Response to Leif's Letter.pdfSCRIArchitects
1916 Pike Place, Suite 12-367
Seattle, WA. 98101
206.458.7517
www.scr-arch.com
April 16, 2018
Leif Bjorback
Building Official
City of Edmonds
425.771.0220
RECEIVE 14..b'
APR 16 2013
DEVELOPMENT SERVICES
COUNTER
Re: BLD2017-0717 — 18109 84th Ave W & BLD2017-0718 — 18111 841h Ave W
Dear Mr. Bjorback
This is a reply to the Email dated April 13, 2018
See attached responses from Lucia Engineering & Robert M Pride, LLC.
Hello Chris,
In reviewing the comments prepared March 23rd 2018 by Mr. Lucia, it appears the Geotechnical firm of HWA,
retained by the city and the Geotechnical firm of Lucia Engineering Inc., retained by you are still in disagreement over
the proposed vertical excavation cuts to build the new single family residences at 18111 84th Ave W and 18109 84th
Ave W.
As stated in the response letter by the HWA, dated March 19th the concern of groundwater should be addressed prior
to excavation. This measure will provide guidance and give the ability to avoid unforeseen hazardous situations. It is
understood that Mr. Lucia is in disagreement with this statement but the City does feel this is an appropriate
precautionary measure if the vertical excavation cuts are to be approved.
Mr. Lucia has provided a global stability analysis in response to HWA comments dated March 19th-The report
appears to indicate satisfactory conditions but has not yet been reviewed by HWA.
To be clear, the City strongly prefers that temporary shoring be accomplished by conventional methods such as the
soldier pile wall previously proposed. However if you still wish to proceed with the proposed open excavation plan
submitted February 17th, 2018, the following conditions must be met.
Review and approval of the Global Stability Analysis by HWA.
Provide a groundwater monitoring plan including the installation of drilled monitoring wells in the vicinity
of the excavation as well as near the property line of the existing single family residence to verify current
water levels and soils conditions prior to excavation. Each of these wells will be required to be periodically
monitored during the excavation process. The monitoring reports will need to be submitted to the city for
peer review prior to the start of excavation and during the excavation process. If the presence of
groundwater is found prior to, or during the excavation, the vertical excavation plan will no longer be valid,
and an approved shoring design will be required. A contingency plan to ensure soil stability will also be
required if ground water presents itself during the excavation. Please note that the City approval of the
exposed excavation approach would be entirely dependent upon the total absence of groundwater.
BLD2017-0717 — 18109 841h Ave W & BLD2017-0718 — 18111 84�h Ave W
Provide a conditions survey of the structure on the adjacent property along with periodic monitoring
reports of the structure's condition and elevations. If any settlement or distress to the adjacent home are
found during the excavation, all work must cease. These reports will be required prior to excavation and
continue until all the backfilling of the new structures has been completed.
• A hold harmless agreement, on a form provided by the City, signed by the property owner and notarized,
will be required prior to permit issuance. This agreement will indemnify the City concerning any and all
damages as a result of construction activity on the job site.
If the applicant does not wish to provide the items listed, a shoring wall designed and sealed by a Washington State
licensed Engineer in accordance with the prior geotechnical reports provided will be required. I might mention that
the soldier pile wall system that was originally proposed for this project had been previously reviewed and approved
during our earlier review. Please advise as to how you wish to proceed.
If I can be of any additional assistance please do not hesitate to contact me, or Eric Carter, Plans Examiner.
If you have any questions, please do not hesitate to contact us.
Sincerely,
Chris Reinhart
Principal
SCR Architects
BLD2017-0717 — 18109 841h Ave W & BLD2017-0718 — 18111 84th Ave W
LUCIA ENGINEERING INC.
COY
SCR Architects
41916 Pike Place, Suite 12-367 Seattle,
WA 981o1
Attention: Chris Reinhart
Reference: Plan Check: BLD2017-0718
Chris
EE1EVr=n,',
DEVELOPMEN-r SERVICES
COUKITER
7307 12th Avenue NE
Seattle, Washington 98115
Phone: 2o6.790.8039
April 7, 2018
Project Address: 18111 84th AVE W (Lot #2)
City Review & Reply to City E-mail Message Dated April 4, 2018
Attached are the revised excavation plans.
1. I have added details and locations for the monitoring wells now being required by the
City.
