|
LIST OF REFERENCES
<br />California Department of Water Resources, 1967, Progress Report on Groundwater Geology of the
<br />Coastal Plain of Orange County.
<br />California Division of Mines and Geology, 2001; State of California Seismic Hazard Zones, Tustin
<br />Quadrangle, Official Map Released January 17, 2001.
<br />California Geologic Energy Management Division, 2022, Geologic Energy Management Division Well
<br />Finder, hl!p://mgps.conservation.ca.gov.calgem/index.htrnl#close.
<br />California Department of Conservation, Division of Mines and Geology, 2001, Seismic Hazard
<br />Evaluation of the Tustin 7.5-Minute Quadrangle, Orange County, California, Open File Report
<br />97-20.
<br />California Division of Mines and Geology, 1981, Geologic Map of Orange County, California Showing
<br />Mines and Mineral Deposits, Bulletin 204.
<br />California Geological Survey, 2022a, CGS Information Warehouse, Regulatory Map Portal,
<br />http://maps.conservation.ca. govlcgs/informationwarehouse/index.html?map=regulatorymaps.
<br />California Geological Survey, 2022b, Earthquake Zones of Required Investigation,
<br />https://mgps.conservation.ca.gov/cgs/EQZApp/aM/.
<br />California Geological Survey, 2018, Earthquake Fault Zones, A Guide for Government Agencies,
<br />Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture
<br />Hazards in California, Special Publication 42, Revised 2018.
<br />FEMA, 2022, Online Flood Hazard Maps, http://www.esri.com/hazards/index.html.
<br />Geocon West, Inc., 2018, Geotechnical Investigation, Proposed Mixed -Use Development, East 4" Street
<br />and Mortimer Street, Santa Ana, California, dated July 26, 2018
<br />Orange County General Plan, 2004, Safety Element, Advance Planning Program, Environmental
<br />Management Agency.
<br />Orange County, Technical Guidance Document (TGD) For The Preparation Of Conceptual/Preliminary
<br />And/Or Project Water Quality Management Plans (WQMPs), December 20, 2013.
<br />Santa Ana, City of, 1982, Revised 2010, Seismic Safety Element, City of Santa Ana General Plan.
<br />Sprotte, E. C., Fuller, D. R., Greenwood, R. B., Mumm, H. A. Real, C. R., and Sherburne, R. W., 1980,
<br />Classification and Mapping of Quaternary Sedimentary Deposits for Purposed of Seismic
<br />Zonation, South Coastal Los Angeles Basin, Orange County, California, California Division of
<br />Mines and Geology Open File Report 80-19.
<br />Toppozada, T. R., Bennett, J. H., Borchardt, G. A., Saul, R., and Davis, J .F., 1988, Planning Scenario
<br />for a Major Earthquake on the Newport -Inglewood Fault Zone, California Division of Mines
<br />and Geology Special Publication 99.
<br />Ziony, J.I., and Jones, L.M., 1989, Map Showing Late Quaternary Faults and 1978-1984 Seismicity of
<br />the Los Angeles Region, California, U.S. Geological Survey Miscellaneous Field Studies Map
<br />MF-1964.
<br />Geocon Project No. A9799-88-01 June 7, 2022
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<br />I REFERENCE: U.S.G.S. TOPOGRAPHIC MAPS, 7.5 MINUTE SERIES, TUSTIN, CA QUADRANGLE
<br />GEOCON ,�
<br />ENVIRONMENTAL GEOTECHNICAL MATERIALS
<br />2807 MCGAW AVENUE - IRVINE, CA 92614
<br />PHONE (949) 491-6570
<br />DRAFTED BY: MDS CHECKED BY: SFK
<br />VICINITY MAP
<br />MIXED -USE DEVELOPMENT
<br />EAST 4TH STREET & MORTIMER STREET
<br />SANTA ANA, CALIFORNIA
<br />JUNE 2022 PROJECT NO. A9799-88-01 FIG. 1
<br />7.20.4 Landscaping planters immediately adjacent to paved areas are not recommended due to the
<br />potential for surface or irrigation water to infiltrate the pavement's subgrade and base course.
<br />Either a subdrain, which collects excess irrigation water and transmits it to drainage structures,
<br />or an impervious above -grade planter boxes should be used. In addition, where landscaping is
<br />planned adjacent to the pavement, it is recommended that consideration be given to providing
<br />a cutoff wall along the edge of the pavement that extends at least 12 inches below the base
<br />material.
