Plans riO1
° °(,
FIELD MEMO
hal loC
Project: 1 CTSW Ames Way Date: 9/11/14
Location: Tigard, OR
With this field memo the wall above was built to RSS design.
If you have any questions with this field report please contact me at the below numbers.
- .
7
• .
• - • .•
I.A
- • • -
1/kf_.- "-7
4,„."` •-
AnchorWallTM Version 5.0 Calculation Sheet for Segmental Retaining Walls-NCMA Method
[disci]
Title 'i2-1,21S-5:,,2 e5 ( J Panel Panel 16 RECEIVED Client The Excavators n re P Date P ared 9/11/2013
' Owner Date Revised 9/11/2013 OCT 1 2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
CITY OF TIGARD
Full Height Wall BUILDING DIVISION
14,,e� is/2 _.: go
d
M 1:.-.
f
1h '
11 "�■
T '
I
--� -. -- -1 i Pi-rr Ka(H+h]2 I0
' • 2 4
i - la,
Wr 1 Pi—-!Ps(V) P9(„)
f
(H
+1 h)/3
` (de, _1
.4 ` ''1,--6.;:c.,14)44:)/2
ldt w)
Rs
1111111 .1--2.
Note: there is no load from upper wall
Wall Geometry /NCMA-1997/ on the lower wall because there is more
Panel Offset =STA.0+64.82
Base Length =7.00 ft than 8ft separation between the walls
Total Height =8.50 ft
Setback Angle = 10.6 deg
Embedded Depth =0.50 ft
Back Slope =26.0 deg
Toe Slope =0.0 deg
Soil Properties
car.; FRO':-,,,,
Foundation soil: .
(P'f =30.Odeg k-� 4.` 4E �
19244
7f = 115.0 Lb/Ft' ,I
Reinforced(infill)soil - JV '(=�J
(P fl =30.0 deg /// OREGON 4 /
YI = 115.0 Lb/Ft' cvC �G
• 414HED`t'-
Backfill(retained)soil:
(P'r =30.0 deg EXPIRES �_ J_ -2_c,/' -
Yr = 115.0 Lb/Ft'
Wall Blocks �// / /3
. The Coulomb active earth pressure coefficients Kab(external)and Kar(internal)are calculated using the following
equations:
Project.BOTTOM—I printed on 09/11/13 at 1 of 18 File C:Wsers\Rapid
' 20.29.45 ;Soit\Desktop\MIAWOR—.1\20I31RETAIN—IIAME
I SLA-1\BOTTOM—I.AWP
AnchorWallr*'Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
• Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
For retained Soil:
cos2(4 +w)
=
Kant — Z
cost W cos(I r— 541+ sin( , +Se)sin( i, —,B)11 cos( — Se)cos(w+,8) =0.385
For Reinforced Soil:
cos2( +1f!)
Katt = 2
cos 2 v Cos(i,/1—t5) 1+ JsinQ?i +S;)sin(0— ,3'}
COS(Or—5)COS(w+/3)
=0.385
External Loadings
Live load on the reinforcement Live load behind the reinforcement
=0 lb/Ft2 41.0 lb/Ft2
Dead load on the reinforcement Dead load behind the reinforcement
lb/Ft2 =0 lb/Ft2
Horizontal line load Vertical line load
=0 lb/Ft2 =0 lb/Ft2
Bridge Support
Bridge deck load Impact load
=0.0 lb/Ft2 =0 lb/Ft2
Vertical strip load
=0 lb/Ft2
Breaking Force 0 lb/Ft2
Point Loads
Load 0.0 lb/Ft2
Project,BOTTOM-1 printed on 09/11/13 at 2 Of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-1\AME
SLA--1\BOTTOM-1.AWP
AnchorWallrM Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
• Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Load Offset 0.00 ft
Project,BOTTOM-1 printed on 09/I 1/13 at 3 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\IvIIAWOR-1\2013\RETAIN-1\AME
SLA-1\BOTTOM-1.AWP
AnchorWalP T Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
External Stability