2. I have added a monitoring program and shown the planned locations for monitoring of
the existing house to the south of lot # 2 and east of lot #1.
3. I have also added a soldier pile shoring system to be used should groundwater be
encountered. The calculations for this are attached here. I have sent this shoring
information the Bob Pride, the Geotechnical Engineer for his review.
I must say I am surprised that the City has not responded to any of my comments regarding
the HWA Peer review. All of my rebuttal points are valid, yet the City continues to ignore
them and pushes for shoring, without substantiating this demand. It is disappointing.
Please call me if you have any questions.
/Z'�:
Joseph M. Lucia, PE
Page 1 of 1
Depth(ft)
-0
5
MR
15
20
86th Avenue W. Lots 1 & 2
Temporary Shoring
0 1 ksf
Moment Equilibrium
Force Equilibrium
<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com
Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc. Date: 4/8/2018
File: UNTITLED
Wall Height=9.0 Pile Diameter=1.5 Pile Spacing=9.0 Wall Type: 2. Soldier Pile, Drilled
PILE LENGTH: Min. Embedment=11.46 Min. Pile Length=20.46 (in graphics and analysis)
MOMENT IN PILE: Max. Moment=77.88 per Pile Spacing=9.0 at Depth=14.10
PILE SELECTION:
Request Min. Section Modulus = 28.3 in3/pile=464.07 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66
-> Piles meet Min. Section Requirements: Top Deflection is shown in (in)
HP8X36 (1.52) W8X35 (1.43) HP10X42 (0.86) W10X30 (1.06) HP12X53 (0.46)
W12X26 (0.89) HP13X60 (0.36) HP14X73 (0.25) W14X22 (0.91) W16X26 (0.60)
HP16X88 (0.16) W16X89 (0.14) HP16X101 (0.14) W16X100 (0.12)
DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):
Z1
P1
Z2
P2
Slope
0
0.04
9
0.22
0.020000
9
0.22
40
0.84
0.020000
PASSIVE PRESSURES:
Z1
P1
Z2
P2
Slope
10
0
40
15.0
0.5000
ACTIVE SPACING:
No.
Z depth
Spacing
1
0.00
9.00
2
9.00
1.50
PASSIVE SPACING:
No.
Z depth
Spacing_
1
9.00
3.00
UNITS: Width,Spacing,Diameter, Length, and Depth - ft; Force -kip; Moment - kip-ft
Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in
report.out
******************************************************************************
SHORING WALL CALCULATION SUMMARY
The leading shoring design and calculation software
Software Copyright by CivilTech Software
www.civiltech.com
******************************************************************************
Shoring5uite Software is developed by CivilTech Software, Bellevue, WA, USA.
The calculation method is based on the following references:
1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015
2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987
3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982
4. TRENCHING AND SHORING MANUAL Revision 12, California Department of
Transportation, 7anuary 2000
6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002
5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31
March 1994
7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002
8. AASHTO HB-17, American Association of State and Highway Transportation
Officials, 2 September 2002
UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft,
Friction/Bearing/Pressure - ksf, Pres. Slope - kip/ft3, Deflection - in
-----------------------------------------------------------------------------
Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc.
Date: 4/8/2018 File: UNTITLED
Title: 86th Avenue W. Lots 1 & 2
Subtitle: Temporary Shoring
**********************************INPUT DATA**********************************
Wall Type: 2. Soldier Pile, Drilled
Wall Height: 9.00
Pile Diameter: 1.50
Pile Spacing: 9.00
Factor of Safety (F.S.): 1.00
Lateral Support Type (Braces): 1. No
Top Brace Increase (Multi -Bracing): Add 15%*
Embedment Option: 1. Yes
Friction at Pile Tip: No
Pile Properties:
Steel Strength, Fy: 50 ksi = 345 MPa
Allowable Fb/Fy: 0.66
Elastic Module, E: 29000.00
Moment of Inertia, I: 119
User Input Pile: W14X82
Page 1
report.out
* DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) *
No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope
-----------------------------------------------------------------------------
1 0 0.04 9 0.22 0.020000
2 9 0.22 40 0.84 0.020000
* PASSIVE PRESSURE *
No. Z1 top Top Pres. Z2 bottom Bottom Pres. Slope
-----------------------------------------------------------------------------
1 10 0 40 15.0 0.5000
-----------------------------------------------------------------------------
* ACTIVE SPACE *
No. Z depth Spacing
-----------------------------------------------------------------------------
1 0.00 9.00
2 9.00 1.50
* PASSIVE SPACE
No. Z depth Spacing
-------------------------------
1 9.00 3.00
*For Tieback: Inputl = Diameter; Input2 = Bond Strength
*For Plate: Inputl = Diameter; Input2 = Allowable Pressure
*For Deadman: Inputl = Horz. Width; Input2 = Passive Pressure;
*For Sheet Pile Anchor: Inputl = Horz. Width; Input2 = Passive Slope;
********************************CALCULATION**********************************
The calculated moment and shear are per pile spacing. Sheet piles are per one
foot or meter; Soldier piles are per pile.
