APPROVED BLD - Structural Calculations (2)RESUB
It:
BEYLER
CONSULTING
Project & Location:
5920 1001h Street, Suite 25, Lakewood, WA 98499
(253)301-4157
beylerconsulting.cori�
Plan. Design. Manage.
Aug 04 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Date:6/3/2020
Design by: NAB
Structural calculations for Renovations to Existing Residence
II Supplemental Structural II
Calculations for
Tages Sebhatu
Renovation
II 7520 Ridge Way I�
II Edmonds, WA 98026-5563 I'
Client: Dana Walker
7520 Ridge Way
Edmonds, WA 98026-5563
(206) 367-2665
do gwalker 1 kgmail.com
Structural Engineer: Beyler Consulting, LLC.
5920 100a' Street SW, Suite 25
Lakewood, WA 98499
Zach Pesicka, PE
zpesicka@bcylerconsulting.com
Project Number: 20.00012
Code: 2015 IBC
Loads: I. Vertical Loads
REVIEWED
BY
CITY OF EDMONDS
6/3/2020
25 PSF Roof Snow Load
15 PSF Floor and Roof Dead Load
40 PSF Live Load
60 PSF Live Deck Load
1500 psf Bearing
35 PCF Active, 300 PCF Passive
7H EQ, 0.35 Friction Coefficient
II. Lateral Loads: per 2015 IBC
Seismic:
Ss: 1.296 SDs: 0.864
S1: 0.508 Shc: 0.508
Wind:
110 MPH — Exposure B, kzt=1.0
R=6.5
CS0.093 (ASD)
1 /23/2020
TCHazards by Location
ATC Hazards by Location
Search Information
Address:
7520 Ridge WayEdmonds, WA 98026
Coordinates:
47.8327365,-122.335161
Elevation:
349 ft
Timestamp:
2020-01-23T17:18:50.379Z
Hazard Type:
Seismic
Reference
ASCE7-10
Document:
Risk Category:
II
Site Class:
D
MCER Horizontal
Response Spectrum
Sa(g)
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s)
Basic Parameters
United States
Postal Service
eaview Park The Hook
w
rt
# a#
181s1 PI Shy
349 ft tam s{ sw
Vey
n �
p e
7
Lynndale Off leash
Dog Area
c
v I LO
m
Report a map error
Design Horizontal Response Spectrum
Sa(g)
0.80
0.60
0.40
0.20
0.00 1
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s)
Name
Value
Description
SS
1.296
MCER ground motion (period=0.2s)
S1
0.508
MCER ground motion (period=1.0s)
SMS
1.296
Site -modified spectral acceleration value
SM1
0.762
Site -modified spectral acceleration value
SDg
0.864
Numeric seismic design value at 0.2s SA
SD1
0.508
Numeric seismic design value at 1.0s SA
Additional Information
Name Value Description
SDC D Seismic design category
Fa 1 Site amplification factor at 0.2s
Fv 1.5 Site amplification factor at 1.0s
https://hazards.atcouncil.org/#/seismic?lat=47.8327365&ing=-l22.335161&address=7520 Ridge WayEdmonds%2C WA 98026 1/2
1/23/2020
ATC Hazards by Location
CRS
0.969
Coefficient of risk (0.2s)
CR1
0.939
Coefficient of risk (1.0s)
PGA
0.53
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.53
Site modified peak ground acceleration
TL
6
Long -period transition period (s)
SsRT
1.296
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.336
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
SsD
1.932
Factored deterministic acceleration value (0.2s)
S1 RT
0.508
Probabilistic risk -targeted ground motion (1.0s)
S1 UH
0.541
Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
S1 D
0.793
Factored deterministic acceleration value (1.0s)
PGAd
0.739
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code
adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with
design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor
to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.
Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by
the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude
location in the report.
https://hazards.atcouncil.org/#/seismic?lat=47.8327365&ing=-l22.335161&address=7520 Ridge WayEdmonds%2C WA 98026 2/2
CSEATTLE OFFICE
' 109 W Denny Way, Suite 315
Seattle, WA 98119
B E Y L E R (253) 984-2900
CONSULTING www.beylerconsulting.com
—IR T.R.:d4S`
SECOND FLOOR FRAMNG PLAN
i1
ENGINEERING + SURVEYING
CIVIL & STRUCTURAL ENGINEERING I LAND SURVEYING
PLANNING & FEASIBILITY I PROJECT MANAGEMENT
PERMITTING SERVICES I SITE DEVELOPMENT
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PROJECT
DATE
SUBJECT PROJECT No.
WITH/TO PHONE
BY FAX
ADDRESS
❑ PAGE —OF _
❑ CALCULATIONS
❑ FAX / EMAIL
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❑ MEETING MINUTES
❑ TELEPHONE MEMO
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Plan. D-,,,, Mmm"
B E Y L E R
PLANNING
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PROJECT MANAGEMENT I FEASIBILITY ERM TRVEYING EXPEW-aNG
Project: WALKER
SEISMIC ANALYSIS: IBC 2015 / ASCE 7-10
Site Class:
Site Class: D (IBC 1613.3.2, ASCE Table 20.3-1)
Site Location:
Latitude: 47.83 Longitude:-122.34
Site Coefficients: (USGS Open -File Report 01-437)
SS = 1.296 Fa = 1.00
SI = 0.508 Fv= 1.50
SMS = Fa * SS = 1.296 (IBC Eq.16-37)
SMI = FV * St = 0.762 (IBC Eq.16-38)
Spectral Response Parameters:
SDS = 2/3 * SMS = 0.864 (IBC Eq.16-39)
SDI = 2/3 * SMI = 0.508 (IBC Eq.16-40)
Structure Period:
T. = CI * (hn)X= 0.1891 (ASCE Eq. 12.8-7)
hn = 20 Ft.
CI = 0.02 (ASCE Table 12.8-2)
x = 0.75 (ASCE Table 12.8-2)
Cu = 1.4 (ASCE Table 12.8-1)
T(M,x) = Cu * T. = 0.2648 (ASCE 12.8.2)
Seismic Use Group:
Risk Category: I or ll I or 11, III, IV (ASCE7 11.5.1) 1 = 1.00 (ASCE Table 1.5-2)
Seismic Design Category:
Seismic Design Category: D (IBC 1613.3.5, ASCE 11.6)
Seismic Design Category(SDS): D IBC Table 1613.3.5(1), ASCE Table 11.6-1 Short Period (SDS)
Seismic Design Category(SDI): D IBC Table 1613.3.5(2), ASCE Table 11.6-2 1 Second Period (SDI)
Seismic Response Coefficients
CS =SDS/(R/IE) =
0.5760 (ASCE Eg 12.8-2)
R =
1.50 (ASCE 7 Table 12.2-1)
IE =
1.00 (ASCE Table 1.5-2)
CS(Max) =
1.7905
SDI / ((R / IE) * Ta) =
1.7905 (ASCE Eq 12.8-3) for T <= TL OK TL= 4
SDI*TL / ((R / IE) * Ta^2)=
37.8641 (ASCE Eq 12.8-4) for T < TL OK ASCE Section 12.8 & 11.4.5
CS(Min) =
0.04 (ASCE fig. 22-12 thru 22-16)
0.044 SDS I >=.01 =
0.04 (ASCE Eq 12.8-5)
Not Required S1<=0.6g
(ASCE Eq 12.8-6)
V = Cs * W =
0.576 W (Ultimate Strength)
Va = CS/1.4 * W =
0.411 W (Allowable Stress)
Beyler Consulting 5920100th St SW #25, Lakewood, Washington 98499 (253) 984-2900
BEYLER CONSULTING SEISMIC LOADS
5920 100TH ST SW #25
LAKEWOOD, WA 98499
(253)984-2900
SEISMIC: PER ASCE 7-10, 12.8 EQUIVALENT LATERAL FORCE PROCEDURE
SDs:
0.864
SDI:
0.508 RHO (p): 1.0
Ss:
1.296
Si:
0.508 SOIL SITE CLASS: c
FA:
1.000
Fv:
1.500 SEISMIC DESIGN CAT: D
R:
1.50
I:
1.0
Cs = SDs*I/R = 0.576
V = pCsW = 0.576W (LRFD)
V = pCsW/1.4= 0.411 W (ASD)
WEIGHT OF STRUCTURE, W:
