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HomeMy WebLinkAboutAppendix F - Rockfall InvestigationConifer Court Self Storage Rockfall Investigation Fontana, California Project No. KGT 22-50 Prepared by: KANE GeoTech, Inc. 7400 Shoreline Drive, Suite 6 Stockton, Calif ornia 95219 Prepared For: Newbridge Homes, LLC. 500 Newport Center Drive, Suite 570 Newport Beach, California 92660 January 31, 2023 THIS PAGE INTENTIONALLY LEFT BLANK KANE GeoTech, Inc. Figure 1. Project Location, Fontana, California. 7400 Shoreline Drive Suite 6 Stockton, California 95219 Tel: 209-472-1822 www.kanegeotech.com 6080 Center Drive Suite 600 Los Angeles, California 90045 Tel: 323-331-9222 www.kanegeotech.com 1441 Kapiolani Boulevard Suite 1115 Honolulu, Hawai’i 96814 Tel: 808-468-9993 www.kanegeotech.com 200 Prosperity Drive, Knoxville, Tennessee 3 7923 Tel: (865) 248-3051 www.kanegeotech.com Conifer Court Self Storage Rockfall Investigation Fontana, California Project No. KGT22-50 1.INTRODUCTION 1.1 General KANE GeoTech, Inc. (KANE GeoTech) was retained by Newbridge Homes, LLC (Newbridge Homes) to investigate potential rockfall hazards that might affect commercial development on the currently undeveloped lot east of the intersection of Live Oak Avenue and Village Drive in Fontana, San Bernardino California. This report was prepared by KANE GeoTech to provide information on the assessment of potential rockfall hazards at the Project site. The Project location is shown in Figure 1 with an aerial overview of the site in Figure 2. Plans call for the site to be developed as an RV and self storage area. 1.2 Purpose The purpose of this Report is to present the results of analyses performed to assess the potential rockfall hazards at the Project site. The Report also provides probable rockfall source areas and trajectories and general options f or mitigation. 2.SCOPE OF WORK 2.1 Scope The scope of services provided by KANE GeoTech included the f ollowing: 1.Literature Review. KANE GeoTech reviewed available geotechnical information, reports, and maps provided by Newbridge Homes and others which were pertinent to the Project. This included, but was not limited to, soil (geotechnical) reports, surveys, geological and engineering studies. Conifer Court Self Storage Rockfall Investigation Fontana, California Page 2 Figure 2. Aerial overview of Project site. 2.Rockfall Analyses. Using available data and site plan information, KANE GeoTech constructed representative cross-sections of the existing slope and performed rockfall modeling analyses using the software modeling program RocFall by Rocscience, Inc. The purpose of modeling the rockfall was to determine the required height and kinetic energy impact resistance of any proposed m itigation measures. 3.Report of Findings. KANE GeoTech prepared this Report of Findings containing the results of our analyses and an engineering assessment of the rockfall hazards at the Project site. The Report provides recommendations to mitigate, treat, and/or remove any potential hazards. These recommendations include all areas w ithin the project limits. 