HomeMy WebLinkAboutSDP201400036 Calculations 2014-04-07 Appendix IV
Flexible Pavement Design Worksheet for New Subdivision Streets
This sheet is intended for use and submission in conjunction with VDOT s Secondary Street Acceptance Requirements
County Albemarle County Date: 4/7/2014
Subdivision Out of Bounds
Street Name Georgetown Hill Court
Design Engineer Phone:
AADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements.
CBRD Design CBR=Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide.
CBRT CBR value of the subgrade sample,taken and tested as specified in the Pavement Design Guide
DME VDOT District Materials Engineer
EPT Equivalent projected traffic
HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires).
%HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles.
RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading.
SSV Soil support value of subgrade(SSV=CBRD x RF)
Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method
DR Thickness index required,based on Design AADT and SSV,determined by Appendix II.
Step 1: Determine Design AADT Step 2: Determine Design Values
CBR,RF, and SSV
AADT 267 Sample No. CBRT Resiliency Factor (RF)
%HCV= 100(HCV/ AADT) 1 7.5 Source Value
or 0.0% 2 Table 1 2
EPT=20 x HCV Note:For 3 Appendix I 1.0
Note:For%HCV<5%,use AADT %HCV>5%, DME approved RF
EPT>AADT For preliminary designs,use the
lowest RF value in the equation
Design AADT 267 CBRD x RF = SSV
Use greater of AADT or EPT (5.0) x ( 1.0) = 5.0
Step 3: Pavement Design (Check appropriate box and show proposed pavement design below.)
❑ (A) Limited to Design AADT<_400-Show pavement matenal notations and thickness from Appendix IV Tables A and B 1
(B)Show pavement section as developed inthe Pavement Design Guide. DR= 9.8
(See Appendix III for material notations and thickness equivalency values(a)). from Appendix II
Description of Proposed Pavement Section
Material Notation Thickness,h a (a x h)
Surface SM 9.5A Superpave 1.5 1.67 2.505
Intermediate 0
Base BM25.0A 2.5 1.67 4.175
Subbase VDOT#21A 6 0.6 3.6
DP must equal or exceed the value of DR. DP=s(a x h)= 10.28
Appendix IV
Flexible Pavement Design Worksheet for New Subdivision Streets
This sheet is intended for use and submission in conjunction with VDOT's Secondary Street Acceptance Requirements
County Albemarle County Date: 4/7/2014
Subdivision Out of Bounds
Street Name Town Mews Lane
Design Engineer Phone:
AADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements.
CBRD Design CBR=Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide.
CBRT CBR value of the subgrade sample,taken and tested as specified in the Pavement Design Guide
DME VDOT District Materials Engineer
EPT Equivalent projected traffic
HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires).
%HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles.
RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading.
SSV Soil support value of subgrade(SSV=CBRD x RF)
Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method
DR Thickness index required,based on Design AADT and SSV,determined by Appendix II.
Step 1: Determine Design AADT Step 2: Determine Design Values
CBR,RF, and SSV
AADT 197 Sample No. CBRT Resiliency Factor (RF)
%HCV= 100(HCV/ AADT) 1 7.5 Source Value
or 0.0% 2 Table 1 2
EPT=20 x HCV Note:For 3 Appendix I 1.0
Note:For%HCV<_5%,use AADT %HCV>5%, DME approved RF
EPT>AADT For preliminary designs,use the
lowest RF value in the equation
Design AADT 197 CBRD x RF = SSV
Use greater of AADT or EPT ( 5.0 ) x ( 1.0) = 5.0
Step 3: Pavement Design (Check appropriate box and show proposed pavement design below.)
