Loading...
Earth Solutions NW Geotech Addendum 8.23.16.pdf('ANTr�C �a��� f�� July 27, 2016 ES -4424.01 Echelbarger Investments, LLC 4001 —198th Street Southwest, #2 Lynnwood, Washington 9$036 Attention: Mr. Todd Echelbarger i yin o3im AUG t,� 2,016 D'A'D'EgtlliS �w�A W �" T " (� Subject: Geotechnical Addendum Proposed Single -Family Redevelopment 523 Paradise Lane Edmonds, Washington Reference: Earth Solutions NW, LLC Updated Geotechnical Evaluation Project No. ES -4424, dated May 6, 2016 Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences City of Edmonds Plan Review Comments for Building Permit #BLD2016-0686 June 30, 2016 Dear Mr. Echelbarger: As requested, Earth Solutions NW, LLC (ESNW) has prepared this addendum addressing site critical areas from the referenced City of Edmonds review comments memo. The comments pertinent to the geotechnical aspects of the project were reviewed and our responses are listed below. The subject site contains, and is adjacent to a slope in excess of 40 percent in a relatively localized area in the northwest corner of the site. Total vertical relief of the slope in excess of 40 percent is approximately 12 to 14 feet. As defined within the Edmonds Community Development Code (ECDC) Chapters 23.40 and 23.80, this area of the site is considered both a Landslide Hazard and Erosion Hazard Area. A small section of the slope will be modified in order to construct the proposed single-family residence; the northwest area of the residence is located within the 40 percent slope area. After construction of the residence, the area to the north/northwest will be regraded and the slope will be decreased. 1805 - 136th Place NE, Suite 201 • Bellevue, WA 98005 • (425) 449-4704 9 FAX (425) 449-4711 Echelbarger Investments, LLC ES -4424.01 July 27, 2016 1 Page 2 In response to addressing the minimum setback distance per ECDC 23.80.070.A.1, as stated above, the proposed residential structure will be located in a small section of the area defined as an erosion and landslide hazard. Due to the relatively limited extent of the slope area and inherent stable nature of the advanced outwash deposits identified onsite, the proposed residence is not expected to adversely impact the descending slope areas northwest of the development or increase the risk of landslides on or adjacent to the site. Regarding this, in our opinion, a minimum building setback is not necessary and alterations to the critical area are feasible. Per ECDC 23.80.070.A.3, alterations to an erosion or landslide area may only occur for which a hazards analysis is submitted and certifies that: a. Alterations will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; b. The alteration will not decrease slope stability on adjacent properties, and; c. Such alterations will not adversely impact other critical areas. ESNW Response — As outlined in the referenced letter, native soils encountered on the site are comprised primarily of medium dense to dense advanced outwash deposits. Based on review of the project plans, a rain garden infiltration facility is proposed to be located on the east side of the residence. Water collected from imperious surfaces and footing drains are expected to be directed to the rain garden. In our opinion, based on our experience with similar projects in similar settings, the perrr;anent landscaping and drainage control measures will adequately mitigate the potential for increased surface water discharge and sedimentation with respect to the proposed final development. ESNW completed a slope stability analysis using the Slope/VV 3.0 software (see attached). The slope stability analysis included an analysis of existing conditions and proposed conditions. Based on the results of our stability analysis, the proposed grading and use of foundation walls as retaining walls will improve surficial stability of the project area resulting in an increase to factors -of -safety for both static and seismic conditions. In our opinion, the stability of adjacent critical areas