<br />7.21 Plan Review
<br />7.21.1 Grading and foundation plans should be reviewed by the Geotechnical Engineer (a
<br />representative of Geocon West, Inc.), prior to finalization to verify that the plans have been
<br />prepared in substantial conformance with the recommendations of this report and to provide
<br />additional analyses or recommendations.
<br />Geocon Project No. A9799-88-01
<br />-33-
<br />June 7, 2022
<br />LIMITATIONS AND UNIFORMITY OF CONDITIONS
<br />1. The recommendations of this report pertain only to the site investigated and are based upon the
<br />assumption that the soil conditions do not deviate from those disclosed in the investigation.
<br />If any variations or undesirable conditions are encountered during construction, or if the
<br />proposed construction will differ from that anticipated herein, Geocon West, Inc. should be
<br />notified so that supplemental recommendations can be given. The evaluation or identification of
<br />the potential presence of hazardous or corrosive materials was not part of the scope of services
<br />provided by Geocon West, Inc.
<br />2. This report is issued with the understanding that it is the responsibility of the owner, or of his
<br />representative, to ensure that the information and recommendations contained herein are brought
<br />p g
<br />to the attention of the architect and engineer for the project and incorporated into the plans, and
<br />the necessary steps are taken to see that the contractor and subcontractors carry out such
<br />recommendations in the field.
<br />3. The findings of this report are valid as of the date of this report. However, changes in the
<br />conditions of a property can occur with the passage of time, whether they are due to natural
<br />processes or the works of man on this or adjacent properties. In addition, changes in applicable
<br />or appropriate standards may occur, whether they result from legislation or the broadening of
<br />knowledge. Accordingly,the findin s of this report may be invalidated wholly or partially b
<br />gg p Y Y p Y Y
<br />changes outside our control. Therefore, this report is subject to review and should not be relied
<br />upon after a period of three years.
<br />4. The firm that performed the geotechnical investigation for the project should be retained to
<br />provide testing and observation services during construction to provide continuity of
<br />geotechnical interpretation and to check that the recommendations presented for geotechnical
<br />aspects of site development are incorporated during site grading, construction of improvements,
<br />and excavation of foundations. If another geotechnical firm is selected to perform the testing and
<br />observation services during construction operations, that firm should prepare a letter indicating
<br />their intent to assume the responsibilities of project Geotechnical Engineer of Record. A copy of
<br />the letter should be provided to the regulatory agency for their records. In addition, that firm
<br />should provide revised recommendations concerning the geotechnical aspects of the proposed
<br />development, or a written acknowledgement of their concurrence with the recommendations
<br />presented in our report. They should also perform additional analyses deemed necessary to
<br />assume the role of Geotechnical Engineer of Record.
<br />Geocon Project No. A9799-88-01
<br />7.19 Stormwater Infiltration
<br />7.19.1 Borings B7 and B8, drilled in May 2018, and borings P2 and P3, drilled in March 2022, were
<br />used to perform infiltration testing. The testing was performed in general accordance with the
<br />Percolation Test Procedure method outlined in Appendix VII the Orange County Technical
<br />Guidance Document for the Preparation of Conceptual/Preliminary and/or Project Water
<br />Quality Management Plans (December 2013). The field -measured percolation rate has been
<br />adjusted to infiltration rates in accordance with TGD requirements. Additional correction
<br />factors may be required and should be applied by the engineer in responsible charge of the
<br />design of the stormwater infiltration system and based on applicable guidelines. Percolation
<br />test data sheets are provided as Figures 7 through 10.
<br />7.19.2 Borings Pl and P4 were conducted with the intention of performing percolation testing;
<br />however, the test holes and slotted casing became in -filled with mud during the initial
<br />saturation. This was evidenced by the sounder not reaching the bottom of the casing after the
<br />introduction of water into the borehole. Thus, testing could not be completed in these
<br />boreholes.
<br />Boring
<br />Soil Type
<br />Infiltration Depth
<br />(ft)
<br />Average Infiltration Rate
<br />(in / hour)
<br />B7
<br />Silty Sand (SM)
<br />10-20'Y2
<br />4.55
<br />B8
<br />Silty Sand (SM)
<br />5-10
<br />1.22
<br />P2
<br />Gravelly Sand with Cobbles (SW)
<br />40-45
<br />13.68
<br />P3
<br />I Gravelly Sand (SW)
<br />1 40-45
<br />1 3.25
<br />7.19.3 The results of the percolation testing indicate that the soils are conductive to infiltration. It is
<br />our opinion that the soil zones encountered at the depths and locations as listed in the table
<br />above are suitable for infiltration of stormwater.