❑ (A) Limited to Design AADT 5 400-Show pavement matenal notations and thickness from Appendix IV Tables A and B f
(B)Show pavement section as developed in the Pavement Design Guide. DR= 8.8
(See Appendix III for material notations and thickness equivalency values(a)). from Appendix II
Description of Proposed Pavement Section
Material Notation Thickness,h a (a x h)
Surface SM 9.5A Superpave 1 1.67 1.67
Intermediate 0
Base BM25.0A 2.5 1.67 4.175
Subbase VDOT#21A 5 0.6 3
DP must equal or exceed the value of DR DP=E(a x h)= 8.845
Appendix IV
Flexible Pavement Design Worksheet for New Subdivision Streets
This sheet is intended for use and submission in conjunction with VDOT's Secondary Street Acceptance Requirements
County Albemarle County Date: 4/7/2014
Subdivision Out of Bounds
Street Name Georgetown Road
Design Engineer Phone:
AADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements.
CBRD Design CBR=Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide.
CBRT CBR value of the subgrade sample,taken and tested as specified in the Pavement Design Guide
DME VDOT District Materials Engineer
EPT Equivalent projected traffic
HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires).
%HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles.
RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading.
SSV Soil support value of subgrade(SSV=CBRD x RF)
Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method
DR Thickness index required,based on Design AADT and SSV,determined by Appendix 1I.
Step 1: Determine Design AADT Step 2: Determine Design Values
CBR,RF,and SSV
AADT 842 Sample No. CBRT Resiliency Factor (RF)
%HCV= 100(HCV/ AADT) 1 7.5 Source Value
or 0.0% 2 Table 1 2
EPT=20 x HCV Note:For 3 Appendix I 1.0
Note:For%HCV<5%,use AADT %HCV>5%, DME approved RF
EPT>AADT For preliminary designs,use the
lowest RF value in the equation
Design AADT 842 CBRD x RF = SSV
Use greater of AADT or EPT
( 5.0) x ( 1.0) = 5.0
Step 3: Pavement Design (Check appropriate box and show proposed pavement design below.)
❑ (A) Limited to Design AADT 5 400-Show pavement matenal notations and thickness from Appendix IV Tables A and B 1
(B)Show pavement section as developed inthe Pavement Design Guide. DR= 13.8
(See Appendix III for material notations and thickness equivalency values(a)). from Appendix II
Description of Proposed Pavement Section
Material Notation Thickness,h a (a x h)
Surface 1.5" SM 9.5A Superpave 1.5 2.25 3.375
Intermediate 0
Base 3"Asphalt Concrete Base 3 2.25 6.75
Subbase 5" VDOT#21A ! 7 0.6 4.2
DP must equal or exceed the value of DR DP=E(a x h)= 14.325
Appendix IV
Flexible Pavement Design Worksheet for New Subdivision Streets
This sheet is intended for use and submission in conjunction with VDOT's Secondary Street Acceptance Requirements
County Albemarle County Date: 4/7/2014
Subdivision Out of Bounds
Street Name Bennington Road Station 10+00 through 12+13
Design Engineer Phone:
AADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements.
CBRD Design CBR=Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide.
CBRT CBR value of the subgrade sample,taken and tested as specified in the Pavement Design Guide
DME VDOT District Materials Engineer
EPT Equivalent projected traffic
HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires).
%HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles.
RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading.
SSV Soil support value of subgrade(SSV=CBRD x RF)
Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method
DR Thickness index required,based on Design AADT and SSV,determined by Appendix II.
Step 1: Determine Design AADT Step 2: Determine Design Values
CBR,RF, and SSV
AADT 225 Sample No. CBRT Resiliency Factor (RF)
%HCV= 100(HCV/ AADT) 1 7.5 Source Value
or 0.0% 2 Table 1 2
EPT=20 x HCV Note:For 3 Appendix I 1.0
Note: For%HCV<5%,use AADT %HCV>5%, DME approved RF
EPT>AADT For preliminary designs,use the
lowest RF value in the equation
Design AADT 225 CBRD x RF = SSV
Use greater of AADT or EPT
(5.0) x ( 1.0) = 5.0
Step 3: Pavement Design (Check appropriate box and show proposed pavement design below.)
