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2009-10090 G��Sea � ,COmp July 29, 2009 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Bright a n�`' Re: Engineer's Pad Certification for Wildflower Estates — Lot 8, Parillo Residence Grading Permit Number 10090 - G, APN 264 — 270 - 21 Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the above referenced lot. As the Engineer of Record for the subject project, I hereby state all rough grading for this lot has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310[B]. The following list provides the pad elevation as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation per Lot No. Per Plan Field Measurement 8 173.68 173.68 23.24.310[B]1. Construction of line and grade for all engineered drainage devices and /or retaining walls have been field verified and are in substantial conformance with the subject rough grading plan. 23.24.310[B]5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. 23.24.310[B]6. The construction of earthen berms and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plan. Sincerely, Rob rt O. Sukup RCE 28302 prlocrt1 5ij� Engineering Management General Contracting Development 4322 Sea Bright Place Carlsbad, CA 92008 Telephone /FAX 760 - 720 -0098 CITY OF ENCINITAS — ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: 'TELEPHONE: 7- 3,�; . - &i Woozpi P�wo ore 50 L5 V r N 'IL � �� tiI ' �U LE7(�rt- ra M N C- i L S N (o tom• P c ie:2-'no&i /t- IV, r VIA IayIt] i2-Ei Lu 5 17767 1 N Yl —(S 64 01 ..h Pou .v << ✓ c�r�f- -Frz ,u Sv, l5 ' i of ' Y" vh4'l c� �� ET : w,4 X12 G,R.vuT• TES, � S �ZS. )2 G1�ffhtlCa� c�2 `�► 1 (N0 l'L��!% Can =FieL= �G Ok- �F'1��r �•�j�, G.�(,'t(( ��';/�t,�=tJ C".J � � � CO e /a! ACS 17u�3 fit N-6r.0 Ciia��s k /o does n sere rf a5- o' d V,LL tia�Q U ��e to k hz- POOP(- %17-3 13 J M1442 z� �s�i3 3 Zio�(3 s i TE 8F7 Nf a 10x`4 L,"uosrA.o CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT PROJECT NAME: STREET LOCATION: CONTRACTOR: Cv // Aa77A/4 R-R-eA 0(j III A %r��7�¢ i S . rC 3 Ci fv -on,. /moo n�G� '7b S �P -T "7brn�:'�ot4J DATE: PROJECT NUMBER: PERMIT NUMBER: TELEPHONE: C Bch , Cc. <"14I L� iJY.Pxj E C —z -- - ,/ Pl f C"1,11&-z) oci-r. III txc . �o i S U o -5 1 ZIAI Al 6"-r- 9-67- Fv�r7n/Li �vb` /� Dula . iv Z3 C7 j nfS�ELi� - GU r(- U . : , Ott � c��j ° C . r 9 (P, , - auR , l-509 IIIIII ticnvny) JV, III -I'- •s17ZF , 7�� p��tP�{ C -�{ red g��°�`_ • 1s 1113 0 Na R c n V c . 1� � s l Li0 l S 0F vu - fZW 7� A 71� M14429 P A. /'-n.. .. - 1 - '- ce . S 1 "- �Cu�urv�c•�kha�s- 1) S1(aAj cJI _\ VINTE 8L MIDDLETON ENGINEERING, INC Job #09 -195 -F July 29, 2009 Mr. Timothy Parillo 5 Eagle Rock Road Mill Valley, California 94941 2450 Auto Park Wav Escondido, California 92029-1229 Phone 793; k I4 Fax (760)' 9.0 43 2009 ,L�), �s AS- GRADED COMPACTION REPORT FOR THE REMEDIAL PAD GRADING AND RETAINING WALL BACKFILLS, LOT #8 WILDFLOWER ESTATES, CITY OF ENCINITAS TRACT # 00 -186, DRAWING #1412 -G In accordance with the Grading Ordinance for the City of Encinitas, this as- graded compaction report has been prepared for the above referenced project. We have completed engineering observation and testing services in conjunction with the remedial grading and wall backfill operations. This report summarizes the results of our tests and observations of the compacted fills. The compacted fill in the subject areas was placed periodically from May 29, 2009 through July 24, 2009. Actual dates are shown on the enclosed compaction test result sheets. I. REFERENCES The following listed grading plan and documents were used by this office as part of this project: A. Grading Plan prepared by The Sea Bright Company. B. "Preliminary Geotechnical investigation, Proposed 5 -Lot Residential Development" report, prepared by this office, dated April 23, 2004, Job #04- 160 -P. C. "As- Graded Compaction Report and Foundation Recommendations for Proposed 5 -Lot Subdivision, Lots #4 Through #8, City of Encinitas Drawing #1412 -G, Tract #00- 186 prepared by this office, dated July 25, 2006, Job #04- 502 -F. D. "Grading Plan Review and Update of Compaction Report For Lot #8 Wildflower Estates ", report prepared by this office, dated January 12, 2009, Job #09- 112 -F. E. "Foundation Plan Review Letter For Lot #8 Wildflower Estates ", prepared by this office, dated April 27, 2009, Job #09- 112 -F. r_ As- Graded Compaction Report, Remedial Grading & Wall Backfill Page 2 Lot #8 Wildflower Estates, Narcissus Summit, Encinitas July 29 009 II. GRADING INFORMATION /GROUND PREPARATION Prior to remedial grading operations, the building pad was cleared of vegetation. All questionable loose and compressible soils from 4 -years of seasonal wetting and drying were removed to a maximum depth of 42- inches, 12- inches below the deepest footing within the building area plus a minimum of 10 -foot perimeter. The removed soils were moisture conditioned to 3 to 5% abopve the optimum moisture content, placed in uniform lifts and compacted with heavy construction equipment to a minimum of 90% of the corresponding laboratory maximum dry density. The cut portion of the pad was previously undercut a minimum depth of 3 -feet and replaced as a structural fill, decreasing the potential for concrete cracking of the foundations along the daylight (cut/fill) line during the mass grading for the subdivision. Weeping of water was encountered at the toe of the backcut for the southerly retaining wall. A "toe" drain was installed, the approximate location is shown on the attached drawing. The drain consisted of a 4 -inch SDR -35 perforated pipe, holes placed downward. The pipe was surrounded with a 2 -foot by 2 -foot, 3/ -inch rock, wrapped with Mirafi 140 -N filter fabric, and the tight line was daylighted as shown on the attached drawing. Site preparation and grading were conducted in substantial conformance with Appendix Chapter 3 3, latest edition of the California Building Code, the Grading Ordinance for the City of Encinitas and our above listed "Grading Plan Review and Update of Compaction Report". All observations and testing, were conducted by a representative from this office. In our opinion, all embankments and excavations were constructed in substantial conformance with the provided grading plan, and are acceptable for their intended use. III. FILL PLACEMENT Fill was placed in 6 to 8 -inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D -1556 sand cone method and ASTM D -2922 nuclear densimeter as the fills were placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawing. The locations of the tests were placed to provide the best possible coverage. The test locations and final test results are summarized on the compaction test result table. Elevations and locations of field density tests were determined by hand level and pacing/tape measure relative to field staking done by others. V7INII. & MII)DI-r-.ION ENCI:vi LRINC, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backflll Lot #8 Wildflower Estates, Narcissus Summit Encinitas Page 3 Jul 29, 2009 The results of our field density tests and laboratory testing indicate that the fills at the site were compacted to at least 90% of the corresponding maximum dry density at the tested locations. If the building pad should undergo any seasonal wetting and drying periods prior to construction, remedial grading could be required depending on the site soil characteristics. Depths ofremoval and re- compact can best be determined just prior to construction by appropriate inspection and testing. IV. APPROPRIATE LABORATORY TESTS A. Maximum Dry Density Optimum Moisture Tests: The maximum dry density and Optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM Method D -1557 during the during preliminary investigative phase of the project, and during the previous and current grading operations. B. Expansion Tests: Expansion tests were conducted per 2001 UBC Standard Procedure 18 -2 on representative samples of the on site soils during the preliminary investigative phase of the project, and during the previous grading operations in order to determine the expansion potential and to provide appropriate foundation recommendations. C. Direct Shear Tests: Direct shear tests were conducted on representative samples of the on site soils during the preliminary investigative phase of the project, and during the previous grading operations in order to determine the allowable bearing capacity and to provide retaining wall design parameters. D. Corrosion Testing: pH- Resistivity, sulfate, and chloride testing were determined in accordance with California Test Method 643, 417, and 422 respectively on representative samples of the foundation soils on each individual lot after completion of the previous grading operations in order to determine the corrosiveness of the soil. V. RECOMMENDATIONS A. Foundations Non - Monolithic /Two Pour System Conventional shallow foundations with stem walls and slab -on -grade floors, or slab -on -ground with turned -down footings. PLEASE NOTE THAT THESE RECOMMENDATIONS WHERE PREVIOUSLY PUT FORTH IN OUR "GRADING PLAN REVIEW AND UPDATE COMPACTION REPORT" DATED JANUARY 12, 2009, AND ARE INCLUDED HEREIN VIN Ie & MII)DLY rov ENGINVERING, Ivc. • 2450 Auto Park Wav • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates, Narcissus Summit, Encinitas Page 4 Jul 29, 2009 The following minimum foundation recommendations for high expansive (Expansion Index less than 13 1) bearing soils, classified using the "Unified Soil Classification System" or "USCS" as CL /CH, with fill differential depth in excess of 30 -feet should be adhered to, and incorporated into the foundation plans. Please note ( * *) items, additions to "Soil Design Parameters ", Section `IV, Sub Paragraph C". Fog_ tines. 1. Continuous strip stem wall foundations and turned -down footings should have a minimum depth of 30-inches below the lowest adjacent ground surface not including the sand /gravel under the slab. Continuous strip stem wall foundations and turned -down footings must be 15- inches wide for one and two story structures. Exterior continuous strip foundations or turned -down footing should enclose the entire building perimeter, to include the garage entryway. Exterior isolated spread pad footings are not allowed unless structurally tied to the perimeter foundations using tie beams. Spread pad footings should be at least 30- inches square and 18- inches deep, for one and two story structures. Tie beams should be at least 12- inches wide by 12- inches deep. 2. Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #5 reinforcing bars. Place two bars 3- inches below the top of the stem, and two bars 3- inches above the bottom of the footing. Turned -down footings should be reinforced with a minimum of two #5 bars top and two #5 bars at the bottom. The tie beams should be reinforced with two #4 reinforcing bars top and bottom with #3 ties at 24- inches on center. Reinforcement for "tied" isolated pad footings should be designed by the project structural engineer. 3. Dowel the slab to the continuous strip footings using #4 reinforcing bars spaced 18- inches on center extending 20- inches into the footing and slab. The dowels should be placed mid - height in the slab. Alternate the dowels each way for all interior strip footings. 4. After the continuous strip footings are dug and cleaned, place the reinforcing steel and dowels, and pour the footings. 5 Foundations where the surface of the ground slopes more than 1 -unit vertical in 10 -units horizontal 0 0% slope), shall be level or shall be stepped so that both top and bottom of such foundation are level. Individual steps in continuous footings shall not exceed 18- inches in height and the slope of a series of such steps shall not exceed 1 -unit vertical to 2 -units horizontal (50 %) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. VIN11. & MIUDL1,1 ON EN(;1NH1z ING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phonc (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates, Narcissus Summit, Encinitas Page July 29, 2009 9 6. Open or backfilled trenches parallel with a footing shall not be below a plane having a downward slope of 1 unit vertical to 2 units horizontal (50 %) from a line 9- inches above the bottom edge of the footing, and not closer than 18- inches from the face of such footing. Where pipes cross under footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls and sleeve clearances shall provide for possible footing settlement, but not less than 1 -inch all around the pipe. Interior Slab Subgrade: 1. All utility trenches under slabs in expansive soils should be backfilled with sand (S.E. 30 or greater). Trenches 12- inches or more in depth shall be compacted by mechanical means to a minimum of 90% of the maximum dry density of the sand, unless otherwise specified. No jetting or flooding of the backfill is allowed Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. 2. The required moisture content of the slab subgrade soils is 3% to 5% over the optimum moisture content at a depth of 24- inches below slab subgrade. This office is to be notified to schedule moisture testing of the slab subgrade prior to placement of the 3/8 inch rock. If the moisture testing indicates that the proper moisture is present, place 4- inches of % -inch rock on top of the slab subgrade. 3. If the moisture testing indicates that the required moisture content is too low, place the 4- inches of 3/8 -inch rock on top of the slab subgrade, flood with water to the top of the 3/8-inch rock, and allow the slab subgrade to soak until moisture testing indicates that the required moisture content is present. 4. When the required moisture content has been achieved, place a well performing moisture barrier /vapor retardant (15 -mil or greater) over the 3/6 -inch rock, and place 2- inches of clean sand (SE 30 or greater) on top of the vapor retardant. Joints in the moisture /vapor retardant should be overlapped a minimum of 12- inches. The project architect should review the moisture requirements of the proposed flooring system and incorporate an appropriate level of moisture protection as part of the floor covering design. NOTE: IF SUFFICIENT MOISTURE IS PRESENT, FLOODING WILL NOT BE REQUIRED. THE DOWELS MAY BE DELETED, AND THE FOOTINGS AND SLAB MAY BE POURED MONOLITHICALLY. VIN II- & Mn D D1-1.10N CN(;fNIAIRINC, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfdl Lot #8 Wildflower Estates Narcissus Summit, Encinitas July age ly 29, 2009 9 Interior Slab Reinforcin 1- Use #4 reinforcing bars spaced 18- inches on center each way placed two inches below the top of the slab. All slabs should be a minimum of 5- inches in thickness. 2. Provide re- entrant ( ±270° corners) reinforcement for all interior slabs as generally shown on the enclosed "Isolation Joints and Re- Entrant Corner Reinforcement" detail. Re- entrant corners will depend on slab geometry and/or interior column locations. 3. Provide "soft -cut" contraction/control joints consisting of sawcuts spaced 10 feet on center maximum each way for all interior slabs. Cut as soon as the slab will support the weight of the saw, and operate without disturbing the final finish, which is normally within 2 -hours after final finish at each control joint location, or when the compressive strength reaches 150 to 800 psi. The "soft -cut" must be a minimum of 1 -inch in depth and must not exceed 1'/ -inch in depth or the reinforcing may be damaged. Anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipment across cuts for at least 24 hours. B. Post- Tensioned /Structural Slab -on Ground Foundations Post - tensioned or structural slab -on- ground foundations consistent with the anticipated clay to silty clay expansive bearing soils may also be considered. Post - tensioned or structural slab -on- ground foundation design should be completed by the project structural engineer or design/build contractor. The following recommendations are appropriate: 1. The foundation design should consider slabs with stiffening beams (ribbed foundation). In the case ofuniform slab thickness foundation, the design shall satisfy all requirements of the design procedure for ribbed foundation. The fully conformant ribbed foundation is then converted to an equivalent uniform thickness foundation. In this case, however, perimeter edge beams shall be required as specified in the following sections. 2. All designs shall conform to the latest addition of the California Building Code (CBC), specifications of the Post - tensioning Institute (PTI), local standards, and the specifications given in this report. 3. Foundation bearing soils should be inspected and tested as necessary prior to trenching and actual construction by the project geotechnical engineer. The required foundation bearing soils in -place densities and specified moisture contents should be confirmed prior to the foundation pour. VIN IE_ & MIDDLGTON F,NciNITIRING, IN(. • 2450 Auto Park Wy - Escondido, California 92029 -I229 *Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates, Narcissus Summit, Encinitas Page Jul 29, 2009 9 4. A minimum of 4 inches of clean sand (SE greater than 30) should be placed over the approved slab subgrade soils. A 10 -mil plastic moisture barrier shall be placed mid - height in the sand. 5. At the completion of ground and subgrade preparations as specified and approval of the project soil engineer, the post- tensioned or structural slab -on- ground foundations should be constructed as detailed on the structural /construction drawings. 6. Based on our experience on similar projects, available laboratory testing and analysis of the test results the following soil design parameters are appropriate: * Design predominant clay mineral type ..................... * Design percent of clay in soil ...................................... lon %. * Design effective plasticity index ...... ............................... 30. * Design depth to constant soil suction .............................. . * Design constant soil suction 7 feet. * Design velocity of moisture flow ..... ' ' ' ' ' ' ' ' ' • • • • • Pe 3.6. * Design edge moisture variation distance for edge lift et, .. ' ' 0 .. i.. 3.0 feet. * Design edge moisture variation distance for center lift em .. ' ' ' ' ' • • 3.0 feet. * Design differential swell occurring at the perimeter of slab 6.0 feet. for edge lift condition (Ym) . ............................... 1.095 inches. * Design differential swell occurring at the perimeter of slab for center lift condition (Ym) .......... . * Design soil subgrade modulus (k) ' ' ' • • • • • • • 5... inches. * Design net allowable bearing pressure for Post - tensioned or structural slab -on- ground foundations ........................ 1000 psf. Notes: The net allowable foundation pressure provided herein applies to dead plus live loads and may be increased by one -third for wind and seismic loading. I. Provide a minimum of 15 inches wide by 24 inches deep perimeter edge beam. Perimeter edge beam should enclose the entire building circumference and reinforced with at least 145 continuous bar near the bottom. Provide adequate interior stiffening ribs as necessary. 2. Post - tension slab should be a minimum of 5 inches thick. Use minimum f c = 3000 psi concrete. We recommend to consider pre- tensioning in order to preclude early concrete shrinkage cracking. �'IN'IF & MIDDI -I.TON ENGIveFaING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 -- As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates, Narcissus Summit, Encinitas Page 8 Jul 29, 2009 C. Soil Design Parameters The following soil design parameters are based upon the on site soils used during the grading of the building pad and backfill of the southerly retaining wall: 1. Use a friction angle of 19 degrees for on site soils, 33 degrees for retaining wall import- site mix backfill soils. ** 2. Use a wet density of 123.0 pcf for on site soils, and 132 pcf for retaining wall import-site mix backfill soils. ** 3. Use a coefficient of friction of 0.22 for concrete on compacted soils, and 0.40 for concrete on retaining wall foundation soils.. ** 4. Use an active pressure of 62 pcf equivalent fluid pressure for cantilever, unrestrained walls with level backfill surface for on site soils, and 39 pcf for retaining wall import-site mix backfill soils. ** 5. Use an at rest pressure of 82 pcf equivalent fluid pressure for on site soils, restrained walls, use 60 pcf for retaining wall import-site mix backfill soils ** 6. Use a passive resistance of 239 pcf equivalent fluid pressure for on site soils, level surface condition at the toe, use 446 for retaining wall foundation soils. 7. Use an allowable foundation pressure of 1,500 psf for minimum 15 -inch wide by 30 -inch deep footings, on site compacted soils. Use an allowable lateral bearing pressure of 100 psf per foot for all structures except retaining walls. Notes: 1. Use a minimum safety factor of 1.5 for wall overturning and sliding stability. Because large movements must take place before maximum passive resistance can be developed, a safety factor of 2.0 may be considered if sensitive structures or improvements are planned near or adjacent to the top of the wall. 2. When combining passive and frictional resistance, the passive component should be reduced by one - third. VIN Ie & MIDDLE I ON EN6INFERING, INC. - 2450 Auto Park W,w - Escondido, California 92029 -1229 'Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates Narcissus Summit, Encinitas Page 9 July 29, 2009 3. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 15- inches and a minimum depth of 30- inches below the lowest adjacent ground surface. This value may be increased 20% for each additional foot of depth, and 10% for each additional foot of width to a maximum of 4,500 psf, if needed. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one -third for wind and seismic loading. 4. The lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 pounds per square foot. 5. These values are for the tested on site soils only. Additional testing and recommendations will be required for any new or import soils that are not tested and approved. D. SWimmin9 Pool Construction 1. A future swimming pool is considered for construction near the top of the descending fill slope. The swimming pool is expected to be supported upon high expansive fill deposits. The pool maybe designed and constructed for high expansive soils (expansion index less than 13 1) and based on lateral earth pressures provided above. 2. The proposed pool should also be designed as a "self- contained rigid tank" structure (no lateral support from adjacent soils) commonly refereed to as "free floating" construction and should also be designed to withstand differential settlements on the order of 1 -inch for the length and I/2 -inch for the width of the pool. Pool side walls or deepened /thickened shell edges shall also be extended to sufficient depths to provide a minimum horizontal distance of 12 -feet from bottom outside edge to daylight (slope face). The pool structure should be provided with a minimum 18 -inch wide by 30 -inch deep grade beam reinforced with minimum two #5 reinforcing bars top and bottom around the top of the swimming pool / spa concrete shell. Surrounding concrete flat works should also be provided with minimum 8 -inch wide by 12 -inch deep thickened edges reinforced with minimum one #4 reinforcing bar placed near the bottom. Pool / spa shell reinforcements and thickness per structural details. Pool / spa utility connections should be of flexible type and be leak - proof. E. Seismic Ground Motion Values T- For design purposes, site specific seismic ground motion values were determined in accordance with the California Building Code (CBC). The following parameters are VIN IE & MHMLe7ON ENGENFERING, INC. • 2450 Auto Park Wav • Escondido, California 92029 -I229 • Phone (760 ) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates Narcissus Summit, Encinitas Page 10 Jul 29, 2009 consistent with the indicated project seismic environment and our experience with similar earth deposits in the vicinity of the project site, and maybe utilized for project design work. D 1.114 0.415 1.054 1.58 According to Chapter 16, Section 1613 0 Explanation: • • Ss: Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. S 1: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. • Fa: Site coefficient for mapped spectral response acceleration at short periods. • Fv: Site coefficient for mapped spectral response acceleration at 1- second period. • SMs: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMS = FaSs). • SM 1: The MCE, 5% damped, spectral response acceleration at a period of 1- second adjusted for site class effects (SM 1 = FvS 1). • SDs: Design, 5% damped, spectral response acceleration parameter at short periods (SDs = 2 /sSMs). • SDI: Design, 5% damped, spectral response acceleration parameter at a period of 1- second (SDI = 2 /3SM1). Liquefaction and seismically induced settlements will not be factors in the development of the proposed structures and improvements. F. Site - Specific Ground Motion Accelerations The probabilistic maximum considered earthquake (MCE) spectral response accelerations were determined as the spectral response accelerations represented by a 5 percent damped acceleration response spectrum having a 2 percent probability of exceedance within a 50 -year period. The results obtained from the Spectral Response Acceleration (Sa(g)) versus time (T(sec)) curve estimated a site - specific ground motion hazard of 1.114g for short (0.2 seconds) periods and 0.415g for a 1 second period. G. Site Corrosion Assessment and Sulfate Exposure Site Corrosion: A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exists: VfN11. & MIDDLETON LN(HNITRtN<, Inc. • 2450 Auto Park wav • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 S>�1 5 1.175 0.657 0.783 0.438 Fthe 2007 California Building Code Explanation: • • Ss: Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. S 1: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. • Fa: Site coefficient for mapped spectral response acceleration at short periods. • Fv: Site coefficient for mapped spectral response acceleration at 1- second period. • SMs: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMS = FaSs). • SM 1: The MCE, 5% damped, spectral response acceleration at a period of 1- second adjusted for site class effects (SM 1 = FvS 1). • SDs: Design, 5% damped, spectral response acceleration parameter at short periods (SDs = 2 /sSMs). • SDI: Design, 5% damped, spectral response acceleration parameter at a period of 1- second (SDI = 2 /3SM1). Liquefaction and seismically induced settlements will not be factors in the development of the proposed structures and improvements. F. Site - Specific Ground Motion Accelerations The probabilistic maximum considered earthquake (MCE) spectral response accelerations were determined as the spectral response accelerations represented by a 5 percent damped acceleration response spectrum having a 2 percent probability of exceedance within a 50 -year period. The results obtained from the Spectral Response Acceleration (Sa(g)) versus time (T(sec)) curve estimated a site - specific ground motion hazard of 1.114g for short (0.2 seconds) periods and 0.415g for a 1 second period. G. Site Corrosion Assessment and Sulfate Exposure Site Corrosion: A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exists: VfN11. & MIDDLETON LN(HNITRtN<, Inc. • 2450 Auto Park wav • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 -- As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates Narcissus Summit, Encinitas u Page 11 29, 2009 • pH is less than 5.5. • Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). • Chloride concentration is greater than or equal to 500 ppm (0.05% byweight). 