will not be negatively impacted by the proposed construction. Based on the results of the slope stability analysis, modification of the critical area buffer will have no adverse impacts on stability of any adjacent slopes, and will not impact stability of any existing structures. Per ECDC 23.80.070.A.4, basic development design standards within erosion and landslide hazardous areas: Earth Solutions NW, LLC Echelbarger Investments, LLC July 27, 2016 ES -4424.01 Page 3 a. The proposed development shall not decrease the factor , of safety for landslide occurrences below the limits of 1.5 for static conditions and 1.2 for dynamic conditions. If stability at the proposed development site is below these limits, the proposed development shall provide practicable approaches to reduce risk to human safety and improve the factor of safety for landsliding. In no case shall the existing factor of safety be reduced for the subject property or adjacent properties; b. Structures and improvements shall be clustered to avoid geologically hazardous areas and other critical areas; c. Structures and improvements shall minimize alterations to the natural contour of the slope, and foundations shall be tiered where possible to conform to existing topography; d. Structures and improvements shall be located to preserve the most critical portion of the site and its natural landforms and vegetation; e. The proposed development shall not result in greater risk or a need for increased buffers on neighboring properties; f. The use of retaining walls that allow the maintenance of existing natural slope area is preferred over graded artificial slopes; and g. Development shall be designed to minimize impervious lot coverage; ESNW Response -- As described above, ESNW completed a slope stability ,analysis using the Slope/VV 3.0 software (see attached). The slope stability analysis included an ,analysis of existing conditions and proposed conditions. Analysis of shallow, moderate, and deep landslide failures were assessed for existing conditions for both static and seismic conditions. The stability analysis for static and seisrnic conditions reveals acceptable factors -of -safety for the development condition of greater than 1.5 for static and 1.2 for seismic (dynamic), The results of the slope stability analysis indicate low to moderate existing surficial stability within the localized steep slope area due to the relatively steep nature of the modified slope and the existing fill soils present in this area; it should be noted that the SlopeNV analysis does not account for surficial stabilization provided by vegetation. Based on the results of our stability analysis, the proposed grading and use of foundation walls as retaining walls will improve surficial stability of the project area resulting in an increase to factors -of -safety for both static and seismic conditions, displayed in the table below. The results of the slope stability analysis are provided as an attachment to this letter. Earth Solutions NW, LLC Echelbarger Investments, LLC ES -4424.01 July 27, 2016 Page 4 Slope Stability Factors -of -Safety After review of the project plans, the bottom of footing elevation is expected to be about 232 feet. Based on this elevation, structural fill will need to be placed on the north and west sides of the proposed residential structure for support of the foundations. The area to the northwest of the structure is expected to be regraded and the overall slope will be decreased. Based on review of the project plans, retaining walls have been used where possible to maintain the existing natural slope area. Based on our review and investigation, it is our opinion that stability will be maintained and the potential for a landslide should be characterized as very low. We trust this letter meets your current needs. Should you require additional information, or have questions, please call. Sincerely, EARTH SOLUTIONS NW, LLC Brett J. Priebe, E.I.T. Staff Engineer Attachments: Slope Stability Analysis Results Raymond A. Coglas, P.E. Principal Earth Solutions NW, LLC a_ a O O N N N N CD N uoljeAOID O O ti„ W 0 O O O O N NN r c ii a_ r C a a o N N , E: W IL w� 9� t � m3M E Ems_ `2 a, t N � � 3 za= ea O t U) V CD LU ilkzD ga tII a,P apOp p N N N N UOIIBA913 8 o c9i N O O O N N .