❑ (A) Limited to Design AADT 5 400-Show pavement matenal notations and thickness from Appendix IV Tables A and B. J
(B)Show pavement section as developed inthe Pavement Design Guide. DR= 9.2
(See Appendix III for material notations and thickness equivalency values(a)). from Appendix II
Description of Proposed Pavement Section
Material Notation Thickness,h a (a x h)
Surface SM 9.5A Superpave 1.5 1.67 2.505
Intermediate 0
Base BM25.0A 3 1.67 5.01
Subbase , VDOT#21 A 5 0.6 3
DP must equal or exceed the value of DR DP= (a x h)= 10 515
Appendix IV
Flexible Pavement Design Worksheet for New Subdivision Streets
This sheet is intended for use and submission in conjunction with VDOT's Secondary Street Acceptance Requirements
County Albemarle County Date: 4/7/2014
Subdivision Out of Bounds
Street Name Bennington Road Station 12+13 Through 15+68
Design Engineer Phone:
AADT Projected traffic for the street segment considered,as defined in the Subdivision Street Requirements
CBRD Design CBR=Average of CBRT x 213 and modified only as discussed in the Pavement Design Guide.
CBRT CBR value of the subgrade sample,taken and tested as specified in the Pavement Design Guide
DME VDOT District Materials Engineer
EPT Equivalent projected traffic
HCV Number of Heavy Commercial Vehicles(e.g.trucks,buses,etc.,with 2 or more axles and 6 or more tires).
%HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles.
RF Resiliency Factor=Relative value of the subgrade soil's ability to withstand repeated loading.
SSV Soil support value of subgrade(SSV=CBRD x RF)
Dp Thickness index of proposed pavement design computed by the Conventional Pavement Design Method
DR Thickness index required,based on Design AADT and SSV,determined by Appendix II.
Step 1: Determine Design AADT Step 2: Determine Design Values
CBR,RF, and SSV
AADT 143 Sample No. CBRT Resiliency Factor (RF)
%HCV= 100(HCV/ AADT) 1 7.5 Source Value
or 0.0% 2 Table 1 2
EPT=20 x HCV Note:For 3 Appendix I 1.0
Note: For%HCV<5%,use AADT %HCV>5%, DME approved RF
EPT>AADT For preliminary designs,use the
lowest RF value in the equation
Design AADT 143 CBRD x RF = SSV
Use greater of AADT or EPT
( 5.0) x ( 1.0) = 5.0
Step 3: Pavement Design (Check appropriate box and show proposed pavement design below.)
❑ (A) Limited to Design AADT<_400-Show pavement matenal notations and thickness from Appendix IV Tables A and B
(B)Show pavement section as developed inthe Pavement Design Guide. DR= 7.7
(See Appendix III for material notations and thickness equivalency values(a)). from Appendix II
Description of Proposed Pavement Section
Material Notation Thickness,h a (a x h)
Surface SM 9.5A Superpave 1 1.67 1.67
Intermediate 0
Base BM25.0A 2.5 1.67 4.175
Subbase VDOT#21A _ 4 _ 0.6 2 4
DP must equal or exceed the value of DR DP=E(a x h)= 8.245
A CG-12
PERMISSIBLE
CONSTRUCTION JOINT 4' #5 DOWEL,8" LONG Q 12" C C
EMI _
11 I =-
Co Ipri r
FIiII__
. -I.11N1=11=611,
I lik
B L MAX !_— M 81 Ax B e'
TRUNCATE DOME TYPICAL DESIGN
SEE SHEET 1 OF 5
A FOR DETAILS
8'-0" Min. 4'-0" Min.