<br />7.19.4 It is our opinion that the introduction of stormwater at the depth and location indicated above
<br />will not induce excessive hydro -consolidation (see Figures B2 through B7), will not create a
<br />perched groundwater condition, will not affect soil structure interaction of existing or proposed
<br />foundations due to expansive soils, will not saturate soils supported by existing or proposed
<br />retaining walls, and will not increase the potential for liquefaction. Resulting settlements are
<br />anticipated to be less than inch, if any.
<br />7.19.5 Where infiltration systems will be utilized, it is recommended that a minimum 10-foot
<br />horizontal and vertical setback be maintained from existing or proposed foundations.
<br />Additional setbacks may be required by the governing jurisdiction and should be incorporated
<br />into the stormwater infiltration system design as necessary.
<br />Geocon Project No. A9799-88-01 - 31 - June 7, 2022
<br />7.19.6 The drywell contractor should not the presence of cobbles encountered at depth in borings P 1
<br />through P4 and be prepared for difficult drilling conditions. The soils at these depths may be
<br />prone to caving.
<br />7.19.7 Subsequent to the placement of the infiltration system, it is acceptable to backfill the resulting
<br />void space between the excavation sidewalls and the infiltration system with minimum
<br />two -sack slurry provided the slurry is not placed in the infiltration zone. It is recommended
<br />that pea gravel be utilized adjacent to the infiltration zone so communication of water to the
<br />soil is not hindered.
<br />7.19.8 Due to the preliminary nature of the project at this time, the type of stormwater infiltration
<br />system and location of the stormwater infiltration systems has not yet been determined.
<br />The design drawings should be reviewed and approved by the Geotechnical Engineer.
<br />The installation of the stormwater infiltration system should be observed and approved by the
<br />Geotechnical Engineer (a representative of Geocon).
<br />7.20 Surface Drainage
<br />7.20.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled
<br />p g p p J
<br />infiltration of irrigation excess and storm runoff into the soils can adversely affect the
<br />performance of the planned improvements. Saturation of a soil can cause it to lose internal
<br />p p p
<br />shear strength and increase its compressibility, resulting in a change in the original designed
<br />engineering properties. Proper drainage should be maintained at all times.
<br />7.20.2 All site drainage should be collected and controlled in non -erosive drainage devices. Drainage
<br />should not be allowed to pond anywhere on the site, and especially not against any foundation
<br />or retaining wall. The site should be graded and maintained such that surface drainage is
<br />directed away from structures in accordance with 2019 CBC 1804.4 or other applicable
<br />standards. In addition, drainage should not be allowed to flow uncontrolled over any
<br />descending slope. Discharge from downspouts, roof drains and scuppers are not recommended
<br />onto unprotected soils within 5 feet of the building perimeter. Planters which are located
<br />adjacent to foundations should be sealed to prevent moisture intrusion into the soils providing
<br />foundation support. Landscape irrigation is not recommended within 5 feet of the building
<br />perimeter footings except when enclosed in protected planters.
<br />7.20.3 Positive site drainage should be provided away from structures, pavement, and the tops of
<br />slopes to swales or other controlled drainage structures. The building pad and pavement areas
<br />should be fine graded such that water is not allowed to pond.
<br />June 7, 2022 I Geocon Project No. A9799-88-01 - 32 - June 7, 2022
<br />7.18.3 For unsurcharged excavations, alternate "A" slots of 8 feet in width may be worked.
<br />The remaining earth buttresses ("B" and "C" slots) should also be 8 feet in width. The wall,
<br />foundation, or backfill should be completed in the "A" slots to a point where support of the
<br />offsite property and/or any existing structures is restored before the "B" slots are excavated.
<br />After completing the wall, foundation, or backfill in the "B" slots, finally the "C" slots may be
<br />excavated. Slot -cutting is not recommended for vertical excavations greater than 5 feet in
<br />height. A slot -cut calculation is provided in the table on the following page, and assumes no
<br />surcharge loads will be acting on the excavation.
