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DESIGNS
,,BUILT FROM THE GROUND (JPII
DESIGN REPORT FOR:
23SS1014
SUNLIGHT MOUNTAIN SKI AREA. SEGUNDO LIFT TERMINAL
GLENWOOD SPRINGS, CO
August 6,2023
REVIEWED FOR CODE COMPLIANCE
SUBIECT TO NOTED EXCEPTTONS & TNSPECTTONS
GANFIELI' COUNTY EVO
DATE Q4-23 BY
NO INSPECTION WIÎHOUÎÎHESE PLANS ON STÎE
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GeoWall Designs, LLC . (952)303 - 4190 . www.geowalldesigns.com Page 1
Project No.:23SS1014
August 6,2023
lndex
1.0 Site Review
2.0 Design Methodology
3.0 WallSystem
3.2 SoilReinforcement
....3
....3
3.1 Modular Block Wall Units ............
4.0 SoilProperties
5.0 Maximum Surcharge Loadings & Slope Conditions
6.0 Hydraulic Conditions
6.1 WaterApplication
6.2 Erosion Control/Prevention.....................
7.0 Seismic Conditions ....
8.0 Wind Conditions ........
9.0 Extemal Stability and Settlement ...
10.0 Limitations of Report
Appendix ltem A: Design References
Appendix ltem B: FinalCalculations ...
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GeoWall Designs, LLC . (952)303 - 4190 . wutr.geowalldesigns.com Page2
Project No.:23SS1014
August 6,2023
1.0 Site Review
This project includes three site retaining walls. Wall 1 is located north of the lower lift terminal with a maximum height
of 7.50-feet and horizontal length of 65.50-feet. Wall 2 is located west of the lower lift terminal with a maximum height
of 9.00-feetand horizontal length of 118.00-feet. Wall 3 is located south of the upper lifiterminalwith a maximum
height of 7.50-feet and horizontal length of 80.50-feet. The walls are located along a slope with primarily cohesive
soils and based on the observations of the geotechnical engineer, are placed on an actively moving slope. The
retaining walls designed under this submittal are not intended to stabilize the entire hill side and limiting any
movement that may occur beyond the limits calculated is outside of this design scope. ln addition, the calculated
friction angle from the information within the soils report is less than the graded slopes shown requiring the use of an
equivalent surcharge loading for the gravity calculations in lieu of including the back slope when calculating the earth
pressure coefficient (Ka).
2.0 Design Methodology
The proposed walls have been designed in accordance with the NCMA (National Concrete Masonry Association)
design methodology. The walls have been designed using soil reinforcement with portions designed as gravity
(without reinforcement). Refer to the NCMA Design Manual for Segmental Retaining Walls, 3rd edition for additional
design and construction requirements.
3.0 Wall System
3.1 Modular Block Wall Units
The walls have been designed using Redi-Rock 28" and 41" units using the standard 5.2'wall batter. Refer to the
manufacturers information for additional details on the proposed retaining wall system and its material properties.
3.2 Soil Reinforcement
The proposed design for wall 1 utilizes SF80-PC geogrid soil reinforcement. Refer to the product technical data
for the corresponding tensile properties and strength reduction factors.
4.0 Soil Properties
Site soils information was obtained from the geotechnical report prepared by Kumar & Associates, lnc. dated
1112312022. The soil strengths shown were back calculated based on information provided within the soils report and
shall be verified by the project geotechnical engineer. GeoWall Designs, LLC should be contacted if the noted soil
strengths are not met as a redesign may be required.
Zone Description 0 c'Y
Reinforced Soil 1
Retained Soil 1
Retained Soil2
Foundation Soil 1
Clayey Gravel- GC 28'0 psf 125 pcf
Sandy Lean Clay - CL 25'75 psf 125 pcf
Gravel- GP 38"0 psf 1 10 pcf
Sandy Lean Clay - CL 25"200 psf 125 pcÍ
Refer to the referenced soils report for additional information regarding the site soil conditions and geotechnical
engineers' recommendations.
GeoWall Designs, LLC . (952)303 - 4190 . www.geowalldesigns.com Page 3
Project No.:23SS1014
August 6,2023
5.0 Maximum Surcharge Loadings & Slope Conditions
Below are the maximum surcharge and site slope conditions as evaluated within this design. The noted extremes
may not be present for the entire length of any given wall. Dead load surcharge loadings are applied in addition to
any equivalent geometric loadings applied within the design calculations. Refer to the contract civil plans for locations
of all anticipated surcharge locations and grade geometry.