3.SITE DESCRIPTION 3.1 Overview The project site is located south of Interstate 10, Fontana, San Bernardino County, California at approximately 34°02'33.1"N 117°28'48.7"W . East of the intersection of Live Oak Avenue and Village Drive. The rockfall hazard area is approximately 830-ft wide with terrain rising to the south around 400-f t above the proposed self -storage units. Petra Geosciences, Inc. (Petra) (2021) developed a geotechnical due-diligence review for the tract south of the proposed development area. This report included exploratory boring and susceptibility of rockfall in the area. The parameters used in the analyses presented in this Report are based on this study. KANE GeoTech, Inc. (KANE) (2021) developed a rockfall investigation report containing the results of analyses and engineering assessment of rockfall hazards within the tract south of the KANE GeoTech, Inc. Conifer Court Self Storage Rockfall Investigation Fontana, California Page 3 Figure 3. Aerial imagery of talus and loose boulders near toe of the slope. proposed development area. T his report included recom mendations for rockfall mitigation. 3.2 Geology The site is located in the Peninsular Ranges Geomorphic Province of California. Local geology includes topsoil and Quaternary alluvium consisting coarse-grained silty sand and gravel (Petra, 2021). The ridges of the project site are composed of Cretaceous granitic rocks, primarily consist of tonalite (Morton, 1973). Locally, materials at the site include granitic boulders, sand, and topsoil. At the base of the slope is a thick layer of undocumented artificial fill, Figure 3. Although landslides are unlikely, the vertical extent of the slope and overhanging tonalite boulders present a rockfall hazard. Our review of aerial images suggest rock blocks as large as 5- ft in diameter have to the potential to topple and roll down slope face. The area is seismically active and ground shaking due to seismic activity can trigger rockfall hazards from the outcrops above the project area. 3.3 Site Characteristics KANE GeoTech personnel reviewed the photographs and drone imagery provided by Newbridge Homes. The site, a former quarry, appeared to be vacant and undeveloped, cleared of all vegetation including the low grasses and chaparral. Large boulders and several smaller rocks were scattered throughout the site and some grading has been done to accommodate the transit of vehicles, as shown in Figure 3. The base of the project is currently located at about elevation 940-ft MSL with the crest of the cut at approximately 1,200-f t MSL for a total vertical relief of 260-ft. Slope angles vary from approximately 90E near the crest to about 45 on the talus at the base. 4.ROCKFALL ANALYSES 4.1 Rockfall Analyses The aerial imagery and topographic map were used to develop the likely rockfall sources and trajectories. Seven rockfall trajectories, A through F, were selected for analyses, Figure 4 and Appendix A. These rockfall trajectories consisted of rockfall source area, potential chutes, and associated run-out areas. The observed rockfall outcrops and potential rockfall boulders are similar in size and shape to those described in the KANE (2021) report on the sit e to the south. KANE GeoTech, Inc. Conifer Court Self Storage Rockfall Investigation Fontana, California Page 4 Figure 4. Topographic map showing rockfall profiles A-F and paths analyzed. The rockfall kinetic energies and bounce heights presented in this Report are based on 1,000 rockfall simulations for each potential rockf all chute and source. To simulate site conditions as closely as possible, large, 5-ft diameter and smaller 1-ft diameter hexagonally-shaped boulders were modeled (KANE, 2021). The large boulders generally provide the maximum energy required to be mitigated while the small boulders tend to bounce higher and give better results as to required barrier heights. Collectors (analyses points where predicted rockfall bounce heights and energies are calculated) were located on the downslope side of the property line. At least (1) collector was used for each slope profile based on the project limits and property lines supplied by Newbridge Homes. 