— W r� C O CQ N v A co c W L lL a N N N N N N N N UOIIBA913 O LO q 9 0 N r O r r O r ri o Q G V C _N o 5 8 9 g 0 M O N O O 53 8 N r � O Ri d; J N (D d' V) 0) m Lu a. s N O O O N N N uoi}enal3 O Lo O v N r O r r t� O M O .... N O O p S 09 N N 7/15/2016 SLOPE/W Analysis SLOPE/W Analysis Report generated using GeoStudio 2007, version 7.11. Copyright © 1991-2008 GEO-SLOPE International Ltd. File Information Title: Paradise Lane Created By: Brett Priebe Revision Number: 9 Last Edited By: Brett Priebe Date: 7/13/2016 Time: 2:53:51 PM File Name: Existing Static.gsz Directory: Z:\Brett's Inbox\Working Files\4424\ Last Solved Date: 7/13/2016 Last Solved Time: 2:53:52 PM Project Settings Length(L) Units: feet Time(t) Units: Seconds Force(F) Units: Ibf Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62.4 pcf View: 2D Analysis Settings SLOPE/W Analysis Kind: SLOPE/W Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions Source: (none) SlipSurface Direction of movement: Left to Right Allow Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Tension Crack Option: (none) FOS Distribution FOS Calculation Option: Constant Advanced Number of Slices: 30 Optimization Tolerance: 0.01 Minimum Slip Surface Depth: 0.1 ft Optimization Maximum Iterations: 2000 fi I e:///Z:iBretf s%201nboxNVorki ng%2OF i I es/4424/existing%20stati c.htm I 114 7/15/2016 Optimization Convergence Tolerance: 1e-007 Starting Optimization Points: 8 Ending Optimization Points: 16 Complete Passes per Insertion: 1 Materials Loose to Medium Dense SAND (Possible Fill) Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Loose to Medium Dense Existing Fill Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Dense Native SAND Model: Mohr -Coulomb Unit Weight: 120 pcf Cohesion: 0 psf Phi: 36 ° Phi -B: 0 ° Slip Surface Entry and Exit SLOPE/W Analysis Left Projection: Range Left -Zone Left Coordinate: (59.827981, 245.12985) ft Left -Zone Right Coordinate: (99.00594, 238.44378) ft Left -Zone Increment: 4 Right Projection: Range Right -Zone Left Coordinate: (116.43694, 230.98942) ft Right -Zone Right Coordinate: (149.22216, 224.06482) ft Right -Zone Increment: 4 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 248) ft Right Coordinate: (150, 224) ft Regions _ Material Region 1 Loose to Medium, Dense SAND (Possible Fill) Region 2 Loose to Medium Dense SAND ( g' (Possible Fill) Region 3 Loose to Medium Dexisting F ���� Dense E III Points 10,21,20,19 mm 1, 4, 5, 6, 7,17, 2 2,15,14,13,12,11 19, 9, 8,17, 2 2,16,18,2 0 Area (ft2) 72 572.5 _. 268 file://2:/Brett's%201nbox/Working%2OFiles/4424/existing%20static.html 214 7115/2016 Region 4 Dense Native SAND Points SLOPEAM Andysis 3,21,20P18,16,22,15,14,13,12,1,1,2 16536 Critical Slip Surfaces Number FOS Center (f�) ........ . .... .. Radius En E 11 At (ft) 1 106 1.338 200.027,42 213.774 (99 005 238. (123.993, 227.047) I ( 1 444) 1 Slices of Slip Surface: 106 .. . . ......... X (ft) y (ft) Point 1 0 248 Point 2 0 190 x (ft) Point 3 150 190 Strength (psf) . -'-- ............... Point 4 46 248 . ... .. . . . ......... . ...... 106 Point 5 57 246 15.511757 Point 6 70 242 2 Point 7 84 240 0 Point 8 103 238 t. Point 9 126 226 237.38705 Point 10 - . ......... ISO -,-- -"-, 224 0 Point 11 0 240 101.8018 Point 12 46 240 66.867246 Point 13 57 240 106 --, 11-...................... Point 14 70 238 . ......... . . 136.8796 Point 15 84 238 6 Point 16 103229 236.1433 0 Point 17 94 239 Point 18 115 221 mm,. . . ........ 235.72025 Point 19 138 225 0 Point 20 126 222 105.09925 Point 21 150® 220 92,866206 . .......... . ...... . . . ........ . Point 22 95 237 SLOPEAM Andysis 3,21,20P18,16,22,15,14,13,12,1,1,2 16536 Critical Slip Surfaces Number FOS Center (f�) ........ . .... .. Radius En E 11 At (ft) 1 106 1.338 200.027,42 213.774 (99 005 238. (123.993, 227.047) I ( 1 444) 1 Slices of Slip Surface: 106 Cohesive Strength (psf) file:///Z:/Brett's%201nboxNVorking`/`2oFiles/4424/existing%20static.html 3/4 Slip PWP Base Normal Frictional Surface x (ft) y (ft) (psf) , Stress (psf) . ... ........ . ......... Strength (psf) . -'-- ............... 1 . ... .. . . . ......... . ...... 106 99.405345 �.® ®,A, ------ - . ............ 238.2307 . . ........ .................. 0 15.511757 9.6928212 0 2 106 100.20417 237.8067 0 46.357596 28.967441 .... ........ 0 3 106 101.003 237.38705 0 .... ............... . .. . .................... 76.846175 48,018819 0 4 106 101.8018 236.97165 0 . .... . ....... .. 107.00996 66.867246 0 5 106 102.6006 236.5605 --'-- 0 . ......... . . 136.8796 85.53187 ....... .......... .... . ... . .... -'-- 0 6 106 103.41985 236.1433 0 151,27859 . 94.529352 0 7 106 104.25955 mm,. . . ........ 235.72025 .. . ...... ................ 0 - . ............... ........ . ..... 150.13426 93.814297 0 8 106 105.09925 235.3018 0 148.617 92,866206 . .......... . ...... . . . ........ . 0 9 106 . .. . .......... . 105.93895 . . .. . .. . .................. .... 234.8879 0 146.72459 91.6837 0 10 106 106.77865 234.4786 0 144.45484 ®A ... . . ........ ... .. . . . . . 90.265403 ............ . . . . 0 11 106 107.61835 234.0738S 0 141.79491 88.603292 0 12 106 ..... ..... 108.45805 ---- -- 233.67355 0 138.72114 86,682586 0 13 106 109.29775 233.2777 0 135,24208 84.508629 0 14 106 110.1375 i 232.8863 . .. . ......... ...... . 0 . .... . ......... . 131.33402 82,066602 0 Cohesive Strength (psf) file:///Z:/Brett's%201nboxNVorking`/`2oFiles/4424/existing%20static.html 3/4 7/15/2016 SLOPFJW Analysis 15 106 110.97725 232.49935 0 126.98396 79.348382 16 106 11181695 232 1168 0 122 1897 76 352598 17 106 112.65665 231.7386 0 ........ 116.92737 .,..._ 73.064332 18 106 113.49635 231.36475 0111.19477 . 69.482203. 19 106 ...... 114 335075 � 104.9 �� � � 009 65.606674 20 106 115.17 230 62W985 0 98.28821 7223 61.41 21 106 116.01545 230.26885 0 91.106961 56.929948 22 106 116.85515 229,9121 0 83 442573 3..._........,. 52.140707 1 -707 _ 23 106 117.69485 229.5596 0 75.297592 47.051157 24 .. 06 . .. .m ... 118.53455 229.21125 0 �,o ...._ .......... 66.680062 41.666327 25 6 106 119.37425 2.._7 228 86705 0 .. 57 598128 35 99 1305 26 _ 106 _ 120.21395 228.52705 0 � ...., w ..e� 48.064489 30.034026 27 106 121 05365 228 1912 0 1 3-8."0''9-"1,9-8,6-"-",-",", 23.802514 28 106 121 89335 227 8594 0 27 695817 17.306267 29 106 122 73305 - _....-.w ...... 227 5317 , .. 0 _ ... ............. -... ......... 16,891348 10 554886 30,..�� 106 123.5728 227.20810 5.6946411 3.5584067 file:///Z:/Brett's%201nboxMorki ng°/`20Fi les/4424/existing%20static.htm I 414 CM $ O � N mt � . @ � W CL k ƒ ■ k E ^ �k oe I CL \ 0 .ao 2 O 4 J W O N N �o AK sfS M N N N N N UOIIBA913 0 LO v 0 c� N 0 0 C•i LO p N r p 8� N N O N ^^N O m d; J N N co -0 i Cc ca W a— 0 N cLO a N x w W c m E CL O Ln 0r- 0 O7 J E M LL .y O a 0 z a CD 0 E CL o `p oL Q N 9 M E c ,_ m c r zMa z T Z S r m Ed7M I�, zea M N N N N UOIJBA913 8 0 co 9 0 It 0 M O 0 C O N N 7/15/2016 SLOPENV Analysis SLOPE/W Analysis Report generated using GeoStudio 2007, version 7.11. Copyright © 1991-2008 GEO-SLOPE International Ltd. File information Title: Paradise Lane Created By: Brett Priebe Revision Number: 11 Last Edited By: Brett Priebe Date:7/13/2016 Time: 2:55:52 PM File Name: Existing Seismic.gsz Directory: Z:\Brett's Inbox\Working Files\4424\ Project Settings Length(L) Units: feet Time(t) Units: Seconds Force(F) Units: Ibf Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62,4 pcf View: 2D Analysis Settings SLOPE/W Analysis Kind: SLOPE/W Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions Source: (none) SlipSurface Direction of movement: Left to Right Allow Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Tension Crack Option: (none) FOS Distribution FOS Calculation Option: Constant Advanced Number of Slices: 30 Optimization Tolerance: 0.01 Minimum Slip Surface Depth: 