.44N, Seismic Coe~cient Cv 0.64Ny Seismic Source Type B 4.3.1 Seismicallv Induced Dvnamic Settlement ~ There is the potential for dynamic settlement in the underlying soils. The effects of the potential settlement can be mitigated by the use of post- C. tensioned foundation systems designed in accordance with pazagraph 4.1 and Table 4.2. 4.4 Moisture Retarder A moisture and vapor retazding system should be placed below all slabs-on-gade . in living areas and other portions of the structures considered to be moisture sensitive. The retarder should be of suitable composition, thickness, strength and ~ PACIFIC SOILS ENGINEERING. INC. • Work Order 700007-G March 16, 2005 I• Page 9 low permeance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. Historically, a 10-mil plastic membrane, such as Visyueen placed between 2 to 4 inches of clean sand, has been • used for this purpose. The use of this system or other systems, materials, or techniques can be considered, at the discretion of the designer, provided the system reduces the vapor transmission rates to acceptable levels. Ir 4.5 Minimum Depth of Embedment For the subject site, where foundations for residential structures aze to exist in proximity to slopes, the footings should be embedded to satisfy the requirements ~ • presentedin Figure 1. FIGURE 1 I~ ~~ FACE OF E%CEED IS Ff. MAX I~ 4.6 Backvard Improvements Future improvements such as patios, slabs, pools, and perimeter screen walls can I~ be constructed within the setback zones shown in Figure 1; however, the design and siting of all such improvements should be reviewed by a soil engineer who is g • PACIFIC SOILS ENGINEERIN6, INC. • Work Order 700007-G Mazch 16, 2005 ~ r Page 10 familiaz with the site-specific conditions reported in the final grading report. All walls should be structurally separated at twenty (20) foot, or less, increments and at perpendiculaz corners. 4.7 RetaininP Wa11 DesiEn ~ Retaining walls should be founded on compacted fill. Foundations may be designed in accordance with the recommendations presented in Section 4.1. In . general, conventional walls may be designed to either retain native materials or select granular backfill, although the design for non- "free-draining" and expansive native material will produce a relatively costly wall system. Due to the I~ fact that some of the native onsite soils contain fine-grained fractions, specifications for the quality of backfill soils should be defined. It should be ~ anticipated that suitable backfill material will have to be imported or selectively ~I ~ produced from onsite sources and should consist of granular, very low to ]ow expansive materials. The following lateral earth pressures are presented for "select" onsite soils for both level and 2: 1 sloping ground. ~ Lateral Earth Pressure - Select Backfill I Level Backfill 2:1 Slopin~ Backiill , Active = 36 pcf Active = 55 pcf ~ Passive = 300 pcf Passive = 150 pcf (Descending Slope) At Rest = SSpcf At Rest = 84 pcf I Restrained retaining wails should be designed for "at-resY' conditions. Walls ,~ should be waterproofed where staining would be considered unacceptable. The walls should be backfilled with free draining material (SE>20) to within twelve (12) inches of grade extending horizontally the height of the wall and should be compacted to project specifications. Native soils should be utilized in the upper ~ twelve (12) inches. Drainage systems including, as a minimum, a four- (4) inch diameter perforated drain line sunounded by one (1) cubic feet per lineal foot of ~ ~• PACIFIC SOILS ENGINEEFING, INC. ~ Work Order 700007-G Mazch 16, 2005 r Page 11 three-quarters (3/4) inch to one (1) inch crushed rock wrapped with a suitable filter fabric, should be provided to cantilever and restrained retaining walls to relieve hydrostatic pressure (see Figure 2). ~ Additional allowances should be made in the retaining wall design to account for the influence of construction loads, temporary loads, and possible nearby structural footing loads. No backfill should be placed against concrete until minimum design strengths are achieved. 4.8 Exterior Slabs and Walkwavs ~ 4.8.1 Sub¢rade Moisture The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be moisture conditioned to a minimum of 110 percent of optimum moisture content prior to concrete placement. 