2. For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm -cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Laboratory test result indicate that the minimum resistivity is less than 1000 ohm -cm suggesting the presence of high quantities of soluble salts. Test Results T Near Finish Grade 140 6 0 0 110 0 086 �Ov�erZhre�stold For Chloride 4. As indicated above, test results show that the chloride concentration is greater than 500 ppm (0.05% by weight), the pH is greater than 5.5, and sulfate concentration is less than 2000 ppm (0.2% by weight). 5. Based on the results of the available corrosion analyses, Lot #8 is considered corrosive. Corrosion mitigation should be implemented and incorporated into the design of new structures and associated concrete improvements. A corrosion engineer may be consulted in this regard. It is recommended, that Portland cement Type V (minimum f'c = 4,500 psi, maximum water cement ratio = 0.45) and steel reinforcement cover greater than 3- inches as determined and specified by the project corrosion /structural engineer, may be considered for all structures and concrete improvements. 6. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Sulfate Exposure: 1. Based upon the result of the sulfate test, the amount of water soluble sulfate (SO4) was found to be 0.110 percent by weight which is considered near the threshold of moderate (0.10 -0.20) according to ACI 318, Table 4.3.1. VINIe & MIDDLE I ON LN(ANVI.ItIN(;, INC. • 2450 Auto Park Wavy • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates Narcissus Summit Encinitas Page 12 Jul 29, 2009 However due to the high chloride content, Portland cement Type V, minimum Fe = 4,500 psi, maximum water cement ratio = 0.45 should be used as recommended above. The project site is not located within 1000 -feet of salt or brackish water. H. Paving and Concrete Improvements Not Within The Public or Private Street Right of Way 1. Exterior Flatwork Adjacent to Buildings: a) Walkways, patios, etc. must be a minimum of 4- inches in thickness reinforced with #3 reinforcing bars spaced 18- inches on center each way, carefully placed 1 %2- inches below the top of the slab. Use 6- inches clean sand beneath these slabs. The sand should be placed over 6- inches subgrade compacted to a minimum of 90% ofASTM 1557. Provide "tool joint" or "soft cut' contraction/control joints spaced 10 -feet on center (not to exceed 12 -feet maximum) each way within 24 -hours of concrete pour. Slab reinforcements should extend through the construction (cold) joints. In construction practices where the reinforcement is cut at the construction joints, slab panels should be tied with minimum 18 -inch long #3 dowels (dowel baskets) at 18- inches on center maximum, placed mid - height in the slab (9- inches on either side of the joint). The slabs should also be tied to the adjacent curbs where they occur, with #3 dowels at 18- inches on center. The construction procedures for tool joint or soft cut contraction/control joints are described above in Item #3 Interior Slab Reinforcing. b) Exterior slabs supported on potentially expansive soils maybe subject to movements especially in the event as -grade moisture contents are not uniformly maintained during the post construction periods. In order to enhance performance of exterior flatwork supported on expansive soils, it is recommended that a minimum of an fl- inch wide by 12 -inch deep "thickened" slab edge, reinforced with a minimum of one #4 reinforcing bar placed near the bottom, be placed along the slab free edges c) Exterior slabs placed against the perimeter footings should be doweled to the footing using #3 reinforcing bars spaced 18- inches on center, extending 20- inches into the slab at mid - height, and into the footing to the elevation of the bottom reinforcingbar. VINE & MIDUI-F 10N EN(iINFITIN(;, INC. • 2450 Auto Park Way • Escondido, C:aII fornia 92029 -1229 • Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates Narcissus Summit, Encinitas Page 1 Jul 29, 2009 9 d) The clayey soil should not be allowed to dry before pouring the concrete. The soil should be 3% to 5% above the optimum moisture content within the upper 12- inches of the subgrade. 2. Concrete driveways and parking areas should consist of 5 -inch thick concrete reinforced with #3 reinforcing bars spaced 16- inches on center each way placed 2- inches below the top of the slab. The concrete should be placed over 6- inches subgrade compacted to a minimum of 90% of ASTM 1557. Use 560 -C -3250 concrete per current Standard Specifications for Public Works Construction (Green Book) standards. It is recommended that a minimum of an 8 -inch wide by 12 -inch deep "thickened" slab edge, reinforced with a minimum of one #4 reinforcing bar placed near the bottom, be placed along the slab free edges. Provide "tool joint" or "soft cut' contraction/control joints spaced 10 -feet on center (not to exceed 12 -feet maximum) each way within 24 -hours of concrete pour. The construction procedures for tool joint or soft cut contraction/control joints are described in above in Item #3 Interior Slab Reinforcing. Slab reinforcements should extend through the construction (cold) joints. In construction practices where the reinforcement is cut at the construction joints, slab panels should be tied with minimum 18 -inch long #3 dowels (dowel baskets) at 18- inches on center maximum, placed mid - height in the slab (9- inches on either side of the joint). The slabs should also be tied to the adjacent curbs where they occur, with #3 dowels at 18- inches on center. Joints shall intersect free -edges at 90° angle and shall extend straight for a minimum of 1% -feet from the edge. The minimum angle between any two intersecting joints shall be 80 °. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft. /gal.). 3. Asphalt concrete (AC) driveways and parking areas should consist of 4- inches AC over 6- inches Caltrans Class 2 aggregate base compacted to a minimum of 95% over 6- inches subgrade compacted to a minimum of 90% of ASTM 1557. VinIr & MIDDLE I ON EN6INGERING, Inc. • 2450 Auto Park W, • Escondido, California 92029 -I229 •Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates, Narcissus Summit Encinitas Page 14 Jul 29, 2009 4. Sub and basegrade soils should not be allowed to dry out or become saturated prior to Placement of concrete or asphalt. Subgrade and basegrade soils shall be tested for proper moisture and compaction levels just prior to placement of the improvements. 5. Proper drainage must be maintained at all times so that no water from an source is allowed to infiltrate the sub or basegrade soils, or deterioration of the impr y ovements may occur. L GeotechnicalObservation /Documentation This office is to be notified no later than 2 p.m. on the day before any of the following operations begin to schedule appropriate testing and /or observation /documentation: I. Foundations and Utility Trenches Beneath Building Slabs: If required by the governing agency, this office should be notified to document or test the following prior to foundation concrete pours: r a) Observe the plumbing trenches beneath slabs f after the pipes are laid and prior to backlling. b) Test the plumbing trenches beneath slabs for minimum compaction requirements prior to sand and moisture barrier placement. c) Observe the bottom of the footing trenches for proper embedment into firm compacted or formational soils, and Observe for proper footing width prior to placement of reinforcing steel. d) Document the footing reinforcement size and placement. Document the slabs for Proper thickness, reinforcing placement and size, document the sand thickness and moisture barrier placement and thickness, after the initial footing embedment and width documentation, and prior to concrete pour. 2. Grading - Improvements - Utility Trenches, Etc. a) Fill placed under any conditions 12- inches or more in depth, to include: • Building pads. • Street improvements, sidewalks, curbs and gutters. • Utility trench backfills. • Retaining wall backfills. VINIE & M11MIA ION ENGINeritiN(,. INC, • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 -- As- Graded Compaction Report, Remedial Grading & Wall Backfdl Page 15 Lot #8 Wildflower Estates Narcissus Summit, Encinitas g Jul 29, 2009 • The spreading or placement of soil obtained from any excavation (spoils from footings, underground utilities, swimming pools, etc.). b) Observation and testing of subgrade and basegrade beneath driveways, patios, sidewalks, etc., prior to placement of pavement or concrete. C) Moisture testing. d) Any operation not included herein which requires our testing, observation, or documentation for submittal to the appropriate agencies. J. Setbacks 1. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 -feet or one -third of the slope height, whichever is greater (need not exceed 40 -feet maximum) between the bottom edge of the footing and face of slope. Reinforcement for deepened footings should be provided by the project structural engineer and detailed on the approved foundation plans. 2. This requirement applies to all improvements and structures including fences, posts, pools, spas, etc. Concrete and AC Improvements should be provided with a thickened edge to satisfy this requirement. K. Slopes 1. All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. 2. Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and /or heavy rainfall. Berms should be constructed along the top edges of all fill slopes. In no case should water be allowed to pond or flow over slopes. 3. Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes prior to the project being completed. L. Drainage V[Nir & MIDDLP ION ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 -- As- Graded Compaction Report, Remedial Grading & Wall Backfill Page 16 Lot #8 Wildflower Estates, Narcissus Summit Encinitas July 29, 2009 1. The owner /developer is responsible to insure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place so that the drainage waters from the improved site and adjacent properties are directed away from proposed structures in accordance with the designed drainage patterns shown on the approved plans. 2. A minimum of 2% gradient should be maintained away from all foundations. Roof gutters and downspouts should be installed on the building, all discharge from downspouts should be led away from the foundations and slab to a suitable location. Installation of area drains in the yards should also be considered. 3. Planter areas adjacent to foundations should be provided with damp /water proofing, using an impermeable liner against the footings, and a subdrainage system within the planter area. 4. It should be noted that shallow groundwater conditions may still develop in areas where no such conditions existed prior to site development. This can be contributed to by substantial increases of surface water infiltration resulting from landscape irrigation which was not present before the development of the site. It is almost impossible to absolutely prevent the possibility of shallow groundwater on the entire site. Therefore, we recommend that shallow groundwater conditions be remedied if and when they develop. 5. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance. VI GENERAL RECOMMENDATIONS A. The minimum steel reinforcement provided herein is based on soil characteristics only, and is not intended to be in lieu of reinforcement necessary for structural considerations. B. The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of construction practice. Special attention should be given to any "re- entrant" corners ( ±270 degree corners) and curing practices during and after concrete pour in order to further minimize shrinkage cracks. C. It should be noted that the characteristics of as- compacted fill may change due to post - construction changes from cycles of drying and wetting, water infiltration, applied loads, VIN IF & MIDDI IA ON ENGIN[FRING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 As- Graded Compaction Report, Remedial Grading & Wall Backfill Page 17 Lot #8 Wildflower Estates, Narcissus Summit, Encinitas July 29, 2009 environmental changes, etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. D. The property owner(s) should be aware of the development of cracks in all concrete surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage during the curing process. The features depend chiefly upon the condition of concrete and weather conditions at the tome of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at windows /door corners, and floor surface cracks up to 1/8-inch wide in 20 lineal feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). E The amount of shrinkage related cracks that occur in concrete slab -on- grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: 1. Use the stiffest mix that can be handled and consolidated satisfactorily. 2. Use the largest maximum size of aggregate that is practical, for example concrete made with 3/8 -inch maximum size aggregate usually requires about 40- pounds (nearly 5 gallons) more water per cubic yard than concrete with 1 -inch aggregate. 3. Cure the concrete as long as practical. F. The amount of slab reinforcement provided for conventional slab -on -grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. G. Where present, clayey deposits are subjected to continued swelling and shrinkage upon wetting and drying. Maintaining a uniform moisture during the post construction periods is essential in the future performance of the site structures and improvements. H. All retaining walls should be provided with a drain along the backside as generally shown on the enclosed "Retaining Wall Drain" detail. Specific drainage provisions behind retaining wall structures must be inspected by this office prior to backfilling the wall. All backfill soils must be compacted to a minimum of 90% of the corresponding maximum dry density, ASTM 1557. The planting of large trees behind any retaining wall will adversely affect their performance and should be avoided. ViNIL & MHAWL I ON EMANGI:RfNG, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -I2I4 -- As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates, Narcissus Summit, Encinitas Page 18 July 29, 2009 Expansive soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface. All underground utility trenches beneath interior and exterior slabs 12- inches or more in depth shall be compacted by mechanical means to a minimum of 90% of the maximum dry density of the soil, unless otherwise specified. Care should betaken not to crush the utilities or pipes during the compaction of the trench backfill. Trench backfill materials and compaction shall also conform to the requirements of governing agencies and authorities, as applicable. Non - expansive, granular backfill soils should be used. No flooding or jetting of the backfill is allowed. VII. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically from May 29, 2009 through July 24, 2009. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The prof ect soil engineer should be provided the opportunity for a general review of the projects final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project soils engineer should also be provided the opportunity to field verify the foundations prior to placing concrete. If the project soil engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC., PRIOR TO CONSTRUCTION /GRADING, THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #09 -195 -F will help to expedite our response to your inquiries. VIN II- & MIDDI -F-roN ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 °- As- Graded Compaction Report, Remedial Grading & Wall Backfill Lot #8 Wildflower Estates, Narcissus Summit, Encinitas Page 19 Jul 29 2009 We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. mpr\my files \grading department projects \09 - 195 -f- parillo lot #8 wildflower estates\ as - graded compaction report remedial pad grading+ wall backfill VIN 7t�. & MIDDLI:I ON ENGINFFRIN(,, INC. • 2450 Auto Park Wav • Escondido, California 92029 -I229 • Phone (760) 743 -I214 R 1ph GE #863 E r '1rj S. Mehdi S. Sharia E #46174 jy =' �. � ✓ RMV /SMSS /mpr n 46,17 n >i � I �<� o 7 Distribution: Addressee: (1) T�' C' Lt ;� �/* Mr. Bob Sukup, The Sea Bright Company (1) Blair Ligatt Development (4) mpr\my files \grading department projects \09 - 195 -f- parillo lot #8 wildflower estates\ as - graded compaction report remedial pad grading+ wall backfill VIN 7t�. & MIDDLI:I ON ENGINFFRIN(,, INC. • 2450 Auto Park Wav • Escondido, California 92029 -I229 • Phone (760) 743 -I214 JOB NO: 09 -195 -F NAME: Mr. Timothy Parillo LOCATION: Lot #8 Wildflower Estates TEST RESULTS: Maximum Dry Density /Optimum Moisture Content, ASTM 1557: Soil Type 1: Tan to Black Sandy Clay to Clayey Sand With Rock Fragments ** Maximum Dry Density: 131.0 pcf Optimum Moisture: 11.5% Soil Type 6: Brown Silty Clay (Site Mixture) * ** Maximum Dry Density: 124.3 pcf Optimum Moisture: 12.5% Soil Type 11: Dark Tan Clayey to Silty Medium to Fine Sand With Some Rounded Gravel Maximum Dry Density: 129.1 pcf Optimum Moisture: 12.1 % Soil Type 12: Brown Silty Sand With Binder (On Site Spoils Mixed With Import For Wall Backfill) Maximum Dry Density: 131.8 pcf Optimum Moisture: 10.4% * *From our "Preliminary Geotechnical Investigation" report, dated 4/23/04, Job #04 -160 -P ** *From our "As- Graded Compaction Report and Foundation Recommendations For Proposed 5 -Lot Subdivision, Lots #4 Through #8, City of Encinitas Drawing #1412 -G ", dated 7/25/06, Job #04 -502 -F mpr\my files \grading department projects \09 -195 -f - parillo lot #8 wildflower estates \as - graded remedial pad grading + wall backfill proctor list •o PLO a; a; k a� Q o = o 0 0 0 0 � o 0 3 O O O p O O a o o ° 0 0 0 o y m � o o o o O o 0 0 0 CG f� �q C1� W CG GQ fir Grr G:, W 0 W vi 00 0*1 00 N O N M OO 01 O� Q1 O\ O� 01 O, � C', O\ M M M M M M O M _ .--� _ 00 OC 00 N N N N N N M N d' 01 C1 O1 O\ ' o4 0o Oo m oo M vi N t� !C s N ,� 1p "� 00 ,-+ N 4) M o0 N N 01 .�-•i d O vl v') v) In .r Q C� i�a yR1y O c a Cd o ww cn w b O O O O ca Q" a °o °o > > 'Cd' ro x E a � 3 3 ° o o ro > 21 y It x 3 Q w z z° L z ° L-1 CA V) m V) CA coo V o � a M t/1 �p 00 Q � � Q Q IL A N O O O O O O O O O O O O O O O O O O X iC .E .D 3 :b G. m 7 b b0 bv� 4J :d 3 3 oc zN- 0 w,. 0 Y 0 a. F a. b on c eq t^ F F b U R � G a a+ R E R C7 � •C O � Q Gzl .U. X iC .E .D 3 :b G. m 7 b b0 bv� 4J :d 3 3 oc zN- 0 w,. 0 Y 0 a. F a. b on c eq t^ F F b b R C7 w m, co� 00 M M M M N N N N G,` M O 00 O r- c N G + -'• M N ll i V'1 00 N 1p M N O Ln W � W >, 3 w ° ej b 3 3 3 3 3 J7 ¢ Q Q Q Q 0 0 0 0 0 0 0 0 [y z o o N N N N M N N Ln N �o N R O N N N N N N N N O O O O O O O O X iC .E .D 3 :b G. m 7 b b0 bv� 4J :d 3 3 oc zN- 0 w,. 0 Y 0 a. F a. b on c eq t^ F F RETAINING WALL DRAIN DETAIL Typical - no scale draina a �- Granular, non - expansive backfill. Compacted.-' �. Filter Material. Crushed rock (wrapped in Perforated drain pipe filter fabric) or Class 2 Permeable Materia '�'�'��'� , 1�2 (see specifications below) Competent, approved' soils or bedrock CONSTRUCTION SPECIFICATIONS: 1. Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laborat( standard. 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or ba drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable out at minimum 1 %. Provide 3/" - 1'/z' crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fab wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall with waterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. * Use 1'/ cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE 1 (a) RE- ENTRANT CC REINFORCEMENT NO. 4 BARS PL BELOW TOP OF NOTES: Typical - no scale (b) ISOLATION JOINTS CONTRACTION JOINTS (C� ENTRANT NER CRACK T 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as If no isolation joints are used around columns, or if the corners of the Isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACT). p shown in (b), 2. In order to control cracking at the re- entrant corners ( ±270° corners), provide reinforcement as 3. Re- entrant corner reinforcement shown herein is provided as a general guideline only nd shown ri (c). and changes by the project architect and /or structural engineer based upon slab geometry, location engineeririg and construction factors. Y t subject to verification ,and other VINJE & MIDDLETON ENGINEERING, INC. PLATE 2 HYDROLOGY REPORT FOR PARILLO SINGLE FAMILY RESIDENCE 3183 NARCISSUS SUMMIT 10090 - G APN 264 - 270 - 22 Prepared For Tim Parillo 5 Eagle Rock Road Mill Valley, CA 94941 Prepared By Robert Sukup The Sea Bright Company 4322 Sea Bright Place Carlsbad, CA 92008 760 - 720 - 0098 February 20, 2009 i SH \1ICES �l!CI�dITi�S No. CO S3 2 Exp. 313, 10 IP- CIVIL Bri the ea S ht P a n y c 0 m 9 February 20, 2009 City of Encinitas 505 South Vulcan Ave. Encinitas, CA 92024 Att: Engineering Department HYDROLOGY DISCUSSION 3183 NARCISSUS SUMMIT 10090 - G APN 264 - 270 - 21 The above referenced lot was rough graded approximately 2.5 years ago. The grading plan before you is for minor grading, pad preparation, and lot drainage. At the time the lot was graded, an 8" drain pipe was installed to handle all the anticipated runoff. I am using the 8" pipe in its present horizontal location. I am adjusting its gradient to allow our drain system to connect to it. The attached Hydrology and Hydraulic calculations review the drainage concept for the lot. My calculations reveal a theoretical weak point for Area "D" and for the overall lot draining into the 8" pipe. The 6" pipe for Area "D" is undersized for the 100 year storm. l am comfortable with my design for that area based on the low point of the 6" pipe having secondary surface outlet at the low grate elevation. This grate elevation is a minimum 1' lower than the other grates in the system and is only 25' from Narcissus Street. The same theory holds true for the exiting 8" pipe which likewise is undersized for the 100 year storm. Provided nobody blocks my drainage as designed, I have secondary surface outlet for the entire house pad to the street, in case for some reason all the pipes were to clog or fail. En_gineerin_q Manaqement General Contracting Development 43 e� Eirigh! 