WallNo.Live Load (psf) Dead Load (psf) Toe Slope Back Slope
1
2
3
250 N/A 2H:1V 2H:1Y
1q0 N/A Flat 2H:1V
100 N/A Flat 2H:1V
6.0 Hydraulic Conditions
6.'l Water Application
The proposed wall(s) are not located within a wetland or water application and the ground water elevation is
assumed to be located sufficiently below bottom of wall as to not influence overall stability. The project
geotechnical engineer shall consider fluctuations in seasonal ground water elevations during the verification
extemal failure mechanisms.
6.2 Erosion Control/Prevention
The contractor shall ensure positive drainage is maintained both during and after construction. Erosion
prevention and protection shall be maintained above and below the retaining wall as designed by others. All
downspouts, swales, and drainage features shall be diverted away from the wall location.
7.0 Seismic Conditions
The estimated 1-second peak ground acceleration (S0.,) is than 0.149. Given the relatively low peak ground
acceleration and standard reductions in required factors of safety, the static calculations govern the overall design.
Seismic calculations have not been included in this design submittal for clarity however, they may be provided upon
request.
8.0 Wind Conditions
No additional surcharge due to wind is anticipated or included within this design of below grade structures. All
freestanding, above grade structures. shall be designed or relocated to not influence the below grade retaining wall
within a 1 H:1V zone of influence. Refer to ASCE 7-1 6 for additional information on surcharge applications.
9.0 Extemal Stability and Settlement
Global Stability has been evaluated by GeoWall Designs, LLC using soils noted in section 4.0 and shall be verified
by the project geotechnical engineer. Local Bearing Capacities and Settlement are not covered under the scope of
this design and shall be evaluated under the scope of the project geotechnical engineer. The foundation soils at each
wall location shall be capable of supporting the applied bearing capacities shown within the shop drawings without
failure or excessive settlement.
10.0 Limitations of Report
The design presented within this report is based on the information provided. GeoWall Designs, LLC accepts no
liability for verifying site geometry, soil parameters, or ensuring all information provided is up to date. The contractor
and/or owne/s representative shall notify GeoWall Designs, LLC of any changes or conflicts with the actual site
geometry prior to construction. Verification of site soil conditions, bearing capacities, anticipated settlement, and
global stability shall be completed as directed within the construction plans and project specifications.
GeoWall Designs, LLC . (952)303 - 4190 . www.geowalldesigns.com Page 4
Project No.:23SS1014
August 6,2023
Appendix ltem A: Design References
lron Moutain.Engineering, lnc. plan set for: Segundo Lower Terminal Grading, Project No.: 116.001, Last Dated:
06t14t2023
Kumar & Associates, lnc. report titled: Proposed Segundo Lift Replacement, Project No; 22-7-640, Last Dated:
11t23t2022
NCMA Design Manual for Segmental Retaining Walls, 3rd Edition
NCMA SRW Best Practices, 2nd Printing, 2017
ASCE 7-16 Minimum Design Loads and Associated Criteria
IBC-2018 lntemational Building Code, 2018
Appendix ltem B: Final Calculations
Calculations attached after this sheet
NOTE:
The calculations on the following pages utilize Mirafi 8XT based on the limitations of the design program. Mirafi 8XT
is found to be equivalent to the specified product. The construction drawings provided use SF80-PC which is to be
the product installed unless written notification and approval from GeoWall Designs is provided as an altemate.
GeoWall Designs, LLC . (952)303 - 4190 . wv\
^/.geowalldesigns.com
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".. I DESIGNS-' ,'-'
Project: Sunlight Segundo Lift
Job No.: 23SS1014
Date:08/04/23
Section: A-A - Wall 1
8,145
8,140
8.1 35
8,1 30
8 125
8,120
8,1 15
8.1 10
8,1 05
8,1 00
LL = 250 psf
10
<-'
1.355o-
RL= 13.0ft
LTDS = 4,329 lblft
ToCoverage = 25% TopiBottom, 50% Middle
60 70
o
(It
c)
tu
50
Distance
n 20 30 40 80 90 100
Unit System: U.S. Customary Units
Method: Morgenstern-Price
Direction of movement: Left to Right
Number of Slices: 30
Minimum Slip Surface Depth: 0.1 ft
Entry: (14.1 96074, 8,142\ ft
ExÍt (58.956239, 8,119.5219) ft
Radius: 29.46794ft
Ph¡'(I
28
25
25
Cohesion'
(psO
0
2û
aÊ
Unit
Weigtrt
(pcr)
145
125
125
125
Name
Block Fac¡ng
Clayey Gravel - GC
Sandy Clay - CL
Sandy Clay - CL (F¡ll)
Golor
T
tr
T
n
|IEIIIJIT
lE,.
