HomeMy WebLinkAboutRe: proposed slope reconstruction Melanie Curtis
From: Darren Amundsen [Darren.Amundsen@bonestroo.com]
Sent: Thursday, June 30, 2011 10:49 AM
To: Melanie Curtis
Cc: Christine Mattson; Tom Kellogg
Subject: 10-3490 4725 North Shore Dr 6-30-11
Attachments: 10-586 4725 North shore Dr calcs 06192011.pdf; 10-586 4725 North Shore Dr, dwg 06192011
(2).pdf; AmundsenD_PJC^Memo 110810 Roedel Revised Submittal 11-4-10.pdf
The attached plan (not including the retaining wall) generates no new comments from our structural review dated 11-4-
10. It is our understanding that the project will proceed without the proposed retaining wall shown and with the modified
slope fill material.
Darren Amundsen, PE
Associate
Direct 651-604-4894
Cell 651-775-5623
darren.amundsenCa bonestroo.com
Bonestroo
Memorandum Bonestroo
Project: 4725 North Shore Drive 2335 Highway 36 W
To: Darren Amundsen Slope Restoration Date: 11/8/10 St Paul,MN 55113
Owner: John Roedel Tel 651-636-4600
From: Philip Caswell,P.E. Client: City of Orono,MN Fax 651-636-1311
www.boresbw.com
Re: 10-3490 File No:000139-10000-1
Review Summary:
Revised and supplemental information for the proposed slope reconstruction at 4725 North
Shore Drive has been reviewed and comments are provided below. The information provided
includes the following:
1. Drawings—Civil Solutions Group, LLC: 1) SITE PLAN
(dated 11-4-10) 2)TYPICAL SLOPE SECTION
2. Memorandum —Civil Solutions Group, LLC(dated 11-4-10)
3. Design Calculations—Civil Solutions Group, LLC(dated 11-4-10)
4. Geotechnical Report Addendum #1—Northern Technologies, Inc.
(dated 11-4-10)
This information directly addresses the review comments provided following our previous
review(Bonestroo,October 28, 2010). Specifically,these revisions and responses include:
Re.Comment No. 1: The bench at dimensions have been revised to OSHA Standards
This is acceptable. We further understand that the work will progress from the slope toe
upward, so that the exposure of the free-standing vertical cuts will be minimized.
Re.Comment No. 2:As per the geotechnical engineer for this project(Northem Technologies,
Inc.)the design parameters for the on-site material shall be 500 lbs(per sq. ft.)of cohesion
and an intemal fiction angle of 23 degrees With this informabon Civil Solutions Group has
designed the slope using 1.3 safely factor.
This is acceptable. If the certainty of the soil parameters used for the design is considered to
be sufficient,the use of a safety factor of 1.3 is at the discretion of the engineer.
Re.Comment No. 3. This particular note has been revised to 18"LOW PERMEABLE SOIL
(HYDRO SEED EROSION PR07EC77ONASPER CONTRACTOR SUBMITTAL). Itis understood
by Civil Solutions Group brat the contractor has previously submitted the erosion protection
plan.
I have no information re: this submittal, and cannot comment on its acceptability. The
erosion protection of the slope directly affects the stability of the slope,and the proposed
design should be reviewed closely by those familiar with erosion protection of steep slopes.
Re.Comment No. 4: The Contractor is aware of the design requirements and has stated they
have the ability and experience to accomplish these tasks: Any future requirements shall be
submitted direcdy from the Contractor.
The Owner must retain a qualified third party to review actual site conditions and determine
whether or not design parameters used are valid,as well as to observe the work throughout
construction operations. Major work items must be documented as being or not being in
conformance with the approved construction drawings. Similar to Special Inspections in the
International Building Code,this service cannot be performed by the Contractor doing the
work.
END
Page 2 of 2
NMS:
1. THE SITE PUN SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY.
IT WAS REPRODUCED FROM SIEVE SCHILLING.