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M V m C O N 7 to C (D O n m a �C) V i YIN��DL ON ENGTNP R TXTt--1 +11 it 11 \J INC. 2450 Auto Park Way Job #09 -112 -F Escondido, California 92029 -I229 I2I4 January 12, 2009 E$ 3 r1 � 2 20oy Mr. Timothy Parillo 5 Eagle Rock Road E n G sERVicES s F EP CINITAS eF „ N Mill Valley, California 94941 ci GRADING PLAN REVIEW AND UPDATE DFLO ESTA OF COMPACTION REPORT WILWER TES CITY OF ENCINITAS TRACT #00 -186 FOR LOT #8 In accordance with your request of the City of Encinitas a review of the current lot, and the requirement set forth in a report Previously grading plan for this months, this report is written to bring the foundation recommendations put forth in t - y prepared by this office for review after six current standards, and to discuss remedial grading that will be required prior r construction report into Proposed residence. of the I. REFERENCES The following listed plan and documents were reviewed in order to provide this report: A. Grading Plan Prepared by The Sea Bright Company for Lot #8, dated November 24, 2008. B• "Preliminary Geotechnical investigation, Proposed 5 -Lot Residential Development" Prepared by this office, dated April 23, 2004, Job #04- 160 -P. lopment" report, C• "As-Graded Subdivision, Compaction Report and Foundation Recommendations for Lots #4 Through #8, City of Encinitas Drawing #1412 -G Tract 400- 5 -Lot «A�,Prepared by this office, dated July 25, 2006, Job #04- 502 -F, attache ct Appendix 6 " , d herein as Appendix II. GRADING PLAN RE VIE W The subject lot has remained unchanged since the issuance of the above compaction report. However, the City of Encinitas has reset their mo listed "As- Graded" elevations throughout the City have raised a ro nu n nts, and by doing so the PP ximately 2 -feet. Therefore the finish pad elevation shown in our "As-Graded" compaction report has approximately 174.0. No additional fill has been added changed from oetevation of 172.0 to that report. Grading Plan Review and Update Compaction Report Lot #8 Wildflower Estates Encinitas T V Page 2 12, 2009 The current grading plan (Plate 1) shows the proposed single family residential development. Detailed construction plans are not currently available. Modest grading efforts will be needed for Pool excavation at the top of slope on the north side of the ad. A a wall is planned for the southerly maximum 6 -foot high retaining y pad margin and will be utilized for enlarging the building pad, and supporting anew re- graded slope. - Pad enlargement into the southerly graded slope will expose bedrock rock. Ground transition fro excavated cut to compacted fills should not be permitted underneath the Proposed structures improvements. Building, walls, and structural foundations as well as on -grade improvements uld be supported entirely on compacted fills or uniformly founded on undisturbed competent bedrock should units. Transition pads will require special treatment. The cut portion of the cut -fill pads plus 3 feet outside the perimeter, where possible and as directed in the field, should be undercut to a sufficient depth to provide for a minimum 3 feet of compacted fill mat below rou 12 inches of compacted fill beneath the deepest footing whichever is greater. finish In the driveway, Parking and on -grade slabs/improvement transition areas there should be a ay, compacted soils below rough finish subgrade. muumum 12 inches of Construction embankments exposing hard and competent bedrock units may be constructed at vertical gradients to a maximum height of 5 feet, unless otherwise approved or directed in the field. d. Temporary trench and embankment slopes greater than 5 feet _ site bedrock may be constructed at near vertical gradients in the lower 55 feet and excavated into laid back a the site Upper portions, as approved in the field. Specific recommendations should be given in the field tbe the project geotechnical consultant based on actual exposures. Revised temporary slope an y construction recommendations may be necessary and should be anticipated. P d trench The project grading plan (Plate 1) represents a feasible design from a geotechnical en viewpoint. The referenced "A- Graded" report and this update report should be considered the project grading and foundation plans. ed a part of III. SITE INFORMATION Grading observations and compaction testing were conducted periodically by this office, grading of this subdivision during the period of December 10, 2004 through August 19 2�g the from May 5, 2006 through June 2, 2006. Grading for Lot #8 was completed ' g 005. and as- graded compaction report with compaction results and foundation recommendatirons was issued An as indicated above, issued Grading was conducted in substantial conformance with Appendix Chapter 33, latest e ' ' California Building Code, and the Grading Ordinance for the City of Encinitas. All obsedrtron of the testing, were conducted by this office. In our opinion, all embankments and excavations and ons were Grading Plan Review and Update Compaction Report Lot #8ildflower Estates, Encinitas Page 3 1, 2009 constructed in substantial conformance with the provided grading plan, and are acceptable for their intended use. A site inspection was made by a representative from this office on December 29, 2008, and found the site to be visually the same with respect to pad elevation, location of, and height of cut and fill Therefore, the building pad remains substantially as reported in the subject report. slopes. It is our understanding that a single family dwelling consisting wood frame and shallow stiff concrete footings with slab on grade construction is planned, stucco supported on 1V. APPROPRIATE LABORATORY TESTS A. Maximum Dry Density Optimum Moisture Tests: The maximum dry density and Optimum moisture contents ofthe different soil types used as compacted fill were determined in accordance with ASTM Method D -1557 during the during preliminary of the project, and during the previous grading operations. investigative phase B. Expansion Tests: Expansion tests were conducted per 2001 UBC Stan d ard Procedure 18 -2 on representative samples of the on site soils during the preliminary investigative phase of the project, and during the previous grading operations in order to determine the expansion Potential and to provide appropriate foundation recommendations. C. Direct Shear Tests: Direct shear tests were conducted on representative samples ofthe on site soils during the preliminary investigative phase of the project, and during the revious grading operations in order to determine the allowable bearing capacity and top retaining wall design parameters. Y provide D. Corrosion Testing: pH- Resistivity, sulfate, and chloride testing were determined in accordance with California Test Method 643, 417, and 422 respectively on representative samples ofthe foundation soils on each individual lot in order to determine the Corrosiveness of the soil. V. RECOMMENDATIONS A. Remedial Gradin 1. Vegetation that has grown over time should be properly removed and disposed. 2. Due to almost 4- years of seasonal wetting and drying, as- graded levels, and are no longer suitable for support rt of structuresVe deed below Grading Plan Review and Update Compaction Report Lot #8 Wildflower Estates Encinitas Page 4 January 12, 2009 3. Therefore it is recommended that the upper soils to a _ inches or 12 inches below the bottom of the deepest footing, or as direc ed the field be removed and re- compacted where ever structures are to be placed. Removals should include the structure's footprint, plus a 5 foot perimeter where possible. The bottom of the excavations should be "ripped" an additional 6 inches, moisture conditioned to near Optimum moisture content, and compacted to a minimum of 90% of the corresponding laboratory maximum dry density. The backfill ofthe excavations should also be moisture conditioned and re- compacted as described above. Testing is to be conducted to confirm minimum compaction requirements. 4. The above recommendations are based on a -hand dug excavation. It may be cost effective to have a representative from this office on site at the start of the remedial grading operations to determine the actual depth of the removals. Weather conditions between now and when construction starts could also effect the removal depths. 5. It should be noted that the on site clayey materials typically require more grading effort when processing and compacting. B. Foundations Non- Monolithic/Two Pour S stem Conventional shallow foundations with stem walls and slab -on -grade floors, or slab-on-ground with turned -down footings. g PLEASE NOTE THAT THESE RECOMMENDATIONS SUPERSEDE THOSE PUT FORTH IN ANY PREVIOUS REPORTS The following mine foundation recommendations for high t ive han 13 1) bearing soils, classified using the "Unified Soil Classification System" "USCS leas CL /CH, with fill differential depth in excess of 30 -feet should be adhered to, and incorporated into the foundation plans. Foundation plans and details may be submitted to review, to insure conformance with our recommendations. our o Footings: 1. Continuous strip stem wall foundations and turned -down footings should have a minimum depth of 30- inches below the lowest adjacent ground surface not including the sand /gravel under the slab. Continuous strip stem wall foundations and turned -down footings must be 15- inches wide for one and two story structures. Exterior continuous strip foundations or turned -down footing should enclose the entire building perimeter, to include the garage entryway. Exterior isolated spread „yn�aee a }r�tl.},�rnll a + +�,� __,�_ _ P pad footings are not allowed VUJ Jul ul+� W uuy dell to 41-he Per innett -il 1V L11111C1.1.1U11J uJ1n' 1 _ 1 g Lie beams. Spread pad footings Grading Plan Review and Update Compaction Report Lot #8, Wildflower Estates Encinitas Page 5 t, 2009 should be at least 30- inches square and 18- inches deep, for one and two story structures. Tie beams should be at least 12- inches wide by 12- inches deep. 2. Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #5 reinforcing bars. Place two bars 3- inches below the top of the stem, and two bars 3- inches above the bottom of the footing. Turned -down footings should be reinforced with a minimum oftwo #5 bars top and two #5 bars at the bottom. The tie beams should be reinforced with two #4 ,reinforcing bars top and bottom with #3 ties at 24- inches on center. Reinforcement for tied isolated pad footings should be designed by the project structural engineer. 3. Dowel the slab to the continuous strip footings using #4 reinforcing bars spaced 18- inches on center extending 20- inches into the footing and slab. The dowels should be placed mid - height in the slab. Alternate the dowels each way for all interior strip LL footings. P 4. After the continuous strip footings are dug and cleaned, place the reinforcin steel and dowels, and pour the footings. g 5 Foundations where the surface ofthe ground slopes more than 1 - hori unit vertical in 10 -units stepped zontal (10% slope), shall be level or shall be so that both top and bottom of such foundation are level. Individual steps in continuous footings shall not exceed 18- inches in height and the slope of a series 2-units f such steps shall not exceed 1 -unit vertical to structural drawing ts horizontal (50 %) unless otherwise specified. The steps shall be detailed on the s. The local effects due to the discontinuity of the steps shall also considered in the design of foundations as appropriate and applicable. be 6. Open or backf led trenches parallel with a footing shall not be below a plane having a downward slope of 1 unit vertical to 2 units horizontal (50 %) from a line the bottom edge of the footing, 9- inches above footing. and not closer than 18- inches from the face of such 7. Where pipes cross under footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls and sleeve around the pipe. clearances shall provide for possible footing settlement, but not less than 1 -inch all Interior Slab —SOM rade: All utility trenches under slabs in expansive soils should be backfilled with sand (S.E. 30 or greatarl Trenches e 12- inch, or Hare in depth shad be comp actcd by lllelllailll4l Grading Plan Review and Update Compaction Report Lots ildflower Estates, Encinitas J Page 6 1, 2009 means to a minimum of 90% specified of the maximum dry density of the sand, unless otherwise . No jetting or flooding of the backfill is allowed Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. 2. The required moisture content of the slab subgrade soils is 3% to 5% over the optimum moisture content at a depth of 24- inches below slab subgrade. This office is to be notified to schedule moisture testing of the slab subgrade prior to placement of the 3/8 inch rock. If the moisture testing indicates that the proper moisture is present, place 4- inches of 3/8 -inch rock on top of the slab subgrade. 3. If the moisture testing indicates that the required moisture content is too low, place the 4- inches of 3/8 -inch rock on top of the slab subgrade, flood with water to the top of the 3/8 -inch rock, and allow the slab subgrade to soak until moisture testing indicates that the required moisture content is present. 4• When the required moisture content has been achieved, place a well performing moisture barrier /vapor retardant (15 -mil or greater) over the 3/8 -inch rock, and place 2- inches of clean sand (SE 30 or greater) on top of the vapor retardant. Joints in the moisture /vapor retardant should be overlapped a minimum of 12- inches. The project architect should review the moisture requirements of the proposed flooring system and incorporate an appropriate level of moisture protection as part of the flo r covering design. or NOTE: IF SUFFICIENT MOISTURE IS PRESENT, FLOODING WILL NOT BE REQUIRED. THE DOWELS MAY BE DELETED, AND THE FOOTINGS AND SLAB MAY BE POURED MONOLITHICALLY. Interior Slab Reinforcin : 1. Use #4 reinforcing bars spaced 18- inches on center each way placed two inches below the top of the slab. All slabs should be a minimum of 5- inches in thickness. 2. Provide re- entrant (±2700 corners) reinforcement for all interior slabs as generally on the enclosed "Isolation Joints and Re- Entrant Corner Reinforcement " detail. shown R entrant corners will depend on slab geometry and/or interior column locations. 3. Provide "soft -cut" contraction/control joints consisting of sawcuts spaced 10 feet on center maximum each way for all interior slabs. Cut as soon as the slab will support weight of the saw, and operate without disturbin the 10 2 =hours after �� --;�� L g the final finish, which is normally iuiul wu�ii at each COiitiGI �vilit location, Or when the compressive Grading Plan Review and Update Compaction Report Lot #8 Wildflower Estates Encinitas Page 7 Janua 12, 2009 strength reaches 150 to 800 psi. The "soft -cut" must be a minimum of 1 -inch in depth and must not exceed P/4-inch in depth or the reinforcing may be damaged Anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipment across cuts for at least 24 hours. C. Post- Tensioned /Structural Slab -on Ground Foundations Post - tensioned or structural slab -on- ground foundations consistent with the an clay to silty clay expansive bearing soils may also be considered. Post- tensioned or struct y slab -on- ground foundation design should be completed by the project structural engineer or design build contractor. The following recommendations are appropriate: 1. The foundation design should consider slabs with stiffening beams (ribbed foundation). In the case of uniform slab thickness foundation, the design ) of the design procedure for ribbed foundation. The full or shall ribbed foundation is then converted to an equivalent uniform thickness foundation. In this case, however, Perimeter edge beams shall be required as specified in the following sections. 2. All designs shall conform to the latest addition of the California Building Code (CBC specifications of the Post - tensioning Institute (PTI), local standards, and the specifications given in this report. 3. Foundation bearing soils should be inspected and tested as necessary prior to trenching and actual construction by the project geotechnical engineer. The required foundation bearing soils in -place densities and specified moisture contents should be confirmed prior to the foundation pour. p 4. A minimum of 4 inches of clean sand (SE greater than 30) should be placed over the approved slab subgrade soils. A 10 -mil plastic moisture in the sand. barrier shall be Placed mid-height 5. At the completion of ground and subgrade preparations as specified an d approv of the al project soil engineer, the post - tensioned or structural slab -on- ground foundations should be constructed as detailed on the structural/construction drawings. 6. Based on our experience on similar projects, available laborato test test results the following soil design parameters �' ing and analysis of are appropriate: * Design predominant clay mineral type • . * Design percent of clay in soil Montmorillonite. * De.s;g�, oflo + LWe 60 %. 30. Grading Plan Review and Update Compaction Report Lot #8, Wildflower Estates Encinitas J Page 8 12, 2009 * Design depth to constant soil suction ....... . * Design constant soil suction 7 feet. * Design velocity of moisture flow Pf 3.6. * Design edge moisture variation distance for edge lift em ... ' ' ' • 0.70 .... 3.0oeet. * Design edge moisture variation distance for center lift (e)) . 3.0 feet. Design differential swell occurring at the perimeter of slab 6.0 feet. - for edge lift condition (Yin) . 1.095 inches. Design differential swell occurring at the perimeter of slab for center a condition (Yin) * Design soil subgrade modulus (k) . . ' • . ' ' ' ' • 5.677 inches. * Design net allowable bearing pressure for Post - tensioned 100 pci. Notes: or structural slab -on- ground foundations ....................... 1000 psf. The net allowable foundation pressure provided herein applies to dead plus live loads and ma be increased by one -third for wind and seismic loading. y 1. Provide a minimum of 15 inches wide by 24 inches deep edge beam should enclose the entire building circumference and reinforced wi eat l 145 h east continuous bar near the bottom. necessary. Provide adequate interior stiffening ribs as 2. Post - tension slab should be a - minimum of 5 inches thick. Use minimum fl, = 3000 psi concrete. We recommend to consider pre - tensioning in order to preclude early concrete shrinkage cracking. D. Ca yin Alternative 1. As an alternative, the planned construction site may be capped with good qualit ve low to low expansive granular sandy import soils. Import sandy bearin y ry soils will allow for the use of more conventional foundations and slab g and subgrade case, the upper 3 feet of the building envelope plus 10 feet outside the perimeter, should be capped with good quality sandy import soils. There should be a nunimum of 12 inches of import soils beneath the deepest footing. Granular sandy considered for all project retaining wall and trench backft. import soils should also be 2. The import soils, if required to completed site grading or used to cap the building d areas, should be non - corrosive very low to low ex pans sand g p 100% passing the %2 -inch sieve, more than 50% Pas #4 sign ul t so s (S SW' Grading Plan Review and Update Compaction Report Lot #8, Wildflower Estates, Encinitas J Page 9 12, 2009 Passing #200 sieve with expansion index less than 51 approved by the project geotechnical consultant prior othetdeliveryto as necessary the site. and 3. In the event only the building envelope plus 10 feet is capped with sandy import soils within the upper 3 feet, a subsurface drainage system consisting ofa by 2 feet wide trench with 4 -inch diameter perforated pipe (SDR 3 5) surrounded with 3 4P inch crushed rocks and wrapped in filter fabric (Mirafi 140 N) installed below the capping soils will be required as directed in the field. Schematic details of a typical subsurface drainage system is shown on the enclosed Plate 3. E. Soil Design Parameters The following soil design parameters are based upon the on site soils used during the grad in of the building pad: g 1. Use a friction angle of 19 degrees. 2. Use a wet density of 123.0 pcf. 3. Use a coefficient of friction of 0.22 for concrete on compacted soils. 4. Use an active pressure of 62 pcf equivalent fluid pressure for cantilever, unrestrained walls with level backfill surface. 5. Use an active pressure ofxx pcfequivalent fluid pressure for cantilever unrestraine with a 2:1 (horizontal to vertical) backfill. d walls 6. Use an at rest pressure of 82 pcf equivalent fluid pressure for restrained walls. 7. Use a passive resistance of 239 pcf equivalent fluid pressure for level surface condition at the toe. to n w.. 8. Use an allowable foundation pressure of 1,500 psf for minimum 15 -inch wide deep footings. y 30-inch b -i h - 9. Use an allowable lateral bearing pressure of 100 psf per foot for all structures except retaining walls. pt Notes: 1. Use a Minimmin sa fi-e f6 , +., ..y u� wr of i.5 for wau V VGl'"`Ur"'lin' and Su' din stability. large movements must take place before P Because maximum Passive resistance can be developed, Grading Plan Review and Update Compaction Report Lot #8 Wildflower Estates Encinitas 7 vauu Page 10 l2, 2009 a safety factor of 2.0 may be considered if sensitive structures or improvements are Planned near or adjacent to the top of the wall. 2• When combining passive and frictional resistance, the passive component should be reduced by one - third. 3. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 15- inches and a minimum depth of 30- inchelow the lowest adjacent ground surface. This value may be increased 20% for each additional foot of s be depth, and 10% for each additional foot of width to a The allowable soil bearing pressure provided herein is fomaximum ad plus live o loads and ma be increased by one -third for wind and seismic loading. y 4. The lateral bearing earth pressures may be increased by the m amount of the designated value for each additional foot of depth to a maximu of 1,500 p nated ounds per square P q foot. 5. These values are for the tested on site soils only. Additional testing nd recommendations will be required for any new or import soils that are not tested and approved. F. Sw� —_ink pool Construction 1. A future swimming pool is considered for slope. construction near the top of the descending fill The swimming pool is expected to be supported upon high expansive fill deposits. The pool may be designed and constructed for high expansive than 13 1) and based on lateral earth pressures provided abov less e. soils (expansion index 2. The proposed pool should also be designed as a "self - lateral support from adjacent soils) co contained rigid tank" structure mmonly refereed to as "free floating" construction and should also be designed to withstand differential settlements on the order of 1 -inch for the length and % -inch for the width of the pool. Pool side ws or deepened/thickened shell edges shall also be extended to sufficient depths to rovide a minimum horizontal distance of 12 -feet from bottom outside edge to daylight (slope face). ( p 3. The pool structure should be provided with a grade beam reinforced with minimum two #5 reinfminimum ing bas top ddbob om0 ch deep top of the swimming pool /spa concrete shell. Surrounding concrete flat works should also be provided with minimum g -inch wide by 12 -inch deep thickened edges reinforced with minimum one 44 reinforcing bar placed near the bottom. Pool / spa shell Grading Plan Review and Update Compaction Report Lot # Estates, Encinitas Iff Page 11 L2, 2009 reinforcements and thickness per structural details. Pool / spa utility connections should be of flexible type and be leak- proof. G. Seismic Ground Motion Values For design purposes, site specific seismic ground motion values were determined in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic environment and our experience with similar earth deposits in the vicinity ofthe project site, and may be utilized for project design work. al r'a >N`t SMs SMl Ds D SDI 1.114 0.415 1.054 1.585 1.175 0.657 0.783 0.438 Accordin to Cha ter 16, Section 1613 of the 2007 California Building Code. Eznlanation: • Ss: Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. • S 1: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. • Fa: Site coefficient for ma • pped spectral response acceleration at short periods. Fv: Site coefficient for mapped spectral response acceleration at 1- second period. • SMs: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMS = FaSs). to • SMl : The MCE, 5% damped, spectral response acceleration at a period of 1- second ad just for site class effects (SM1 = FvS1). 1 ed • SDs: Design, 5% damped, spectral response acceleration parameter at short Periods (S Ds 2 /3SMS). P (Ds • SDI: Design, 5% damped, spectral response acceleration parameter at a period of 1 -sec (SDI = 2 /3SMl ). and Liquefaction and seismically induced settlements will not be factors in the development the proposed structures and improvements. of H. Site -S ecific Ground Motion Accelerations The probabilistic maximum considered earthquake determined as the spectral response acceleions Cepresentedresponse y a 5 percent tions were acceleration response spectrum having a 2 percent probability of exc edance within a 50-ear period. The results obtained from the Spectral Response Acceleration S y ( a(g)) versus time Grading Plan Review and Update Compaction Report Lot #8, Wildflower Estates, Encinitas J Page 12 12, 2009 Mseo) curve estimated a site - specific ground motion hazard of 1.114g for short (0.2 seconds Periods and 0.415g for a 1 second period. ) I. Site Corrosion Assessment and Sulfate Ez osure Site Corrosion: 1. if site considered e to if one o be corrosive to foundation elements, walls and drainage structures r more of the be conditions exists. • pH is less than 5.5. • Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weit). • Chloride concentration is greater than or equal to 500 PPM (0 gh.05% by weight). 2. For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm -cm indicates the presence ofhigh quantities of soluble salts and a higher propensity for corrosion. 