Deck Diaphragm I = 8685 LB SEISMIC: 5003 LB
Deck Diaphragm WPSF: 15 PSF AREA: 579 SF
WROOF: 15*579 = 8685 LB (unfactored) V
Unfactored
Diaphragm A # posts V (ea way)
3534 7 505 Controls Design
Diaphragm B
1469 5 294
(UNFACTORED)
F.F. PT 4x10
OVIDE ACE4
MN
IT
B 101 CAPRES GLOW. XT1�P UNO 0 `pUS28 FACE MOUNT HGR EA �D S 1.1PROVIDE ACE4 ES OF BEAM TO F JOIST, TYP UNO O DECK
PT 4x4 POST BELOWF.F. PT 4x10 F.F. PT 4x10 F.F. PT 4x10 F.F. PF.F. PT 4x10 F.F. PT 4x10
ts
1 1 1 1 � 101 .1101 _ B_l-0 B 101
PROVIDE DTT2Z EA I $ WI 1 e - - - - +
END OF DECK, I I 51.1 of 1
LEDGER INTO PT J al 9
2x RIM BD AS U S1.1 "' PT 2x8 LEDGER,
NOTED ON 8 g 9 TYP UNO
ON S1.1 LI LJ
400
1 ..1 H1
SISTER ON 2x10 TO EXISTING FLOOR I I
J JOISTS. NAIL JOIST TO (E) W/ (2) I
ROWS OF 16d's 0 24'oc
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LOCATION OF NEW
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H101=H102=H103
SECOND FLOOR FRAMING PLAN
PROVIDE ACE4 ON EA SIDE TO FLUSH BEAM.
PROIVDE A35 ON INSIDE CORNER
J-3, B 104
3 1
PROVIDE DTT2Z EA
END OF DECK,
LEDGER INTO PT
2x RIM BD AS
NOTED ON 8 O 9
ON S1.1
4X8. SISTER ON
2x8 0 LEDGER W/ (2) ROWS OF
1OD's 0 16'oc. PROVIDE LUS28-2
FACE MWNT HGR TO 4x8
OVIDF A3F ON WSIDE CORNER
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B107
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I TO 410. TYP UNO
PROVIDE WS48 FACE MOUNT HANGER
TYP UNO
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PROIVDE A35 ON INSIDE CORNER
0
B 109
PROVIDE ACE4 ON EA SIDE TO FLUSH BEAM.
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_ PROVIDE WS48 FACE MOUNT HANGER
1 TO LEDGER.
PROVIDE DTT2Z EA
END OF DECK,
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2x RIM BD AS
NOTED ON 8 do 9
ON SIA
1/4"=1'-O"
PROVIDE LSTA24 STRAP FROM
(E) DBL TOP PLATE TO 6x6
s1.1
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Wood Column '020 Projects120.00012 Walker -Ridge Way SV15Structural EngineeringlEngineering FileslLaterallcolumn calc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31
KW-06011448 Beyer Consulting, LLC
DESCRIPTION: C1
Code References
Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05
Load Combinations Used : ASCE 7-10
General Information
Analysis Method :
Allowable Stress Design
End Fixities
Top Free, Bottom Fixed
Overall Column Height
4 ft
( Used for non -slender calculations )
Wood Species
Hem Fir
Wood Grade
No.2
Fb +
575.0 psi Fv
140.0 psi
Fb -
575.0 psi Ft
375.0 psi
Fc - Prll
575.0 psi Density
26.840 pcf
Fc - Perp
405.0 psi
E : Modulus of Elasticity
... x-x Bending y-y Bending
Basic 1,100.0
1,100.0
Minimum 400.0
400.0
Wood Section Name 6x6
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
5.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Area
30.250 inA2 Cf or Cv for Compression
1.0
Ix
76.255 inA4 Cf or Cv for Tension
1.0
ly
76.255 inA4 Cm : Wet Use Factor
1.0
Incising Factors :
Ct : Temperature Factor
1.0
for Bending
0.80 Cfu : Flat Use Factor
1.0
Axial for Elastic Modulus
0.95 Kf : Built-up columns
1.0 NDS 15.3.2
1,100.0 ksi
Use Cr : Repetitive ?