2. CONTRACTOR SHALL VERWY INVERTS OF DOSTING UMAIES TO 0 10 20 30
ENSURE THERE ARE NO CONFLICT&THE B404 R SHALL BE
CONTACTED IF CONFLICTS ARISE AND AN ALTERNATIVE DESM
MAY BE REQUIRED. �Q'"•.t...�p9 r GRAPHIC SCALE IN FEET
P
7FT BOULDER WALL
ALONG BASE OF STAIRS,
A CONTRACTOR TO LOCATE.
awmoxr( =a er a1 saumm amp.ue.
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VIL SOLUTIONS GROUP, LLC e�. R, RJR 47%NORTH SHORE DRIVE 19256 a �° a
1458 WHITE OAK DRIVE nano Revlsm cw ORONO.MN mm 1 em at=t at vmreedaw agar
CHASKA;MN 55318 2 e:m M=vErt aTY a>�Ts �"m e.N..of bw SLeb a WAMAS m.
PHONE: (52) 294-4755 s ro Iffnsloas PER a r•lo, w see �j
FAX (9 2) 294-4595 s n Rev�era e""�`�`..''�eou=w"` SITE PLAN
INFOOCSGMN.COM 6 u OCT l0 1
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Civil Solutions
GroW LLC.
DESIGN CALCULATIONS
FOR
4725 NORTH SHORE DR.
ORONO, MN
(PROJECT 10-586)
SUBMITTED BY:
ROBERT RACE,PE
June 19,2011
I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION,OR REPORT WAS PREPARED BY ME OR
UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL
ENGINEER UNDER THE LAWS OF THE STATE OF MENNESOTA
DATE: (O/ lI
ROBERT RACE,P.E. LICENSE NO.19286
1458 White Oak Dive.Chaska,MM 55318.OA4ce 952-294-4755 w Fax 952-361-4368
cow CSG Wail
Civil Solutions Group, LLC version 0.0
Project: Minnetonka Excavating
Location: Location
Designer. rjr
Date: 6/19/2011
Section: Boulder Wali
Design Method: NCMA 09_3rd Ed
SOIL PARAMETERS Phi coh Gamma
Retained Soil: 28 deg 150 psf 120 pcf
Foundation Soil: 28 deg 150 psf 120 pcf
Leveling Pad: Crushed Stone
GEOMETRY
Design Height 7.00 ft Live Load: 0 psf
Wall Batter/Tilt 15.00/0.00 deg Live Load Offset: 0.00 ft
Embedment 1.00 ft Live Load Width: Oft
Leveling Pad Depth: 0.50 ft Dead Load: 0 psf
Slope Angle: 35 deg Dead Load Offset Oft
Slope Length: 20 ft Dead Load Width: Oft
Slope Toe Offset Oft Leveling Pad Width: 4.25 ft
FACTORS OF SAFETY
Sliding: 1.50 Overturning: 1.50
Bearing: 2.00
RESULTS
FoS Sliding: 5.36/2.61 FoS Overturning: 2.86
Bearing 1005.94 FoS Bearing: 9.92
Name 1 Ele►� _.. Pa T� Paq P pay
TC 6.67 28.531 190 0 0 159 190 5.36 109.54
24 5.33 2.691 448 0 0 445 448 2158.33 483.37
24 4.00 1.476 797 0 0 719 797 92.09 19.51
24 2.67 1.084 1221 0 0 978 1221 30.50 6.66
39 1.33 1.148 2212 0 0 1446 2212 10.85 4.03
39 0.00 0.966 2839 0 . 0 1689 2839 1.86 2.86
Civil Solutions Group, LLC Page I
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ReSSA—Reinforced Slope Stability Analysis 4825 North Shore Drive
PrewwDatdrrme: SMAM1914:21A42o11
4825 North Shore Drive
R by ReSSA(2,Q),•C—OWTIgM(-Q)20OL-206,AD
moWdM Inc.