3. Laboratory test result indicate that the minimum resistivity is less than 1000 ohm -c suggesting the presence of high quantities of soluble salts. m Test Results Minimum Sulfate Chloride Location Resistivih % B` o Ohm -Cm /o B �. �H Wei t Wei t Near Finish Grade Comments 140 6.0 0.110 0.086 Over Threshold For Chloride 4. As indicated above, test results show that the chloride concentration is greater than PPM (0.05% by weight), the pH is greater than 5.5, and sulfate concentration is less than 2000 ppm (0.2% by weight). 5. Based on the results of the available corrosion analyses, Lot #8 is considered corrosive. Corrosion mitigation should be implemented and incorporated into the design of new structures and associated concrete improvements. A corrosion engineer may be consulted in this regard. It is recommended, that Portland cement Type V y = 4,500 psi, maximum water cement ratio = 0.45) and steel reinforcement cover f c than 3- inches as determined and specified by the project corrosion /structural engineer, may be considered for all structures and concrete improvements= al Grading Plan Review and Update Compaction Report Lot #8, Wildflower Estates, Encinitas J Page 13 12, 2009 6. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Sulfate Exposure: 1. Based upon the result of the sulfate test, the amount of water soluble sulfate (SOa) was found to be 0.110 percent by weight which is considered near the threshold ofmoderate (0.10 -0.20) according to ACI 318, Table 4.3.1. However due to the high chloride content, Portland cement Type V, minimum f c — 4,500 psi, maximum water cement ratio = 0.45 should be used as recommended above. The project site is not located within 1000 -feet of salt or brackish water. I. NvInLy and Concrete Im rovements Not Within The Public or Private Street Riuht of Way 1. Exterior Flatwork Adjacent to Buildings: a) Walkways, patios, etc. must be a minimum of 4- inches in thickness reinforced with 43 reinforcing bars spaced 18- inches on center each way, carefully placed 1 %2- inches below the top of the slab. Use 6- inches clean sand beneath these slabs. The sand should be placed over 6- inches subgrade compacted to a minimum of 90% of ASTM 1557. Provide "tool joint" or "soft cut" contraction/control joints spaced 10 -feet on center (not to exceed 12 -feet maximum) each way within 24 -hours of concrete reinforcements should extend through the construction (cold) joints. pow' Slab In construction practices where the reinforcement is cut at the construction joints, slab panels should be tied with minimum 18 -inch long #3 dowels (dowel baskets) at 18- inches on center maximum, placed mid - height in the slab (9- inches on either side of the joint). The slabs should also be tied to the adjacent curbs where they occur, with #3 dowels at 18- inches on center. The construction procedures for tool joint or soft cut contraction/control joints are described above in Item #3 Interior Slab Reinforcing. b) Exterior slabs supported on PP potentially expansive soils may be subject to movements ?cne_r_i_al)v 4n the event as --. - -e moisture +�., +� Y �� iuua ilivisture cvii�t n+Ls are nol uiulU'—,Tu' 1llt1.inLaii -ie uuriilg Grading Plan Review and Update Compaction Report Lot #8, Wildflower Estates Encinitas Page 14 12, 2009 the post construction periods. In order to enhance performance of exterior flatwork supported on expansive soils, it is recommended that a minimum of an 8 -inch wide by 12 -inch deep "thickened" slab edge, reinforced with a minimum of one #4 reinforcing bar placed near the bottom, be placed along the slab free edges c) Exterior slabs placed against the perimeter footings should be doweled to the footing using #3 reinforcing bars spaced 18- inches on center, extending 20- inches into the slab at mid- height, and into the footing to the elevation ofthe bottomreinforcing bar. d) The clayey soil should not be allowed to should be 3% to 5% above the optimum moisture content within the upper The the subgrade. PP 12-inches 2. Concrete driveways and parking areas should consist of 5 -inch thick concrete reinforced with #3 reinforcing bars spaced 16- inches on center each way placed 2- inches below the - top of the slab. The concrete should be placed over 6- inches subgrade compacted to a minimum of 90% of ASTM 1557. Use 560 -C -3250 concrete per current Standard Specifications for Public Works Construction (Green Book) standards. It is recommended that a minimum of an 8 -inch wide by 12 -inch deep "thickened" slab edge, reinforced with a minimum of one #4 reinforcing bar placed near the bottom, be Placed along the slab free edges. Provide "tool joint" or "soft cut" contraction/control joints spaced 10 -feet on center (not to exceed 12 -feet maximum) each way within 24 -hours of concrete pour. The construction procedures for tool joint or soft cut contraction/control joints are described in above in Item #3 Interior Slab Reinforcing. Slab reinforcements should extend through the construction (cold) joints. g In construction practices where the reinforcement is cut at the construction joints, slab Panels should be tied with minimum 18 -inch long #3 dowels (dowel baskets) at 18- inches on center maximum, placed mid - height in the slab (9- inches on either side of the joint). The slabs should also be tied to the adjacent curbs where they occur, with #3 dowels at 18- inches on center. Joints shall intersect free -edges at 90° angle and shall extend straight for a minimum of - 1 %2 -feet from the edge. The minimum angle between any two intersecting joints shall be 800. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab naneic Grading Plan Review and Update Compaction Report Lot #S, Wildflower Estates, Encinitas t On" Page 15 l2, 2009 Provide adequate curing using approved methods rate = 200 sq. $. /gal.). (curing compound maximum coverage I Asphalt concrete (AC) driveways and parking areas should consist of 4- inches AC over 6- inches Caltrans Class 2 aggregate base compacted to a minimum of 95% over 6- inches subgrade compacted to a minimum of 90% of ASTM 1557. 4. Sub and basegrade soils should not be allowed to dry out or become Placement ofconcrete or asphalt saturated prior to . Subgrade and basegrade soils shall be tested for proper moisture and compaction levels just prior to placement of the improvements. 5. Proper drainage must be maintained at all times so that no water from any source is allowed to infiltrate the sub or basegrade soils, or deterioration of the improvements may occur. I GeotechnicalObservation /Documentation This office is to be notified no later than 2 operations begin to schedule appropriate esting and /ora observation/documentation: on /d cumenta on 1. Foundations and Utility Trenches Beneath Building Slabs: If required by the governing agency, this office should be notified to document or test the following prior to foundation concrete pours: a) Observe the plumbing trenches beneath slabs after the pipes are laid and prior to backfi ing. b) Test the plumbing trenches beneath slabs for minimum compaction requirements prior to sand and moisture barrier placement. C) Observe the bottom of the footing trenches for proper embedment into fi compacted or formational soils, and Observe fo rm r placement of reinforcing steel. prior to F r oper footmg width d) Document the footing reinforcement size and placement. Document the slabs for Proper thickness, reinforcing placement and size, document the sand thickness and moisture barrier placement and thickness, after the initial footing embedment and width documentation, and prior to concrete pour. Grading Plan Review and Update Compaction Report Lot #8 Wildflower Estates Encinitas T _M" 2. Grading - Improvements - Utility Trenches, Etc. Page 16 l2, 2009 a) Fill placed under any conditions 12- inches or more in depth, to include: • Building pads. • Street improvements, sidewalks, curbs and gutters. • Utility trench backfills. • Retaining wall backfills. • The spreading or placement of soil obtained from any excavation (spoils from footings, underground utilities, swimming pools, etc.). b) Observation and testing of subgrade and basegrade beneath driveways, patios, sidewalks, etc., prior to placement of pavement or concrete. c) Moisture testing. d) Any operation not included herein which requires our testing, observation, or documentation for submittal to the appropriate agencies. K. Setbacks 1. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 -feet or one-third of the slope height, whichever is greater (need not exceed 40 -feet footing and face of slope. Reinforcement for deepened f footings should be owe ed by the project structural engineer and detailed on the approved foundation plans. provided by 2. This requirement applies to all improvements an d structures includin fences Pools, spas, etc. Concrete and AC Improvements should be provided with a thickened edge to satisfy this requirement. L. slopes 1 • All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. 2• Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of nroinnoPrl Be r - - ___a__ and/or hPaw raunfall should be .viii tut, t, U Grading Plan Review and Update Compaction Report Lot # Estates, Encinitas v Page 17 12, 2009 along the top edges of all fill slopes. In no case should water be allowed to pond or flow over slopes. 3. Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes prior to the project being completed. M. Drainage The owner /developer is responsible to insure adequate measures are taken to finish grade the building pad after the structures and other improve ments are o place y properl l that the drainage waters from the improved site and adjacent properties are directed away from proposed structures in accordance with the designed drainage patterns shown on the approved plans. 2. A minimum of 2% gradient should be maintained away from all foundations. Roof gutters and downspouts should be installed on the building, all discharge from downspouts should be led away from the foundations and slab to a suitable location. Installation of area drains in the yards should also be considered. 3. Planter areas adjacent to foundations should be provided with damp /water proofing, using an impermeable liner against the footings, and a subdrainage system within the planter area. 4. It should be noted that shallow groundwater conditions may still develop in areas where no such conditions existed prior to site development. This can be contributed to by substantial increases of surface water infiltration resulting from landscape irrigation which was not present before the development of the site is almost impossible to absolutely prevent the possibility of shallow groundwater on the entire site. Therefore, we recommend that shallow groundwater conditions be remedied if and when they develop. 5. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in t affect structural performance. urn VI GENERAL RECOMMENDATIONS A. The minimum steel reinforcement provided herein is based on soil characteristics only, is not intended to be in I1e77 Of reinforcement ne --",! �,.�, for +,v,,,r,,,.,,1 •,�,�r VVJJ{.tl Jll uct �....... •� 111 CLl co11s1UG1 anions. Grading Plan Review and Update Compaction Report Lot #8, Wildflower Estates, Encinitas J Page 18 12, 2009 B. The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the Propagation recommendations are believed to be reasonable and in keeping with the local standards These of construction practice. Special attention should be given to any "re- entrant" corners ( ±270 degree corners) and curing practices during and after concrete pour in order to further minimize shrinkage cracks. C. It should be noted that the characteristics of as- compacted fill may change due to post- construction changes from cycles of drying and wetting, water in applied loads, environmental changes, etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. D. The property owners) should be aware of the development ofcracks in all concrete surfaces such as floor slabs and exterior stucco associated with normal concrete shrinkage during the curing process. The features depend chiefly upon the condition of concrete and weather conditions at the tome of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at windows /door corners, and floor surface cracks UP to Ms -inch wide in 20 lineal feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). E The amount of shrinkage related cracks that occur in concrete slab -on- grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimised b reducing the amount of water in the mix. To keep shrinkage to a minim Y should be considered: �, the following 1. Use the stiffest mix that can be handled and consolidated satisfactorily. Y 2. Use the largest maximum size of aggregate that is practical, for example concrete made With 3/8-inch maximum size aggregate usually requires about 40- pounds (nearly 5 gallons more water per cubic yard than concrete with 1 -inch aggregate. ) 3. Cure the concrete as long as practical. F. The amount of slab reinforcement provided for conventional slab -on -grade constructio considers that good quality concrete n materials, proportioning, craftsmanshi , and control tests where ?rlrlrnnriata and an„l;ra},lP are Provided. p ra v�v auvu. Grading Plan Review and Update Compaction Report Lot # Estates, Encinitas Page 19 l2, 2009 G. Where present, clayey deposits are subjected to continued swelling and shrinkage upon wetting and drying. Maintaining a uniform moisture during the post construction periods is essential in the future performance of the site structures and improvements. H. All retaining walls should be provided with a drain along the backside as generally shown on the enclosed "Retaining Wall Drain" detail. Specific drainage provisions behind retaining wall structures must be inspected by this office prior to backfilling the wall. All backfill soils must be compacted to a minimum of 90% of the corresponding maximum dry density, ASTM 1557. The planting of large trees behind any retaining wall will adversely affect their performance and should be avoided. Expansive soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface. 1. All underground utility trenches beneath interior and exterior slabs 12- inches or more in depth shall be compacted by mechanical means to a minimum of 90% of the maximum density of the soil, unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. compaction shall also of to the requirements of governing agencies and authorities, tand as applicable. Non -expansive, granular backfill soils should be used. No flooding or jetting of the backfill is allowed. VII. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically from December.l0, 2004 through August n 19, 2005, and from May 5, 2006 through June 2, 2006. Grading for Lot #8 was completed February 2005. The conclusions contained herein have been bas ed upon our observations an tested. d testin as noted. No representations are made as to the quality or extent of materials not observed and This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure t the project general contractor and subcontractors c that construction. any out such recommendations during Grading Plan Review and Update Compaction Report Lot #8 Wildflower Estates Encinitas Page 20 January 12 2009 The project soil engineer should be provided the Opportunity design plans and specifications in order to ensure that recommendations Provided in this is report port are properly interpreted and implemented. The project soils engineer should also be provided the opportunity to field verify the foundations prior to placing concrete. If the project soil engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. ty This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES A MADE, PAD BUILDING LOCATION, ELEVATIONS, ETC., PRIOR TO CONSTRUCTION/GRADING, ION /GRADING THIS REPORT WILL BECOME INVALID AND FURTHER ENG RECOMMENDATIONS WILL BECOME NECESSARY. INEERING AND If you have any questions or need clarification, Reference to our Job #09 -112 -F will help to expedite our response to your in q tuiries convenience. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. J< i j!G $Slpi r � M. V GE #863 S. ehdi S. Sh QD #46174 w g' e v x U) No. 46174 RMV /SMSS /m r Exp.12.3110 p Attachment: "As- Graded Compaction Report" dated July 25, 2006 Distribution: Addressee: (2) Mr. Bob Sukup, The Sea Bright Company (4) mprlmy fileslgrading department projects109- 112 -17 sea bright- parillo lot #8 wildflower estateslgrading plan review & as- graded update report Waterproofing Perforated drain pipe RETAINING WALL DRAIN DETAIL Typical - no scale drains e Granular, non-expansive bockfill. Compacted. V Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) 1. Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact back-fill to minimum 90% of I aboratory standard. 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. drain system as outlined below. Use drainage openings along base of wall or back 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable out et at minimum 1 %. Provide' /." - 1' /z" crushed gravel filter wra wrap if Caltrans Class 2 permeable material is used. CompactC a s 2 material to minimumN90 %o of laboratory standard. fabric 4. Seal back of wall with waterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. * Use 11/2 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. V INJE & MIDDLt 1 " Viv ENGINEERING, INC. PLATE #2 (a) RE- ENTRANT CC REINFORCEMENI NO. 4 BARS PL BELOW TOP OF Typical - no scale (b) ISOLATION JOINTS CONTRACTION JOINTS (c) -ENTRANT 'NER CRACK NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). shaped as shown in (b), 2. In order to control cracking at the re- entrant corners ( ±270° corners), provide rein 3. Re- entrant corner reinforcement shown herein is provided as a general guideline forcemeat as shown in (c). and changes by the project architect and /or structural engineer based upon slab geometry, 9 ellne only and is subject to verification engineering and construction factors. 9 try, location, and other PLATE #3 TYPICAL CANYON SUBDRAIN DETAILS finish grade (no scale) per recc : = Ben firm bedrock "Backhoe Trench" Option 12" min.' 6" min JI crushed rock, 3/4" to 1 }" size or "Class II permeable material" non -woven Geotextile Marifi 140N or equivalent* alternate design "V Trench" Option DETAIL OF CANYON SUBDRAIN TERMINUS finish grade 10"± subdrain trench ,(see above) _D i• 11 _ �. ..- .D 15' min. ''1 5' perforated pipe min. 611 -10" diameter with non - perforated pipe perforations downward 6" -10" diameter NOTE: Subdrain to be installed in competent material as evaluated by the field Non— perforated Pipe be installed regiontlVe. recommended b 1 e to alled in regions y the field representative. original ground surface SPECIFICATIONS FOR CALTRANS CLASS II PERMEABLE MATERIAL U.S. Standard Sieve Size % passing 1" 100 3/4" 90 -100 3" /8 40 -100 No. 4 25 -40 No. 8 18 -33 No. 30 5 -15 No. 50 0 -7 No. 200 0 -3 Sand Equivalent 75 *If Caltrans Class II permeable material is used in place of 3/4 1} gravel, fabric filter may be deleted. * *SUBDRAIN TYPE - Subdrain type should be Acrylonitrile Butadiene Stryene (A.B.S.), Polyvinyl Chloride (PVC) or approved equiva- lent. Class 125, SDR 32.5 should be used for maximum fill depths of 35 feet. Class 200, SDR 21 should be used for maximum fill depths of 100 feet. PLATE #4 APPENDIX "A" Job #04 -502 -F July 25, 2006 Mr. Al Mayo j 007 Emerald Bay Laguna. Beach, California 92651 AS- GRADED COMPACTIONREPORT AND FOUNDATION RECOMM PROPOSED 5 -LOT SUBDIVISION, LOTS #4 THROUGH #8, CITY OF ENCIN FOR DRAWING #1412 -G, TRACT #00 -186 , INITAS In accordance with the Grading Ordinance for the City of Encinitas, this as-graded has been prepared for the above referenced project. We have completed engineering observation report testing services in conjunction with the grading operations. This re ort s g results tion and tests and observations of the compacted fill. The compacted fill in the subject lots was P summarize the results ofour periodically from December 10, 2004 through August 19, 2005, and from May 5, 2006 lot was 2, 2006. Actual dates are shown on the enclosed compaction test result sheets. ugh June I. REFERENCES The following listed grading plan and document /documents was /were used by this office this project: as part of A. Grading Plans prepared by San Dieguito Engineering, Inc. B. "Preliminary Geotechnical Investigation, Proposed 5 -Lot Residential Development" prepared by this office, dated April 23, 2004. report, II. GEOLOGY The project site is underlain by transitional metasedimentary to metavolcanic rock t unique to the area. Exposed cut embankments exposed weak claystone units that es which are the southern margin of the property, and harder more blocky volcanic rock types t predominated in the section closer to Wildflower Valley Drive. Geologic structure was rock t generally not YP t characterized weaker claystone units, and consisted ofdiscontinuous joint patterns in the more competent rocks. Consequently, and stability at the project site was not ' apparent within impacted b p nt volcanic y geologic structure. As- Graded Compaction Report, Lots #4 Through 48 Wildflower Estates, Encinitas Drawin #1412 -F, Tract #00 -186 Page 2 July 25, 2006 However, highly weathered and weak claystone units characterized by low shear strength were identified in project cut slopes, and recommended for support. The impacted areas were limited to ascending embankments along the rear ofLots #6 and #7, which were constructed as stabilization fills in accordance with the recommendations provided in the referenced "Preliminary" report The stabilization fills consisted of locally derived soils compacted to a minimum of 90 °/ corresponding laboratory maximum density value in a minimum fill width of 15 -feet. 'Fhe fills welre keyed into competent bedrock a minimum depth of 3 -feet below finish pad grade, and were provided with a pipe and gravel backdrain as recommended and shown on the enclosed plan. Remaining cut embankments at the project are smaller slopes that exposed competent metavolcanic rocks expected to perform well in the 2:1 or less steep graded configuration. Landslides or other forms of slope instability are not indicated at the project site. III. GRADING INFORMATION /GROUND PREPARATION Prior to grading operations, the site within the limits of the grading operations for the construction of building pads was cleared of vegetation. All questionable loose and compressible soils were also removed from the areas receiving fill. Adequate keys or benches were constructed a minimum of 2- feet into firm, undisturbed natural ground or formational soils prior to fill placement. The cut portion ofthe pad/house area plus a 10 -foot perimeter was undercut a minimum of replaced as a structural fill, decreasing the potential for concrete cracking of the foundations ons alond the daylight (cut /fill) line. g Site preparation and grading were conducted in substantial conformance with Appendix Chapter 3 latest edition of the California Building Code, the Grading Ordinance for the City of Encinitas, J� - our above listed preliminary geotechnical report. All inspections and testing were conducted � and the observation of this office. In our opinion, all embankments and excavations nder constructed in substantial conformance with the provided grading ce were for their intended use. g g plan and are acceptable I'. FILL PLACEMENT Fill was placed in 6 to 8 -inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method D -1556 sand cone method as fills were placed. The moisture determined content for each density sample was also de the approximate locations of the field density tests are shown on the attached drawing. . The The locations of the tests were placed to provide the best possible coverage. Areas of COII1UaCtlOn; as indicated by the field de??city te�t� :vA* A �,, _,, ,�,* * *�� + + +: t� low vivusILL Lv L11G QLLG11LIOn of U1C COI1tL-aCtOr. As- Graded Compaction Report, Lots #4 Through #8 'Wildflower Estates, Encinitas Drawin #1412 -F Tract #00 -186 page 3 July 259 2006 These areas were reworked by the contractor and retested. The test locations are summarized on the compaction test result table. Elevations and locations of fieldd densi r t ults were determined by hand level and pacing/tape measure relative to field staking done b . The results of our field density tests and laboratory testin modi Y o thers compacted to at least 90% of the corresponding maximum cate that the fills at the site were dry density at the tested locations. - wilding pads should an undergo construction, remedial g Y prolonged seasonal wetting and drying periods prior to grading could be required depending on the site soil characteristics. Depths ofremoval and re- compact can best be determined just prior to construction b appropriate ulio ``�A ng' Y inspection V. APPROPRIATE LABORATORY TESTS A. Maximum Dry Density Optimum Moisture Tests: The optimum moisture contents ofthe different soil types used as compacted fill were determined and in accordance with ASTM Method D -1557. rmined B. Expansion Tests: Expansion tests were conducted per 2001 t Standard Pr on representative samples of the on site soils during the preliminary ti educe 18 -2 the project in order to determine the expansion potential and to providetae phase of foundation recommendations. As no new soils were encountered Burin the Operations, no additional testing was conducted. g e grading C. Direct Shear Tests: Direct shear tests were conducted on a representative on site soils during the Preliminary sample) of the the allowable bearing capacity d to providelretainin wall design Project in order to determine soils were