Top Pressures start at depth = 0.00
MEMOSEEF13ML11N ..
D3=20.46
Page 2
report.out
D1 - TOP DEPTH
D2 - EXCAVATION BASE
D3 - PILE TIP (20% increased, see EMBEDMENT Notes below)
MOMENT BALANCE: M=0.00 AT DEPTH=18.55 WITH EMBEDMENT OF 9.55
FORCE BALANCE: F=0.00 AT DEPTH=20.46 WITH EMBEDMENT OF 11.46
The program calculates an embedment for moment equilibrium, then increase the
embedment by 20% to reach force equilibrium.
A Balance Force=40.02 is developed from depth=18.55 to depth=20.46
Total Passive Pressure = Total Active Pressure, OK!
*********************************RESULTS*****************************************
* EMBEDMENT Notes *
Based on USS Design Manual, first calculate embedment for moment equilibrium, then
increased by 20 to 40 % to get the total design depth.
The embedment for moment equilibrium is 9.55
* The 20% increased the total design depth is 11.46 (Used by Program)
The 30% increased the total design depth is 12.42
The 40% increased the total design depth is 13.38
Based on AASHTO 2002 Standard Specifications, first calculate embedment for moment
equilibrium, then add safety factor of 30% for temporary shoring; add safety factor
of 50% for permanent shoring.
The embedment for moment equilibrium is 9.55
Add 30% embedment for temporary shoring is 12.42
Add 50% embedment for permanent shoring is 14.33
* BASED ON USS DESIGN MANUAL (20% increased), PROGRAM CALCULATED MINIMUM EMBEDMENT
11.46
TOTAL MINIMUM PILE LENGTH = 20.46
* MOMENT IN PILE (per pile spacing)*
Pile Spacing: sheet piles are one foot or one meter; soldier piles are one pile.
Overall Maximum Moment = 77.88 at 14.10
Maximum Shear = 39.63
Moment and Shear are per pile spacing: 9.0 foot or meter
* VERTICAL LOADING *
Vertical Loading from Braces = 0.00
Vertical Loading from External Load = 0.00
Total Vertical Loading = 0.00
*****************************SOLDIER PILE SELECTION*****************************
Page 3
report.out
Request Min. Section Modulus = 28.32 in3/pile = 464.07 cm3/pile, Fy= 50 ksi =
345 MPa, Fb/Fy=0.66
The pile selection is based on the magnitude of the moment only. Axial force is
neglected.
HP8X36
(English Units):
Area= 10.6 in. Depth= 8.02 in. Width= 8.16 in. Height= 8 in.
Flange thickness= 0.445 in. Web thickness= 0.445 in.
Ix= 119 in4/pile Sx= 29.8 in3/pile Iy= 40.3 in4/pile Sy= 9.88 in3/pile
(Metric Units):
Ix= 49.53 x100cm4/pile Sx= 488.33 cm3/pile Iy= 16.77 x100cm4/pile Sy=
161.90 cm3/pile
Top deflection = 1.521(in)
W8X35
(English Units):
Area= 10.3 in. Depth= 8.12 in. Width= 8.02 in. Height= 8 in.
Flange thickness= 0.495 in. Web thickness= 0.31 in.
Ix= 127 in4/pile Sx= 31.2 in3/pile Iy= 42.6 in4/pile Sy= 10.6 in3/pile
(Metric Units):
Ix= 52.86 x100cm4/pile Sx= 511.27 cm3/pile Iy= 17.73 x100cm4/pile Sy=
173.70 cm3/pile
Top deflection = 1.425(in)
HP10X42
(English Units):
Area= 12.4 in. Depth= 9.7 in. Width= 10.1 in. Height= 10 in.