�tP) 9d LaL6/2—
Itg) t
' X40 Lia Pq(H) =
H I W�t1
PHl Yq H2h
1€1
•
•
• •
i I Y•=H+h
••
I + 3
0 e R �•
• L/2 —
Re
Overturning (NCMA Manual Section 5.5.3)
Vertical weight of soil and wall up to top of wall
Wr,(;) =Ly,H
=6,840.9 lb/ft
Vertical weight of soil above top of wall
Wrcp)= (L'71h)/2
= 1,110.7 lb/ft
Vertical weight of surcharge
Wq=(dead load)xLp
=0.0 lb/ft
Horizontal active force due to surcharge
Pq(H)=K erx(gd+gI)x(H+h)xcos(S*ro))
=0.0 lb/ft
Project,BOTTOM-1 printed on 09/11/13 at 4 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-11AME
SLA-1\BOTTOM--I.AWP
AnchorWall"'Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
• Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Horizontal active force due to Soil
Psp-q=0.5xK erx(H+h)x(H+h)(y)x cos(S*r(0)
=2,864.7 lb/ft
Taking moments about point X:
OTM =Ps H/3 +Pq H/2 = 11,197.18 lb-ft/ft
RM = Wrmx.,i)+Wri3 xq0)+ Wq)(q =36,722.42 lb-ft/ft
36,722.42 lb-ft/ft/ 11,197.18 lb-ft/ft=3.28
For the Stability over Overturning 3.28>2
Base Sliding(NCMA Section 4.5.3)
Total horizontal active earth force (Poi))acting at the back of the reinforced soil zone is:
Pa(H) = (Pq(H)+Ps(H)) =2,864.7 lb/ft
Weaker soil(foundation/infill)controls the resistance(RS)against the sliding
Rs =(Wr.c)+Wr )+Wq)*Cds*tan(fp) =4,590.8 lb/ft
Where Cds is assigned a value of 1.0 in the case of soil to soil contact unless a layer of geogrid is placed at the base of the
first course of the Anchor SRW units.
Since,4,590.8 lb/ft/2,864.7 lb/ft=1.6
For the Stability over Base sliding 1.6>1.5
Bearing&Tilting Failure(NCMA Section 4.5.5)
rrirrrril--r1.1-71:
4a
i i1
D` * Af
A<(•) , Yf
DS
°2 : T 3) MEM °'74349e
t H I —I 4(3)/2,— AC())
Ac(2) E(4)
PROJECTED VERTICAL E(S)I
ACE
Ac(I) r Aa!' E(2)
,a E(t)J—L
L 11F,
LEVELING PAD ELEVATION
(REF. DATU4-0.00)
- L
Eccentricity e =0.29 ft[Section 5 NCMA)
Project,BOTTOM-1 printed on 09/11/13 at 5 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-112013\RETAIN-1\AME
SLA-1\BOTTOM-1.AWP
AnchorWalF'M Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Applied Bearing Pressure Qr =(Wr,G)+Wo)+Wq+Surcharge* 4)/(L-2e)
= 1,239 lb/Ft2
The Ultimate Bearing Capacity= 9,318 lb/Ft2
Since,9,318 lb/Ft2/ 1,239 lb/Ft2=7.52
For the Stability over Bearing Capacity failure 7.52>2
Project,BOTTOM-1 printed on 09/11/13 at 6 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\M1AWOR--1\2013\RETAIN-1\AME
SLA-1\BOTTOM—I.AWP
AnchorWalVM Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Reinforcement
Try
Miragrid 3XT
Miragrid 5XT
According to 3.5.1.1 of the section of the NCMA design manual,
The long-term design strength of the reinforcement is determined from the equation:
LIDS=Ta/RFD.RFID•RFcR
The allowable strength of the Geosynthetic is determined a follows:
T=LTDS/FSuNc =TU1I/RFD-RFID.RFcR.FSuNc
Where
T„It -Ultimate tensile strength of the grid
RFD-Durability reduction factor
RF1D-Installation damage reduction factor
RFcR-Creep reduction factor
FSUNC-Load reduction factor