<br />Slot Cut Calculation
<br />Input:
<br />Height of Slots
<br />(H) 5.0 feet
<br />Design Equations
<br />b = W(tan a)
<br />Unit Weight of Soils
<br />(y) 120.0
<br />pcf
<br />A = 0.5*H`b
<br />Friction Angle of Soils
<br />(4) 29.0
<br />degrees
<br />W=0.5*H*b*y (per lineal foot of slot width)
<br />Cohesion of Soils
<br />(c) 150.0
<br />psf
<br />F, =d W`(sin a)
<br />Factor of Safety
<br />(FS) 1.25
<br />R, = d*[W*(cosa)*(tan 4,)+(c*b)]
<br />Factor of Safety = Resistance Force/Driving Force
<br />RZ = 2*[(0.5*H*b)*c]
<br />FS = Resistance Force/Driving Force
<br />Surcharge Pressure:
<br />Line Load
<br />(qL) 0.0
<br />pit
<br />Distance Away from Edge of Exavation
<br />()n 0.0
<br />feet
<br />Failure
<br />Angle
<br />(a)
<br />degrees
<br />Width of Area of Weight of Driving Force
<br />Failure Wedge Failure Wedge Failure Wedge Wedge + Surcharge
<br />(b) (A) (W) per lineal foot
<br />feet feet' IbsAineal foot of Slot Wi
<br />Resisting Force
<br />Failure Wedge
<br />per lineal foot
<br />of Slot Width
<br />Resisting Force
<br />Side Resistance
<br />Force
<br />Ibs
<br />Allowable Width
<br />of Slots*
<br />(d)
<br />feet
<br />45
<br />5.0
<br />13
<br />1500.0
<br />1060.7
<br />1648.6
<br />3750.0
<br />8.0
<br />46
<br />4.8
<br />12
<br />1448,5
<br />1042.0
<br />1600.4
<br />3621.3
<br />8.0
<br />47
<br />4.7
<br />12
<br />1398.8
<br />1023.0
<br />1554.3
<br />3496.9
<br />8.0
<br />48
<br />4.5
<br />11
<br />1350.6
<br />1003.7
<br />1510.2
<br />3376.5
<br />8.0
<br />49
<br />4.3
<br />11
<br />1303.9
<br />984.1
<br />1467.9
<br />3259.8
<br />8.0
<br />50
<br />4.2
<br />10
<br />1258.6
<br />964.2
<br />1427.5
<br />3146.6
<br />8.0
<br />51
<br />4.0
<br />10
<br />1214.7
<br />944.0
<br />1388.8
<br />3036.7
<br />8.0
<br />52
<br />3.9
<br />10
<br />1171.9
<br />923.5
<br />1351.7
<br />2929.8
<br />8.0
<br />53
<br />3.8
<br />9
<br />1130.3
<br />902.7
<br />1316.2
<br />2825.8
<br />8.0
<br />54
<br />3.6
<br />9
<br />1089.8
<br />881.7
<br />1282.1
<br />2724.5
<br />8.0
<br />55
<br />3.5
<br />9
<br />1050.3
<br />860.4
<br />1249.5
<br />2625.8
<br />8.0
<br />56
<br />3.4
<br />8
<br />1011 S
<br />838.8
<br />1218.3
<br />2529.4
<br />8.0
<br />57
<br />3.2
<br />8
<br />974.1
<br />817.0
<br />1188.4
<br />2435.3
<br />8.0
<br />58
<br />3.1
<br />8
<br />937.3
<br />794.9
<br />1159.7
<br />2343.3
<br />8.0
<br />59
<br />3.0
<br />8
<br />901.3
<br />772.6
<br />1132.3
<br />2253.2
<br />8.0
<br />60
<br />2.9
<br />7
<br />866.0
<br />750.0
<br />1106.0
<br />2165.1
<br />8.0
<br />61
<br />2.8
<br />7
<br />831.5
<br />727.2
<br />1081.0
<br />2078.7
<br />8.0
<br />62
<br />2.7
<br />7
<br />797.6
<br />704.2
<br />1057.0
<br />1993.9
<br />8.0
<br />63
<br />2.5
<br />6
<br />764.3
<br />681.0
<br />1034.1
<br />1910.7
<br />8.0
<br />64
<br />2.4
<br />6
<br />731.6
<br />657.6
<br />1012.2
<br />1829.0
<br />8.0
<br />65
<br />2.3
<br />6
<br />699.5
<br />633.9
<br />991.4
<br />1748.7
<br />8.0
<br />66
<br />2.2
<br />6
<br />667.8
<br />610.1
<br />971.5
<br />1669.6
<br />8.0
<br />67
<br />2.1
<br />5
<br />636.7
<br />586.1
<br />952.7
<br />1591.8
<br />8.0
<br />68
<br />2.0
<br />5
<br />606.0
<br />561.9
<br />934.7
<br />1515.1
<br />8.0
<br />69
<br />1.9
<br />5
<br />575.8
<br />537.6
<br />917.7
<br />1439.5
<br />8.0
<br />70
<br />1.8
<br />5
<br />546.0
<br />513.0
<br />901.6
<br />1364.9
<br />8.0
<br />* Width of Slots to achieve a minimum of 1.25 Factor of Safety, w ith a Maximum Allow able Slot Width of 84eet
<br />Critical Slot Width w ith Factor of Safety equal or exceeding 1.25:
<br />dallow = 8.0 feet
<br />Geocon Project No. A9799-88-01
<br />-29-
<br />June 7, 2022
<br />7.18.4 For surcharged excavations, alternate "A" slots of 3 feet in width may be worked.