BACK OF CURB 12 MAX. I 48.1 MAX. 1
1 _,=a=u=n=
a=a r—r—a.II_
4'
111111• 2'MIN. SECTION A-A a' 11 1 1 1=11=1
1 -=1i-1yitvi,.._1
:,Tirwr-;:iig- 1
11 j1�11=11
1=II=11-
CERMISSIBLE4' -1CONSTRUCTION
JOINT -�
u
- • - l.,, TYPE A
WITH BUFFER STRIP
SECTION B-B
NOTES•
FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE,SEE SHEET 1 OF 5
THIS DESIGN TO BE USED FOR CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING
(4'WIDE) REQUIRED AT TOP OF CURB RAMP. MINIMUM CURB RAMP LENGTH 8 FEET FOR NEW
CONSTRUCTION,6 FEET FOR ALTERATIONS
T
'Il-u A 4'SQUARE LANDING A 4'SQUARE LANDING
I AREA OUTSIDE OF AREA OUTSIDE OF
= =1 Ij II TRAVELWAY SHALL TRAVELWAY SHALL u!
AL =IL=11 BE PROVIDED WITHIN BE PROVIDED WITHIN t_
_�3 _ 3 III,, THE MARKED THE MARKED 1t
to a CROSSWALK AREA. CROSSWALK AREA.
I K....._ =� - Q - Oil
,ed O
111"Roil
,�1 L, ...
, II-II-II-II-➢
iniin= 3 in
CROSSWALK CROSSW K No • o �'-' 'I I"'
TYPICAL PLACEMENT 3Th II 3Th. II
TYPICAL PLACEMENT AT INTERSECTION CROSSWALK C OSSWALK
WITHINT INTERSECTION CROSSWALK WITHIN CROSSWALK DIAGONAL PLACEMENT
(WITH BUFFER STRIP) DIAGONAL PLACEMENT WITH BUFFER STRIP
SPECIFICATION \VDOT
REFERENCE CG-12 DETECTABLE WARNING SURFACE
ROAD AND BRIDGE STANDARDS
105 TYPE A (PERPENDICULAR) APPLICATION REVISION DATE SHEET 2 OF 5
502 VIRGINIA DEPARTMENT OF TRANSPORTATION 7/11
203.06
i
I
. 2" 5"
1
y'//.cry'//'tom D D
D • ! I
•A 'D• •A • ; SURFACE
b.
D D
4' ILI
1 \ .• po , po
ED
(A D D
eA . •A . BASE
1 Q Q
R v D D D•
D
D. D. • [
a '-
SUBBASE
( L.
7"
f.
NOTES:
1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE.
2. CONCRETE TO BE CLASS A3 F CAST IN PLACE,4000 PSI
IF PRECAST.
3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG
FACE OF CURB)WILL BE PND FOR AS RADIAL CURB.
I 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS
3" (13" DEPTH)OR INCREASED AS MUCH AS 3" (19" DEPTH)
IN ORDER THAT THE BOTTOM OF THE CURB WILL COINCIDE
WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE.
OTHERWISE,THE DEPTH IS TO BE 16" AS SHOWN. NO
ADJUSTMENT IN THE PRICE BID IS TO BE MADE FOR A
DECREASE OR AN INCREASE IN DEPTH.
5. CG-3 IS TO BE USED ON ROADWAYS MEETING THE
REQUIREMENTS FOR CG-7 AS SHOWN IN APPENDIX A
3 OF THE VDOT ROAD DESIGN MANUAL IN THE SECTION
ON GS URBAN STANDARDS.
t 6. WHEN THIS STANDARD IS TO BE TIED INTO EXISTING
6 BARRIER CURB,THE TRANSITION IS TO BE MADE
I WITHIN
REGULAR OR
O HE CHANGE IN STANDARDS CAN BE MADE
ATI VDOT SPECIFICATION
ROAD AND FRIDGE STANDARDS STANDARD 4II CURB
----I
201.02 105
SHEET 1 or 1 REVISION DATE
VIRGIMA DEPARTMENT OF TRANSPORTATION 502
B(1)-26
G. CURB AND GUTTER DESIGNS
The Department does not require the use of curb and gutter on subdivision streets
but recognizes that it is an acceptable design alternative and preferred in high
density developments. Curb and gutter designs shown in Figure 5 are
appropriate for Subdivision streets.