0.1 ft Optimization Maximum Iterations: 2000 Optimization Convergence Tolerance: 1e-007 Starting Optimization Points: 8 fi I e:///Z:/Brett's%201nhoxMorki ng%2OFi I es/4424/existing%20seism i c.htm 1 1/3 7/15/2016 Ending Optimization Points: 16 Complete Passes per Insertion: 1 Materials Loose to Medium Dense SAND (Possible Fill) Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Loose to Medium Dense Existing Fill Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Dense Native SAND Model: Mohr -Coulomb Unit Weight: 120 pcf Cohesion: 0 psf Phi: 36 ° Phi -B: 0 ° Slip Surface Entry and Exit SLOPE/W Analysis Left Projection: Range Left -Zone Left Coordinate: (59.827981, 245.12985) ft Left -Zone Right Coordinate: (99.00594, 238.44378) ft Left -Zone Increment: 4 Right Projection: Range Right -Zone Left Coordinate: (116.43694, 230.98942) ft Right -Zone Right Coordinate: (149.22216, 224.06482) ft Right -Zone Increment: 4 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 248) ft Right Coordinate: (150, 224) ft Seismic Loads Horz Seismic Load: 0.2 Ignore seismic load in strength: No Regions Material Points file:///Z:/Br ett's%201nboxNVorki ng%2OF i les/4424/existing%20seism i c. htm l 2/3 Area (ftl 72 572.5 268 6536 fila:///z:/arenomunnuoxxwom/nomuoFi|oow424/exoonomooxomm|o.hmn| xm Point 2 0 190 Point 3 150 190 Point 4 46 248 Point 5 57 246 Point 6 70 242 Point 7 84 240 Point 8 103 238 Point 9 126 226 Point 10 150 224 Point 11 0 240 Point 12 46 240 Point 13 57 240 Point 14 70 238 Point 15 84 238 Point 16 103 229 Point 17 94 239 Point 18 115 221 Point 19 138 225 Point 20 126 222 1 150 220 Point Area (ftl 72 572.5 268 6536 fila:///z:/arenomunnuoxxwom/nomuoFi|oow424/exoonomooxomm|o.hmn| xm 0 CD 0 CL 2 a— 5 a. Cc C = z O NON N UOIIBA813 ��i 0 lL CM C', is 4.; C4 ID 'D 3: N Cl) ME E U.L: L? . C = z M (L 5 a. Cc C = z O NON N UOIIBA813 ��i 0 C4 U co N O Q O L— IL O N N a T— C VL O O J It .a � M N N v � c41 17 1 (Q L O wa O W M N N N N cV UOIIBA913 N � C m w G �n N O L 0 'v E io c r z U co N O Q O L— IL O N 0 rn 0 U C o Q a VL It .a M v c41 O w O at N M N N N N cV UOIIBA913 0 rn 0 U C o Q a co v c41 O O N 8 8 7/15/2016 SLOPENV Analysis SLOPE/W Analysis Report generated using GeoStudio 2007, version 7.11. Copyright © 1991-2008 GEO-SLOPE International Ltd, File Information Title: Paradise Lane Created By: Brett Priebe Revision Number: 19 Last Edited By: Brett Priebe Date: 7/13/2016 Time: 3:33:18 PM File Name: Proposed Static.gsz Directory: Z:\Brett's Inbox\Working Files\4424\ Last Solved Date: 7/13/2016 Last Solved Time: 3:33:23 PM Project Settings Length(L) Units: feet Time(t) Units: Seconds Force(F) Units: Ibf Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62.4 pcf View: 2D Analysis Settings SLOPE/W Analysis Kind: SLOPE/W Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions Source: (none) SlipSurface Direction of movement: Left to Right Allow Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Tension Crack Option: (none) FOS Distribution FOS Calculation Option: Constant Advanced Number of Slices: 30 Optimization Tolerance: 0.01 Minimum Slip Surface Depth: 0.1 ft Optimization Maximum Iterations: 2000 file:///Z:/Brett's°/`201nboxANorking%2OFiles/4424/proposed%20static.html 1/5 SLOPEAV Analysis Optimization Convergence Tolerance: 1e-007 Starting Optimization Points: 8 Ending Optimization Points: 16 Complete Passes per Insertion: 1 Materials Loose to Medium Dense SAND (Possible Fill) Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Loose to Medium Dense Existing Fill Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Dense Native SAND Model: Mohr -Coulomb Unit Weight: 120 pcf Cohesion: 0 psf Phi: 36 ° Phi -B: 0 ° Structural Fill Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Concrete Retaining Wall Model: Mohr -Coulomb Unit Weight: 150 pcf Cohesion: 2000 psf Phi: 45 ° Phi -B: 0 ° Slip Surface Entry and Exit Left Projection: Range Left -Zone Left Coordinate: (70.063671, 241.9909) ft Left -Zone Right Coordinate: (93.96481, 239.00352) ft Left -Zone Increment: 