<br />The remaining earth buttresses ("B" and "C" slots) should also be 3 feet in width. The wall,
<br />foundation, or backfill should be completed in the "A" slots to a point where support of the
<br />existing structures is restored before the "B" slots are excavated. After completing the wall,
<br />foundation, or backfill in the "B" slots, finally the "C" slots may be excavated. Slot -cutting is
<br />not recommended for vertical excavations greater than 5 feet in height. A slot -cut calculation
<br />is provided on the following page. A surcharge load of 300 pounds per square foot (psf) is
<br />included in the slot -cut calculation to account for traffic and pedestrian loads.
<br />Slot Cut Calculation
<br />HeightofSlots (H) 5.0 feet
<br />Unit Weight of Soils
<br />(y)
<br />125.0 pef
<br />Friction Angle of Soils
<br />(4))
<br />29.0 degrees
<br />Cohesion of Soils
<br />(c)
<br />150.0 psf
<br />Factor of Safety
<br />(FS)
<br />1.25
<br />Factor of Safety Resistance Force/Driving Force
<br />Surcharge Pressure:
<br />Traffic {q)Surcharge 360.0 psf
<br />Distance Awayfrom Edge of Excevation (� 0.0 feet
<br />Design Equations
<br />b = W(tan a)
<br />A = 0.5*H*b
<br />W = 0.5*H*b*y (per lineal foot of slot width)
<br />F, = d*W (sin a)
<br />R, =d*[W (c0sa)*(tan 4)1
<br />Rz = 2*[(0.5*H*b)*c]
<br />FS = Resistance ForceiDriving Force
<br />FS = (+ )l(F )
<br />Angle
<br />(a)
<br />degrees
<br />Wdth of Area of Weight of Driving Force
<br />ailure Wedge Failure Wedge Failure Wedge Wedge +Surcharge
<br />(b) (A) (W) per lineal foot
<br />feet feet' Ibs/lineal foot of Slot Wdith
<br />Resisting Force
<br />Failure Wedge
<br />per lineal foot
<br />of Slot Width
<br />Resisting Force
<br />Side Resistance
<br />Force
<br />Ibs
<br />Allowable Width
<br />of Slots*
<br />(d)
<br />feet
<br />45
<br />5.0
<br />13
<br />1562.5
<br />2165.5
<br />1790.7
<br />3750.0
<br />4.1
<br />46
<br />4.8
<br />12
<br />1508.9
<br />2127.4
<br />1739.1
<br />3621.3
<br />3.9
<br />47
<br />4.7
<br />12
<br />1457.1
<br />2088.6
<br />1689.7
<br />3496.9
<br />3.8
<br />48
<br />4.5
<br />11
<br />1406.9
<br />2049.2
<br />1642.3
<br />3376.5
<br />3.7
<br />49
<br />4.3
<br />11
<br />1358.3
<br />2009.2
<br />1596.8
<br />3259.8
<br />3.6
<br />50
<br />4.2
<br />10
<br />1311.1
<br />1968.5
<br />1553.1
<br />3146.6
<br />3.5
<br />51
<br />4.0
<br />10
<br />1265.3
<br />1927.3
<br />1511.1
<br />3036.7
<br />3.4
<br />52
<br />3.9
<br />10
<br />1220.8
<br />1885.5
<br />1470.7
<br />2929.8
<br />3.3
<br />53
<br />3.8
<br />9
<br />1177.4
<br />1843.1
<br />1432.0
<br />2825.8
<br />3.2
<br />54
<br />3.6
<br />9
<br />1135.2
<br />1800.1
<br />1394.7
<br />2724.5
<br />3.2
<br />55
<br />3.5
<br />9
<br />1094.1
<br />1756.6
<br />1358.8
<br />2625.8
<br />3.1
<br />56
<br />3.4
<br />8
<br />1053.9
<br />1712.5
<br />1324.3
<br />2529.4
<br />3.1
<br />57
<br />3.2
<br />8
<br />1014.7
<br />1668.0
<br />1291.2
<br />2435.3