6" Face of Curb •51 t Face of Curb
4" R-2' a.
�T�I. i r r-
I D D1 o R-2"
s6uGliorti o,t 1N y e zV::— Bin dornn r tour° r °slme N
or h7 IrKl»�gd nameair d T lnd�u Is Ml l mim�n
6' I < 2' .7� I.. 2' •
Curb Std.CG-6 Curb Std.CG-7
Face of Curb —.. Invert Line < Left Edge of
/
_ Pavement
6 -� -F 2' I" ' I Ribbon Curb Slope
t match adjacent
E� R-1.5' Roadway Slope
° L
. - . ^ I Qo Qo Qo 000l
>.e D.e D.. ' D.e • D•e D-oP IP
° ° ° °
R-125'— --8-c -1- 1 . 2,
nantd OaaAn my raJ Des e.
Ribbon Getiarilla
wdxnc owideao m demo
l' �} - 2'
,/ r L
Rolltop Curb (ilk + yvi� cf g r '7 Stm u 70 l V
Oczyrintnid,edisr. Twii/flew S/e .
FIGURE 5 — CURB AND GUTTER DETAILS*
The following notes apply to CG-6, CG-7 and Rolltop curb:
1. Curb and gutter may be precast of Class A4 hydraulic cement concrete or cast in
place using Class A3 hydraulic cement concrete.
2. When used with stabilized, open-graded drainage layers. the bottom of the curb
and gutter shall be constructed parallel to the slope of the sub-base courses and
to the depth of the pavement but not less than the thickness shown.
Rev. 1/10:
/5 -r�1 - T-8 5T-9
(i. R8 nlet Drainage Area Map
T ST-I I I STI 3
/
_ _ �-,; pA — : -
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a,
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I C = 74 C = .591 79
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ST-27 5T-3 1 ST-•` T-6 �- -ST-1�' ST-I ST-17 ST-19
DA = .09 Ac`I' 'O=°.`�' . — ' `'" . DA DA = .09 Ac DA = .3g+�c DA = .50Ac
C = .9 C = .70 C = . �-,, ;`\ C = .70 `.C♦= .59 C = .78 C = .71;' C = .9
-; ST-18 ST-35 ;' ST-34
DA = I .08Ac DA = I .75Ac DA = I .68Ac
80 0 80 160 240 C = .45 C = . 19 C = .36
SCALE 1"=80'
LD-229 Storm Drain Design Computations
Out of Bounds
rinr To Point Catch Runoff Inc Accum Tot Tot Tot Up Dn Pipe Inv Pipe Pipe Velocity Flow time
feint A Coef AC AC Tc Int Flow Inv Inv Len S Dim Cap Inc
Vic) (min) (in/hr) (cfs) El El (ft) % (in) (cfs) (ft/s) (min)
1 _ 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
ST6 S1 5 0.22 0.70 0.15.5e 0.15. 5.0 6.49 1.00 583.53 582.68 85.43 1.00% 15 8.4 V 4.60 - 0.31
Si 5 ST 3 0 17 0 53 0.09 0.24 5.3 6.39 1.56 582.48 577.53 166 85 3.00% 15 14.6 i 7.74 ° 0.36
ST-3 ST-2 0.87-? 0.59 0.51.53 0.76 it 5.7 ✓ 6.28:;j.., 4.76 577.33 573.85 56.86 6.10% 15 20.7 13.71 0.07 -
ST-2 ST-1 0.09 _ 0.58 0.05../ 0 81 13 5.7.a 6 26; `{ 5.05 573.65 _ 569.28 87.34 5.0% 15 18.8 / 13.0 0.11