Flange thickness= 0.42 in. Web thickness= 0.415 in.
Ix= 210 in4/pile Sx= 43.4 in3/pile Iy= 71.7 in4/pile Sy= 14.2 in3/pile
(Metric Units):
Ix= 87.40 x100cm4/pile Sx= 711.20 cm3/pile Iy= 29.84 x100cm4/pile Sy=
232.70 cm3/pile
Top deflection = 0.862(in)
W10X30
(English Units):
Area= 8.84 in. Depth= 10.5 in. Width= 5.81 in. Height= 10 in.
Flange thickness= 0.51 in. Web thickness= 0.3 in.
Ix= 170 in4/pile Sx= 32.4 in3/pile Iy= 16.7 in4/pile Sy= 5.75 in3/pile
(Metric Units):
Ix= 70.75 x100cm4/pile Sx= 530.94 cm3/pile Iy= 6.95 x100cm4/pile Sy= 94.23
cm3/pile
Top deflection = 1.065(in)
HP12X53
(English Units):
Area= 15.5 in. Depth= 11.8 in. Width= 12 in. Height= 12 in.
Flange thickness= 0.435 in. Web thickness= 0.435 in.
Ix= 393 in4/pile Sx= 66.7 in3/pile Iy= 127 in4/pile Sy= 21.1 in3/pile
(Metric Units):
Page 4
report.out
Ix= 163.57 x100cm4/pile Sx= 1093.01 cm3/pile Iy= 52.86 x100cm4/pile Sy=
345.77 cm3/pile
Top deflection = 0.461(in)
W12X26
(English Units):
Area= 7.65 in. Depth= 12.2 in. Width= 6.49 in. Height= 12 in.
Flange thickness= 0.38 in. Web thickness= 0.23 in.
Ix= 204 in4/pile Sx= 33.4 in3/pile Iy= 17.3 in4/pile Sy= 5.34 in3/pile
(Metric Units):
Ix= 84.90 x100cm4/pile Sx= 547.33 cm3/pile Iy= 7.20 x100cm4/pile Sy= 87.51
cm3/pile
Top deflection = 0.887(in)
HP13X60
(English Units):
Area= 17.5 in. Depth= 12.54 in. Width= 12.9 in. Height= 13 in.
Flange thickness= 0.46 in. Web thickness= 0.46 in.
Ix= 503 in4/pile Sx= 80.3 in3/pile Iy= 165 in4/pile Sy= 25.5 in3/pile
(Metric Units):
Ix= 209.35 x100cm4/pile Sx= 1315.88 cm3/pile Iy= 68.67 x100cm4/pile Sy=
417.87 cm3/pile
Top deflection = 0.360(in)
HP14X73
(English Units):
Area= 21.4 in. Depth= 13.6 in. Width= 14.6 in. Height= 14 in.
Flange thickness= 0.505 in. Web thickness= 0.505 in.
Ix= 729 in4/pile Sx= 107 in3/pile Iy= 261 in4/pile Sy= 35.8 in3/pile
(Metric Units):
Ix= 303.41 x100cm4/pile Sx= 1753.41 cm3/pile Iy= 108.63 x100cm4/pile Sy=
586.65 cm3/pile
Top deflection = 0.248(in)
W14X22
(English Units):
Area= 6.49 in. Depth= 13.7 in. Width= 5 in. Height= 14 in.
Flange thickness= 0.335 in. Web thickness= 0.23 in.
Ix= 199 in4/pile Sx= 29 in3/pile Iy= 7 in4/pile Sy= 2.8 in3/pile
(Metric Units):
Ix= 82.82 x100cm4/pile Sx= 475.22 cm3/pile Iy= 2.91 x100cm4/pile Sy= 45.88
cm3/pile
Top deflection = 0.910(in)
W16X26
(English Units):
Area= 7.68 in. Depth= 15.7 in. Width= 5.5 in. Height= 16 in.
Flange thickness= 0.345 in. Web thickness= 0.25 in.