<br />3.1
<br />58
<br />3.1
<br />8
<br />976.4
<br />1622.9
<br />1259.3
<br />2343.3
<br />3.0
<br />59
<br />3.0
<br />8
<br />938.8
<br />1577.3
<br />1228.7
<br />2253.2
<br />3.0
<br />60
<br />2.9
<br />7
<br />902.1
<br />1531.3
<br />1199.2
<br />2165.1
<br />3.0
<br />61
<br />2.8
<br />7
<br />866.1
<br />1484.7
<br />1170.9
<br />2078.7
<br />3.0
<br />62
<br />2.7
<br />7
<br />830.8
<br />1437.8
<br />1143.7
<br />1993.9
<br />3.1
<br />63
<br />2.5
<br />6
<br />796.1
<br />1390.3
<br />1117.6
<br />1910.7
<br />3.1
<br />64
<br />2.4
<br />6
<br />762.1
<br />1342.5
<br />1092.5
<br />1829.0
<br />3.1
<br />65
<br />2.3
<br />6
<br />728.6
<br />1294.3
<br />1068.5
<br />1748.7
<br />3.2
<br />66
<br />2.2
<br />6
<br />695.7
<br />1245.6
<br />1045.5
<br />1669.6
<br />3.3
<br />67
<br />2.1
<br />5
<br />663.2
<br />1196.6
<br />1023.4
<br />1591.8
<br />3.4
<br />68
<br />2.0
<br />5
<br />631.3
<br />1147.2
<br />1002.3
<br />1515.1
<br />3.5
<br />69
<br />1.9
<br />5
<br />599.8
<br />1097.5
<br />982.1
<br />1439.5
<br />3.7
<br />70
<br />1,8
<br />5
<br />568.7
<br />1047A
<br />962.8
<br />136C9
<br />3.9
<br />* Width of Slots to achieve a rrmimum of 1.25 Factor of Safety, w ith a Maxirrum Allow able Slot Width of 8-feet.
<br />Critical Slot Width w ith Factor of Safety equal or exceeding 125:
<br />dallow= 3.0 feet
<br />Geocon Project No. A9799-88-01
<br />-30-
<br />June 7, 2022
<br />•
<br />Architecture + Planning
<br />17911 Von Karman Ave.
<br />Suite 200
<br />Irvine, CA 92614
<br />ktgy.com
<br />949.851.2133
<br />KTGY Project No: 2017-0934
<br />Project Contact: Debbie Holland
<br />Email: dholland@ktgy.com
<br />Principal: Wil Wong
<br />Project Designer: D. Schoolmeester
<br />Project Director: Debbie Holland
<br />Developer
<br />ED 0 A K
<br />1NVES'F1%,iEN'l'S
<br />4199 CAMPUS DRIVE
<br />IRVINE, CA 92612
<br />PHONE NO. (714) 342-2502
<br />No. Date Description 1=
<br />10
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<br />It is the clients responsibility prior to or during construction to notify the architect in writing
<br />n
<br />of any perceived errors or omissions in the plans and specifications of which a contractor
<br />thoroughly knowledgeable with the building codes and methods of construction should
<br />reasonably be aware. Written instructions addressing such perceived errors or omissions
<br />shall be received from the architect prior to the client or clients subcontractors proceeding
<br />ir ^
<br />with the work. The client will be responsible for any defects in construction if these
<br />procedures are not followed.
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<br />* No. C29795 *
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<br />RENEWAL DATE
<br />AUGUST 31, 2023
<br />of
<br />C Ai
<br />License Stamp
<br />o
<br />GEOTECHNICAL
<br />REPORT
<br />COPYRIGHT (c
<br />AO-84
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