REA Analysis
Project:
Location:
Designer:
Date:
Section:
Design Method:
Design Unit:
23SS1014 Sunlight Segundo Lift
Glenwood Springs, CO
BTD
8t6t2023
Wall 1 Section 1
NCMA_09_3rd_Ed, lgnore Vert. Force
Redi-Rock PC
Èlr:
F\
SOIL PARAMETERS 9
Reinforced Soil: 28 deg
Retained Soil: 25 deg
Foundation Soil: 25 deg
Leveling Pad: Crushed Stone
Y
125pcf
125pcf
'l25pcf
Live Load:
Live Load Offset:
LL2 Widrh:
Dead Load:
Dead Load Offset:
Dead Load Width:
Toe Slope Angle:
Toe Slope Length
Toe Slope Bench:
Pullout:
Uncertainties
Connection:
Bending:
coh
0psf
75psf
200psf
13.00
l-
GEOMETRY
Design Height: 7.50ft (5.00ft Exp.)
Wall BatteriTilt: 5.201 0.00 deg
Embedment: 2.50ft
Leveling Pad Depth: 0.50ft
Slope Angle: 26.6 deg
Slope Length: 25.0ft
Slope Toe Offset: 0.0ft
Vertical ı on Single Depth
250psf
0.00ft
100ft
0psf
0.ofr
0ft
26.60
10.00
0.00
FACTORS OF SAFETY
Sliding:
Overturning:
Bearing:
Shear:
1.50
2.00
2.O0
1.50
'1.50
1.50
1.50
1.50
10 ïr42 2
1REA Analysi s 5.2.22061.544
1r.7{142.2'
*qi
LF:
l-\
RESULTS
FoS Sliding:
Bearing
Pullout
Total Pullout
Top FoSot:
2.48
1,299
3.94
29,196
3.84
FoS Overturning:
FoS Bearing:
FoS Total Pullout
FoS Connection:
7.53
12.24
10.32
1.80
r3.[ü
l--
umn Descriptions:
Ta: allowable geogrid strength
Rc %: percent coverage for geosynthetics
EP (Pa) internal active earth pressure
LL (Pql) earth pressure due to live load surcharge
DL (Pqd) earth pressure due to dead load surcharge
Tmax maximum earth pressure on geosynthetic layer
FSstr factor of safety on geogrid strength (TalTmax)
Ta cn allowable tension on the connection
FS Pkcn, factor of safety on the connection (Ta cn/Tmax)
FS PO, factor of safety on pullout (Ta pullouU(Tmax - LL)
Grid Embedment, depth of embedment beyond the theorectical failure plane
2
IL'Herght Length Name la ToCoverage PA LL IMAX l-sstr la(jn FSPKCn FSPo FSSIdg GridEmbedment
4 4.5 50 944 1007 1 951 2.16 2347 1.80138XT2812 1.91419511 9.94 4.98
3 3 13 8XT 28',t2 50 906 403 1 309 3.22 2347 2.69 4.46/113091 7.87 6,87
2 1.5 13 8XT 2812 50 1208 403 161 1 2.62 2347 2.19 5.1 8/f 161 't I 6.29 8.77
2812 1435 40310138XT25 1 4217.73 2347 3520.44 1 1 300.70/[11 5.23 l2.45l 10.bt
REA Analysi s 5.2.22061.544
ü{
tt
+Êitf¡
f\i
3REA Analysi s 5.2.22061.544
ID Enter Po¡nt X Enter Po¡nt Y Ex¡t Po¡nt X Ex¡t Point Y Center X Genter Y Radius FoS
I 29.34 zlJ.92 2.4t 1.50 5.O2 26.60 25.23 1.947
6 29.38 20.o2 2.47 1.50 2.22 30.68 29.14 1.959
E 29.38 20.o2 2.47 1.50 7.11 23.57 22.55 1.980
5 29.38 2(J.o2 2.4t 1.50 -1.85 36.58 35.35 1.997
7 27.88 20.02 2.4t 1.5U 4.41 24.9E 23.60 1.999
5 27.88 20.o2 2.74 4.50 2.04 33.76 29.27 2.041
tt 2t.aa 20.o2 2.4t 1.50 2.O9 24.71 27.22 2.M7
4 29.38 ZU.U2 2.4t 1.b0 -8.43 46.1 5 45.96 2.O50
I 29.38 20.o2 2.47 1.50 8.74 21.20 20.67 2.067
6 29.3E 29.o2 2.61 3.00 3.84 30.63 27.66 2.068
COMPOUND RESULTS
Compound stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and
exiting out through the face of the wall. For MSE walls, the resistance of the geogrid reinforcement is included in the
analysis and the shear resistance of the face units is included.