Geogrid reduction factors
RFD RFID RFcR FSuNc
Miragrid 3XT 1.15 1.15 1.67 1.50
Miragrid 5XT 1.15 1.15 1.67 1.50
Allowable design strength of Geogrid -Ta
Miragrid 3XT 905.7 lb/ft
Miragrid 5XT 1,298.5 lb/ft
Project,BOTTOM-1 printed on 09/11/13 at 7 of 18 File C:1Users\Rapid
20:29:45 SoillDesktop M1AWOR-1\2013\RETAIN-1\AME
SLA-1\BOTTOM-1 AWP
AnchorWalP M Version 5.0 Calculation Sheet for Segmental Retaining Walls-NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Summary of internal stability calculations (Ultimate Limit State)
Symbol Unit Reference Symbol Unit Reference
En ft Grid elevation AC - Safety against Anchorage capacity
ft Geogrid contributory lb/ft
Ac(n) Ww Weight of wall acting on grids
area
D(n) ft Depth to midpoint of Tc�(n) lb/ft Design connection strength
contributory area
Fg(n) lb/ft Maximum design Too lb/ft Connection force at the grid layer
tensile force on grid
Tult lb/ft Ultimate tensile CC - Safety over connection capacity
strength of the grid
Td lb/ft Actual Design Strength PH(n) lb/ft Net horizontal force at grid
of the grid
TO - Safety over tensile Vu(n) lb/ft Unit/geogrid interface shear capacity
overstress
La(n) ft Grid length beyond BG - Safety against bulging
failure plane
AL - Check anchorage length IS - Internal Sliding
AC(n) lb/ft Anchorage capacity
En Ac(n) D(n) Fg(n) Tult Td TO La(n) AL AC(n) AC
6.50 3.00 1.50 196.32 3000.3 905.7 4.61 1.44 OK 881.0 4.49
4.50 2.00 4.00 349.02 4301.8 1298.5 3.72 1.80 OK 1319.3 3.78
2.50 2.00 6.00 523.52 4301.8 1298.5 2.48 3.67 OK 3280.5 6.27
0.50 1.50 7.75 507.16 4301.8 1298.5 2.56 5.53 OK 5849.3 11.53
Eo Ww Tconn(o) Tco) CC PI(n) Vu(n) BG IS
6.50 239.9 433.0 196.32 2.21 87.3 1193.0 13.67 4.38
4.50 479.8 837.3 349.02 2.40 152.7 1310.0 8.58 3.05
2.50 719.8 883.9 523.52 1.69 239.9 1427.0 5.95 2.34
0.50 959.7 930.5 507.16 1.83 327.2 1544.1 4.72 1.90
Internal Overturning
Resisting Moment=50.2 lb/ft
Overturning Moment= 17.7 lb/ft
Factor of Safety against the Internal overturning over the top geogrid layer:
50.2 lb/ft/ 17.7 lb/ft =2.83>1.5 OK
Project,BOTTOM-1 printed on 09/11/13 at 8 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-1\AME
SLA-I\BOTTOM--LAWP
AnchorWairM Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Project,BOTTOM-1 printed on 09/11/13 at 9 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-1\AME
SLA-1\BOTTOM—I.AWP
AnchorWal[rM Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Bulging Calculations
The Shear Capacity Vu at block interface is:
Vu=au+Ww tan A
Shear Capacity : 1,544.1 lb/ft
Lateral Earth Pressure due to surcharge and soil :2,864.7 lb/ft
Total tension due to upper grids : 1,068.9 lb/ft
Bulging Force Fb=Phx(2,864.7 lb/ft)—FgnSum(1,068.9 lb/ft)
Factor of Safety against bulging failure FSsc= (1,544.1 lb/ft)/(327.2 lb/ft)=4.72> 1.5 then OK
(at the lowest grid layer)
Serviceability
Connection Capacity:
Tensile loads after 20mm (3/4 inch)displacement is considered for connection capacity under
serviceability limit state.