4 Right Projection: Range Right -Zone Left Coordinate: (109.61395, 232) ft Right -Zone Right Coordinate: (145.10214, 224.97957) ft Right -Zone Increment: 4 file:///Z:/Brett's%201nboxM/orking%20HIes/4424/proposed%20static.htm1 2/5 7/1512016 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 248) ft Right Coordinate: (150, 224) ft Surcharge Loads Surcharge Load 1 Surcharge (Unit Weight): 250 pcf Direction: Vertical Coordinates X . ...... I Y 11 (ft) 101 233 122 233 Seismic Loads Horz Seismic Load: 0 SLOPENV Analysis Joins Area (f 9,20,19,18 ... ....... -11, Material Region 1 ... ..... .. ........ .............. . ........... ... .... Loose to Medium Dense SAND (Possible Fill) Region 2 ..... . .. .............. Loose to Medium Dense SAND (Possible Fill) Region 3 . .. . ... ........ . . ......... . Structural Fill Region 4 Dense Native SAND Region 5 Loose to Medium Dense Existing Fill Region 6 .. 11 I'll . Structural Fill ........ Region 7 Concrete Retaining Wall Points Area (f 9,20,19,18 ... ....... -11, 72 —11 X (ft) Y (ft) 572.5 Point 1 0 248 10, 11, 12 . ,13,14,2 1,22,28,15,17,19,20,3,2 Point 2 0 190 190.5 Point 3 150 190 29,28,22,30 Point 4 46 248 Point 5 57 246 Point 6 70 242 Point 7 84 240 Point 8 126 226 Point 9 150 224 Point 10 0 240 Point 11 46 240 Point 12 57 j 240 Point 13 70 j238 file:///Z:/Bretrs`/`201nboxNVorking`/`2OFiles/4424/proposed%20static.html Points Area (f 9,20,19,18 ... ....... -11, 72 —11 11 1,4,5,6,7,16,21,14,13,12,,10 .. . .... .. . ...... 572.5 30,22,21,16 20.5 10, 11, 12 . ,13,14,2 1,22,28,15,17,19,20,3,2 6537.5 .. .... . .......u. 28,32,8,18,19,17,15 190.5 27,9,18,8,3 2,23,3 1,2 5,24,2 6 93.25 29,28,22,30 6 3/5 I - 7/15/2016 Point 14 84 238 Point 15 103 229 Point 16 94 239 .........., Point 17 ""' ........ 115 ..... . .......... .... ... 221 Point 18 138 225 Point 19 126 222 Point 20_........ 150 _,....... 220 Point 21 95 237 --- Point 22 - . ....... . ...... 100 232 Point 23 122 . ....... . ...... 232.. Point 24 130 230 Point 25 125 232 Point 26 136 228 Point 27 ._..1 40 226 Pointi"8, 101-- "232 - Point 29 101 238 Point 30 -,,,, . . ...... .... , 100. ,..,........2.... 238 38 Point 31 122 233.5 Point 32 114 232 SLOPENV Analysis Critical Slip Surfaces ber center (ft) 1 1 104 2.275 (104.693, 241.991) 11137 Slices of Slin Surface: 104 Entry Exit (ft) .... ...... . ... ... (93.9648, 239.004) 109.614, 232) fiIe:///Z:/Bretfs`/`201tiboxNVorking%20FiIes/4424/proposed%20static.htm1 4/5 ..................... . ............. . .............. . .... ........................................... . . . ............... ... .. ........... .. . . . ...... Slip X (ft) Y (ft) PWP Base Normal Frictional Cohesive Surface , -'' . .. . ........ . ... ... . .. ........... ... ......... . .. .......... . .. .... .... .. (Psf) Stress (psf) ............ Strength (psf) Strength (p 1 104 93.982405 238.9417 0 3.4983016 2.1859815 0 2 104 94.36253 ......... . -, 237.95245 .... . ....... ... ..... 0 - - - - . ...... . .. ..... 65.214684 40.750657 0 3 104 94.86253 236.7663 0 .......... . ............. .................. ..... . . .. ..... . ........ 143.76637 ... -, . ........ . - . . .... 104.45238 0 4 104 95,25 .. ........... 236.1064 0 191.20869 138.92125 0 5 104 95.75 235.3676 0 245.03882 178.03112 0 6 104 96.2S . . .......... . 234.73895 0 . ....... 292.96005 212.84793 0 7 104 96.75 234.1932 - - - - ------- 0 337.18938 .. .. .......... .... 244,98243 0 8 104 97.25 233.7137 0 379.22911 275,52608 0 9 104 97.75 .233.28_. 33.2894 0 420.1636 305.26672 0 --- . . . 10 . ................... . 104 98.25 . . . ....... 232.91245 0 . .... . ...................... 460.75929 . ..................... 334.76122 0 11 . 104 .......... . .... 98.75 232.57715 0 ... ....... . . .... ............ _. 501.59187 364.42782 0 12 104 99.25 ®232.2792........0 . ................. . ..... 542.99934 , . .......... - - - 394.51211 - ------ " 0 13 104 99.75 2312,01512 0 585 15184 425 1377 0 14 104 100.25 231.78245 0 758.09673 550.78951 0 15 104 100.75 231.57895 0 812.87082 590.58522 0 16] 104 101.2201 231.41205 0 277,51924 201.62953 0 17 C 104 . ......... . . ...... 