4.2 Rocscience RocFall 2021 Rockfall analyses were performed using Rocscience RocFall 2021 (RocFall) software program. RocFall is a 2-dimensional rockfall simulation program that predicts statistical rockfall behavior on slopes to assist in the design of rockfall mitigation. RocFall has becom e the standard-of- practice rockfall modeling software in the geohazard industry. By modeling a slope using RocFall, it is possible to make reasoned judgments on the need for, or the design of, a rockfall barrier or an earthen berm . It is routinely used as a design tool by the government and private practice. RocFall uses a statistical computer algorithm based on actual rockfall tests to predict the rockfall kinetic energy, velocity, and bounce height distribution along the entire slope profile. The program also predicts the rockfall traveling and stop distances along the slope profile surface. Analysis points, called collectors, are placed at locations along the slope profile surface to determine the KANE GeoTech, Inc. Conifer Court Self Storage Rockfall Investigation Fontana, California Page 5 probable rockfall behavior statistical data at that point. This information is used to assist in determining the capacity, size, and location of the rockfall mitigation. The RocFall program contains two types of analyses methods that can be used for rockfall modeling. The Rigid Body model considers the impulse reaction of the rock during the instantaneous contact period with the slope to determine the critical events of the rock (slip, sticking, reversal) behavior during restitution. The normal coefficient of restitution is used during the two phases of the contact period to calculate the terminal impulse. W ith the terminal impulse, the outgoing velocities at the contact point can be calculated. The Rigid Body Model uses a particle analysis with three sections: the particle algorithm, the projectile algorithm, and the sliding algorithm. The particle algorithm ensures that the simulation parameters are valid, sets up the initial conditions, and starts the projectile algorithm. The Rigid Body Models were used for the analyses for this Project. The RocFall program includes two types of probability sampling methods used for statistical data distributions. The Monte Carlo Method uses random numbers to sample from the input data probability distributions. The Monte Carlo Method is commonly applied to a variety of sampling involving random behavior in geotechnical engineering. The Latin Hypercube Method provides similar results as the Monte Carlo Method, but with fewer samples. The method is based upon "stratified" sampling with random selection within each stratum. This results in a smoother sampling of the probability distributions. The Monte Carlo Method was used for the analyses for this Project. RocFall requires a 2-dimensional slope profile and the geotechnical material parameters such as rock unit weight, size, and slope roughness. In addition, coefficients of restitution are also determined to depict the behavior of rocks rebounding from the slope. Numerical representations of these properties are termed the normal coefficient of restitution (Rn) and the tangential coefficient of frictional resistance (Rt), where the normal direction is perpendicular to the slope surface, and the tangential direction is parallel to the slope surface. In determining velocity components for a rock following impact, separate normal and tangential coefficients are necessary due to the different mechanisms