encountered during the grading operations, no additional testin Parameters Cos no new D. Corrosion Testing: conducted. g: pH- Resistivity, sulfate, and chloride testing were determined in accordance with California. Test Method 643, 417, and 422 respectively on representative samples of the near finish grade soils on each individual lot in order to de e ntative corrosiveness of the soil. rmine the VI. RECOMMENDATIONS THIS REPORT SHOULD BE CONSIDERED AS A PART OF THE PROJECT FOUNDATION PLANS AND MUST BE PROVIDED TO TH PROJECT ARCHITECT /STRUCTURAL ENGINEER TO ENSURE THE FOLLOWING LAMS FOUNDATION RECOMMENDATIONS ARE INCLUDED IN THOSE PLANS** As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates, Encinitas Drawing #1412 -F, Tract #00 -186 Page 4 Ju 25, 2006 The following minimum foundation recommendations for hi than 13 1) bearing soils, classified using the "Unified Soil Class ifi expans atlon e (ExP oonUSCS 1 as CL /CH, with maximum indicated fill differential depth of 11 -foot s from our "Preliminary Soil and Geotechnical Investigation" report be adheremaximum d incorporated into the foundation plans. Foundation plans and details may be submitted to our office for review, to insure conformance with our recommendations. Please note ( * *) items for revised recommendations since the issuance of our referenced preliminary geotechnical report. A. Foundations Non- Monolithic/Two Pour S stem Conventional shallow foundations with stem walls and slab -on -grade floors, or slab -on- ground with turned -down footings. FootingC: 1. Continuous strip stem wall foundations and turned -down footings should have a minimum depth of 30- inches below the lowest adjacent ground surface not including the sand/gravel under the slab. footings must be 15 Continuous strip stem wall foundations and turned -down - inches wide for one and two story structures. Exterior continuous strip foundations or turned -down footing should enclose the entire building perimeter, to include the garage entryway. Exterior isolated spread pad footings are not allowed unless structurally tied to the perimeter foundations in both directions using tie beams. Spread pad footings should be at least 30- inches square and 18- inches deep, for one and two story structures. Tie beams should be at least 12- inches wide by 12- inches deep. 2. Continuous interior and exterior stem wall minimum should be p um offour #5 reinforcing bars. Place two bars 3- inches below the op of the t ma and two bars 3- inches above the bottom of the footing. T be reinforced with a g Turned-down footings should minimum of two #4 bars top and two #4 bars at the bottom. The tie beams should be reinforced with two #4 reinforcing bars top and bottom with #3 ties 24- inches on center. Reinforcement for "tied" isolated pad footings should be at by the project structural engineer. designed Conventional shallow foundations with stem walls and s lab-on- ground with turned -down footings. Fade floors, or slab -on- As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Drawin #1412 -F, Tract #00 -186 Page 5 'Jul 25 2006 Footings: ** 1. Continuous strip stem wall foundations and turned -down footings should have a minimum depth of 24- inches below the lowest adjacent ground the sand/gravel under the slab. Continuous strip stem wall f surface not including oundations and turned -down footings must be 15- inches wide for one and two story structures. Exterior continuous strip foundations or turned -down footing should enclose the entire building perimeter, to include the garage entryway. Exterior isolated spread pad footings are not allowed unless structurally tied to the perimeter foundations in both directions using tie beams. Spread pad footings should be at least 30- inches square ad 18- inches deep, for one and two story structures. Tie beams should be at least 12- inches wide by 12- inches deep n 2. Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #5 reinforcing bars. Place two bars 3- inches below the top of the stem, and two bars 3- inches above the bottom of the footing. Turned -down footings should be reinforced with a minimum oftwo #4 bars top and two #4 bars at the botto beams should be reinforced with two #4 reinforcing bars top and bottom with #3 t e by the project structural engineer. s at 24- inches on center. Reinforcement for "tied" isolated pad footings should be designed Recommendations Common to all Lots: 1. Dowel the slab to the continuous strip footings using #4 reinforcing bars spaced 18- inches on center extending 20- inches into the footing and slab. The dowels should be placed mid - height in the slab. Alternate the dowels each way for all interior or stri p 2. After the continuous strip footi dowels, and pour the footings. ngs are dug and cleaned, place the reinforcing steel and 3. Foundations where the surface of the ground slopes more than 1 -unit vertical in 10 -uni horizontal (10% slope), shall be level or shall be stepped so that both to is such foundation are level. Individual steps in continuous footings shall not exceed 18f inches in height and the slope of a series of such steps shall not exceed 1 -unit vertical 2 -units horizontal (50 %) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 4. Open or backfilled trenches parallel with a footing shall not be below a plane having a downward slope of 1 unit vertical to 2 units horizontal (50 %) from a line 9- inches above As- Graded Compaction Report, Lots #4 Through #8 idl: v er Estates Encinitas Drawin #1412 -F, Tract #00 -186 Page 6 Ju 25, 2006 the bottom edge of the footing, and not closer than 18- inches from the face of such footing. 5• Where pipes cross under footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls and sleeve �tround the pipe. clearances shall provide for possible footing settlement, but not less than 1 -inch all Interior Slab Sub rade: i • All utility trenches under slabs in expansive soils should be backfilled with sand (S.E. 30 or greater). Trenches 12- inches or more in depth shall be compacted by mechanical means to a minimum of 90% of the maximum of the specified. No jetting or flooding of the backfdl is allowed Care should sand, b eta otherwise crush the utilities or pipes during the compaction of the trench backfill, be taken not to 2. The required moisture content of the slab subgrade soils is 3% to 5% over the moisture content at a depth of 24- inches below slab subgrade. This is ptimum to be notified to schedule moisture testing of the slab subgrade prior to placement of the 3/8 inch rock. If the moisture testing indicates that the proper moisture is present, lace 4- inches of 3/a -inch rock on top of the slab subgrade. p 3. If the moisture testing indicates that the required moisture content is too to 4- inches of 3/a -inch rock on top of the slab subgrade, flood with water to the top place of the % -inch rock, and allow the slab subgrade to soak until moisture testing indicates that the required moisture content is present. e 4• When the required moisture content has been achieved, place a well performin barrier /vapor retardant (15 -mil or greater) over the 3 place /a -inch rock, and g moisture clean sand (SE 30 or greater) on top ofthe vapor retardant. Joints in the moisture /vas of retardant should be overlapped a minimum of 12- inches. por NOTE: IF SUFFICIENT MOISTURE IS PRESENT, FLOODING WILL NO T BE REQUIRED. THE DOWELS MAY BE DELETED, AND THE FOOTINGS SLAB MAY BE POURED MONOLITHICALLY, AND Interior Slab Reinforcin : 1. Use #4 reinforcing bars spaced 18- inches on center each way placed 1 %- inches b the top of the slab. All slabs should be a minimum of 5- inches in thickness. elow As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Drawin #1412 -F Tract #00 -186 Page 7 Ju 25, 2006 2. Provide re- entrant (-2700 corners) reinforcement for all interior slabs as generally shown on the enclosed "Isolation Joints and Re- Entrant Corner Reinforcement" detail. Re- entrant corners will depend on slab geometry and/or interior column locations. 3. Provide "soft -cut" contraction/control joints consisting of sawcuts spaced 10 feet on center maximum each way for all interior slabs. Cut as soon as the slab will support the weight of the saw, and operate without disturbing the final finish, which is normally within 2 -hours after final finish at each control joint location, or when the compressive and must not exceed 1 % -inch in depth or the reinforcing be damaf ed -inch t depth skid plates should be used and replaced with each bladegto avoid spalling and Anti-ravel . Avoid wheeled equipment across cuts for at least 24 hours. g lin Post- tensioned or structural slab -on- ground foundations consistent with the anticipated clay to silty clay expansive bearing soils may also be considered. Post - tensioned or structural slab -on- ground foundation design should be completed by the project structural en ineer or design/build contractor. The following recommendations are appropriate: g 1. The foundation design should consider slabs with stiffening beams (ribbed foundation). In the case of uniform slab thickness foundation, the design shall satisfy all requirements of the design procedure for ribbed foundation. The fully conformant ribbed foundation is then converted to an equivalent uniform thickness foundation. In this case, however perimeter edge beams shall be required as specified in the following sections. 2. All designs shall conform to the latest addition of the Uniform Building Code (UBC specifications of the Post - tensioning Institute (PTI), local standards, and th specifications given in this report. e 3. Foundation bearing soils should be inspected and tested as necessary prior to trenching and actual construction by the project geotechnical engineer. The required foundation bearing soils in -place densities and specified moisture contents should be confirmed prior to the foundation pour, p 4. A minimum of 4 inches of clean sand (SE greater than 30) should be placed over the approved slab subgrade soils. A 10 -mil plastic moisture barrier shall be placed mid- height in the sand. As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates, Encinitas Drawing #1412 -F Tract #00 -186 Page 8 ` Ju 25 2006 5. At the completion of ground and subgrade preparations as specified and approval of the project soil engineer, the post - tensioned or structural slab -on- ground foundations should be constructed as detailed on the structural/construction drawings. 6. Based on our experience on similar projects, available laboratory testing and analysis of the test results the following soil design parameters are appropriate: * Design predominant clay mineral type .... . * Design percent of clay in soil Montmorillonite. * Design effective plasticity index 60% * Design depth to constant soil suction 30. * Design constant soil suction 7 feet. * Design velocity of moisture flow Pf 3.6. * Design edge moisture variation distance for edge U (em) 0'70 inch/month. * Design edge moisture variation distance for center lift (em) ' . ' ' ' ' • . • 3.0 feet. . * Design differential swell occurring at the perimeter of slab . ' . . ' ' • • 6.0 feet. for edge lift condition (Ym) .............................. 1.095 inches. Design differential swell occurring at the perimeter of slab for center U condition (Ym) * Design soil subgrade modulus (k) • • • • .. 5.. 100 pci. inches. * Design net allowable bearing pressure for Post - tensioned Notes: or structural slab -on- ground foundations ... • - .................. 1000 psf. The net allowable foundation pressure provided herein applies to dead plus live loads and ma be increased by one -third for wind and seismic loading. y 1. Provide a minimum of 15 inches wide by 24 inches deep perimeter edge beam. Perimeter 1 - # edge beam should enclose the entire building circumference and reinforced with at least necessary. 5 continuous bar near the bottom. Provide adequate interior stiffening ribs as 2. Post - tension slab should be a concrete. We recommend to consider pre tensioning order to nurumum fl° = 3000 psi shrinkage cracking. preclude early concrete C. Site Corrosion Assessment 1. A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following i-ond;tinn_c exists: As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates, Encinitas D #1412 -F, Tract #00 -186 Page 9 July 25, 2006 * pH is less than 5.5. * Sulfate concentration is greater than or equal to 2000 * Chloride concentration is greater than or equal to 500 ppm (0.2% o by b y eight ppm (0.05 /o t weight). 2. For structural elements, the minimum resistivity of soil (or water ) indicates the relative quantity of soluble salts present in the soil (or water). In general, a ve value for soil (or water) less than 1000 ohm -cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. 3. Resistivity: Lots #4 through #8: Laboratory test results indicate that the minim resistivity is less than 1000 ohm -cm, suggesting the presence of hi um salts. gh quantities of soluble Test Results Minimum Sulfate Chloride Lot # �� % BY °!o By :`Ohm -Cm H Wei t Wei" t 4 Comments 364 6.4 0.045 0.025 Non Corrosive 5 280 6.1 0.082 0.042 Near the threshold for chloride 6 241 6.5 0.175 0.045 Near the threshold for sulfate and chloride 7 185 6.1 0.141 0.072 Over the threshold for chloride 8 140 6.0 0.110 0.086 Over the threshold for chloride 4. Based on the results of the corrosion analyses, Lots #5 through #8 are consided corrosive to near corrosive. Corrosion mitigation should be implemented and incorporated into the design of new structures and associated concrete improvements. A corrosion engineer may be consulted in this regard. It is recommended, that Portland cement Type V (minimum f'c = 49500 psi, rtland reinforcement cover greater than 3- inches as de ermined and spe i Ied by 4 the and steel corrosion/structural engineer, may be considered for all structures and concrete improvements. 5. Appropriate corrosion mitigation measures for corrosive conditions should be depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. ( de or 6. The project site is not located within 1000 -feet of salt or brackish water. As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Drawin #1412 -F, Tract #00 -186 July 25, 2006 In Way 1 • Exterior Flatwork Adjacent to Buildings: a) Walkways, patios, etc. must be a #3 reinforcing bars spaced 18- inch minimum er ea h waycarefully esslreinforced with below the top ofthe slab. Use 6- inches clean sand beneath these abs.cThe concrete should be placed over 6- inches subgrade, moisture conditioned 3% to 5% above the optimum moisture content, and compacted to a minimum of90% ofASTM 1557 -91. Provide "tool joint" or "soft cut' contraction/control joints spaced 10 feet on center (not to exceed 12 -feet maximum) each way within 24 -hours of concrete Pour. The construction procedures for sawcuts (if used) are described above in Item #3 Interior Slab Reinforcing. b) Exterior slabs supported on potentially expansive soils may be subject to movements especially in the event as -grade moisture contents are not uniformiymaintainedduring the post construction periods. In order to enhance performance of exterior d during k supported on expansive soils, it is recommended that a minimum of an 8 -inch wide by 12 -inch deep "thickened" slab edge, reinforced with a minimum of one #4 reinforcing bar placed near the bottom, be placed along the slab free edges. c) The clayey soil should not be allowed to dry before pouring the concrete. The soil should be 3% to 5% above the optimum moisture content within the upper 6- inche of the subgrade. s 2. Concrete driveways and parking areas should consist of 5 -inch thick concrete reinforced with #3 reinforcing bars spaced 16- inches on center each way placed 2- inches below the top of the slab. The concrete should be placed over 6- inches 6- inches subgrade compacted to a minimum of 90% ofASTM 1557 -91. Provide "tool joint' or "soft cut, contraction/control joints spaced 10 -feet on center (not to exceed 12 -feet maximum) each way within 24 -hours ofconcrete pour. The construction procedures for sawcuts (ifused are described in above in Item #3 Interior Slab Reinforcing. ) 3. Asphalt concrete (AC) driveways and parking areas should consist of 4- inches AC over 6- inches Caltrans Class 2 aggregate base compacted to a o subgrade compacted to a minimum of 90% of ASTM 1557-91. 15 minimum of 95 /o over 6- inches 4. Sub and basegrade soils should not be allowed to dry out or placement ofconcrete or asphalt. Subgrade and basegrade oilbecome hall be tested for proper moisture ,,,,,,,action 1- -i- p oper aiid :u., il,vvia ji.ist "riot to _�� . Y placenieiit 01 the improvements. As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates, Encinitas Drawin #1412 -F, Tract #00 -186 Page 11 July 25, 2006 5. Proper drainage must be maintained at all times so that no water from allowed to infiltrate the sub or basegrade soils, or deterioration ofthe improvemen source is occur. y 6. Exterior slabs placed against the perimeter footings should be doweled to the footing using #3 reinforcing bars spaced 18- inches on center, extending 20- inches into the slab at mid- height, and into the footing to the elevation ofthe bottom reinforcing bar. Provide a minimum of 8 -inch wide by 12 -inch deep thickened slab edge reinforced with a minimum of one #4 reinforcing bar placed near the bottom along the slab free ends. 7. Recommendations for a future swimming o have not been requested or made a part of this oreport Prior to their constru decking, office should be contacted to update conditions and provide additional recommendat on. E. Inspections L If required by the governing agency, this office should be notified to inspect or test t following prior to foundation concrete pours. he a) Inspect the plumbing trenches beneath slabs after the pipes are laid and prior to backfilling. p b) Test the plumbing trenches beneath slabs for minimum compaction requirements rio to sand and moisture barrier placement. p r C) Inspect the bottom ofthe footing trenches for proper embedment into firm compacted or formational soils, and inspect for proper footing width prior to placement of reinforcing steel. d) Inspect the footing reinforcement size and placement. thickness, reinforcing placement and Inspect the slabs for ro size, inspect the sand thickness and moisture barrier placement and thickness, after the initial footing embedment and width inspection, and prior to concrete pour. F . Soil Design Parameters The following soil design parameters are based upon the on site soils used in the construction of the building pads: ruction 1. Use a friction angle of 19 degrees. As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates, Encinitas Drawin #1412 -F, Tract #00 -186 Page 12 Ju 25, 2006 2. Use a wet density of 123.0 pcf. 3. Use a coefficient of friction of 0.22 for concrete on compacted soils. 4. Use an active pressure of 62 pcf equivalent fluid pressure for cantilever, unrestrained walls with level backfll surface. 5. Use an at rest pressure of 82 pcf equivalent fluid pressure for restrained walls. 6. Use a passive resistance of 239 pcf equivalent fluid pressure for level surface condition at the toe. ** 7. Use an allowable foundation pressure of 1,350 psf for minimum 15 -inch wide by 24- inch deep footings, and 1,500 for 15 -inch wide by 30 -inch deep footings embedded into compacted fill. 8 . Use an allowable lateral bearing pressure of 100 psf per foot for all structures except retaining walls. pt Notes: 1. Use a minimum safety factor of 1.5 for wall overturning large movements must take place before _ g and sliding stability. Because a safety factor of 2.0 may be considered i� p es structures oreimprovements developed, Planned near or adjacent to the top of the wall. are I When combining passive and frictional resistance, the passive component should b reduced by one - third. e 3. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 15- inches and a minimum depth of 24 and 30- inches below he lowest adjacent ground surface. This value may be increased 20% for each additional foot of depth, and 10% for each additional foot of width to a maximum of 4,500 sf if needed. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one -third for wind and seismic loading. 4. The lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 pounds per squar foot.. As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates, Encinitas Drawin #1412 -F, Tract #00 -186 Page 13 Ju 25 2006 5. These values are for the tested on site soils only. Additional test recommendations will be required for any new or import soils that are not and approved, tested G. General Recommendations 1. The minimum steel reinforcement provided herein is based on soil characteristi and is not intended to be in lieu ofreinforcement necessary for structural considerations. 2. Recommendations for a swimming pool/spa are not within the scope of this re swimming pool/spa and associated structures are to contacted in order to provide be constructed, this office shout If a site specific recommendations prior to beginning be excavations. ginning any 3. All retaining walls should be provided with a drain along the backside as generally on the enclosed "Retaining Wall Drain" detail. Specific drainage provisions behind g ally shown retaining wail structures must be inspected by this office density, ASTM 1557 -91. fice prior to backfillin g he the wall. All backfill soils must be compacted to a corresponding maximum d minimum of 90% of the 4. All underground utility trenches beneath interior and exterior slabs 12- inches o depth shall be compacted by mechanical means to a o r more in the dry density of the soil, unless otherwise specified. Care should minimum be taken of to crush utilities or pipes during the compaction of the trench back fill. No floodin rush the the backfill is allowed. g or jetting of 5. The planting of large trees behind any retaining wall will adversely Performance and should be avoided. Y affect their H. Seismic Coefficients The following site specific seismic ar determined in accordance with the latest t edition the of th vCaliforra ed project were requirements. The following parameters are consient with the indicated Bro ding Code environment st and may be utilized for project design work. P J ct seismic Site Soil Seismic Seismic Profile Seismic Zone Seismic Response Coefficients Type Zone Source Factor Type Na Nv Ca SD 4 CV Ts TO 0.4 B 1.0 1.0 0.44 0.64 kccording to Cha ter 16, Division IV and V, latest edition of the California Building 0.116 gCode As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Drawin #1412 -F Tract #00 -186 Page 14 July 25, 2006 Liquefaction and seismically induced settlements will not be factors in the development the proposed structures and improvements. of I. Sete 1. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 -feet or one -third ofthe slope ffi t whichever is greater (need not exceed 40 -feet between p height, footing and face of slope. Reinforcement ford p um) should bottom edge ofthe the project structural engineer and detailed on the approved foundation plans. provided by 2. The outer edge of all slopes experience "down slope creep ", which ma distress to structures. If any structures including s buildings Y cause swimming pools, spas etc, are placed within the setback, , FURTHER, RECOMMENDATIONS WILL BE REQUMED. The minimum steel reinforcement provided herein is based on soil characteristics onl y' and is not intended to be in lieu of reinforcement necessary for structural considerations. Expansive soils can cause structural damage to foundations, interior and exterior slabs walls. The economically feasible Only that can be taken and recommended here' and Y minimize the potential of volumetric changes due to changes in moisture co .n will ntent. The concrete reinforcement recommendations provided herein should not be cons' preclude the development of shrinkage related cracks, etc.; rather, these recommendations to intended to minimize this potential. If shrinkage cracks do develop, as is expected ° are concrete, reinforcements tend to limit the propagation of these features These recommendations are believed to be reasonable and in keeping with the local standards construction practice. Special attention should be given to any "re- entrant" corners f2 of degree corners) and curing practices during and after concrete pour in order to furthe ( 70 shrinkage cracks. r minimize J. Slopes 1 • All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering ofslopes should be avoided. Slopes left un 1ant d will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. th 2• Water should not be allowed to flow over the slopes in an uncontrolled manner landscaping is fi�Ly estabhshed, p last., sheeting should be key aCeS5lo.e IO roteCUntll should i... i_..�. _ „ protect the As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Dl'awin #1412 -F Tract #00 -186 page 15 July 25 2006 slopes from periods of prolonged and/or heavy rainfall. Berms should be constructed along the top edges of all fill slopes. In no case should water be allowed to pond or flow over slopes. 