4.8.2 Slab Thickness Concrete flatwork and driveways should be designed utilizing four- (4) inch minimum thickness. ^ 4.8.3 Control Joints Weakened plane joints should be installed on walkways at intervals of approximately ten (10) feet or ]ess. Exterior slabs should be designed to .~ .~ withstand shrinkage of the concrete. 4.8.4 Flatwork Reinforcement Consideration should be given to reinforcing exterior flatwork. ! Expansion Po[ential Reinforcement (minimum) Low 6 inches 6 6 inches, No. 10 b No. 10 W WM Reinforcement should be placed near mid-height in the slab. • • \O PACIFIC SOILS ENGINEERINO, INC. i v ~, `. ~ v ;~ ~ RETAINING WALL BACKFILL N.T.S. NATIVE ACKFILL 12 IN. MIN.~ ~H/2 NATIVE OR SELECT . 'I ~LECT BACKFILL BACKFILL.. •~ DRAIN LATERALLY, E.t; <~ :20. OR PROVIDE WEEP AND. SE?2Q. HOLES ~ AS REQUIRED ~ '. TO DRAIN 1x .. ,..~.;..::- ~::::. 00~ I \ I .: , :~ PROVIDE )RAINAGE SWALE ,H ~ { . P <. r, •. •- , qA. N.•y:.•. V. OR AS MODIFIED ~• ~~~ ~~i~/\, BY A SPECIFIC REPORT ;~~ ,,, O pLACEH PERFORAT ONSVDOWN AND LSURROUND W TH R CU.RF~T.E PERL FTRNOFE~ 3/4 INCH ROCK OR APPROVED ALTERNATE AND MIRAFI 140 FIL7ER FABRIC OR APPROVED EQUIVALENT O OPTIONAL - PLACE DRAIN AS SHOWN WHERE MOISTURE MIGRATION IS UNDESIRABLf u 2 PACIFIC SOILS ENGINEERING, INC . 710 E PARKRIDGE AVENUE, SUITE 105, CORONA, CA 92879 TELEPHONE: (951) 582-0170, FAX: (951) 582-0'176 ! ~ l vu. m/a ~` , ~ C:DRAF'fING/gradinq-OHails/rNafnin9 wall, Olale F. • Work Order 700007-G March 16, 2005 • 4.9 Chemical Testina Page 12 Soluble sulfate testing has been conducted on the selected soil samples as reported in Table 4.1. Laboratory tests indicate the site soils possess "negligible" sulfate ~ concentrations as defined by Table 19-A-4 (LJBC 1997), indicating sulfate resistant concrete is not required by that standard. • 4.10 Preliminarv Pavement Desien This firm has calculated preliminary sections based upon an assumed R-value of 30 and an assumed Traffic Index of 5.0. It is estimated that the majority of subgrade soils wil] possess an R-Value in the range of 20-50. Final pavement • design should be based upon specific testing of the subgrade soils. Preliminary pavement sections are presented below in Table 4.4. ~ _ ,c : , ,..• ~ ;- . ,.. ,., , •. - Table 4 4 ' - ` , Estimated R Value =30 Assumed Pavement Section ' Street Traffic Indea Inches ot AC Inches ot AB All Interior Sueets 5.0 3 6 AC = Asphaltic Concrete; AB = Calhans Class 2 Aggregate Base, or Crnshed Miscellaneous Base (CMB) ~ Pavement subgrade soils should be at or near optimum moisture content and should be compacted to at least 95 percent of the maximum laboratory dry density as determined in accordance with ASTM Test Method: D 1557-91. Aggregate base should consist of Class 2(Caltrans) aggregate base, or Crushed ~ Miscellaneous Base (CMB) and should be compacted to at least 95 percent of the maximum laboratory dry density as determined in accordance with ASTM Test Method: D 1557-91. ~ The asphalt pavement sections presented in Table 4.4 are presented for estimating purposes only. Sampling of the as-graded near surface subgrade soils will be ~v • PACIFIC SOILS ENGINEERING, INC. ~ Work Order700007-G March 16, 2005 • Page 13 conducted after the installation of underground utilities. Final asphalt pavement sections will be provided by PSE at that time. ~ 5.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS 5.1 Site Draiuaee Positive drainage away from structures should be provided and maintained. Roof, ~ pad and slope drainage should be collected and directed away from the proposed structures to approved disposal areas. It is important that drainage be directed away from foundations. The recommended drainage patterns should be established at the time of fine grading and maintained throughout the life of the ~ structure. 5.2 Service Utilitv Trench Backfill Service utility trench backfill should be accomplished in accordance with the ~ prevailing criteria of the City of Temecula. 