involved in resisting motion normal and tangent to the slope. W hen a rock bounces on a slope, kinetic energy is lost due to inelastic components of the collision and friction. W hile the primary mechanism in resisting motion parallel to the slope is sliding or rolling friction, the elasticity of the slope determines the motion normal to the slope. The Rn is a measure of the degree of elasticity in a collision normal to the slope, and the Rt is a measure of frictional resistance to movement parallel to the slope. The friction angle used in the analyses is calculated when using the Lump Mass Model while using the selected Rt values. 5. RESULTS 5.1 Results Table 1 is a summary of the rockfall analyses that are presented in Appendix B. Bounce heights ranged from 2-ft to 10-ft and energies at the Collector location varied between 1-kJ for the 1-ft boulders to approximately 300-kJ for the 5-ft boulders. Table 2 presents the probability of rockfall for all analyzed boulder sizes. Majority of the simulated boulder sizes had a relatively low KANE GeoTech, Inc. Conifer Court Self Storage Rockfall Investigation Fontana, California Page 6 5-ft Boulders Slope Profile 75% Retention 90% Retention Bounce Height (ft)Kinetic Energy (kJ)Bounce Height (ft)Kinetic Energy (kJ) A-A’4.4 178 7.2 270 B-B’4.1 123 6.3 213 C-C’5.0 141 7.2 292 D-D’4.0 87 5.3 177 E-E’4.2 89 5.7 328 F-F’Did not reach Collector Did not reach Collector G-G’3.0 49 3.6 89 1-ft Boulders Slope Profile 75% Retention 90% Retention Bounce Height (ft)Kinetic Energy (kJ)Bounce Height (ft)Kinetic Energy (kJ) A-A’2.8 1 4.6 1.9 B-B’2.5 1 4.2 1.5 C-C’3.4 1 5.4 2.1 D-D’2.6 1 4.2 1.6 E-E’2.2 1 3.3 2.4 F-F’Did not reach Collector Did not reach Collector G-G’1 0.4 1.3 0.6 TABLE 1. SIMULATED ROCKFALL BOUNCE HEIGHTS AND ENERGIES probability of reaching the Collectors (Analyses Points) along the property easement. Rockfall simulated on the steeper slopes near the middle of the property resulted in higher probabilities (40%) of reaching the Collectors. Total summation resulted in 17% percent of the 5-ft boulders and 15% of boulders of 1-ft diameter reaching the Collectors. 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 Conclusions Based on the modeled probabilities, it is our conclusion that rockfall is a hazard that has a considerable potential to impact the proposed self storage area. W e also conclude that the rockfall hazards can be mitigated with conventionally available methodologies and materials. 6.2 Recommendations Due to the large footprint available near the toe of the slope, f or this project we recommend the installation of approximately 830 linear feet of compacted berm (2H:1V). As summarized in Table 3, the western section should be an approximately 600-ft long, 8-ft tall compacted berm (2H:1V) and the eastern section should be a 230-ft long and 6-ft tall compacted berm (2H:1V). The berm KANE GeoTech, Inc. Conifer Court Self Storage Rockfall Investigation Fontana, California Page 7 Cross-Sectional Slope Profile ID 1-ft Boulders 5-ft Boulders Number of Rocks Simulated for Analysis* TOTAL Number of Rocks at AP Percentage of Rocks Reaching AP Number of Rocks Simulated for Analysis* TOTAL Number of Rocks at AP Percentage of Rocks Reaching AP A-A'1,000 89 9%1,000 102 10% B-B'1,000 161 16%1,000 201 20% C-C'1,000 341 34%1,000 403 40% D-D'1,000 157 16%1,000 198 20% E-E'1,000 116 12%1,000 128 13% F-F'1,000 0 0%1,000 0 0% G-G'1,000 207 21%1,000 170 17% Notes * 1,000 Rocks for Each Size of Rock Analyzed AP = Analysis Point (Collector) Potential Barrier Locations Due to the RocScience RocFall models some