Ix= 301 in4/pile Sx= 38.4 in3/pile Iy= 9.59 in4/pile Sy= 3.49 in3/pile
(Metric Units):
Ix= 125.28 x100cm4/pile Sx= 629.26 cm3/pile Iy= 3.99 x100cm4/pile Sy=
57.19 cm3/pile
Top deflection = 0.601(in)
Page 5
report.out
HP16X88
(English Units):
Area= 25.8 in. Depth= 15.33 in. Width= 15.665 in. Height= 16 in.
Flange thickness= 0.54 in. Web thickness= 0.54 in.
Ix= 1112 in4/pile Sx= 145 in3/pile Iy= 347 in4/pile Sy= 44 in3/pile
(Metric Units):
Ix= 462.81 x100cm4/pile Sx= 2376.12 cm3/pile Iy= 144.42 x100cm4/pile Sy=
721.03 cm3/pile
Top deflection = 0.163(in)
W16X89
(English Units):
Area= 26.2 in. Depth= 16.8 in. Width= 10.4 in. Height= 16 in.
Flange thickness= 0.875 in. Web thickness= 0.525 in.
Ix= 1300 in4/pile Sx= 155 in3/pile Iy= 163 in4/pile Sy= 31.4 in3/pile
(Metric Units):
Ix= 541.06 x100cm4/pile Sx= 2539.99 cm3/pile Iy= 67.84 x100cm4/pile Sy=
514.55 cm3/pile
Top deflection = 0.139(in)
HP16X101
(English Units):
Area= 29.8 in. Depth= 15.5 in. Width= 15.75 in. Height= 16 in.
Flange thickness= 0.625 in. Web thickness= 0.625 in.
Ix= 1297 in4/pile Sx= 167 in3/pile Iy= 408 in4/pile Sy= 52.1 in3/pile
(Metric Units):
Ix= 539.81 x100cm4/pile Sx= 2736.63 cm3/pile Iy= 169.81 x100cm4/pile Sy=
853.76 cm3/pile
Top deflection = 0.140(in)
W16X100
(English Units):
Area= 29.5 in. Depth= 17 in. Width= 10.4 in. Height= 16 in.
Flange thickness= 0.985 in. Web thickness= 0.585 in.
Ix= 1490 in4/pile Sx= 175 in3/pile Iy= 186 in4/pile Sy= 35.7 in3/pile
(Metric Units):
Ix= 620.14 x100cm4/pile Sx= 2867.73 cm3/pile Iy= 77.41 x100cm4/pile Sy=
585.02 cm3/pile
Top deflection = 0.121(in)
*********************** LAGGING SIZE ESTIMATION ***********************
Max. Pressure above base = 0.22
Piles are more rigid than timber lagging, due to arching, only portion of pressures
are acting to lagging, 30-50% loading is suggested.
If 50% loading is used for lagging design, Design Pressure = 0.11
Pile Spacing =9.0, Max. Moment in lagging = 1.11
For V x12" Timber, Section Modules 5=23.47 in3. The request allowable bending
strength, fb=M/5=0.57
For 6"x12" Timber, Section Modules 5=57.98 in3. The request allowable bending
strength, fb=M/5=0.23
Page 6
report.out
If 30% loading is used for lagging design, Design Pressure = 0.07
Pile Spacing =9.0, Max. Moment in lagging = 0.67
For 4"x12" Timber, Section Modules S=23.47 in3. The request allowable bending
strength, fb=M/S=0.34
For 6"x12" Timber, Section Modules S=57.98 in3. The request allowable bending
strength, fb=M/S=0.14
Unit: Pressure: ksf, Spacing: ft, Moment: kip-ft, Bending Strength, fb: ksi
Page 7
Depth(ft)
-0
.5
10
15
20
Depth(ft)
0
5
10
15
20
86th Avenue W. Lots 1 & 2
Temporary Shoring
0 1 ksf
Net Pressure Diagram
Max. Shear=39.63 kip
Max. Moment=77.88 kip-ft
Moment_ Equilibrium
Force Equilibrium
Top Deflection=0.89(in)
Max Deflection=0.89(in)
39.63 kip 0 77.88 kip-ft 0 0.887(in) 0
Shear Diagram Moment Diagram Deflection Diagram
PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
Based on pile spacing: 9.0 foot or meter
User Input Pile, W12X26: E (ksi)=29000.0, I (in4)/pile=204.0
File: UNTITLED
<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com
Licensed to Joseph M. Lucia, P.E. Lucia Engineering, Inc.