6.0 HOMEOWNER CONSTRUCTION AND MAINTENANCE RESPONSIBILITIES During and upon completion of mass grading of the subject site, representative soil ~ samples were tested for expansive soil characteristics and soluble sulfate concentcations. In addition, certain lots contain manufactured slopes within or adjacent to the building pad area. All of these conditions should be considered in design, construction, and ~ maintenance of homeowner improvements. The homeowners should be advised of certain responsibilities they must accept in consideration of these factors. Suggested information to educate the homeowners regazding these responsibilities is presented in I~ Appendix C. We suggest that this information be provided to all homeowners as part of an information packet during the sales process. I[ ] ~3 ~ PACIFIC SOILS ENGINEEFING, INC. • Work Order 700007-G March 16, 2005 s Page 14 This report presents information and data relative to the mass grading and/or placement of compacted fi11 at the subject site. A representative(s) of this firm conducted periodic tests and observations during the progress of the construction in an effort to determine whether compliance with the project drawings, specifications and Buildiug Code were being obtained. The presence of our personnel during the work process did not involve the direction or supervision of the contractor. Technical advice and suggestions were provided to the owner and/or his representative based upon the results of the tests and observations. Completed work under the purview of this report is considered suitable for the intended use. Conditions of t6e ref'erence reports remain applicable unless specifically superseded herein. ~ PSE appreciates the opportunity to provide you with geotechnical consulting services. If you ' have any questions or should you require any additional information, please contact the undersigned at (951) 582-0170. Respectfully submitted, ~~ PACIFIC SOILS ENGINEERING, INC. Reviewed by: QRaFesstok ~Q,'~~& CAS< By. ~-~./-/ ~ w No.192 SCO . 1 J S B. CAS LES/RGE 192 ~•~~~ ~ Reg. Exp. 12-31-06 C~30280/Reg. Exp.: 3-31-06 *~,lCF~C~~4 I Civil Registered Civi] Engineer Chief Operations Officer ATFOF CA~~ Distribution: (~) Addressee 700007-G, March 16, 2W5 (Tract 29798-0 PGR) ~ ~a OACIFIC SOIlS ENGINEERING, INC. • • IC ~ APPENDIX A References ~ • • I~ PACIFIC SOILS ENGINEERING, INC. ~~ • Work Order 700007-G March 16, 2005 ~ APPENDIX A Reference List Page A-1 ~ 1. Pacific Soils Engineering, Inc., 2004, Review of Foundation Plans, Tract No. 29798, Wolf Creek Specific Plan, City of Temecula, Califomia, dated Mazch 17, 2004 (Work Order 700007-G). 2. Pacific Soils Engineering, Inc., 2003a, Seismic Design Parameters, Tract No. 29798, Wolf II ~ Creek Specific Plan, City of Temecula, California, dated December 1, 2003 (Work Order ' 700007-G). 3. Pacific Soils Engineering, Inc., 2003b, Retaining Wall Foundation Design Recommendations, Tentative Tract 29798, Wolf Creek Project, City of Temecula, California, dated July 1, 2003 (Work Order 700007-G). Pacific Soils Engineering, Inc., 2001, Preliminary Geotechnical Study, Tentative Tract 29798, Wolf Creek Specific Plan, City of Temecula, Califomia, dated March 21, 2003 (Work Order 400622). I• • I• I~ I• ~ ~C, PAGIFIC SOILS ENOINEERING, INC. • ;] APPENDIX B '! Tables I and II .. u ~ i~ S ~~ ~~ ~~ PACIFIC SOILS ENGINEERING, INC. • Work Order 700007-G Page B-1 Mazch 16, 2005 ! TABLE I ~ Optimum Maximum Laboratory Moisture Content Dry Density Soil Tvae & Description (%) (acfl ' L Brown Silty Sand 9.8 128.0 J2 Red Brown Silty Sand 10.4 129.2 '~ K2 Brown Silty Sand 9A 129.7 Legend Non-designated test indicates test in compacted fill -FG indicates finish grade test Test Tvae N- Indicates in-situ density and moisture content tests were conducted using a Campbell Pacific Nucleaz Testing Gauge. • SC - Indicates in-situ density and moisture contents were conducted using the Sand Cone ' Method. I• I• I• ~ ~$ PAGIFIC SOILS ENGINEEFIING, INC. • N Pa ~ w • ' i o ` a .. 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N O F Z O~ O~ O~ O~ O~ Q~ T N N N N N N N V • H O ~ ~ v` N ' " v~ v~ ' F ~J O ~p vi vt v 1 ~n vi O o O O O O O O O ~ O N V a~ ~ N~ N O O O O t~d R ~ M M t\1 \.--~ .