Connection strength at upper most grid layer Tser= 930.5 lb/ft
Force in connection at upper most grid layer PConnser= 507.2 lb/ft
Factor of Safety = 930.5 lb/ft/507.2 lb/ft =1.83>1.00 OK
Shear Capacity:
The displacement criterion was calculated to be 2% of the block height under serviceability limit state.
Total shear resistance at lowest unit/geogrids interface RTser=2,165.9 lb/ft
Total horizontal active force at lowest geogrids PAser=568.3 lb/ft
Factor of Safety =2,165.9 lb/ft/568.3 lb/ft 3.81>1.0 OK
Project,BOTTOM-1 printed on 09/11/13 at 10 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR—l\2013\RETAIN-1\AME
SLA-1\BOTTOM--I.AWP
AnchorWallrM Version 5.0 Calculation Sheet for Segmental Retaining Walls-NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Quantity Analysis
Panel Enka Geosrid Ouantities Soil Volumes
Panel I Diamond Beveled(US)Cap-3 unit(s) Drainage&Infi ll Soil-0.14 yd3
Diamond Beveled(US)-6 unit(s) Pad Soil-0.14 yd3
Reinforced Soil-0.05 yd3
Panel 2 Diamond Beveled(US)Cap-3 unit(s) Drainage&Infill Soil-0.22 yd3
Diamond Beveled(US)-9 unit(s) Pad Soil-0.14 yd3
Reinforced Soil-0.05 yd3
Panel 3 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT- 1.32 yd2 Drainage&Infill Soil-0.31 yd3
Diamond Beveled(US)- 12 unit(s) Pad Soil-0.14 yd'
Reinforced Soil-0.93 yd3
Panel 4 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT- 1.76 yd2 Drainage&Infill Soil-0.53 yd'
Diamond Beveled(US)-20 unit(s) Pad Soil-0.19 yd3
Reinforced Soil- 1.54 yd3
Panel 5 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT- 1.76 yd2 Drainage&Infill Soil-0.48 yd3
Diamond Beveled(US)- 18 unit(s) Pad Soil-0.14 yd3
Reinforced Soil- 1.82 yd3
Panel 6 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT- 1.76 yd2 Drainage&Infill Soil-0.57 yd3
Diamond Beveled(US)-21 unit(s) Pad Soil-0.14 yd3
Reinforced Soil-2.11 yd3
Panel 7 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT-2.65 yd2 Drainage&Infill Soil-0.87 yd'
Diamond Beveled(US)-32 unit(s) Pad Soil-0.19 yd3
Reinforced Soil-3.6 yd'
• Panel 8 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.75 yd2 Drainage&Infill Soil-0.74 yd3
Diamond Beveled(US)-27 unit(s) Pad Soil-0.14 yd3
Reinforced Soil-3.03 yd3
Panel 9 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-2.43 yd2 Drainage&Infill Soil-0.83 yd3
Diamond Beveled(US)-30 unit(s) Miragrid 5XT- 1.76 yd2 Pad Soil-0.14 yd3
Reinforced Soil-4.09 yd3
Panel 10 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT-3.23 yd2 Drainage&Infill Soil- 1.22 yd3
Diamond Beveled(US)-44 unit(s) Miragrid 5XT-2.35 yd2 Pad Soil-0.19 yd3
Reinforced Soil-5.99 yd3
Panel I I Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.09 yd2 Drainage&Infill Soil- 1 yd3
Diamond Beveled(US)-36 unit(s) Miragrid 8XT- 1.98 yd2 Pad Soil-0.14 yd3
Reinforced Soil-6.22 yd3
Panel 12 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.09 yd2 Drainage&Infill Soil- 1.09 yd3
Diamond Beveled(US)-39 unit(s) Miragrid 8XT-4.85 yd2 Pad Soil-0.14 yd3
Reinforced Soil-6.74 yd3
Panel 13 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.31 yd2 Drainage&Infill Soil- 1.17 yd3