PROJECT IDENTIFICATION
Title: 4825 North Shore Drive
Project Number. -
Client:
Designer: RJR
Description:
slope stability failure on lake front
Company's information:
Name: Civil Solutions Grop
Street:
Telephone#:
Fax#:
E-Mail:
Original file path and name:
Original date and time of creating this file: Sun Jun 1914:02:59 2011
PROGRAM MODE: ANALYSIS of a Complex Slope using NO reinforcement material.
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4825 North Shore Drive
Copyright 0 2001-2006 ADAMA Engineering,Inc. www. .com License number ReSSA 200478
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ReSSA—Reinforced Slope Stability Analysis 4825 North Sbore Drive
• Prmeed DOdT%W. Sun lam 191421:04 2011
INPUT DATA(EXCLUDING REINFORCEMENT LAYOUT)
SOIL DATA
Internal angle of
Unit weight, Y friction, Cohesion, c
Soil Layer#: - [lblft 31 [ft.] [Wft 2]
....1..................................................................... 115.0 40.0 20.0
....2.................................................................... 110.0 28.0 150.0
REINFORCEMENT
Analysis of slope WITHOUT reinforcement.
WATER
Water is not present
SEISMICITY
Not Applicable
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4825 Noah Share Drive
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ReSSA—Reinforced Slope Stability Analysis 4825 North.Shore Drive
Preset DaWrime: Sum Am 1914:21:04 2011
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DRAWING OF SPECIFIED GEOMETRY-COMPLEX.Quick input
—Problem geometry is defined along sections selected by user at x,y coordinates.
—X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and
start of soil layer 2,and so on.
GEOMETRY
Soil proffie contains 2 layers (see details in next page)
UNIFORM SURCHARGE
Surcharge load,Q1....................................None
Surchargeload,Q2....................................None
Surchargeload,Q3....................................None
STRIP LOAD
...........................None..................................
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SCALE:
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4825 North Shore Drive Page 3 of 7
Copyright 0 2001-2006 ADAMA Engineering,Inc. www.G@oPrognm.com om License number ReSSA 200478
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ReSSA—Reinforced Slope Stability Analysis 4825 North Shore Drive
Presad 1MeR3me:Spm Jim 191421:04 2011
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TABULATED DETAILS OF QUICK SPECIFIED GEOMETRY
Soil profile contains 2 layers. Coordinates in[ft.]
# Xi Yi
Top of Layer 1 1 410.11 389.31
2 426.51 393.70
3 436.51 401.24
4 467.65 424.70
5 467.65 424.70
6 477.65 424.70
Top of Layer 2 7 410.11 389.31
8 426.51 393.70
9 440.00 393.70
10 460.00 405.00
11 475.00 417.17
12 477.65 424.70
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4825 North Shore Drive
Copyright 0 2001-2006 ADAMA Engineering,Inc. www.GeoProgams.com License camber ReSPage
A 200478
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ReSSA—Reinforced Slope Stability Analysis 4825 North Shore Drive
Praseol DO&Tmm:Sim Am 1914:21:04 2011
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TABULATED DETAILS OF SPECIFIED GEOMETRY
Soil profile contains 2 layers. Coordinates in pq
# X Y1 Y2
1 410.11 389.31 389.31
2 426.51 393.70 393.70
3 436.51 401.24 393.70
4 440.00 403.87 393.70
5 460.00 418.94 405.00
6 467.65 424.70 411.20
7 475.00 424.70 417.17
8 477.65 424.70 424.70
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4825 North Shore Drive
Copyright 0 2001-2006 ADAMA Engineering,Inc. www.0coPwgrems.com License member ReSSA-2 478
ReSSA-Reinforced Slope Stability Analysis 4825 North Shore Drive
Pratt Datdr , Sim Jun 1914:21:04 2011
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RESULTS OF ROTATIONAL STABILITY ANALYSIS
Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta exit set to 50.00 deg.)
The most critical circle is obtained from a search considering all the combinations of input entry and exit points.