--~ pO 3~e i4 Ca Nl M rl t+l M M M ~ • ~ PACIFIC 301LB ENGINEEFIINO, INC. • ~ r ~ ~~ ~~ ~~ ~~ Work Order 700007-G March 16, 2005 TABLE II ~ Maximum Dept6 of Fill and Seismic Soil Profile Type , Tract Number Lot Number Approaimate Maximum Depth of Fill Seismic Soil profile Type 29798-4 21 6 Sp 29798-4 22 6 So 29798-4 23 6 Sn 29798-4 24 6.5 Sn 29798-4 25 8 So 29798-4 26 8 Sp 29798-4 27 8 So 29798-4 28 8.5 So 29798-4 29 7.5 Sp 29798-4 30 7.5 So 29798-4 31 5.5 Sp 29798-4 32 5.5 Sp 29798-4 33 5.5 Sn 29798-4 34 6 So 29798-4 35 5.5 So 29798-4 36 6 Sp 29798-4 37 6 So 29798-4 38 5.5 Sp 29798-4 39 5.5 Sp 29798-4 40 5.5 Sp Page B-5 ~ PACIFIC SOILS EN6INEERING, INC. ~ ~ I• I• APPENDIX C ~ Homeowner Maintenance & Improvement Considerations I• I• I• I• I• I• 23 PACIFIC 501L5 ENC3INEERING. INC. • Work Order 700007-G Mazch 16, 2005 '• Page C-1 HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS i ~ General Homeowners purchasing property must assume a certain degree of responsibility for homeowner improvements and for maintaining conditions azound their home. Of primary importance are maintaining drainage patterns and minimizing the soil moisture variation below all lot improvements. Such design, construction and homeowner maintenance provisions may include: - Employing contractors for homeowner improvements who design and build in rewgnition of • local building codes and specific site soils conditions. - Establishing and maintaining positive drainage away from all foundations, walkways, driveways, patios, and other hardscape improvements. - Avoiding the construction of planters adjacent to structural improvements. Alternatively, ~ planter sides/bottoms can be sealed with an impermeable membrane and drained away from the improvements via subdrains into approved disposal areas. - Sealing and maintaining construction/control joints within concrete slabs and walkways to reduce the potential for moisture infiltration into the subgrade soils. ~ - Utilizing landscaping schemes with vegetation that requires minimal watering. Watering should be done in a uniform manner, as equally as possible on all sides of the foundation, keeping the soil "moisY' but not allowing the soil to become saturated. - Maintaining positive drainage away from structures and providing roof gutters on all structures with downspouts that are designed to cany roof runoff directly into area drains or ~ discharged well away from the foundation azeas. - Avoiding the placement of trees closer to the proposed structures than a distance of one-half the mature height of the tree. - Observation of the soi] conditions azound the perimeter of the structure during extremely • hoUdry or unusually wet weather conditions so that modifications can be made in irrigation programs to maintain relatively uniform moisture conditions. Sulfates I~ Homeowners should be cautioned against the import and use of certain inorganic fertilizers, soil amendments, and/or other soils from offsite sources in the absence of specific information ~ ~ PAGIFIC SOILS EN6INEERING, INC. i• ~• Work Order700007-G Mazch 16, 2005 Page G2 relating to their chemical composition. Some fertilizers have been known to leach sulfate compounds into soils otherwise containing `hegligible" sulfate concentrations and increase the sulfate concentrations to potentially detrimental levels. In some cases, concrete improvements • constructed in soils containing high levels of soluble sulfates may be affected by crystalline growth or mineral accumulation, which may, in the long term, result in deterioration and loss of strength. I• Site Drainase - The homeowners should be made awaze of the potential problems that may develop when drainage is altered through construction of retaining walls, swimming pools, paved • walkways, patios or other hardscape improvements. Ponded water, drainage over the slope face, leaking irrigation systems, overwatering or other conditions which could lead to ground ~ saturation must be avoided. - No water shou]d be allowed to flow over the slopes. No alteration of pad gradients should be allowed that would prevent pad and roof runoff from being directed to approved disposal Ii~ azeas. - As part of site maintenance by the resident, all roof and pad drainage should be directed away from slopes and around structures to approved disposal azeas. All berms were constructed and compacted as part of fine grading and should be maintained by the resident. Drainage pattems have been established at the time of the fine grading should be maintained ~ throughout the life of the structure. No alterations to these drainage pattems should be made