Diamond Beveled(US)-42 unit(s) Miragrid 5XT-2.43 yd2 Pad Soil-0.14 yd3
Miragrid 8XT-2.43 yd2 Reinforced Soil-7.76 yd3
Panel 14 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT-4.41 yd2 Drainage&Infill Soil- 1.68 yd3
Diamond Beveled(US)-60 unit(s) Miragrid 5XT-3.23 yd2 Pad Soil-0.19 yd3
Miragrid 8XT-3.23 yd2 Reinforced Soil- 11.09 yd3
• Panel 15 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.53 yd2 Drainage&Infill Soil- 1.35 yd3
Diamond Beveled(US)-48 unit(s) Miragrid 5XT-7.94 yd2 Pad Soil-0.14 yd3
Reinforced Soil-9.45 yd3
Panel 16 Diamond Beveled(US)Cap-68 Miragrid 3XT-94.97 yd2 Drainage&Infill Soil-36.34 yd3
unit(s) Miragrid 5XT-234.63 yd2 Pad Soil-3.61 yd3
Diamond Beveled(US)- 1292 unit(s) , Reinforced Soil-270.21 yd3
Project,BOTTOM-1 printed on 09/11/13 at 11 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIA W OR-1\2013\RETAIN-1\AME
SLA-1\BOTTOM-I.AWP
AnchorWallrM Version 5.0 Calculation Sheet for Segmental Retaining Walls-NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Panel 17 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.53 yd2 Drainage&Infill Soil- 1.35 yd3
Diamond Beveled(US)-48 unit(s) Miragrid 5XT-2.65 yd2 Pad Soil-0.14 yd3
Miragrid 8XT-5.29 yd2 Reinforced Soil-9.45 yd3
Panel 18 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.53 yd2 Drainage&Infill Soil- 1.26 yd3
Diamond Beveled(US)-45 unit(s) Miragrid 5XT-2.65 yd2 Pad Soil-0.14 yd3
Miragrid 8XT-2.43 yd2 Reinforced Soil-8.87 yd3
Panel 19 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT-4.12 yd2 Drainage&Infill Soil- 1.57 yd3
Diamond Beveled(US)-56 unit(s) Miragrid 5XT-6.47 yd2 Pad Soil-0.19 yd3
Reinforced Soil-9.67 yd3
Panel 20 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-3.09 yd2 Drainage&Infill Soil- 1.09 yd3
Diamond Beveled(US)-39 unit(s) Miragrid 5XT-4.85 yd2 Pad Soil-0.14 yd3
Reinforced Soil-6.74 yd3
Panel 21 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-2.65 yd2 Drainage&Infill Soil- 1 yd3
Diamond Beveled(US)-36 unit(s) Miragrid 8XT- 1.98 yd2 Pad Soil-0.14 yd3
Reinforced Soil-5.34 yd3
Panel 22 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT-3.53 yd2 Drainage&Infill Soil- 1.22 yd3
Diamond Beveled(US)-44 unit(s) Miragrid 8XT-2.65 yd2 Pad Soil-0.19 yd3
Reinforced Soil-6.53 yd3
Panel 23 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-2.43 yd2 Drainage&Infill Soil-0.83 yd3
Diamond Beveled(US)-30 unit(s) Miragrid 5XT- 1.76 yd2 Pad Soil-0.14 yd3
Reinforced Soil-4.09 yd3
Panel 24 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT-2.43 yd2 Drainage&Infill Soil-0.74 yd3
Diamond Beveled(US)-27 unit(s) Miragrid 5XT- 1.76 yd2 Pad Soil-0.14 yd3
Reinforced Soil-3.69 yd3
Panel 25 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT-2.35 yd2 Drainage&Infill Soil-0.87 yd3
Diamond Beveled(US)-32 unit(s) Pad Soil-0.19 yd3
Reinforced Soil-3.2 yd3
Panel 26 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT- 1.76 yd2 Drainage&Infill Soil-0.57 yd3
Diamond Beveled(US)-21 unit(s) Pad Soil-0.14 yd3
Reinforced Soil-2.11 yd3
Panel 27 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT- 1.32 yd2 Drainage&Infill Soil-0.48 yd3