Critical circles for each entry point(considering all specified exit points)
Entry Entry Point Exit Point Critical Circle
Point# (X,Y) (X,Y) (Xc,Yc,R) Fs STATUS
[$] Iftl Ift]
45 °393.80 38).53 906,12 ,:. 12t1': = L.3i.':On extreme X�ntry
2 474.90 424.70 421.02 392.42 427.66 442.45 50.47 1.33
3 478.80 424.70 418.81 391.65 423.24 454.58 63.09 1.34
4 482.70 424.70 418.48 391.66 422.56 462.67 71.13 137
5 486.60 424.70 41551 390.96 419.11 475.13 84.25 1.42
6 490.50 424.70 415.34 390.95 417.83 485.97 95.05 1.47
7 494.40 424.70 410.82 389.50 414.60 497.36 107.92 1.53
8 498.30 424.70 410.74 38950 414.89 505.69 116.26 1.59
9 502.20 424.70 410.66 389.51 415.19 514.36 124.94 1.65
10 506.10 424.70 410.58 389.51 415.51 523.37 133.95 1.72
11 510.00 424.70 410.49 389.51 415.83 532.70 143.29 1.78
Note:In the'Statt&column,OK means the critical circle was identified within the specified search domain. 'On extreme X-entry means
that the critical result is on the edge of the search domain;a lower Fs may result if the search domain is expanded
►t*4+kitt##dtAYttiA*it#F*4t#*
Results m the tables below represent critical circles identified between specified points on entry and exit. (Theta-exit set to 50.00 deg.)
The most critical circle is obtained from a search considering all the combinations of input entry and exit points.
Critical circles for each exit point(considering all specified entry points)
Exit Exit Point Entry Point Critical Circle
Point# (X,Y) (X,Y) (Xc,Yc,R) Fs STATUS
Ift] Ift] Iftl .
I 410.14 389.56 478.80 424.70 417.06 460.70 71.47 136
2 413.39 390.22 478.80 424.70 418.38 460.04 70.00 135
3 416.10 390.94 478.80 424.70 420.81 45729 66.52 1.34
4 418.38 391.70 474.90 424.70 425.35 444.67 53.43 133
5 421.02 392.42 474.90 424.70 427.66 442.45 50.47 1.33
6 423.65 393.14 474.90 424.70 429.97 44027 47.55 1.34
::7 + '. : 9g.8t?' '.` 4 I'00 . 7 3- 043
2fi1:98 1.30 -. OK
8 42930 395.88 471.00 424.70 391.35 495.39 106.49 1.31
9 431.78 397.82 471.00 424.70 396.13 491.91 100.62 132
10 434.85 399.99 471.00 424.70 400.89 488.47 94.78 1.33 f
11 437.43 401.97 471.00 424.70 409.20 479.81 82.80 1.35
Note:In the'Status'cohmm,OK means the critical circle was identified within the specified search domain. 'On extreme X-exit'means
that the critical result is on the edge of the search domain;a lower Fs may result if the search domain is expanded
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4825 North Shore Drive Page 6 of 7
Copyright 0 2001-2006 ADAMA Engineering,Inc. www.GeoProgmms.com Lic am member ReSSA200479
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ReSSA—Reinforced Slope Stability Analysis 4825 North Shore Drive
Presort Date(rwe: Sm Jun 1914:21:04 2011
u u v r
CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES
Rotational(Circular Are;Bishop)-Stability Analysis
Minimum Factor of Safety= 1.30
Critical Circle: Xc=381.53[ft],Yc=506.12[ft],R= 120.98[ft]. (Number of slices used=52)
Translational(2-Part Wedge;Spencer),Direct Sliding,Stability Analysis
NOT CONDUCTED
Three-Part Wedge Stability Analysis
NOT CONDUCTED
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4825 North Shore Drive Pap 7 of 7
Copyright C 2001-2006 ADAMA Engineering,Inc. www.GeoProgmms.com License number ReSSA-200478