101.6956 231.26835 0 .. ....... .. . ...... . ........ . 308.00136 .... . ---- - - -------- 192.46061 0 i8 1-0_2' .2 0-6-4 5' 4'- ........ . ..... . . 0 . .. .......... . . . . ..... . ...... ....... .. . . . . 342.01234 . . .. . .......... ........ . . .... ... . ............... . ... 213,71303 0. . . . . . .. . . . ......... 0 19 104 371303 --' 2 3 1. 0" 3 3'8' 0 374,56906 234.05673 0 20 104 . 103.22815 . .. ....... .. .. ....... . . ............. . . ...... 230.9538 0 . . . ........... 404.91431 . .. ... .. ............ . .. ....... 253.01854 .. ... ... ....... 0 21 103.73905 �,O 432.21953 270.08074 0 22 '104 104 104.2499 230.86575 � 0 4-55.45647 284.60079 0 1, fiIe:///Z:/Bretfs`/`201tiboxNVorking%20FiIes/4424/proposed%20static.htm1 4/5 7/15/2016 SLOPENV Analysis 23 104 104 76075 230 85715 0473.60302 _. 295.94001 .. 24 104 105.27165 230,87195 0 485.65942 _. 303.47369 25 104 105.7825 230.91035 0 490.7043 306.62608 26 104 106.29335 230.97255 0 488,02874 304.9542 27 '104' 106.8042 231.05895 0 477.2 11 4564 298.21617 28 104 107.31505 231.1_702 0 458.29619 286.37524 29 104 107.82595 231.307 0 431.54319 269.65811 30 104 108.3368 231.47035 0 397.66561 248.48905 31 104 231.6615 0 357,66239 223.49227 ".. 32 104 109.35855 231.8821 0 312,66846 195.37694 file:///Z:/Brett's%201nboxANorking%20Files/4424/proposed%20static.html 5/5 N r C O � � J N LLJ CL ir a 4 ............. G.. O OAK O O ..... co N N N N UOIIBA013 r 8 U n EIVIi 0 0 N 0 0 0 00 rn N N 7/15/2016 SLOPENV Analysis SLOPE/W Analysis Report generated using GeoStudio 2007, version 7,11, Copyright © 1991-2008 GEO-SLOPE International Ltd, File Information Title: Paradise Lane Created By: Brett Priebe Revision Number: 17 Last Edited By: Brett Priebe Date: 7/13/2016 Time: 3:32:59 PM File Name: Proposed Seismic.gsz Directory: Z:\Brett's Inbox\Working Files\4424\ Last Solved Date: 7/13/2016 Last Solved Time: 3:33:00 PM Project Settings Length(L) Units: feet Time(t) Units: Seconds Force(F) Units: Ibf Pressure(p) Units: psf Strength Units: psf Unit Weight of Water: 62.4 pcf View: 2D Analysis Settings SLOPE/W Analysis Kind: SLOPE/W Method: Morgenstern -Price Settings Side Function Interslice force function option: Half -Sine PWP Conditions Source: (none) SlipSurface Direction of movement: Left to Right Allow Passive Mode: No Slip Surface Option: Entry and Exit Critical slip surfaces saved: 1 Optimize Critical Slip Surface Location: No Tension Crack Tension Crack Option: (none) FOS Distribution FOS Calculation Option: Constant Advanced Number of Slices: 30 Optimization Tolerance: 0.01 Minimum Slip Surface Depth: 0.1 ft Optimization Maximum Iterations: 2000 file:///Z:/Brett's%201nboxNVorking%2OFiles/4424/proposed%20seismic.hlml 1/5 SLOPENV Analysis Optimization Convergence Tolerance: 1e-007 Starting Optimization Points: 8 Ending Optimization Points: 16 Complete Passes per Insertion: 1 Materials Loose to Medium Dense SAND (Possible Fill) Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Loose to Medium Dense Existing Fill Model: Mohr -Coulomb Unit Weight: 115 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Dense Native SAND Model: Mohr -Coulomb Unit Weight: 120 pcf Cohesion: 0 psf Phi: 36 ° Phi -B: 0 ° Structural Fill Model: Mohr -Coulomb Unit Weight: 125 pcf Cohesion: 0 psf Phi: 32 ° Phi -B: 0 ° Concrete Retaining Wall Model: Mohr -Coulomb Unit Weight: 150 pcf Cohesion: 2000 psf Phi: 45 ° Phi -B: 0' Slip Surface Entry and Exit Left Projection: Range Left -Zone Left Coordinate: (70.063671, 241.9909) ft Left -Zone Right Coordinate: (93.96481, 239.00352) ft Left -Zone Increment: 4 Right Projection: Range Right -Zone Left Coordinate: (109.61395, 232) ft Right -Zone Right Coordinate: (145.10214, 224.97957) ft Right -Zone Increment: 4 file:///Z:/Brett's%201nboxNVorki ng%2OFi les/4424/proposed%20seism ic.htm l 215 7115/2016 Radius Increments: 4 Slip Surface Limits Left Coordinate: (0, 248) ft Right Coordinate: (150, 224) ft Surcharge Loads Surcharge Load 1 ' Surcharge (Unit Weight): 250 pcf Direction: Vertical Coordinates Seismic Loads Horz Seismic Load: 0.2 Ignore seismic load in strength: No SLOPENV Analysis (ft) ...101 ... Y (ft) m,.... Area (ftz) Region 1 233 m ,,,..12.2... _ ...233. _. Seismic Loads Horz Seismic Load: 0.2 Ignore seismic load in strength: No SLOPENV Analysis Points Material Points Area (ftz) Region 1 Loose to Medium Dense SAND (Possible F111) 9,20,19,18 72 Region 2 Loose to Medium, Dense SAND (Possible Fill) 1,4,5,6,7,16,21,14,13,12,11,10 _ ._.. 