ST-1 S T-26 0.25✓ 0.67 .- 0.17 ,,/ 0.97 t , 5.9 .t 6.23 -' 6.05 569.08 568.81 26.7 1.00% , 15 8.4 •/ 7.45 0.06
ST 26 ST-27 - - - - - - 6.25 565.33 564.90 53.42 0.80% 18 12.2 / 6.81 0.13 *Taken from 10 Yr
ST-27 S I-28 0.15T2 0.90 0.14 0.14 20.6 3.83 12.29 564.70 563.89 42.96 2.0% 18 19.3✓ 11.58 0.06 Post Development
ST-28 ST-29 _ 0.12 : 0.9 0.11 20.6 3.82 12.70 563.64 562.85 22.96 3.40% 18 25.2 / 14.3 0.03 >$Pp f
ST-29 S T-30 12.70 562.65 562 48 34.62 0.50% 18 9.7 ✓ 5.46 0.11 --- C .. G
S1-31 ST-27 3.004 0.32 :- 0 96 ' 20.60 ' 3.83 5.51 566.46 568.18 28.32 1.00% 15 8.4 6 62 0.07
ST-7 ST-8 0.11 0.73 0.08 0.08 5 6.49 0.52 583.62 583.38 24.12 1.0% 15 8.4 3.8 0.11
ST-8 ST-9 0.12 0.47 0.06 0.14 5.11 6 45 0.88 583.18 582.82 31.46 1 0% 15 8.4 4.44 0.12
S T-9_ ST-10 0.07 0.67 0.05 0.18 5.22 6.41 1.18 582.62 582.38 63.24 2.0% 15 11.9 6.2 0.17
S I-10 ST-11 0.07 0.74 0.05 0.24 5.39 6.36 1.50 582.18 572.96 115 81 7.4% 15 22 9 9.8 0.20
_ST-11 ST-12 0.06 0.59 0.04 0.27 5.59 6.30 1.71 572.76 570.40 23.56 10.00% 15 26.6 11.9 0.03
ST-12 ST-18 0.11 0 78 0.09 0.36 5.63 6.29 2.92 570.20 567.53 156 92 1.7% 15 11 0 .- 7.5 0.35
ST 144 ' ST-13 0.09 0 66 0.06 0.06 5.00 6.49 0.39 571 37 571.04 66.26 0.50% 15 5.9 2.73 0.40
ST-13 5T-12 0.06 0.79 0.05 0.11 5.4 6.36 0.68 570.84 570.41 85.67 0.50% 15 5.9. 3.3 , 0.43
ST-15 ST-16 1.24 0.30 0.37 0.37 10.0 5.24 1.95 579.61 578.56 104.91 1.00% 15 8.4 5.6 0.31
ST 16 S 1 1 7 0.51 0.59 0.30 0.67 10.3 5.18 3.49 578.36 578.10 26.26 1.00% 15 8.4 6.5 0.07
ST 17 _ ST 18 0.34 0.71 0.24 _ 0.91 10.4 5.17 4.73 577.90 570.19 155.87 5.00% 15 18.78 12.8
-51 1r ST-19-1 1.08, 0.45 0.49 1.40 10.6 5.13 11.58 567.33 565.85 73 94 2.00% 15 11.88 11.0 0.11
51-19 1�S1-19 0.30 0.90 0.27 1.67 10.7 5.11 20.12 563.69 562.93 37.95 2.00% 24 41.59 13.1 0.05
51 19 S T-20 1 0.50 ' 0.90 0.45 2.12 10 7 ' 5.10 30.94 562.73 562.30 14.25 3.0% 24 50.9 16.99 0.01
ST 20 1 ST-20 0.30 0.90 0.27 2.39 10.8 5.10 43.13 562.10 558.50 71.57 5.0% 24 66.86 22.6 0.05
ST-21 S1-22 24.74 553.00 552.81 18.80 1.0% 24 29.4 10.5 0.03
ST 22 ST-23 24.74 552.61 551.10 68.00 2.20% 24 43.62 14.3 0.08 PA-
Si 23 ST-24 _ 0.35 0.30 0.11 0.11 5.0 6.49 25.42 550.90 594.73 67.20 1.7% 24 38.4 13 0.09 C
S1-24 S 1-25 25 42 549.53 548.35 67 50 1.7% 24 38.4 13.0 0.09
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