3. Brow ditches should be constructed along the top of all cut slopes sufficient to runoff away from the building site and adjacent fill slopes prior to the project being completed. g K. Drainage ina e 1. The owner /developer is responsible to insure adequate measures are tako properly finish grade the building pad after the structures en to and other improvements are properly that the drainage waters from the improved site and adjacent properties are directed away from proposed structures in accordance with the designed drainage patterns shown o the approved plans. n 2. A minimum of 2% gradient should be maintained away from all foundations . Roof gutters and downspouts should be installed on the building, all discharge from downspouts should be led away from the foundations and slab to a suitable locatio Installation of area drains in the yards should also be considered. n 3. Planter areas adjacent to foundations should be provided with damp /water proofing, using an impermeable liner against the footings, and a subdrainage system within t planter area. he 4. It should be noted that shallow groundwater conditions may still develop where no such conditions existed prior to site development. This an b areas contributed to by substantial increases of surface water infiltration resultin from landscape irrigation which was not present before the development of the siite is almost impossible to absolutely prevent the possibility of shallow roundw � It on the entire site. Therefore, we recommend that shallow groundwater conditions ate be remedied if and when they develop. 5. The property owner should be made aware that altering drainage patterns landscaping, the addition of patios, planters, and other improvements, as well as over irri at n and variations in seasonal rainfall , all affect subsurface moisture conditions, which in Land affect structural performance. urn VII. GENERAL INFORMATI- It should be noted that the characteristics of a$ changes from cycles ofd ��rnpacted 11 may change due to post- construction drying and wetting, water infiltration, applied loads, environmental changes, As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates, Encinitas Drawin #1412 -F, Tract #00 -186 Page 16 July 25, 2006 etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. Where present, clayey deposits are subjected to continued swelling and shrinkage upon the fu wetting drying- Maintaining a uniform moisture during the post construction periods is essential in the and Performance of the site structures and improvements. ture The property owner(s) should be aware of the development of cracks in all concrete surfac as floor slabs and exterior stucco associated with normal concrete shrinkage durin the w such Process. The features depend chiefly upon the condition of concrete and weather conditions at th� tome of construction and do not reflect detrimental ground movement. Hairline stucco crack often develop at windows /door corners, and floor surface cracks up to 1/8-inch wide in 20 rtswill may develop as a result ofnormal concrete shrinkage (according to the American Concrete Institute). feet ute). The amount ofshrinkage related cracks that occur in concrete slab -on- grades, flatwork and depend on many factors, the most important of which is the amount of water in the co driveways The purpose of the slab reinforcement is to keep normal concrete shrink ncrete mix. The amount of concrete shrinkage can be minimized by reducing the amount of water in lo tightly. keep shrinkage to a minimum, the following should be considered: he mix. To A. Use the stiffest mix that can be handled and consolidated satisfactorily. B. Use the largest maximum size ofaggregate that is practical, for example concrete m ade with 3/a -inch maximum size aggregate usually requires about 40- pounds (nearly 5 gallons water per cubic yard than concrete with 1 -inch aggregate. ) more C. Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab -on -grade con considers that good quality concrete materials, proportioning, craftsmanship, and control cests where appropriate and applicable are provided. 1 tests This office is to be notified no later than 2 operations begin to schedule appropriate testing and/or in pec ionsany of the following A. Fill placed under any conditions 12- inches or more in depth, to include: 1. Building pads. 2. Street improvements, sidewalks, curbs and gutters. As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Drawin #1412 4 Tract #00 -186 Page 17 Ju 25, 2006 3. Utility trench backfills. 4. Retaining wall backfills. 5. The spreading or placement of soil obtained from any excavation (spoils fr om foot s underground utilities, swimming pools, etc.). g B. Inspection and testing ofsubgrade and basegrade beneath driveways, patios, sidewalks et prior to placement of pavement or concrete. c C. Moisture testing. D. Geotechnical foundation inspections, if required by the governing agency. E. Any operation not included herein which requires our testing, observation, or inspection certification to the appropriate agencies. for V111• LIMITATIONS Our description of grading operations, as well as observations and testing services herein h limited to those grading operations performed periodically from December 10, 2004 thro � aA been 19, 2005, and from May 5, 2006 through June 2, 2006. The conclusions contained herein h August based upon our observations and testing as noted. No representations are made as to the have been extent of materials not observed and tested. quality or This report is issued with the understanding that the owner or his representative is responsible ensure that the information and recommendations are provided to the project architect/structural to engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ens the project general contractor and subcontractors c ensure that construction. carry out such recommendations during The project soil engineer should be provided the opport design plans and specifications in order Opportunity for a general review ofthe ensure that the recommendations provided projects final are properly interpreted and implemented. in this report The project soils engineer should also be Opportunity to field verify the foundations prior to placing concrete. If the project soil engineer not provided the opportunity of making these reviews, he can assume no responsibility r r misinterpretation of his recommendations. P y for The attached drawing details the approximate locations of cuts, fills, and approximate locations the density tests taken, and is applicable to the site at the time this report was prepared. of should be consiclerod valid forpe,i,Z;t ,NI,,oUe for „o�,^ P This report purposes s -o= u period of six months and is subject to review I DY As- Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Drawing #1412 -F, Tract #00 -186 Page 18 Jul 25, 2006 our firm following that time. IF ANY CHANGES ARE MADE, PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC., THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY. If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #04- 502 -F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Dennis Middleton CEG #980 �z` ° =a� 4CJ °/g MIC,� U. CEG 980 Q �k CERTIFIED ENGINEERING mT OF C A, `rco'¢ RMV/DM/SMSS /mpr Distribution: Addressee (6) mpr\rny files\fifl control reports104- 502 -f mayo wildflower 54ot subdivision as -grade report JOB NO: 04 -502 -F NAME: Mr. Al Mayo LOCATION: Wildflower Valley Drive, Encinitas TEST RESULTS: Maximum Dry Density /Optimum Moisture Content, ASTM 1557: Soil Type 1: Tan to Black Sandy Clay to Clayey Sand With Rock Fragments ** Maximum Dry Density: 131.0 pcf Optimum Moisture: 11.5% Soil Type 2: Brown Clay to Silty Clay ** Maximum Dry Density: 115.9 pcf Optimum Moisture: 17.7% Soil Type 3: Pale Colored Volcanic Rock ** Maximum Dry Density: 110.0 pcf Optimum Moisture: 19.4% Soil Type 4: Pale Colored Claystone ** Maximum Dry Density: 124.5 pcf Optimum Moisture: 13.0% Soil Type 6: Brown Silty Clay, Site Mixture Maximum Dry Density: 124.3 pcf Optimum Moisture: 12.5% Soil Type 8: Grey Brown Silty Sandy Clay With Gravel and Rock Fragments, Site Mixture Maximum Dry Density: 120.2 pcf Optimum Moisture: 13.5% Soil Type 9: Reddish Brown Sandy Clay, Site Mixture Maximum Dry Density: 120.0 pcf Optimum Moisture: 15.0% Soil Type 10: Medium Brown Sandy Silty Clay, Site Mixture Maximum Dry Density: 126.8 pcf Optimum Moisture: 11.4% * *From our "Preliminary Geotechnical Investigation" Job #04 -160 -P report, dated April 23, 2004, mprlmv SlesVill control reuorts104- 502 -fmavn wilrlfln wer 5-lot sn `1.di—;"O �a �. 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MO MO O O O N N N i:• a`ni p n to O N , j kn N M O O O II O O O O O O O O �a c Job #05 -502 -F Job Name: Wildflower Estates Location: Lot #4 RESULTS OF LABORATORY TESTING pH and Resistivi Test: A pH and resistivity test was performed on a representative sample ofthe near finish grade soils used in the grading of the building pad using "Method for Estimatin the presented below: Service Life of Steel Culverts ", in accordance with California Test Method CTM 643. The result is Sam le Location Minimum Resisti ` {OHM -CM) H Near Finish Grade 364.0 6.4 Sulfate Test: A sulfate test was performed on a representative sample of the near finish grade soil used in the grading of the building pad in accordance with California Test Method CTM 417. The result is presented below: E=E:: �� I Sample Location Amount of Water Soluble Sulfate (SO4) in Soil % b Wei t Near Finish Grade 0.045 Chloride Test: A chloride test was performed on a representative sample) of the near finish ad soils used in the grading of the building pad) in accordance with the California Test Method grade 422. The result is presented below: M Amount of Water Soluble Chloride In snit to/ h- w— ." —I.- Near Finish Grade 0.025 mprlmy files\fill control reports104- 502 -fmayo wildflower lab test results lot #4 Job #05 -502 -F Job Name: Wildflower Estates Location: Lot #5 RESULTS OF LABORATORY TESTING DH and Resistivity Tect: A pH and resistivity test was performed on a representative sample of the near finish grade soils used in the grading of the building Service Life of Steel Culverts ", in accordance with California Test Meth deCTM 643. sThe in presented below: resultris auua><e nest: A sulfate test was performed on a representative sample of the near finish grade soils used in the grading of the building pad in accordance with California Test Method CTM 417. The result is presented below: Sample Location Amount of Water Soluble Sulfate (SO4) In Soil (%lo b Wei t Near Finish Grade 0.082 Chloride Test: A chloride test was performed on a representative sample) of the near finish ade soils used in the grading of the building pad) in accordance with the California Test Method C M 422. The result is presented below: Sam le Location Amount of Water Soluble Chloride (Cl) In Soil % b.1 Wei t Near Finish Grade 0.042 mprlmy files1fill control reports104 -502 -f mayo wildflower lab test results lot 45 Job #05 -502 -F Job Name: Wildflower Estates Location: Lot #6 RESULTS OF LABORATORY TESTING pH and Resistivity Test: A pH and resistivity test was performed on a representative sam le ofthe near finish grade soils used in the grading of the building pad us in g . "Method for Estimating the . The result i presented below: Service Life of Steel Culverts ", in accordance with California Test Method CTM 643 s Sulfate Test: A sulfate test was performed on a representative sample of the near finish ra so s used in the grading of the building pad in accordance with California Test Method CTM 417. The result is presented below: Sample Location Near Finish Grade Amount of Water Soluble Sulfate (SOa) In Sail ( "/o by Weight) 0.175 Chloride Test: A chloride test was performed on a representative sample) of the near soils used in the grading of the building pad) in accordance with the California Test Method grade 422. The result is presented below: d CTM Amount of Water Soluble Chloride (CI) hI Soil (% hV W.I.., Near Finish Grade 0.045 mpr\my files\fill control reports104 -502 -f mayo wildflower lab test results lot #6 Job #05 -502 -F Job Name: Wildflower Estates Location: Lot #7 RESULTS OF LABORATORY TESTING pH and ResicNvi > Test: A pH and resistivity test was performed on a representative sample of the near finish grade soils used in the grading of the building pad using "Method for Est imatin presented below: g the Service Life of Steel Culverts ", in accordance with California Test Method CTM 643. The result is Sam le Location Minimum Resisti; ' 0!HM -CIVI) � Near Finish Grade 184.8 6 1 Sulfate Test: A sulfate test was performed on a representative sample of the near used in the grading of the building nish grade soils result is presented below: g pad m accordance with California Test Method CTM 417. The Sample Location Amount of Water Soluble Sulfate (soo In Soil °fob Wei ` t Near Finish Grade 0.141 Chloride Test: A chloride test was performed on a representative sample) of the near finish grade soils used in the grading of the building pad) in accordance with the California Test Method CTM 422. The result is presented below: Sam le Location Amount of Water Soluble Chloride (a) In Sail o o b We' t) Near Finish Grade 0.072 mprlmy files\fill control reports104- 502 -fmayo wildflower lab test results lot #7 Job #05 -502 -F Job Name: Wildflower Estates Location: Lot #8 RESULTS OF LABORATORY TESTING I and Resistivity Test: A pH and resistivity test was performed on a representative sample of the near finish grade soils used in the grading of the building pad using "Method for Estimating he Service Life of Steel Culverts", in accordance with California Test Method CTM 643. The result is presented below: Sam le Location mum Resistivi (og1vl -C g Near Finish Grade 140.0 6.0 Sulfate Test: A sulfate test was performed on a representative sample of the near finish grade soils used in the grading below: the building pad in result is presented bel accordance with California Test Method CTM 417. The Sample Location Amount of Water Soluble Sulfate (SO4) In Soil % by Wei t Near Finish Grade 0.110 Chloride Test: A chloride test was performed on a representative sample) of the near finish soils used in the grading of the building pad) in accordance with the California Test Method grade 422. The result is presented below: CTM Amount of Water Soluble Chloride (Cl) In Soil (% by W,,. -16 *\ �_ Near Finish Grade 0.086 mprlmy files\fill control reports \04 - 502 -f mayo wildflower lab test results lot #8 A Waterproofing Perforated drain pipe RETAINING WALL DRAIN DETAIL Typical - no scale drainage --�- Granular, non-expansive backfill. Compacted. Filter Material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) 1. Provide granular, non - expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard, 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1 %. Provide 1/4" - 1 %" crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall with waterproofing in accordance with architects specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. " Use 11/2 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE #1 ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT Typical - no scale (a) En� RE- ENTRANT CC REINFORCEMEN- NO. 4 BARS PL BELOW TOP OF (b) ISOLATION JOINTS � -- CONTRACTION JOINTS (C) ENTRANT NER CRACK NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (Omay occur (reference ACI). 2. In order to control cracking at the re- entrant corners (±2700 corners), provide reinforcement as shown in (c). 3. Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and /or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE N2 Dec, 19. 2,O08 01 6AM Barclays Glof,al Investor, AAJVIN —_ � c` MIDDLr T ON Job #04 -502 -F (:!Y-2S-, 2006 Mr_ k Matra 1007 Emerald g &y Laguna Beach, California. 92651. No. 1246 P. 1/53 ENGTNEERING INC. 2450 Ving4ird Aaeauc Escondido, CaJifumia 92029 -I229 Phone (AO) 743 -I2I4 F- (760) 739 -0343 As- G?RAD11D caMrnacTrOlvREPoRTFo PROPOSED '5 -LOT SURDM810 , 1JOTS #4 TH TrONR COM DRAWING #1412 -G T �UAT7t7NSF�R RAC'T #Od -X86 �G1 #8S CITY OF FNcrwT s Zn. accnrdanee Dili the wading Urdinazzce for the 'it has beP�, pTeped fOr the above referenced praie�. urehinitas, t_ testing services in conjunction wi waded cumpa� tion report th the din ompletcd engineering observation axe. tests and observations of �a operations. This report surnm3rizes the result s ofouir Periodically from I]ec the fIl. The com e�ubi r 10, 2004 through h Au pacted fill in, the subject lefts was 2, 2Q46 Actual dates are. August 19, zUS, and From Ma placed mown arr the enclosed compaction test result sheets' 2006 through June The fo�° listed grade plazz and document/docurnents was/ this were jest: were used by this office as part of Ailing 1'laus prepared by Sari Dieguito ?igineering, B. Inc. "_Pre ��ote�.�iliical Iri�ti aLo p used 5 -Lot Residential d� nA pment`x report. , l7. GE The project site as tuiderlain b unique to the area y tramitlOnal metaseditnent to Exposed cut embanlrnIMts a metavolcanic rock types which are the southern margin ofthe xposed weak cla stone the section closer. to W' property, and harder more bloc Y hits that preaduunafed in weaker cla stone mower V blocky volcanic roclt types that charact�ed y wets, and consisted Jrive. Geologic Structure rocks. Conse cent nsisted ofdiscontinuous 'a' generally not apparent within q ly, slope stability at the project site was patterns more co not unpacted by volcanic y geologic structure. Y , G 10 ,a, I Tnveoor-ll AS-Graded COMPaction Report, Lots #4 Through #8 Wildflower ]Estates Encinitas D No. 1248 P. 2/53 Page 2 identified in project clt slopes, at1d recomnetided for supp&orrjtw, t eTrhLze cd p-hay c ltoew d abeX ve re areas is, 4evidarr� V)OV4 the -NeaxgLots A wd #7 Were bnited to -with the 3U'J-'M1YC1Aati0M PTO'Vided fil the referenced "PtelinjiTuUyP� report. The 'tablzation IiIIS consisted of locally derived 80ils compacted to a COnesPonding laboratOrY111axin-lum density value in a minimum Ml m1mmum Of 90% of the keyed into Competent bedrock a width of 15-feet. The fills. were With a pipe and gravel minimum depth of 3 -feet below finish pad grade, backdrain. as reconunended and shown on the and were Provided embankments at enclosed to . '11' P"Jec' are snAe.rslopes that exposed competent metavo plate Rema'j�g cut perform well in the 2:1 or less steep graded configuration. l0aWc kO CLR expected L I andslides Or other rKIrms of slop enstab'hty are not indicated at the Project site.. 1H. GRAMNrr_' Prior to grading operations, Of b0ding pads was cleared the site Within the limits of the gradingop of vegetation, open for the construction removed from the areas receiving ation. All que�sqjo ' nable loose and compressible soils were also Adequate keys or benches were c0ns1r1xted a mWMUM aft- The into firm, undisturbed natural ground or formational soils Prior to fill placement. The cut Portion ( )fthe pa"ous replaced as astructural fill, d e area plus a I 0400t perimeter was undercut 3-minimurn Of3-feet and the daylight {cut /fill} &W. decreasing the potential for concrete cr acking0fth-foundationsiiorig .Site PreParatift and grading were conducted in substantial latest edition of the California Building Code,. the Cyrading coonformam;e with Appendix Chaptex 33, o" above listed p &T�RarY geotechnical report. M rdillance for the city of Encinitas, and the observation re inspections and testing-were conducted under Of this office. In our opinion,'an enb"kmeOft and excavations,we COnStMeted in substantial conformance with the' re for I their intended use, X10vidled grading plqxt. and are acceptable TV. Fill Was placed in 6 to 8_jrch'l&s and eompa(,-ted by means 'e"S"y tests were Petformed in ofheavy ruction , a equipment. Field accOrdaucc with ASTM Method D-1556 wasted cone =thod as the apfflpSr0Wxeix'o'atPe1aced- The mo'stare content for eall, d,,.i,, f 10cations.of the field density tests are shown ple was also determined. The '" on the -attached drawiag. The locations of the tests were Placed to compactio Provide the best as indicated by the field density tests, were brought e0verage. Areas of low to the attention of the contractor. Dk__ ; C; d 1 Y� G1C InVr5 +Ors As- Graded Campactjo u Report, Lots #4 Through #8 Wildflower Estates EnCirlitas Ura'witi #1412 -F, Tract #00 -186 No. 1248 P. Page 3 These areas wczc retvOrked by the contractor and retested. �e test locations are su narized on the compaction test result table. Elevations and loea and test results were determined by hand level and paci�ng/tape measure relative to field t o'n's of field density tests The results of Cur field ,tensity tests and laboratory one` others. compacted to at least 90% of the corresponding, maacimum dry e ry testu� icate that the Ells at the site were density the tested locations. lf fbe- building pads should undergo an r , cors#ariucfion, reincdia[ ad y prolonged seasonal wetting and drying could be Ymg periods prior to ofrernoval and re- compact can best, be determined. depending o construction soil characteristics. Depths and testing. - ruction4'Yappropriateinspection V. AAP R- OPRIATE I,A OYATQ RY T A. Maximum Dry Density Optimum Moisture Tests: The nmximum dry oPtimurri moisture contents ofthe different soil types used as density and in accordance with ASTM Method D -1557 mpacted fill were deternuned B. Expansion Tests: representative s Ex pansia� tests were ora conducted per 2401 UBC StandardProcedure l 8 -2 amples of the on site soils dunin the Project in 'order to det g the preliminary investigative phase.of foundation recd �e the expansion potential and to provide mmendations. As no new soils appropriate . operations, no additional testing was conducted.Te encountered during the gradizxg C• bix'cct Shear Tests: l?ixect shear tests were conducted o on site soils during the re n a representative sample) of the the ailckwable bearing ' ''n"estigative phase of the g capacity and to provide retauxtng sail desroject in order to determine soils were encountered during the grading operations, na additiogn parameters, As no new D. Cotx� >yi�,n Testing: testing was conducted, accordance g' I'H- Resistivit3', sulfate, and chloride testing were determined in w%th California Test Method 643, 417, and 422 respectively on representativ . samples of the near finish grade .soils on each individual lot in order to e corrosiveness of the soil. detee the VI.: CCIMMENDATIUNS T*WS REPORT 5`.H+LILTL;ti' �i11 t,�S1�31ERED .i�S d: JPAR7^ O R FOUNDATION NGAN�S AND MUST BE pROVIDED F YHA Plt i �r ARCRTTECT /STR�C'I`URAr, ENGINEER rU To THE PROJECT FOUNDATION RECCr1VrM 1VDATIOlYS r ENSITRE THE VOLI,piV ma, ARE INCL-"CD JW THOV PLA R ** ors No. 1248 P, 4/5, t -Gs i+ * i�e�aon 9.ej Olf, Lots #4 Through #8 VilLf2awer Estates' Euciuitas Llravitr #1412- F'rtit9 -i I'ae 4 2006 The following minimum foundation recommendations for high expansive than 13 1) bearing soils, classified using the "Unified Soil C ifeation S(ExpAnsionIndexless CUCl�, with maximum indicated filldifferentialdepthofll- foofminimutn tem"or"UsCS "as 8rt►m our °`Pre ' otniaximum teary Soil and Geotechnical Investigation" report should be adhered to, and incorporated into the foundation plans. Foundation plate and . details may ad ereditt our office for, review, to insure conforrr�a,nce with our recommendations. Tease note ed to for revised recommendations since the with of ec referenced re ' (* *) items relaart. P hminary geotechnical A. Foun+dations Nan -M nolithiclT�vo 1'o�ur , stcm 'Conventional shallow foundations with stem wads and slab -on -grade floors, or slab_a - ground with fumed down footings. n footings: 1 • Continuous strip stem wall foundations and minimum depth of 30- inches below the lowest ;d'ad^ ram footings should have a sand/gravel under the slab. Continuous stri �� wall ground surface not including the footit�s must be 15- .inches Wide for one and two storystruoct�uresloExteriorurned -dawn strip foundations or turned -down footing should enclose the entire buildin continuous to include the .garage entz way, Exterior isolated. spread pad foo " g• p imeter,, unless structurally tied to the flerinnefer foundatiox�q both directions uare sing of allowed unread pad foatin ,5 should he af�,ast 3Q- ijarbes warp nms'. two s ory strwlwr4. dip beams gbnULi hc at t ` 17 ; �dn��y- L�.i�shes dkep,�, rr cl r . n i[i+J' yd's Eby I .Y.w i�'�3 IrIA-1-P 2. Continuous interior and exterior stem wall foundations should. Minimum of four #5 reinforcing bars. PIace. two bars 3- inches below reinforced with_ a and two bars 3- inches above the bottom of the footing. the top'ings s stem, be reinforced with a trtinimum of two #4 bars to g Turned-down footings. should s should be reinforced with two #4 reinforcing P bars op and bottom with #3 ti e tie 24- inches on center. Reinforcement for tied isolated ad footings axes d by the project structural engineer. p cgs show be designed Conventioxtial shallow, foundations with ground with. turned -down footings.' walls slag -o grade flours} or slab -on- YrTnrr� Rr 1�,5'innr,crr.�r Fi xr. •va,cen-rwr�, Tarr • 7dC(1 \ /:.,......d d....:,.. Fn....,.�:.�.•. (`.r Y' •+,;.. q ?()?Q. 17 ?q r Ul.n..e /7rr1i 7d7 7 ?Id arc!ays Global nvesC;r,s No. 1248 P, 5/5; As- Graded Compaction .deport, Lots #4 Through #$ Wildflower Estates Encinitas Drawin #1412 -C' Tract #00 -186 page 5 July 25, 2006 Vootio Continuous strip stem wall foundations and turned -down, foot, s should minimum depth of 24-inches below the Jo West adjacent ground ot including the sand/gravel under the slab. Continuous strip stem wall foundations and turned -.down . footings must be 15-inches ,,Ide'for one and two story structures. Exterior continuous strip foundations or turned -down footing .should enclose the entire building perimeter, to include the garage entryway. Exterior isolated spread pad footings are not allowed 'u�tess Structurally tied to the perimeter foundations in bath directions using tie beams. Spread pad footings should be at least 30- inches square and 18- inches deep, for erne and two story structures. Tie beams should be at least 12- inches wide ky 12- inches deep, 2. 