Diamond Beveled(US)- 18 unit(s) Pad Soil-0.14 yd3
Reinforced Soil-1.37 yd3
Panel 28 Diamond Beveled(US)Cap-3 unit(s) Miragrid 3XT- 1.32 yd2 Drainage&lnfill Soil-0.4 yd3
Diamond Beveled(US)- 15 unit(s) Pad Soil-0.14 yd3
Reinforced Soil- 1.15 yd3
Panel 29 Diamond Beveled(US)Cap-4 unit(s) Miragrid 3XT- 1.47 yd2 Drainage&Infill Soil-0.41 yd3
Diamond Beveled(US)-16 unit(s) Pad Soil-0.19 yd3
Reinforced Soil- 1.05 yd3
Panel 30 Diamond Beveled(US)Cap-3 unit(s) Drainage&Infill Soil-0.22 yd3
Diamond Beveled(US)-9 unit(s) Pad Soil-0.14 yd3
Reinforced Soil-0.05 yd3
Panel 31 Diamond Beveled(US)Cap-2 unit(s) Drainage&Infill Soil-0.09 yd3
Diamond Beveled(US)-4 unit(s) Pad Soil-0.09 yd3
Reinforced Soil-0.03 yd3
Panel 32 Diamond Beveled(US)Cap- 1 unit(s) Drainage&Infill Soil-0.05 yd3
Diamond Beveled(US)-2 unit(s) Pad Soil-0.05 yd3
Reinforced Soil-0.02 yd3
Totals
Units I Geogrid Quantities I Soil Volumes
Project,BOTTOM-1 printed on 09/11/13 at 12 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-11AME
SLA-(\BOTTOM-I.AWP
AnchorWalP'M Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Diamond Beveled(US)Cap- 166 Miragrid 3XT- 164.58 yd2 Drainage& Infill Soil-60.68 yd3
unit(s) Miragrid 5XT-272.49 yd2 Pad Soil- 8.25 yd3
Diamond Beveled(US)-2178 unit(s) Miragrid 8XT-24.85 yd2 Reinforced Soil-398.05 yd3
Lockbar
N/A
Project,BOTTOM-1 printed on 09/11/13 at 13 of 18 File C:\Users\Rapid
20:29:45 ' SoilkDesktop\MIAWOR-1\2013\RETAIN-1\AME
SLA-1\BOTTOM—I.AWP
AnchorWalP'M Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
•
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Panel Cross Section Diagram
Project,BOTTOM-1 printed on 09/11/13 at 14 of 18 File C:1 Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-112013\RETA1N-1 AME
SLA-1\BOTTOM—I.AWP
AnchorWallrM Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Miragrid 3XT(8.50 ft)
Miragnd 5XT(7.00 ft)
Sb0ft
MI .. ". 5XT(7.00 ft)
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Miragnd 5XT(7.00 ft)
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Project,BOTTOM-1 printed on 09/11/13 at 15 of 18 File C:1Users1Rapid
20:29:45 Soil\Desktop\MIAWOR 1\2013\RETAIN—I\AME
SLA—I\BOTTOM--I.AWP
AnchorWalt"Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Wall Elevation Diagram
Project,BOTTOM-1 printed on 09/11/13 at 16 of 18 File C:\UserslRapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-1\AME
SLA-1\BOTTOM—I.AWP
AnchorWalrM Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disclj
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
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Project,BOTTOM.l printed on 09/11/13 at 17 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-1\AME
SLA—1\BOTTOM-1.AWP
AnchorWalVM Version 5.0 Calculation Sheet for Segmental Retaining Walls—NCMA Method
[disci]
Title Side walls Panel Panel 16
Client The Excavators Date Prepared 9/11/2013
• Owner Date Revised 9/11/2013
Author Mia Mahedy-Sexton,PE GE Project No 201330
Project,BOTTOM-1 printed on 09/11/13 at 18 of 18 File C:\Users\Rapid
20:29:45 Soil\Desktop\MIAWOR-1\2013\RETAIN-1\AME
SLA—l\BOTTOM—I.AWP