unless designed by qualified professionals in compliance with local code requirements and site-specific soils conditions. Sloae Drainaae ~ - Residents should be made aware of the importance of maintaining and cleaning all interceptor ditches, drainage terraces, downdrains, and any other drainage devices, which have been installed to promote slope stability. • - Subsurface drainage pipe outlets may protrude through slope surfaces and/or wall faces. These pipes, in conjunction with the graded features, are essential to slope and wall stability and must be protected in-place. They should not be altered or damaged in any way. Plantin¢ and Irri2ation of Slopes • - Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a weil-established and deep-rooted vegetal cover requiring minimal watering. • Z~ PACIFIC SOIL3 EN6INEERING, INC. • Work Order700007-G Mazch 16, 2005 '• Page C-3 - It is the responsibility of the landscape uchitect to provide such plants initially and of the residents to maintain such planting. Alteration of such a planting scheme is at the resident's risk. ~ - The resident is responsible for proper irrigation and for maintenance and repair of properly installed imgation systems. I,eaks should be fixed immediately. - Sprinklers should be adjusted to provide maacimum uniform coverage with a minnnum of water usage and overlap. Overwatering with consequent wasteful runoff and serious ground saturation must be avoided. • - If automatic sprinkler systems are installed, their use must be adjusted to account for seasonal and natural rainfall conditions. BurrowinQ Animals • - Residents must undertake a program to eliminate bunowing animals. This must be an ongoing program in order to promote slope stability. Homeowner Imarovement Homeowner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be designed to account for the terrain of the project, as well as expansive soil conditions and chemical characteristics. Design considerations on any given lot may need to include provisions for differential bearing materials, ascending/descending slope conditions, bedrock structure, perched (irrigation) water, special geologic surcharge loading conditions, expansive soil stresses, and long-term creep/settlement. I~ All homeowner improvements should be designed and constructed by qualified professionals utilizing appropriate design methodologies, which account for the on-site soils and geologic conditions. Each lot and proposed improvement should be evaluated on an individual basis. Setback Zones Fill slopes have been manufactured on site to maximum heights of approximately five (5) feet. Manufactured slopes maybe subject to long-term settlement and creep that can manifest itself in the form of both horizontal and vertical movement. These movements typically are produced as • a result of weathering, erosion, gravity forces, and other natural phenomenon. A setback adjacent to slopes is required by most building codes, including the Uniform Building Code. I• PACIFIG 5DIL3 ENGINEEFIING, ING. !~ • • Work Order 700007-G Mazch 16, 2005 Page C-4 This zone is intended to locate and support the residential structures away from these slopes and onto soils that aze not subject to the potential adverse effects of these natural phenomena. ~ The homeowner may wish to construct patios, walls, walkways, planters, swimming pools, spas, '• :~ etc. within this zone. Such facilities may be sensitive to settlement and creep and should not be constructed within the setback zone unless properly engineered. It is suggested that plans for such improvements be designed by a professional engineer who is familiar with hillside grading ordinances and design and construction requirements associated with hillside conditions. In addition, we recommend that the designer and contractor familiarize themselves with the site specific geologic and geotechnical conditions on the specific lot. Excavatiou Characteristics Excavation of on site materials did not require heavy ripping or blasting for efficient excavation and fill placement. Fill placed during grading of the subject lots consisted of soil comprised predominantly of silty sand with some clay and gravel. Minor amounts of cobbles up to 4-inches in diameter were also encountered. ~~ PAGIFIC SOILS ENGINEERING, INC.