rockfall simulation runs were removed due to invalid intersections between the slope, shape, collision, or geometry of the slope profile. TABLE 2. ROCKFALL PROBABILITIES Station ID Protection Type Height (ft) Approx. Length ft) STA 0+00 to STA 6+00 Berm with Runout Catchment Ditch (2H:1V) 8 600 STA 6+00 to STA 8+30 Berm with Runout Catchment Ditch (2H:1V) 6 230 830 *Estimated for planning purposes only. Actual engineered construction quantities may vary. TABLE 3. RECOMMENDED ROCKFALL MITIGATION should be combined with a 3-ft deep catchment ditch (2H:1V) along the property line at the base of the berm to contain the potential rockf all, Figure 5 and Appendix C. 7.REFERENCES KANE GeoTech, Inc. (KANE) (2021). Live Oak Project Rockfall Investigation. Fontana, California. KGT21-24. Morton, D. (1973)."Preliminary Geologic Map of the Fontana 7.5' Quadrangle, San Bernardino and Riverside Counties, California." Open-File Report 03-418. KANE GeoTech, Inc. Conifer Court Self Storage Rockfall Investigation Fontana, California Page 8 Figure 5. Schematic of proposed rockfall protection berm and catchment ditch. Petra Geosciences, Inc. (2021). “Feasibility/Due Diligence-Level Geotechnical Assessment, Live Oak Project, Undeveloped Land Southeast of Live Oak Drive and Village Drive, Assessor’s Parcel Number (APN) 0237-411-14, City of Fontana, San Bernardino County, California.” Project No. JN.21-177. June 22, 2021. 8.LIMITATIONS Slope instability and rockfall can be sporadic and unpredictable. Causes range from human construction to environmental (e.g., weather, wildfire, groundwater fluctuations) effects. Because the multiplicity of factors affecting it, it is not, and cannot be, an exact science. Therefore, the safety of individuals and property cannot be guaranteed. However, when sound engineering principles are applied to a predictable range of geodynamics, the risk of injury and property loss can be substantially reduced by the use of properly designed mitigation in identif ied risk areas. The analyses, conclusions and recommendatio ns contained in this report are based on the observed site conditions and derived from the information provided. If there is a substantial lapse of time between the submission of our report and the start of any work at the site, or if conditions have changed due to natural causes, or construction operations at or adjacent to the site, we urge that our report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report is applicable only for the project and sites studied. T his report should not be used af ter three years. Our professional services were performed, our findings obtained, and our recommendations proposed in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. Findings and statements of professional opinion do not constitute a g uarantee or warranty, expressed or implied. Yours truly, KANE GeoTech, Inc. W illiam F. Kane, PhD, PG, PE President and Principal Eng ineer California Licensed Civil Engineer No. 55714 KANE GeoTech, Inc. APPENDIX A TOPOGRAPHIC LAYOUT ROCKFALL SLOPE PROFILE PATHS KANE GeoTech, Inc. THIS PAGE INTENTIONALLY LEFT BLANK KANE GeoTech, Inc. MH MH MH MHMH MH N70° 0 9 ' 2 5 " W 4 4 6 . 9 8 ' N60° 5 8 ' 3 2 " W 6 6 . 8 0 ' N63°1 0 ' 2 6 " E 1 7 2 . 7 0 ' N66°34 ' 1 8 " E 2 4 3 . 8 0 ' N83°29'08"W 78. 2 2 ' N3 3 ° 5 7 ' 1 8 " E 5 2 . 1 7 ' N4 0 ° 2 6 ' 5 0 " E 1 0 4 . 8 7 ' N83°06'50"E 53.68' N2 7 ° 5 1 ' 5 0 " E 14 . 7 8 ' N67°11 ' 5 0 " E 6 4 . 