'Continuous inferibr and exterior stems wall foundations should-be reinforced with a minimum offour #S reinforcing bars. Place two bars 3 and two bars 3- inches above the inches below the top of the stem bottonx of Booting. Turned -down footings should be reinforced with a minimum oftwo #4 bars top and two #4 box s at the bottom. The tie beams should be reinforced With two #4 reinforcing bars top and bottom with #3 24- "Iches on center. Reinforcement for "tied" isolated g ties at by the project structural engineer. A li�otin s should be designed Rec mmendations Common to all Lots: t.. DoWeiL the 4,jb t tbp ronti ,tee strip faa�t�n q , o t,er P?rter�t��n � , $.. asir�, #4 r�s, *.cinr� � �►�cod. Is- g .. J- rhea a:t +o ±�. f +ink; amd A eb 'the .A we�. , shazld he, �.1k L. M.h�'�.1<1'�. X41„° � +.�Ze'.IJUiA,3' ►� �. k F fovt�, s. ear. aa�a aD ,ivtcr,,�,r sti.j 2. After the continuo" strip footings are dug and cleaned, place the re' dowels, and pour the footings. MOrciug steel acid 3. Foundations where the sucfaz e o fthe horizontal (10% slope), shall be level orp sl�� pp d o than I that both tortand bottom 0 -units such foundation are leveL Individual steps in continuous footings shall not exceed of etches in height and the slope of a, series of such steps shall not exceed l -unit vertical to 2 -units horizontal (S0 °l} unless otherwise specified, the steps shall be unit detailed is the structural drawings. Thee local. effects due to the discontim to of the st s shall considered in the design of foundations as a ro riate and applicable. � also be pp. p 4. (open or backfilled trenches parallel with a foot' downward slope of 1 unit vertical to 2 units horizontal (501) from a line 9linche abo e aYs Global Investor; As- Graded Compaction .Report, Lots #4 Through #g R'il - -. dflaP!cr Estates Encinitas Dra�vin #14Y2 -F Tract #00 -186 No. 1248 P, 6;'5a Page 6 the bottom edge of the footing., and not closer than 1$- inches from. thae face of Stich .foatir�g. S. 'Where pipes cross under footings, the footings shall be Specially designed.' .Pipe sleeves shall be provided where pipes cross through footings or footing walls and sleeve clearances shall provide for possible footing settleirie around the pipe. nt, but not less than l,inch all Interior Slab Sub grade. l . All utility trenches under slabs in expansive soil„�s shc>taZd be backfilled with sand (S.E. 3fl or greater). Trenches 12- inches or more in depth shall be compacted �y Mechanical means to a minimum of 9{3. °ln of the lncxim ini dry density c,'f tha umd, unless otherw* specified. No jetting or flea ding oftbi- barl`fi'll i. alhonved mareshon�d takes net�t; `rL'th the utili ti s or pipes daring the cOTPW ',( n Of OW +,M -ach hu}fin. 2. The toquired tmi &ture cat ent oft, slab su moisture content at a depth of 24- inches ;be ow slab Sub grade. �� is Office f e Optimum to be .notified to schedule moisture testing of the slab subgrade p� z to Placement 1 c f the 3/8 inch rock. If the moisture testing indicates that the proper moisture is present, place 4. iMlIes of 3!e -inch rock on tot) of the slab subSrade. �, Tf tt7e rnoisf �tre festal ng iraslicales 1.11,x- thr ,req u�red�onstar_re cantc�,�at ,l� ttyj lt�� , 4- inches of s/e -inch rock on top of the slab subgrade, 'flood with water to the t it p# the lil" h rock, mud allow ti sLb S?43:ade to unti4.�t�isttzre,f��, *�� ito the t that the tequiret,loistwe, Intent is. sesSt. ** 4. )VAen the: requked moisture content has been ba achieved, place a We per orrning moisture niex /�ap�,r retardant (15 -in , or greater) over the $.-inch rock, and place 2- .inches of clean sand (S 30 or greater) on.top of the vapor retardant. Joints in the moist retardant should be Overlapped minfinum of 12- inches. ure/vapor NOTE; IF SLTIE VEC1YNT MOISTURE IS PRES�lY1', �OODIlYG'WI" �C�UIRED, THE DOWELS MAYBE DELETED, AND THE FOOTINGS AND SLAB MAY JdE PC7►URED 11�ONOLY ITICALE V. Interior Slab Reinfore 1: Use #4 Keinforcing bats spaced 1 S-- inches on center each way placed 1 %- inches below the top of the slab. All slabs should be a Minimum of S- inches in thickness. -arc aylo 0 investors No. 1246' P, 7/51 fib- Graded Coinpaction Report, Lots #4 Throu`l�ildflow,er Estates, gh #8 Page 7 Encinitas Drav%'W 1412-F, Tract #00-186 MY 25, 2006 2. Provide re-entrant (:±-27o. corners) reinf)rceweJA for all interior slabs as generally On the enclosed "Isolation joint.� and -Re- �Otr, shown own )Mer Red orcenierA" detail. Re- entrant comers will depend on slab geOmetrY alid/or interior colwlln locations. 3- Provide "soft-cllt,, c(311trao, ,ti()n./C()OtrOl center niaximLuiq each way for a inte OftfiqiDg Of :Saw wavM 10 het rior slabs- (-�]t as sOOn as the slab will support the weight 'of the saw, and OPerate without disturbing the Within 2 -hours after final f6sh at , find fitli-%k which is normally 101-Mgth reaches 150 to 800 each control joint location, or when the compressive' PSL Tire "Soil-cut— MWt be a 11initnual of l'iftell i . n depth ewvQd ill dePtli or 11c rejl�rcing tray be damaged, AOti-r,,1ve1 skid Plates should be Used and replaced with each blade to a-void spa raveling. Avoid Wheeled equipment across cuts for at least 24 hours. Ifing and B. Post- renSio ed/Structural Slab-on Ground Foundations Post-tensioned ors"tructural slal.-)-On-groUnd pobndations Consistent with the anticipated clay to sifty clay expansive bearing soils may also be considered, Past- tensioned foundation design should be completed by the project structural engiee, or design build contractor. The fallowing recornmendato ns-areappr6priftt,.-, desieT, should corns ider Slabs - Wiffi st In tic case of at",, 1161ming bearns tribkd iowidd.,J,, 'M sPA6 thickness foundation, the design Aasft(fsfY all requirernents of fne.de,�igap,rocedhre for 666ed fbundation�. -Me fu is then converted to an equivalent uniyorm fhickn . ,)Iy cOnfOrmant rk6ed found ation es UndAtion- In tfiis caSe, howeve�, .perimeter edge beaTM shall be required as specified in the following sections. 2. All designs shaU conform to the latest addition of the Uniform Build' Code specifications uil (UBC.), of the Post-tensi.oning Institute, (PTI), local standard specifications given in this report. and the 3. Foundation bearing soils should be inspected and tested as necessa . ry prior to . trenching and actual construction by the project g ,bearing soils in-place densities and e0technical eninw. 'Me required foundation to the. foundation Pour. specified moisture eo n tents should be confimied. Prior 4. A Minimum of 4 inches of clean sand (SE greater than 3 0) should be Placed over the approved slab Mbgrade soils- A 1 O-M'l Plastic Moisture b in the-saud. amer Sh011 be Placed niid-height ays Global investor; No. 1243 P. P/53 - As-Graded Compactiob R.ePort, Lots #4 Through #S Wildflower Estates :Encinitas ]7rawin #1412 -F Tract #00 -186 Page S 5. rat the cornplction of ground and subgrade preparzAiom as s`pevided c� v°' project soil engineer, thepost- tensioned or structural slab-on- shot be constructed as detailed on the slructur�/onstnte -round foundations a tion drawings. 6. teased on oUr experience on similar projects, available laboratory test' the test results the following soil design parameters are a r � mid analysis of pp . opriate: " resign predominant clay mineral type * Design percent of clay in soil * Design effective plasticity index ..... . .... . .Design depth to constant soil .,,uction * Design constant soil suction . • .......... . * Design velocity of moistuue flow .. , ....... , ... - - , Dessign edge moisture variation distance for. ' ... • ... .. . gv edge moisture edge � em) g variation distance for center lift (em) . .Design direrential swell occurring at the perimeter of slab for edge lift condition m.) . Design diffierential swell occurring at the peruneter of slab for center lift condition (Y,.) Design sc►il sub ..... . Fade modtilUS (k) .... Montmoriftoiute. ........ 60%. 30. ...... 7.feet, Pr 3.6. 0.70 incblmonth, ......... 3.0 feet. • • - • .... 6.0 feet. U owable bezartn pressure for Post -t.c risiUneCi , ... . or structural slab �ori;,�rnuncf Notes: 1.095 inches. 5.677 inches, 100 Pd. 1000 psf The net allowable foundation pressure provided herein applies to dead plW five loads and be increased by one-third fur wind and seismic, loadivag. �` 1. Provide a minimum of 15 inches wide by 24 inches clee'. edge beam should enclose the entire building F perimeter edge begun. Perimeter 1 - #5 continuous 'bar near the bo."Ol n. �p )vjde a e , e and reinforced Ivith at least sec: ssary. c�iaafe in.terrm sti -e-ni F xibq. -as 2..1'ost- tension slab should be a minimum of inches thick. rise 111ItIit7lum f'G W 3000 psi ccsnete. We "Commend to consider pre - tensioning in order to }1 shrinkage crack na, preclude early concrete C- Site Corrosion Assessment 1 • � �`ite is cci,Wdered tq LIk,- corrosij�re to foun��rl eletm=t;s, wali5 rurcf drxu 3-kractwrts if one or more of the following conditions exists. 'tTr�rrc Rr hArnnr e� -.��i FR.n rwrcr.�rn rrr. Tnr.� • �d Sl1 '1 T;.,e..,, N..l 6.ro.,1118 j ?e�..n.f�.Xn (`.I:F .,.f.. AzA�0_T��q /7!,l117di_1'7Td 20 C I a Y C, b a 1 1 r, V e S As-Graded Compaction Repoq, Lots #4 Through #8 Wildflower ]Estates, Encinitas Drawinor fi1412 -_F Tra ct #00186 No. 1248 P. 9//53 Page 9 July 2S, 2006 PR i-% L--gg tl-UD. S. -i SUMIC is "x "(*W .n10 PPM It 2% * by -90 2. For structural elements, the minimum resistivity of soil (or I water) indicates therel quantity of soluble salts present in thesoij (01 relative value for soil (or water) less than 1000 ohm Latex }. In general, a minimum resistivity _CM indicates Of soluble salts and a higher PrOPensity'for . 'ates the Presence of high Ouantities Corrosion.' ' - 3. Resistivity.- Lots *4 through #8.- Laboratory test results indicate that the minimum resistivity is less than 1000 ohm-cm, - salts. suggesting the Presence ofhigh quantities ofsoluble Test Results 4 364 6.4 0-045 0.025 Non Corrosive 5 — .280 6.1 .0,082 0.042 Near the threshold for chloride 6 241 6,5 0.175 0,045 Near the threshold fur sulfate 185 6..1 0.141 0,012 and chloride Over the threshold for chloride 140 6.0 0.110 0.086 Over the threshold for chloride. 4. Based on the results of the corrosion rrosion an*ses, Lots #S corrosive to near through #8 are considered corrosive. Corrosion rnitigation should be incorporated into the design or-new -9tructures and associated co . imPlemented and A corrosion engineer tray be consulted in this regard. 11crete, in�proveimntq, Cep -7 ant TYPF, V (Miniinm f c = 4,50D.Psi, maxim 't is recOmme-nded, that PortlaW reirLfqrCrMefttCoV-Prg , UM-Watftr'CeMent rwjo and- stee3 COrrosion/structur2i4 eagiottx, my bz, 5. Appropriate corrosion mitigation measures for corrosive Conditions should be selected I depending on the service environment, amount Of aggressive ion salts (chloride or sul&te), PH levels and the desired service life Of the structure. 6. The project site is not localed WiLUn- I 000-ferf of salt Our kackisb w-aleir, AV DarcIays. I 'investors No. 1248 P. 10/50 As- Graded Compaction Report, Lots #4 Through #S Wildflower Estates Encinitas Drawin #I4l2-F. Trract #Ud -X8G Page 10 JUN 25, 2006 D. Paving And Concrete Imnt�vementcnf rx>cf�:,. HUY Thep binc or Pnyate Street Right o1 1. Exterior Flatwork Adjacent to Buildings: a} Walkways, patios, etc. must be a minimum of 4- inches in thickness reinforced with #3 reurforcing bars spaced 1 8- inches on center each way, careWy placed Z %a- inches below the top of the slab. Use 6- inches clean sand beneath these slabs. The concrete should be placed over 6- niches subgrade, moisture Conditioned 3°J to 5% above the optimum moisture content, and compacted to a minimum ofrgoo ofASTM 1n center 1. Provide "to41 joint" or "soft cut" contraetion/control joints spaced 10 feet on center (not to exceed 12- feet.maximum) each way within 24 -hours of concrete Po irs. 'I-he construction procedures for sawcuts (if #3 Interior slab Reinforci iased) are described above in item ng. b) Exterior slabs supported on potentially expansive soils may be subject to movements especially inthe event as -grade moisture contents are not unito the post con periods. In order to enhance performance of exterioreatiflwark supported -on expansive soils,, it is recommended that a Minimum of an 8 -finch wide,by 12 -inch deep "thickened" stab edge, reinforced with a minimum of one #4 reuforcing bar placed near the bottorrl, be placed along the slab free edges: c) The clayey soil should not be allowed to dry before pouring the concrete. The soil should be 3% to 5% above the optuniun moisture content within the upper 6- inches of the subgrade. 2. Concrete driveways and parking areas should consist. (if 54ncb. thick concrete reinforced With #3 reinforcing bars spaced 16- inches on center each way placed, 2- inches below the top of TI-tee slab. The concrete should be placed Over 6- inches 6- inches subgrade, compacted to a n-A xjhnnum of 90% of AS TM 1557 -91.- Provide `fool J-oini" or "soft cut" contraction/contiof joints spaced l0 -feet on center (not to exceec112 -feet t" or "soft Way witlun within-) ofconcretepqur. The constructionproceflures for sacvcufs (ifusec�) are described in above in Item #3 Interior Slab Reiufuteing. '3. Asphrtlt t.rtiwrete. (AL ) dsiVeways anA pa-rkiug areas sboulrl (.-ast �f4 .i*_v°,be�. � � U ryer 6- inchesCdtrans Clays 2 aggr' ate bass, Z)acted *.� a rninu1 of95'�l�aver6- in01,e subgr.�dc `OmPacted to a nx4ti um oaf 90% 0,PAS`� M, 3517 -91. 4. Sub and basetrade soils should no he allowed to dry out or become saturated riot to Placement ofconerE to or asphalt. Subgrade and basegrade soils shall be tested for proper moisture and compaction levels just prior to placement of the improvements. AV arc11 ays Global investor: No. 1248 P. 11,'53 As-Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas brave -in #1412 -F Tract #00 -196 Page 11 Ju 25 2006 , Proper drainage must be maintained at all times so that no water from any source is allowed to infiltrate the sub or basegrade soils, or deterioration ofthe improvements may Y 6. Exterior slabs placed against the peri teT footings should be doweled to the footing using #3 reinforcing bars spaced 18- inches on center, extending 20- inches into the slab a.tmid- height, and into the footing to the elevation ofthe bottomreinforcing bar. Provide a minimum of $ -inch wide by 12-inch deep thickened slab edge reinforced with a minimum of one #4 reinforcing bar placed near the bottom along the slab Free ends. 7. ' R.ecornmendations for a future swimming have not been requested or made a art pool or spa and associated concrete decking, office should be contacted to update ondiof tb's n report- Prior their coTmtru ction, this c ornmendations, E. Zee_ c- t_ ions 1. 1f required by the governing agency, this office should be notified to inspect or test the following prior to foundation concrete pours; a) inspect the pllumbiog trenches beneath 81468 after the pipes are laid and d prior to b) Test the plumbing trendies beneath slabs for minim to sand and moisture barrier placement. umeompactionrequirementsprior C) - Inspect the bottom ofthe footing trenches for or formational soils, and inspect for proper oo er embed'M4t into firm compacted reinforcing steel. width prior to placeament of d) lttspect the .nsa(ing reuiforcetnent size atZd�piaeernent. 1zlspect the slabs far proper thickness, reuifarcing placement and size, inspect the sand barrier placement and thicl�tess, after the initial footing a bedameutand width jsftlie inspection, and prior to concrete pour. F. Soil ,Dc�arameters The hD�!w4ng soil design parameters are based upon the on s of the building pads: its soils used in the construction 1 • Use a friction angle of 19 degrees. Vr.— Q. ,, r__- - - ...•. ,r•. .... n�-nN n.nr�rraaae mfr. Tntr` • 7.d Sit �%incva rri Qvorni► • �.crnn.-li�n f Ali f.�rnen 97.(17.U_77.7.9 • Phnnp /7(,iil %1.1- T2T4. AV ;arc lays G'oE,ai !nvestors No. 1248 P, 12/533 As-Graded Compaction Report, Lots #4 Through #8 Wildflower Estates Encinitas Drawing 4#1412 -F Tract #00 -186 Page 16 Tiny 2S, zoos 2. Use a wet density of 123.0 pc£ 3. Use a coefficient. Offliction of 0.22 for concrete on compacted sails. 4. Use an active pTmu re of 62 pcf equivalent fluid pressure for cantilever, unrestrained walls with level backfill surface. 5- Use an at rest pressure of 82 pcf equivalG,.It #lurid pressure for restrained walls. fi. Use a passive resistance of239 pcf- equivalent fluid pressure foz level surface condition at the toe. 7. Use an allowable fbimdation pressure of 1,350 psf for minimum 15 -inch wide by 24- inch deep footings, and 1,500 for I'S-inch wide by 30-inc:h deep footiiws embedded into compacted sill. Use an allowable lateral bearing pressure of retaining wails. 100 psf per foot for all structtues except Notes: 1. Use a noiznurn safety factor of 1.5 for wall overturning and sliding stability,- Because large movements must take place before rnaxinnun passive resistance can be developed, a safety factor of 2.0 may be considered if sensitive structt,res or imp plarmed near or adjacent to the top of the wall. rovements are 2. when combining passive and frictionaf resistance, the passive component should be reduced by one - third. 3. 'The allowable soil be pressure provided herein was det a minimum width of 15- inches and a minim, „mlixzed for footuigs having lowest. adjacent ground. surface, This value may b ptimr� 24 2Q %for eaaech below additional foot of depth, and 10% for each additional foot of width to a maximum of 4,540 psf if needed. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one -third for wind and seismic loading. 4. The lateral bearing earth pressures may be increased by the amount of the designated value for each. additional, ;Foot of depth to a maximum of 1,500 pounds per square foot. 7?c-, 19, 2008 6:14AM Barclay., GloE;a,l Investors No. 1248 P, 13/53 As- Graded Compaction Report, Lots #4 Through #8 Page 13 VNdf101ver instates, Encinitas Drawing 91412 -b', Tract #00 -186 Ju 25, 2006 5— Thest values acre for tb& tested m site Mik only. Additiswal testing and recommendations will be required for any new or import soils that Ore not tested and approved. G. General R.ecom mendations 1. The minimum steel reinfo cement provided herein, is lased cm soil characteristics only, and is not intended to be in lieu of reinforcement necessary for structural considerations. 2. Recommendations for a.swimining pool/spa are not within the scope of this report.. If swimming pool/spa and associated structures are to be constructed, this offcc should be Contacted. in order to provide site specific reconunendations prior to beginning any excavations. . 3. All retaining walls should be provided with a drain along the backside as generally shown on- the enclosed "Retaining Wall Drain." detail. Specific drainage provisions behind retaining wall structures most be inspected by this office prior to backfiilhig the wall. All backfill soils must be compacted to a minimum of gay /n 'of the coirrespondinggioas0mum dry density, ASTM 1557 -91. 4•. AR underground utility Uv nches beneath Ai(erior and exterior slabs 12- inches or more in deptb slIi1� tpe 'CoMpacted by mechanical means to a minimum of S0101/10 of the maximum dry density of the soil, unless othenvise specified. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. No flooding or jetting of the backfill is allowed, 5. The planting of large trees behind any retaining wall Will adversely affect their performance and should be avoided. H: Seismic Coefficient The following site specifa;; sei$uxic parameters for the above referenced project were determined in acco,rdamx;e with the latest edition of the California, Building Code ,requirements. The following parameters are consistent with the indicated project seismic environment and niay be utilized for project design work. r3IEBr�l. s q ►� .^tm ": aL�l1m[� l,. Gtreftici�nts 'ZI n•�'Tin n! r 4 0.4 B I.0 1.0 0.64 0.64 0.362 0.116 . LO ha ter 16, Division W and V, latest edition of the California Building Code f • 'n I• T /'- t•f n'1 n'1n 'r "n . t11.. .. /7 /n %' .t, Y-IYA j" 1:i; 4AM c I a y � Global Invest; r; No, 1248 P, 14%53 As- Graded Compaction Report, Lots #4 Through #8 Page 14 Wildflower Estates Encinitas Drawing #1412 -F Tract #00 -186 July 25, 2006 Liquefaction and seismically induced settlements will not be factors in the development of the proposed structures and improvements. L Set6acks l . Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a MWMum horizontal distance of7 -feet or one -third ofthe slope height, whichever is greater (need riot exceed 40 -feet maximum) between the bottom edge of the footing and face of slope, Reinforcement for deepened footings should be provided. by the project structural engineer and detailed on the approved foundation plans, 2. The outer edge of all slopes experience "down sMpe creep ", which may cause distress to .structures. If any structures including buildiints, patios,. sidewalks, swunming pools, spas etc, are placed within the Setback, FURTHER RECOMMENDATIONS WILL BE A.EQUMED. The minimum steel reinforcenient Pro vided herein. is based on sail rharacterigles on],v ,and is not intended to 1e. in lieu of reinfnccement uecessaey r St! 13CtUrs�T. GU2]S1 PJ� fiSC1T?S. Expansive soils can cause Structural damage to foundations, ititerior and exterior slabs and walls, The economically feasible precautions that can be taken and recommended herein will only min +mime the potential of volur etric changes due to changes in moisture content. The concrete reinforcement recommendations provided herein should not be eonsidcr6d to preclude the development of shrinkage related cracks, etc.; rather, these recYam =ndatiatm are intended to miniunize this potential. If shrinkage cracks do develop,. as is expected frarn concrete, reW, i)rcements tend to limit . the propagation of .these futures, These recommendations, are believed to he' reasonable and. in keeping with the .�c:al st�xiards of constxuCtion. practice. Special attention should be givto n"re -entrant" cozexs (t273 degree corners) and curing practices d.ur!'4 and after concrete pour in carder to &Aher inj �e shrinkage cracks, J. Sl 1. All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering ofslopes should be avoided. Slopes left uupiazrted will subject to erosion. The irrigation. systeni-should be .installed in accordance -with the governing agencies, 2. Water should not be allowed to flow over the slopes in an uncontrolled n=ner, Until landscaping is fully established, plastic sheeting should be kept: accessible to protect the VrNra Ar ATtnr1. r rnn, FNtr TNGGOTAIft Y� r 7d K(1 L!: „,��{ A,,,.., Per ,AjA,, l'e�:Fn. :� q r Ohnna (76f)) 74';_79.74 Pc >• �;'': 5AM Barclays G4;al Investor; No. 1246 P. 15 %53 As- Grades! Comiaction Repoa-t, Lots #4 Through #S Wildflower Estates Encinitas Drawing #1412 -)F Tract imn -•XSb Page 15 July 25 2006 skpes ftam periods of nged rola and/or heavy rainfall. Berms should be constructed p Ong the top edges of all fig slopes. In no case should water be allowed to pond or flow over slopes. 3. Brow ditches should be Constructed along the top of all cut slopes saffiCient to guide - runoff away ,from the building site and adjacent fill slopes ,prior to the project being Completed. K. Drgoage The owner /developer is responsible to insure .adequate measures are taken to properly finish grade. the building pad alter the structuress and other impro venXnts are in place so, that the drainage venters from the improved site and adjacent properties are directed. away from proposed structures in accordance with the designed drainage patter shown on the approved plans., • 2. A minimum of 2 °,� gradient should be maintained away from all fouuadatuj�s. Roof ,Y. gutters and downspouts should be installed on the buildir, downspouts should be led away fironi the foundations and slab gto a suitable discharge Installation of area draiw in the yards should also be considered.. 3. Planter areas adjacent to foundations should be provided with dam /water proofing, using an impermeable liner against the footings, and a subdrain e p 1} fig' planter area. g system within the 4• h should be noted that shallow groundwater conditions May Still develo in areas Where :uo such conditions existed prior to site development. Thir, esn be contributed to by substantial increases of surface water infiltration resulting from landscape irrigation which was not -present before the development of 640 site. It is almost impossible to absoluttly prevent tbc,possibility 'Of slxa'4low groundwater on the entire exec: Thereto, we recommend that shallow groundwater conditions he remedied if and when they develop, S.. The property crwxzer slululd be made aware that altering drainage patterns, landscaping, the 'adthtwn of patios, plamers, and ollxer irnlnovements as is as over ping, variatio M in seasonal raid, all affect subsurface moisture conditions; which igati a�n an affect . structtual performance. V11. GE WAUNEQUMATION R should be rxoted that the characteristics of•as- Compacted fill may change due tooel -construction changes, from cycles ofdrying and. wetting, water infilt ri ration, applied loads, environmental Changes, V2Nrt SC MIDVLETON $NGYiV6ECiIAlt;. INC. • 2450 Vinomird Awnt,r + F..srrnrlrrin. C aliFnrnra a�n7.9 -r ?).