572.5 Region 3 ......................... ...... Structural Fill ,.,....... 30,22,21,16 20.5 Re ion 4 g' . ,Dense Native SAN.D.. _ 10,11,1........... . . .._...1 ,... 2,13,14,21,22,28,15,17,19,20,3,2 6537.5 Region 5 Loose to Medium Dense Existing Fill 28,32,8,18,19,17,15 e 190.5 Re 8 ion 6 Structural Fill.. — 27,9,18,8,32,23,31,25,24,26m 93.25 Region 7 Concrete Retaining Wall 29,28,22,30 6 Points X (I t) ._�� _Y ( ft .... Point 1 0 248 Point 2 0 190 Point 150 190� Point 4 46 248 Point 5 ,........ ...... 57 246 Point 6 70 242 Point 7 84 240 Point 126 226 Point 9 150 224 Point 10 0 240 Point 11 46 240 Point 12 57 240 file:///Z:/Brett's%201nboxNVorking%2OFiles/4424/proposed%20seismic.htm I 315 7/15/2016 Point 13 70 238 Point 14 84 238 Point 15 103 229 Point 16 94 239 Point 17 115 221 Point 18 138 225 Point 19 126 222... ..2.0. Point ...15.0 220.......... Point 21 95 237 Point 22 . . 100 232 Point 23 122 232 Point 24 ,. 130 230 Point 25 125 232 Point 26 136 228 Point 27 -. 140 -" 226 Point 28 101 232 Point 29 101 238..,.... Point 30 100 238 ...................... Pont 31 ... 7777... 122 ..,,,,,,,,,,, 7777. 233.5 Point 32 114 ._.. 232 SLOPENV Analysis Critical Slip Surfaces Number FOS Center (ft)Radius 1 97 1.591 1 (132.882, 296.147) 72.209 Slices of Slip Surface: 97 En tr ft) Exit (ft) Y ( .... (87.9716, 239.603) (145.102, 224.98) Cohesive Strength (psf) file:///Z:/Brett's%201nboxNVorking%2OFiles/4424/proposed%20seismic.htmi 4/5 Slip _,_.. `,) 7777. PWmP... Base _ .......... Normal Frictional m , 7777.,. ''I.-,,,"'', ,r... X (ft) Y Su........ Surface �.... (psf) �. Stress (psf) �®7777. .. Strength (psf) � �ee. e...e_ 1 97 _....0 88.713005 239.0295 0 42.992028 26.864401 0 2 97 90.19578 237.91275 ._. 0 .2. 124.2782 �a 65768 77.6 0 0 3 97 91.70288 236.83770 195.52228 142.05525 m. .0 4 97 93.234295 235.803 0 267.77241 194.54804 0 5 97 94.5 234.98615 0 327.91773 238.24618 0 6 97 e_..........,. 95.833335 1 234,1742..e ...0 ....,m.. � ... 80732 384.w. 279.57888 7777. 0 7 ........................ 97 �... 97.5 �w ..m........ ' 233.20755 0 446.57292 324.45422 0 w. 8 7777 97 ........ 99.166665 232.29905 0 505.63467 ... .. �......... � 7777.. 367.36509 ...�, 0 9 97.......m ..m. 100.5...,,, 231.60815 0, 668.619936... _ 7777.. 485.78081 ... D 10... 97 ..7,77,7,, �,..�. 101.31695 231.20325 �.... 0 237.24045 172.36528 0 1 97 102.6644 230.5743 0 ...� e 296.03918 184.98581 0 12 97 104.7254 229.663......... 0384.77726 240.43552 �0 13 97 106.7864 228.82715 0 471.66952 294.73183 0 14 97 108.84745 228.0639 0 557.81471®� 348.56132 ®.n...0. .. 15 ........._ 97 ... 110.9085 227.37085 0 643.91102 . 402.36026 0 16 97 112.9695 226.74595 0 ._ - .... ... 730.25756 . 456.31557 0 17 ... ........... 97 .... , .. 115 ........ ..... 226.1947 0 819.69278 512.2009 0 ... 18 ........ 7777.. _, 97 ,.. 117 225.7136 0 911.75937 _,7777 569.73049 0 19 97� 119 225.2922 0 1002.2954 626.30365 ..u0. 20 . ... .. ........ 97 ..... 121 _ 224.92945 0 1089.4423 680.75909 0 21 97 .122.75 224.6563 .,. 0 ,,, ,,,,,,,,,, 1025.4207 .,..., 640.75395 0 Cohesive Strength (psf) file:///Z:/Brett's%201nboxNVorking%2OFiles/4424/proposed%20seismic.htmi 4/5 roo/2oa 22 97 124.25 224.4597 0 23 97 125.5 224.318 0 24 97 127 224.1849 0 25 97 129 224.04935 0 26 97 130.9435 223.97015 0 28 97 134.887 223.9744 0 29 97 137 224.06245 0 617.98966 599.24284 575.61611 534.4Z675 490.05363 44lS7159 283.6665 299.73913 199.15489 110.57706 36.526124 file:///Z:/BretVs�/�201nboxANorking�/`2OFiles�4,$24/proposed�/�20seismic.htmi 5/5