6 9 ' CONIFER COURT ROCKFALL TRAJECTORIES 0'43'86'129'43'21.5' TOPOGRAPHIC SCALE SCALE: 1 INCH = 43 FEET DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 2 KA N E G e o T e c h , I n c . CH E C K E D B Y : So u t h e r n C a l i f o r n i a O f f i c e 60 8 0 C e n t e r D r i v e Su i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ha w a i ' i O f f i c e 14 4 1 K a p i o l a n i B o u l e v a r d Su i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s No r t h e r n C a l i f o r n i a O f f i c e 74 0 0 S h o r e l i n e D r i v e Su i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 Te n n e s s e e O f f i c e 20 0 P r o s p e r i t y D r i v e Kn o x v i l l e , T N 3 7 9 2 3 (8 6 5 ) 2 4 8 - 3 5 0 1 ML C / P P WF K WF K 1" = 5 5 ' - 0 " 20 2 2 1 2 - 0 9 KG T 2 2 - 5 0 Co n i f e r C o u r t R o c k f a l l Ro c k f a l l M i t i g a t i o n Sa n B e r n a r d i n o C o u n t y , C a l i f o r n i a Ne w b r i d g e H o m e s 50 0 N e w p o r t C e n t e r D r i v e , S u i t e 5 7 0 Ne w p o r t B e a c h , C a l i f o r n i a 9 2 6 6 0 X X N THIS PAGE INTENTIONALLY LEFT BLANK KANE GeoTech, Inc. APPENDIX B ROCKFALL ANALYSES ROCSCIENCE ROCFALL RESULTS KANE GeoTech, Inc. THIS PAGE INTENTIONALLY LEFT BLANK KANE GeoTech, Inc. Rock Name Color Mass (lbm)Density (lbm/Ō3)Shapes 5-Ō Blocks 10472 160 Polygon Hexagon, Polygon Rectangle (5:6) Seeder Name Number of Rocks Rock Types Horizontal Velocity (Ō/s) IniƟal RotaƟon (deg) Seeder 1 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 Material Name Color Normal ResƟtuƟon TangenƟal ResƟtuƟon Dynamic FricƟon Rolling FricƟon Quartz Diorite Normal Mean: 0.33 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.83 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.55 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.4 Std Dev: 0.02 Rel. Min: 0.06 Rel. Max: 0.06 ArƟfical Fill 0.25 0.6 0.56 0.75 Talus 0.3 0.81 0.56 0.65 Berm (2H:1V) Height = 8'-0" Top Width = 20'-0" Bottom Width = 52'-0" Ditch (2H:1V) Depth = 3'-0" Top Width = 17'-0" Bottom Width = 5'-0" P.L. 11 0 0 10 5 0 10 0 0 95 0 -300 -250 -200 -150 -100 -50 0 Analysis Description Rigid Body - Profile A-A' Company KANE GeoTech, Inc.Drawn By PP/MLC File Name Profile A-A'.fal8Date1/16/2023 Project Conifer Court Rockfall Analysis ROCFALL 8.020 Material Name Color Normal ResƟtuƟon TangenƟal ResƟtuƟon Dynamic FricƟon Rolling FricƟon Quartz Diorite Normal Mean: 0.33 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.83 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.55 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.4 Std Dev: 0.02 Rel. Min: 0.06 Rel. Max: 0.06 ArƟfical Fill 0.25 0.6 0.56 0.75 Talus 0.3 0.81 0.56 0.65 Rock Name Color Mass (lbm)Density (lbm/Ō3)Shapes 5-Ō Blocks 10472 160 Polygon Hexagon, Polygon Rectangle (5:6) Seeder Name Number of Rocks Rock Types Horizontal Velocity (Ō/s) IniƟal RotaƟon (deg) Seeder 1 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 Berm (2H:1V) Height = 8'-0" Top Width = 20'-0" Bottom Width = 52'-0" Ditch (2H:1V) Depth = 3'-0" Top Width = 17'-0" Bottom Width = 5'-0" P.L. 12 0 0 11 5 0 11 0 0 10 5 0 10 0 0 95 0 -450 -400 -350 -300 -250 -200 -150 -100 -50 0 Analysis Description Rigid Body - Profile B-B' Company KANE GeoTech, Inc.Drawn By PP/MLC File Name Profile B-B'.fal8Date1/16/2023 Project Conifer Court Rockfall Analysis ROCFALL 8.020 Rock Name Color Mass (lbm)Density (lbm/Ō3)Shapes 5-Ō Blocks 10472 160 Polygon Hexagon, Polygon Rectangle (5:6) Seeder Name Number of Rocks Rock Types Horizontal Velocity (Ō/s) IniƟal RotaƟon (deg) Seeder 1 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 Berm (2H:1V) Height = 8'-0" Top Width = 20'-0" Bottom Width = 52'-0" Ditch (2H:1V) Depth = 3'-0" Top Width = 17'-0" Bottom Width = 5'-0" Material Name