GLOBAL RESULTS
Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting
out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is
included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included.
ln most cases the failure plane will pass below the structure.
4
ID Enter Point X Enter Point Y Exit Po¡nt X Exit Point Y Center X Cente¡ Y Radius FoS
4 29.34 20.o2 -19.2t -2.51 -4.52 33.53 36.50 1.U7
4 29.38 20.02 -8.77 -1.89 -2.77 31.42 34.25 1.311
5 29.38 20.o2 -10.27 -2.51 -2.49 29.96 33.39 1.3tö
6 2t.aa 20.o2 -11.7t -2-51 -2.32 27.O1 31.00 1.379
6 29.38 20.o2 -13.27 -2.51 -3.19 30.05 34.08 1.3t9
6 29_34 20.o2 -11 .77 -2.51 -2.01 28.50 32.51 1.3öU
5 29.38 29.o2 -11.tl -2.51 -3.71 31 .62 35,07 1.385
5 27.88 20.02 -'11.77 -2.51 -3.99 29.96 33.39 1.38ti
5 29.34 20.o2 -13.27 -2.51 -4.94 33.35 36.81 1.392
5 29.38 zlJ.92 -14.n -2.51 -4.38 31 .66 35.71 1,400
REA Ana lysi s 5.2.2206t.544
REA Analysis
Project:
Location:
Designer:
Date:
Section:
Design Method
Design Unit:
23SS1014 Sunlight Segundo Lift
Glenwood Springs, CO
BTD
8t4t2023
Wall 3 Section 1
NCMA_09_3rd_Ed
Redi-Rock
+
\
SOIL PARAMETERS
Select Soil:
Retained Soil:
Foundation Soil:
Leveling Pad:
GEOMETRY
(p
38 deg
25 deg
25 deg
38 deg
r.00
63.40
coh
0psf
0psf
20Opsf
0psf
Y
1 I Opcf
125pcf
125pcf
1 l0pcf
. 342
Design Height:
Wall Batter/Tilt:
Embedment:
Leveling Pad Depth:
Slope Angle:
Slope Length:
Slope Toe Offset:
Leveling Pad Width:
Vert ı on Single Dpth
Select Fill Offset:
Select FillAngle:
7.50ft
5.201 0.00 deg
1.00fr
0.50ft
0.0 deg
0.ofr
0.oft
4.42ft
Crushed Stone
Live Load:
Live Load Offset:
Live Load Width:
Dead Load:
Dead Load Offset:
Dead Load Width:
D.L. Embedment:
1 00psf
0.00ft
100fr
469psf
0.0Ít
100ft
0ft
FACTORS OF SAFETY
Sliding:
Bearing:
1.50
2.00
Overturning 1.50
1REA Ana lysi s 5.2.2206L.544
*
\
RESULTS
FoS Sliding:
Bearing:
1.54 (lvlpd)
1895.83
FoS Overturning
FoS Bearing:
1.62
4.00
3.42
Name Elev.[dpth ka Pa Paq Paqd PaT FSsI FoS OT %DIH
28 6.0011 .50 o.210 26 32 148 205 54.10 4.22 15bYo
28 0.183 90 55 257 402 27.60 2.27 78o/o
41 3.0014.50 o.297 330 133 626 1 0E9 12.87 2.41 76Vo
4',l 1.50t6.00 o.275 544 16þ tt3 1482 9.t4 1.91 SlYo
41 u.001/.5u 0.254 787 191 894 1872 f.il 1-62 46%
Column Descriptions:
ka: active earth pressure coefficient
Pa: active earth pressure
Paq: live surcharge earth pressure
Paq2: live load 2 surcharge earth pressure
Paqd: dead surcharge earth pressure
(PaC): reduction in load due to cohesion
PaT: sum of all earth pressures
FSsl(lvl Pad): factor of safety for sliding at each layer
FSot: factor of safety of overturning about the toe.
(FS sliding below the leveling pad)
2REA Analysi s 5.2.2206L.544