� + P{tnnr f7Fin17Q..�_7) ra ;rC ; n . 3AMdYCIdy�, G)pEa1 T nvestc.,rs Nc,.1248 P. 1G %5 As- Graded Compaction Report, sots #4 Througlh #g Wildflower Estates Encinitas nravviu #1412 -F 'Tract #00 -186 TU'L Ic 'In1-C etc, These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, voltune change behavior, permeability, etc. Where present, clayey deposits are subjected to continued swelling axul drying. Maintaining a uniform moisture during the post constructi n periods is essential in tlxe mature and performance of the site structures and improvements. The property owner(s). should be aware of the development as floor slabs arul exterior stucco associated with normal concrete shrinkage during he curing Process. The features depend chiefly upon the condition of concrete and weather conditions at t tome of construction and do not reflect detrimental grand movement Hairline stucco cracks will often develop at windows/door corners, and floor surface cracks 'up to 1/e -inch wide in 2(luaeal feet may develop as _a result ofnormal concrete shrinkage (according to the Amex ican Concrete Institute). The amount ofshrinkage related cracks that occur in concrete slab -on- grades, flatwork and driveways depend on many' factors, the most important of which is the * amount of water in the concrete mix. -The ptnpose of the slab reintprcenxetLt is to keep uormal concrete shrinkage cracks closed tightly, The amount of concrete shrinkage can be minimi -red by reducing he keep shrinkage-to a min.ini a aY»auxit of water in the mix. T o um. the following should be considered; A. Use the stiffest mix that can be handled and consolidated satisfactorily. . Use the largest maximum size of aggregate that is practical, for example concrete made with. 3/s-inch max size aggrexample ate usually requires about 40- pounds (nearly 5 gallons) more ulster per cubic yard than concrete with 1 -inch aggregate. C. Cure the concrete as long as practica , The an-10unt of slab reinforoement provided for conventional slab -on -grade construction. considers that good qua�.lity concrete materials, proportianuig, craft Where appropriate and applicable are provided. mWn N. , and control tests This office is to he notified no later.than Z p.m, an the day before any Of the followin operations begin to schedule apiirapxaatc Testing and/or inspections. g A• hill placed under anY conditions 12- inches or more -in depth, to include: I. Building pads. 2. Street improvements, sidewalks, curbs and glitters, i..,. r 9AtA Tl:_..,__J A..__... • �__ _�: a.. r_cr __:_ n ')n ')n T99C1 •Tit.. f7</�\ 7A T17.4 Barr.lays Glc, I Investors No. 1 248 P. 17!53 As-Graded Compaction .Report, Lots #4 Through. #ti VUitdtlr►wer Estates, Encinitas Drawi ylg #1412 -F Tract page 17 July 25,2006 3. Utility trench backfills. 4. Retaining wall back-Ms- 5. The spreading or placement of soil obtained from any excavation (spoils fxonz fookin�;s, underground utilities, sw*,l ng pools, etc.). B- Inspection and testing ofsubgrade and basegrade beneath driveways, patios, ,Side prior to placement of pavement or concrete. walks, etc., C. Moisture testing. D. Geotechnical foundation ,inspections, if -required by the god* agency. E. Any operation not included herein which requires our testing, observation, or inspection f certification to the appropriate agencies, p or Yd7.'CA C YOI�T Our description of grading operations, as well as observations and testing services herein, have been limited to those grading oper 19' 2005' and ations perfom -Aed periodically from December 10, 2004 through August dm �Y 5, 2006 through :tune 2, 2006. The conclusions contained herein have been based upon our observations and testing, as noted. No representations are made as to the quality or extent of materials not observed and tested. This report is issued with the unders #endin ensure that g that, the owner or his representative is responsible to the information and. recoxnmelldations are provided to the project arebitectistructural engineer so. that they can be incorporated into the plans. Necessary steps sha I be taken to ensti re ftt the prccject genera) contractor and subcontractors constructio carry out such recornmendations during n, I'he project soil engineer should be provided the opportunity for a general review ofthe prajec1ts final design plans and specifications in order to ensure that th.e recommendations provided in this report are properly interpreted aW implemented. The project soils engineer should also be provided tt opportunity to field verify the foundations prior to plat' p he not provided the opportunity of inn concrete. Ifthe project soil engineer is misinterpretation of his reeomnlendatio these reviews, he can assume no responsibility for The attached drawing details the and approxidensity approximate locations ufcuts, W n:ate locations of the density tests taken, and is applicable tcy the site at the title this report was P, epared. This ;report should be uoluitlered valid for permit purposes for a period of six 11'10nths and is sub"ect to J review by VTNTi =. Fil, iv{foYYt F.ToN F.rvC:1NFRp1Uf:. �tdl • j�,5n j/inrvarrl Avrni- • �,arnnrlir�n i�aliFnrnio Q7i1],�_r7.7Cj . Xth;.no f7Ff1174I-77i4 19 0 ') , � , t L 1) 0 6:16 AM B a r c l a y s C , I c, E , , a I I n v e s t o r s s No, 1248 P. 13 /x; AS-Graded Compaction Report, Lotg #4, Through #8 Page 18 WiMfl0wer Estates, Encinitas Drawing #1412-F, Tract #00-18 July 25, 2006 our firm following that time. IF ANY CHANGES ARE MADE, pAD SIZE, LOCATION, ELEVATIONS ETC., THIS REPORT wILL BECOME - BUILDING FURTM&ENGWEERMC. INVALW AND AND RECOMMENDATIONS WILL BECOME NECESSARY. If you have any questions or need clarification, Please contact this office at your convenience. Reference to our Job #04-502-F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINA & A41I)DLf:..,f-,9N ENGINEERING, YNC, Dennis Middleton CEG #980 R.MV/1)M/sMSSjfnpj Distribution: Addressee (6) alc"'a"'On"01 ItP010104302-frMY6 wiftWower.54ot sub&jsian 2s -&Tffdt rqK'Tt E D MA f, Gl 0 0 Ci�RTI;CjLeo 7- GAIL (7(%m 741,17.f4 6 : 1 7AM Barclays Ciobal investor" No. ?24u P. 19,15 JOB NO, 04-502-F NAME: Mr. Al Mayo LOCATION. Wildflower Valley Drive, Encinitas TEST RESULTS:. MaXdwuw Dry De08'ty/OOMUM Moisture Content, ASTM 1557: Soil Type 1: Tan to Black Sandy Clay to Clayey Sand With Rock Fragments** M"umDryDensity: 131.0pef ()Ptinium Moisture. 11,5% Sou Type 2 . Brown Clay to Silty Clay" Maxinl=_Dry Density: 115.9pf OPtimuul Moisture: 173% Soil TYP6 3, -Pale Colored Volcanic Roe Maximum Dry .Density: llo.opcf 00alunl Moisture: 19,4% Soil Type 4: Pale Colored Claystone" Maximum Dry Density: 124.5 pef Optimum Moisture: 13.0010 Soil Type 6: -Brown Silty Clay, Site Mixture Maxim 'n Dry Density: 124.3 pef Optimum Moisture- 12.5% Soil Type 8: Grey Brown Silty. Sandy Clay With Cravel and Rock -Fragments, ',Site Mixture, Mwdmum. Dry Density: .120.2 pef OPtiuRun Moisture- 13.5% Soil Type 9: 'Reddish Brown Sandy Clay, Site Mixture Maximum Dry Density: 120.0 pr,.f 01)tknummoisture:. 15.0% Soil Type 10: Medium Brown Sandy Silty C14Y, Site Mixture -Dry Dens ity: 126.8 pcf Maximum OPthnum Moisture: 11.4%' *From out "Pre h Job #04-160-P minary Geoteebuic 91 Investigation" report, dated April 23, 2004, `OfttrOl r"r004,5024 rA%Yo WiIdRomr 5-lot suWivisi" proctor I . st /AM, Barclays Global Investors No. 1248 P. 20/53 .hl-Ii V, N C-1 C ell 14 C-4 <-4 C•1 Ci ell <-I -1 F:i F;tT�=, C;� IZ C� ::� N C) cn ca fn t-; 06 6 cq m en m m kn tr) 2 C` 6, N V B a r c l a y s G ? o b a l I n v e s t o r s eel tr, ON 4;N In C:5 r IQE °1 r D��f��INI°f�f�f�I�f�f�I�f p M .M tI4 Q Cq -j- No. 1248 P. 21/53 o C11 (,4 rr44 vs Ch CY, Q��., 00 ell Sy n1. fj o C11 (,4 rr44 vs Barclays G�oba] TnVeS t o r -s No. 1248 P. 22/53 4A Q� ej CN CK CN Gh CT CO kn tn Aw UN CV -4 (Yi P4 In C-1 -4 60 06 Cv Cn 00 kQ 00 % Cn IR .4r �S '4C) It =ik Qo -1k -it qe it zm t4 00 tn tn Ou tri 4 'n C5 E r _ ays Global investors No, 1248 P, 23%53 C!7 r4 PL4 r14 1(13 kry" xn vi 4k- zp po PC m 4�k At 4t 4i r �31 A63 eq m cn do rn C-3 (Uh 1,6 cq 4i 90 QCI C! ry.r V1 YS Y1 In C!7 r4 PL4 r14 1(13 kry" xn vi 4k- zp po PC m 4�k At 4t 4i r �31 A63 C!7 r4 PL4 r14 1(13 kry" xn vi 4k- zp po PC m 4�k At 4t 4i r �31 e Barclays Global Investors w w b b 0 No. 1248 P, 24/53 FI N Yt Ih "" k"• ,l Gefi�y b ' N h. d' 45 aM1 d� � Qi Ch � •" to `s3. m � 0 4t h ao W cn +-e .•_., - 'd N .-+ r' "' '_'� ;.: fq '�+ n ..K •--1 >,.,� .� . 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G1nbal Investors QQ -C�4 IZ I 1-1� I " I :� I, 1'� I Ci " 49 k � fl � U c,4 CA iV C9 No. 1248 P. 1 /5; ICI0I011 �ONIIIIf CA CQ CA ON cn M C*y 60 a f70 CJ v '+ N M to to � as ays� m c�► is �� s� CQ �f `G4 F f� 9A a' 4 Z;L Am ri1 1f'1 Vj Vj 1/1 QQ -C�4 IZ I 1-1� I " I :� I, 1'� I Ci " 49 k � fl � U c,4 CA iV C9 No. 1248 P. 1 /5; ICI0I011 �ONIIIIf CA CQ CA ON �. CA V-1 In :�, '�' ' 6 C+ tS 6 C�9 t� O O � 4 C Q C. •O7. Gti C> 4 kn7CC3! C C7' to to � as ays� m c�► is �� s� CQ �f `G4 F f� 9A a' 4 Z;L Am ri1 1f'1 Vj Vj 1/1 �. CA V-1 In :�, '�' ' 6 C+ tS 6 C�9 t� O O � 4 C Q C. •O7. Gti C> 4 kn7CC3! C C7' ec. 6:24AM ParcIays. Global Investor Nr, 124$. P. ;2,'53 u b lz b Cd F4 ti QS CA . Sri. <y r`ry N N N rN-i .C14-r ry a� C! rn w ,.� ,� H 0� oa " � m y � t - `',.S,t14'� �,iTy' � •-r r.t ,-a VI' ti0 tiD !1y C`� U'� S•- Y4 iP5 tn Yl Ch to �4 + log kri 00 G��y rl N ,�y N N h7 N N N fV N Ij N iH o c� O O p U a S u r' ny m m ri �n o C CA 11 o Dec, 19. 20 0 $ 6:25AM Barclays Glc4a] Investor; No. 1248 P, Job #05- 502 -F Job Name; Wildflower Estates Location: Lot #4 MESC>LTS OF LABORATORY TE5" D-H nd Resistivity Test: A pH and resistivity test ' was performed on a representative sample ofthe near finish grade soils' used in the grading of the building pad using "Method for Estimating the service Life of Steel Culverts ", in accordance with California Test Method CTM 643. The result is presented below: Sulfa; A sulfate test was performed on a representative sample of the near finish grade soils used. in the grading of the building; pad in accordance with California Test Method CTM 417. The result is presented below: Chloride Tes #: A chloride test was performed on a repro' sentative sample) of the near finish grade soils used in the. grading of the buildi� pad) in accordance with the California Test Method CTM 4L2. The result is presented below: _Pity ticalHll control rVo. mglt}4- 5424tttvyo Wildfower lab trst resale lot 44 .) e r - '9. 200 6 : 2 6 A, M Barriays Glo4a,l Investors No, 1248 P. 34/5; Job #05-502-F 'Job Name: Wildflower Estates Location'; Lot #5 RESULT$ OF. LABQR&T—ORY TESUNG OR and R9$j8tkvi!y Test: A pH and resistivity test was perfornled on n a representative sample of the near IIWIdi grade soils used in the grading of the building Pad using "Method for Esthnating the Service Life of Steel Culverts "," accordance with California Test Method CTM 643. The result is presented below: 5—Aste Test. A sulfate test was performed on'a representative sample of the near finish grade soils used in the grading of the building pad in. accordance with California result IS: presented below: Test Method CTM 417. the Chlodde Test: A chloride test was performed on a sails used in the grading of the buililing pact) in. aO sample) of the near finish grade 422. The result is presented below: COrdance with the California Test Method CTM Lh Near Finish Grade 0,042 wPfVq fdes',hil Owtrol rWMt4-502-f-&yo wjkWowu lab test wAults lot #5 Xftr Finish Orade 30.0 5—Aste Test. A sulfate test was performed on'a representative sample of the near finish grade soils used in the grading of the building pad in. accordance with California result IS: presented below: Test Method CTM 417. the Chlodde Test: A chloride test was performed on a sails used in the grading of the buililing pact) in. aO sample) of the near finish grade 422. The result is presented below: COrdance with the California Test Method CTM Lh Near Finish Grade 0,042 wPfVq fdes',hil Owtrol rWMt4-502-f-&yo wjkWowu lab test wAults lot #5 [le c, 19. 20OF, 6:26AM Barclays Global Investors No, 1248 P. Job #05 -502 -F Job Name: Wildflower Estates Location: Lot #6 RESULTS OF LABORATORY' TESTING .jR and `EtesXSt vj!X Test: A pH and resistivity test was performed on a representative sample of the near finish grade soils used in the grading of the building pad using ° Method for Estirxutting the Sertricz U& ofSteel Culverts ", in accordance with California Test Method CTM 643. The result is presented below: Sulfa -- to Test: A'sulfate test arcs performed on a representative sample of the near finish grade soils used in the grading of the building pad' in accordaMe with California Test Method CTM 417. The result is presented below: Chloride Text: A chloride test was performed on a. representative sample) ofthe near finish grade soils used in the grading of the building pad) in accordance with the California Test Method CTM 422. The result is presented below: -Pri0V AJc3\fdl control reports'64 102 -fn ayo wildflower lab test rmults lot#6 r)ec, 19. 2002j 6.27AM Job #05 -502-F Barclays. GloE,al Investors ,)Cob 'Name: "Wrldflovver Estates Location:. Lot #7 RESULTS OF LABORATOR TP-STING- No. 1248 P. 36%53 IH and Resistivity Test: A pH and resistivity test was performed on a representative sanvIe ofthe near finish grade soils -used in the grading of th ge buildin . pfd using "Method: !or Estimating the Service Life of Steel Culverts ", in accordance with California Test Method CTM 643. The result Ys presented below: Su�l.te Test: A sulfate test was performed on a representative sample of the near finish grade soils used in the grading of the building pad in accordance with California Test Method CTM 417. The result is presented below: r. 1 1 �? J:'� f r x Sz S '�✓,�'atti ue' &S s ,� s r r �h - -�� g� 1; 4 *r l4f0 b1e s"IW6 ..� I _T Near Finish Grade 0.141 Cltl, ,� Test: i chiorid st vwas'pts%Mwd £q, 4 represu- ative s=p t) Ofjyjo-noarfaigh grade soils used in the grading of the building pad) in accordance with the California Test Method CT.IAi 422. The ItSW( is prescrited below; mprlmy filcolfill control sport W_ 502 -fmapo w9dtlowcr lab tact FCRAI13 lot #7 De,c. 19. 200 8) 6:27AM Barclays. Glot,al Investors No. 1243 P. 37%53 .lob #05-502 -F , Job Name; Wildflower Estates Loeatiton; Lot 08 lx.'N;SU TS OF LABORATORY TESTING p1f and Resistivily Test: ApH and resistivity test was performed on a.representative sample -ofthe near finish ,grade soils used zn the grading of the bin-Uing nad .usin% "NTrt_ho� +icrai ±ag the Service Life of Steel Cufverls", iv . .rtecsvdaoea vuith Lelair= TegON&fbd.t:Tbff�,43_ Ttrewresult is presented below: 5ulffa_ to Test: A sulfate test was performed on a representative sample of theaear finish grade soils used in the grading of the building pad in. accordance with California Test Method CTM 417. The result is presented below.. Chloride Test: A chloride test was perfored on a representative sanVie) of the hear lmish grade soils used in the grading of the bulling pad) in accordance with the California Test Method CTM 422. The result pis presented below: mprlmY fae"11 control rePor"'$- 542 -fm4yo WiIdflowet lab test Mtdts lot #$ 2170x_ 6;28AM Barclays Global Investor; No. 1248 _...r.P, 38/15 RETAINING WALL DRAIN DETAIL Typical - no scale drainage ---- -� f Granular, non - expansive backfill. Compacted.. Waterproofing Filter Moterial. Crushed rock (wrapped in fitter fabric) 'or Class 2 Permeoble Material Perforated drain .pipe +; (see specifications below) Competent, approved' soils or bedrock .............. CONSTRUCTION SPECIFICATIONS' 1. Provide granular, non - expansive backfill soil in 1-1 gradient wedge behind wall, Compact backfitl to minimum 90 °/, of laboratory 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures- Use drainage o drain system outlined below. penings along base of wall or back as I Backdmin shauld consist of 4" diameter.PVC pipe (Schedule 40 or equivalent) With perforations down- Drain to suitable outlet at minimum 1 %. -Provide Y4" - 1 W crushed gravel filter wrapped in fitter fabric (Mirari 140N or equivalent). delete fitter fabric wrap if Caltr$ns Class 2 permeable material is use Compact Class 2 material to minimum 90% ofiaboratory standard. 4. Seal back of wall with waterproofing in accordance with architect's specifications. S. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimUm 2% flow away from wall is recommended. ,Use 1 %s cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE N1 ., , 1) e -, 19. 2 0 0 Fj 6 : 28AM Barclays Gir4;1 fnvp0rr: No. -I 248 P. 39; 5 3 ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMEN Typical - no scale (a) ISOLATION JOINTS CONTRACTION JOINTS RE-ENTRANT CORNER NO. 4 BARS PLACED BELOW TOP OF SLAS (b) NOTES: I. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no Isolation joints are used around. columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c )may occur (reference ACI), 2, In order to control cracking at the re-entrant corners K700 corners),' provide reinforcement as shown in (c). .3. Re-entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors.: VINJE & MIDDLETON ENGINEERING, INC. PLATE 02 19. 2 0 0 �' 6: 29AM Barclays Global Investors No, 1248 P. 40/53 VIN E & MIJDDDLETON ENGINEERING, NNC. -lob #04-502-F August 3, 2006 Mr. Al Mayo 1007 Emerald Bay Laguna Beach, California. 92651 2450 Vineyard Avenue Escondido, California 92029-1229 Phone (760) 743-1214 FIX (760) 739-0343 COMPACTION effST RE ' SULTS FOR ' SUB AND BASEGRADE BENEATH THE YMPROVEMENTSTO NARCISSUS SUMMIT DRIVE, PROPOSED 5-LOT SUBDIVISION, CITY OF ENCINITAS DRAWING #1412-I TRACT #00-186 In accordance with the Grading Ordinance for sub and baseg the City of Encinitas, this compaction report for the rade has been prepared for dic above- referenced site. We have completed engineering observation and testing services in conjunction with the grading operations. This report summarizes the results of our tests and observations of the compacted, sub and basegrade conducted-periodically from June 28, 2006 through August 1; 2006. Actual are ho dates e s wn on the enclosed compaction test result.sheets. A laboratory compaction test for each soil type was performed to determine the maximum airy density and optimum moisture in accordance with ASTM D- 1557 -91. Field density tests were Perbormed inaccordance with ASTM D -1556 sand-cone method, and .ASTM D-2922 ri6cleardensimeter during sub and basegrade preparations. The moisture content for each density sample was also determined. The results of these tests, are shown on the attached sheets. The 10cations of the tests were so placed to provide the best possible W'vexage. The test locations and final test results are summarized on t1le compaction test result table. The results of our field density tests and laboratory, testing indicate that the sub and basegrade at the areas tested were compacted to at least the following listed Minimum specifications at the tested 16cations: A. Sub/basegrade for parking and travelways: 95% ofthe corresponding maximum dry density. B. Subgrade curb/gutters, 90% of the corresponding nu%ximum drY density. C Basegrade curb/gutters: 95%. of f the Corresponding maximum dry, density. Dec-19, 2008; 6:29AM Barclays. Global Investor-s Nc,- 1248 P. 4153 Sub and Busegrade Compaction Test Resufts Page 2 Proposed 5-Lot Subdivision, Encinitas Drawing 91412-1 August 3, 2006 Our description of the gra'dirig operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically from June 28, 2006 through August 1, 2006, The COM1,11siolis contained herein have been. based upon our observations and testing as noted. No representations are made as to the quality or extent -ofinaterigk not observed and tested. If you have any questions or need clarification, please do not hesitate. to contact this office. Reference to our Job H04-502-Y will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you, VINJE & MIDDLETON ENGINEERING, INC.' . . ..... cli NO* 46174 "'z-i' S. ehdi S. Shia riat xp. 12-31-05 C #46174 C VIV smss/mpr Distribution: Addressee (4) mpth-nyfilils,61ted improvement rcporW4-502-fmayo wildflower 5-lorsubdivision ag-bg report V---A A 97079-T ),?Q - Mn*o MM 74.1-1 ?J4 �1ec. 11. 2008 6,29AM Barclays. Global Investors No. 1248 P, 42/5 J0 JOB NO: 04- 502 -�F .NAME: Mr. Al Mayo LOCATION: 'Wildflower Valley Drive, Eneiwitas TEST RESULTS: Maximum Dry Density /Optimum Moisture G)nteot, ASTM 1557: Soil Type 8: Grey Brown Silty Sandy Clay With Gravel and Rock Fragments, Site Mixtu'r'e. Maximum Dry Density: 120.2 pcf Optimum Moisture 13.5 °fa Soil Type 13: Gray Fine, Coarse Sand with Crushed Rock, (Class 2 Base Import) Mxdmum Dry pensity: 144.8 pcf Optyrnrurn Moisture: 6.8% Dec. 19. 2003 6:3DAM Barclays. Global Investors No, 1248 P. 43/53 g i10 T•i (mod f"''Y �G 0'i CYQ ti go O\. CJ 110 en m 'T � .-r — W ". G4 +,a c �I u5 pq �y r y << r b � b 3 d� C tf it di cx Coo CO) Ln m II 0 0 I . ,1p Q a © 03 Cl) rs •r OA Kr OC -y- Aso U M Q ^-• T hi r? G Obi tG GA 1Ct Ch Qti Oti ��. ,� ri O cv ht O ell �; <7 cam- 'cr r -- C� t-- k` c•1 6 N O cd ra r{ g i10 T•i (mod f"''Y �G 0'i CYQ ti go O\. CJ 110 en m 'T � .-r — W ". G4 +,a c �I u5 pq �y r y << r b � b 3 d� C tf it di cx Coo CO) Ln m f e A T ta Barclays Cloba.l Investo r s No, 1248 P. 4 4/5 0) CD V rn No, 1248 P. 4 4/5 0) Fi AM Barclays. Global investors Job #04- 502 -IF August 3, 2006 No. 1248 P, 45/5; VINTE COX- MIDDLETON ENGINEERING, INC. Mr. Al Mayo 1007 Emerald Bay Laguna Beach, California 92551 2450 Vineyard Avenue Escondido, Califomia 9202.9 -I229 phony C%'60) 743 -I2I4 Fax (760) 739 -0343 COMPACTION TEST RESULTS, UNDERGROUND UTILITY TRENCH IRA.CKIFfLis, PROPOSED S,.LQT SUBDI.VISI'ON, CITY OF ENCINIT:AS DRAWING #1412 -1, AND CS- 447 TRACT #00 -186 In accordance with the Grading Ordinmice for the City afEncinitas, this compaction report for utility trench backfYl s has been prepared for the above referenced site. .'We have completed, engineering observation and testing services in conjunction with the backRU operations. This report summarizes the results of our tests and observations ofthe compacted backE& conducted periodically fxonxrune 2, 2045 through May 2, 2006. Actual elates are shown on the enclosed compaction test result sheets. A laboratory compaction test for each soil type was performed to detennim the mmnnum dry density and Optimum moisture is accordance with ASTM D- 1557 -91. pield density tests were perfon ed Yzi accordance With ASTM D•- 1556 -90 and -cone methcad, and ASTM D- 2922 --91 nuclear densimeter. The moisture content for each density sample was also determined. The restIlts oflhese tests are shown can the attached sheets. The locations of the tests were so placed to provide the best. possible coverage. _Areas of low `'onfiactzon, as indicated by the field density tests, were brought to the attention of the contractor. These areas 'were reworked by the contractor and retested. The test locations and final test resxtits are sunuxwized on the compaction test result table. The reswts ofatir field cl'et ity testy and labordltl7ry test* indicate 6Vt the u(40- trench &qo fills at the areas tested were compacted to at least 90% ofthe corresponding maximum dry density at the tested locations. Our description of the backfll operations, as well as observations and testing services herein, have been limited to those backfill operations performed periodically from.. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the qual4 or extent of mterlals not observed and tested. �a(c�aYs Global Investor-s No. 1248 P. 46/53' ColopactioD Test Results, "Underground Vtffity Trench Backfflh Proposed 5 -Y.ot Subdivision, Encinitas Draw" 21412A CS-447 Page 2 August 3, 2006 If YOU have any questiolig, or need clarffication, please esp�se act this office. R-6'fe.rOnce to 0ur Job #04-502-F will help to expedite our to yo ur inquiries. We appreciate this oPPIDMIMY-to be of service to you. & A41DDLETON ENGMEERING, INC. Ev--------- - Z%' E ST� ILQ�A,' N LM NO- 46174 S. ehdi S. Sb,,&,It Exp� 12-31-orj #1446174 C/M. Smss/nipr tlF CAO ]Distribution.: Addressee (4) 'apr"ny ff"eS'Uada�,v,4 P'WhY RPOM104-502-f myo ikLd.,,., 5 bdivisicm underground UWjLy t_Ch bZCM ,P,,t Wl-m JU - NIF-1111 A—,— . a T 7'2 9 1 Pf-rorf ('760) 743-122'4 Bari lays Glc,baj Investors No. 1248 P, 47/5; 103ft NO: 04-502-F NAM. Mr. Al Mayo LOCATfON: Wildflower Valley Drive, Encinitas TEST RESULTS: Max"nuln ')rY DeRs'tYlOPtiln"M MOisture Content, ASTM 1557, Soil Type 2: Brown Clay to Silty Clay5ki, Maximum Dry Density: 115-9 pct' OPtifflu") Moisture: 17.7% Soil Type 3: • Pale Colored Volcanic Rock" Maximum Dry Density: 710.0 pef Optimum Moisture- 19,4% Soil Type 4: Pale Colo.red CjqystOUe**, maximum Dry Density: 124.5 pcf Optimum Moisture- 13.0% Soil Type 6. Brown Silty Clay, Site Mixture h4ax-Mum Dry Density; 124.1 pef Optimum Moisture: 12.5% Soil Type 7. Brown Slightly Silty Clayey Sand Maximum Dry Density. 126.6 pef Optimum Moisture: 12.0% Soil Type 8: Grey Silty Sandy CIRY With Gravel and hock Fragnients, site Mixture MaXIEnum Dirt' Density: 120.2 pef OPti.nIuI3Q Moisture: 13.5%. S.Oil Type 9: Reddish Brown sandy Clay, Site Mixture Maximum Dry Density,. 120.0 pef Optimum Moisture, 15,0% Soil. TYP6 11: GirAy Manufactured Sand With Gravel Maximum Dry Density: 134.8 pef Optimum Moisture: 8,9% Soil Type 12. Drown Sand (Import) Maximum Dry Density: 116,3 pef Optimum Moisture: 8.9% ropa our "PreffininarY Geotechnical Investjgati(,D,, report, dated April 23, 2004, Job #04-160-)P . P"Y fileslSll OMW report V4,.502,fMYO "ilaOWLr 5-10t subdiMsion proctor list , W v C y Y T Q w '. 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