Color Normal ResƟtuƟon TangenƟal ResƟtuƟon Dynamic FricƟon Rolling FricƟon Quartz Diorite Normal Mean: 0.33 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.83 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.55 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.4 Std Dev: 0.02 Rel. Min: 0.06 Rel. Max: 0.06 ArƟfical Fill 0.25 0.6 0.56 0.75 Talus 0.3 0.81 0.56 0.65 P.L. 12 0 0 11 5 0 11 0 0 10 5 0 10 0 0 95 0 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0 Analysis Description Rigid Body - Profile C-C' Company KANE GeoTech, Inc.Drawn By PP/MLC File Name Profile C-C'.fal8Date1/16/2023 Project Conifer Court Rockfall Analysis ROCFALL 8.020 Material Name Color Normal ResƟtuƟon TangenƟal ResƟtuƟon Dynamic FricƟon Rolling FricƟon Quartz Diorite Normal Mean: 0.33 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.83 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.55 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.4 Std Dev: 0.02 Rel. Min: 0.06 Rel. Max: 0.06 ArƟfical Fill 0.25 0.6 0.56 0.75 Talus 0.3 0.81 0.56 0.65 Rock Name Color Mass (lbm)Density (lbm/Ō3)Shapes 5-Ō Blocks 10472 160 Polygon Hexagon, Polygon Rectangle (5:6) Seeder Name Number of Rocks Rock Types Horizontal Velocity (Ō/s) IniƟal RotaƟon (deg) Seeder 1 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 Seeder 2 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 P.L. Berm (2H:1V) Height = 8'-0" Top Width = 20'-0" Bottom Width = 52'-0" Ditch (2H:1V) Depth = 3'-0" Top Width = 17'-0" Bottom Width = 5'-0" 12 5 0 12 0 0 11 5 0 11 0 0 10 5 0 10 0 0 95 0 -500 -450 -400 -350 -300 -250 -200 -150 -100 -50 0 Analysis Description Rigid Body - Profile D-D' Company KANE GeoTech, Inc.Drawn By PP/MLC File Name Profile D-D'.fal8Date1/16/2023 Project Conifer Court Rockfall Analysis ROCFALL 8.020 Rock Name Color Mass (lbm)Density (lbm/Ō3)Shapes 5-Ō Blocks 10472 160 Polygon Hexagon, Polygon Rectangle (5:6) Seeder Name Number of Rocks Rock Types Horizontal Velocity (Ō/s) IniƟal RotaƟon (deg) Seeder 1 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 Berm (2H:1V) Height = 8'-0" Top Width = 20'-0" Bottom Width = 52'-0" Ditch (2H:1V) Depth = 3'-0" Top Width = 17'-0" Bottom Width = 5'-0" Material Name Color Normal ResƟtuƟon TangenƟal ResƟtuƟon Dynamic FricƟon Rolling FricƟon Quartz Diorite Normal Mean: 0.33 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.83 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.55 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.4 Std Dev: 0.02 Rel. Min: 0.06 Rel. Max: 0.06 ArƟfical Fill 0.25 0.6 0.56 0.75 Talus 0.3 0.81 0.56 0.65 P.L. 12 0 0 11 5 0 11 0 0 10 5 0 10 0 0 95 0 -450 -400 -350 -300 -250 -200 -150 -100 -50 0 Analysis Description Rigid Body - Profile E-E' Company KANE GeoTech, Inc.Drawn By PP/MLC File Name Profile E-E'.fal8Date1/17/2023 Project Conifer Court Rockfall Analysis ROCFALL 8.020 Ditch (2H:1V) Depth = 3'-0" Top Width = 17'-0" Bottom Width = 5'-0" Material Name Color Normal ResƟtuƟon TangenƟal ResƟtuƟon Dynamic FricƟon Rolling FricƟon Quartz Diorite Normal Mean: 0.33 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.83 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.55 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.4 Std Dev: 0.02 Rel. Min: 0.06 Rel. Max: 0.06 ArƟfical Fill 0.25 0.6 0.56 0.75 Talus 0.3 0.81 0.56 0.65 Rock Name Color Mass (lbm)Density (lbm/Ō3)Shapes 5-Ō Blocks 10472 160 Polygon Hexagon, Polygon Rectangle (5:6) Seeder Name Number of Rocks Rock Types Horizontal Velocity (Ō/s) IniƟal RotaƟon (deg) Seeder 1 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 Berm (2H:1V) Height = 8'-0" Top Width = 20'-0" Bottom Width = 52'-0" P.L. 11 0 0 10 5 0 10 0 0 95 0 -225 -200 -175 -150 -125 -100 -75 -50 -25 0 25 50 75 Analysis Description Rigid Body - Profile F-F' Company KANE GeoTech, Inc.Drawn By PP/MLC File Name Profile F-F'.fal8Date1/17/2023 Project Conifer Court Rockfall Analysis ROCFALL 8.020 Material Name Color Normal ResƟtuƟon TangenƟal ResƟtuƟon Dynamic FricƟon Rolling FricƟon Quartz Diorite Normal Mean: 0.33 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.83 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.55 Std Dev: 0.04 Rel. Min: 0.12 Rel. Max: 0.12 Normal Mean: 0.4 Std Dev: 0.02 Rel. Min: 0.06 Rel. Max: 0.06 ArƟfical Fill 0.25 0.6 0.56 0.75 Talus 0.3 0.81 0.56 0.65 Rock Name Color Mass (lbm)Density (lbm/Ō3)Shapes 5-Ō Blocks 10472 160 Polygon Hexagon, Polygon Rectangle (5:6) Seeder Name Number of Rocks Rock Types Horizontal Velocity (Ō/s) IniƟal RotaƟon (deg) Seeder 1 1000 5-Ō Blocks -1 Uniform Mean: 0 Rel. Min: 0 Rel. Max: 360 Berm (2H:1V) Height = 6'-0" Top Width = 20'-0" Bottom Width = 44'-0" P.L. Ditch (2H:1V) Depth = 3'-0" Top Width = 17'-0" Bottom Width = 5'-0" 10 4 0 10 2 0 10 0 0 98 0 96 0 94 0 -140 -120 -100 -80 -60 -40 -20 0 20 Analysis Description Rigid Body - Profile G-G' Company KANE GeoTech, Inc.Drawn By PP/MLC File Name Profile G-G'.fal8Date1/17/2023 Project Conifer Court Rockfall Analysis ROCFALL 8.020 THIS PAGE INTENTIONALLY LEFT BLANK KANE GeoTech, Inc. APPENDIX C TOPOGRAPHIC LAYOUT COMPACTED BERM AND CATCHMENT DITCH KANE GeoTech, Inc. THIS PAGE INTENTIONALLY LEFT BLANK KANE GeoTech, Inc. MH MH MH MHMH MH N70° 0 9 ' 2 5 " W 4 4 6 . 9 8 ' N60 ° 5 8 ' 3 2 " W 6 6 . 8 0 ' N63°1 0 ' 2 6 " E 1 7 2 . 7 0 ' N66°34 ' 1 8 " E 2 4 3 . 8 0 ' N83°29'08"W 78. 2 2 ' N3 3 ° 5 7 ' 1 8 " E 5 2 . 1 7 ' N4 0 ° 2 6 ' 5 0 " E 1 0 4 . 8 7 ' N83°06'50"E 53.68' N2 7 ° 5 1 ' 5 0 " E 14 . 7 8 ' N67°11 ' 5 0 " E 6 4 . 6 9 ' ST A 6 + 0 0 STA 7 + 0 0 STA 5+00STA 4+0 0 STA 3 + 0 0 STA 2 + 0 0 STA 1 + 0 0 STA 8+30 STA 0+0 0 CONIFER COURT TOPOGRAPHIC LAYOUT 0'43'86'129'43'21.5' TOPOGRAPHIC SCALE SCALE: 1 INCH = 43 FEET DA T E : DR A W N B Y : KA N E P R O J E C T N O : DE S I G N E D B Y : SC A L E : OF SH E E T PR E P A R E D A T T H E R E Q U E S T O F REVISIONS © 2 0 2 2 K A N E G e o T e c h , I n c . CH E C K E D B Y : So u t h e r n C a l i f o r n i a O f f i c e 60 8 0 C e n t e r D r i v e Su i t e 6 0 0 Lo s A n g e l e s , C A 9 0 0 4 5 (3 2 3 ) 3 3 1 - 9 2 2 2 Ha w a i ' i O f f i c e 14 4 1 K a p i o l a n i B o u l e v a r d Su i t e 1 1 1 5 Ho n o l u l u , H I 9 6 8 1 4 (8 0 8 ) 4 6 8 - 9 9 9 3 Ge o T e c h , I n c . Ge o e n g i n e e r i n g C o n s u l t a n t s No r t h e r n C a l i f o r n i a O f f i c e 74 0 0 S h o r e l i n e D r i v e Su i t e 6 St o c k t o n , C A 9 5 2 1 9 (2 0 9 ) 4 7 2 - 1 8 2 2 Te n n e s s e e O f f i c e 20 0 P r o s p e r i t y D r i v e Kn o x v i l l e , T N 3 7 9 2 3 (8 6 5 ) 2 4 8 - 3 5 0 1 ML C / P P WF K WF K 1" = 5 5 ' - 0 " 20 2 3 0 1 - 1 7 KG T 2 2 - 5 0 Co n i f e r C o u r t R o c k f a l l Ro c k f a l l M i t i g a t i o n Sa n B e r n a r d i n o C o u n t y , C a l i f o r n i a Ne w b r i d g e H o m e s 50 0 N e w p o r t C e n t e r D r i v e , S u i t e 5 7 0 Ne w p o r t B e a c h , C a l i f o r n i a 9 2 6 6 0 X X N ROCKFALL MITIGATION - MATERIAL LEGEND ROCKFALL IMPACT BERM STA 0+00 -> STA 6+00 ROCKFALL CATCHMENT DITCH STA 0+00 -> STA 8+30 ROCKFALL IMPACT BERM HEIGHT: 8-FT (2H:1V) STA 6+00 -> STA 8+30 ROCKFALL IMPACT BERM HEIGHT: 6-FT (2H:1V) ROCKFALL CATCHMENT DITCH (2H:1V) DEPTH: 3-FT TOP WIDTH: 17-FT BOTTOM WIDTH: 5-FT END OF DOCUMENT KANE GeoTech, Inc.