No
Brace condition for deflection
(buckling) along columns :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis =
4 ft, K = 2.1
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 4 ft, K = 2.1
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 22.553 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 4.0 ft, D = 1.036, L = 2.210, S = 0.9220 k
BENDING LOADS ...
Lat. Point Load at 4.0 ft creating Mx-x, E = 0.5050 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8660 :1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+0.70E
Top along Y-Y
0.0 k
Bottom along Y-Y 0.5050
k
Governing NDS Foruml4 1 Comp +
Mxx, NDS Eq. 3.9-3
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections..
.
At maximum location values are ...
Along Y-Y
0.2324 in at
4.0 ft
above base
Applied Axial
1.059 k
for load combination: E Only
Applied Mx
-1.414 k-ft
Applied My
0.0 k-ft
Along X-X
0.0 in at
0.0 ft
above base
Fc: Allowable
573.62 psi
for load combination : n/a
Other Factors used to calculate allowable stresses .. .
PASS Maximum Shear Stress Ratio =
0.09782 : 1
Bendina Compression
Tension
Load Combination
+D+0.70E
Location of max.above base
4.0 ft
Applied Design Shear
17.529 psi
Allowable Shear
179.20 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio
Status
Location
D Only
0.900
0.892
0.09477 PASS
0.0 ft
0.0
PASS
4.0 ft
+D+L
1.000
0.877
0.2678 PASS
0.0 ft
0.0
PASS
4.0 ft
+D+S
1.150
0.854
0.1450 PASS
0.0 ft
0.0
PASS
4.0 ft
+D+0.750L
1.250
0.838
0.1864 PASS
0.0 ft
0.0
PASS
4.0 ft
+D+0.750L+0.750S
1.150
0.854
0.2494 PASS
0.0 ft
0.0
PASS
4.0 ft
+D+0.70E
1.600
0.779
0.8660 PASS
0.0 ft
0.09782
PASS
4.0 ft
+D-0.70E
1.600
0.779
0.8660 PASS
0.0 ft
0.09782
PASS
4.0 ft
+D+0.750L+0.750S+0.5250E
1.600
0.779
0.7432 PASS
0.0 ft
0.07336
PASS
4.0 ft
+D+0.750L+0.750S-0.5250E
1.600
0.779
0.7432 PASS
0.0 ft
0.07336
PASS
4.0 ft
Wood Column '020 Projects120.00012 Walker -Ridge Way SMStructural Engineering\Engineering Files\Lateral\column calc.ec6 .
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 .
i.i
DESCRIPTION: C1
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio Status
Location
Stress Ratio
Status Location
+0.60D
1.600
0.779
0.03660 PASS
0.0 ft
0.0
PASS 4.0 ft
+0.60D+0.70E
1.600
0.779
0.8510 PASS
0.0 ft
0.09782
PASS 4.0 ft
+0.60D-0.70E
1.600
0.779
0.8510 PASS
0.0 ft
0.09782
PASS 4.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k Y-Y Axis Reaction Axial Reaction
My - End Moments
k-ft Mx - End Moments
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
@ Base @ Top
@ Base @ Top
+D+L
3.269
+D+S
1.981
+D+0.750L
2.716
+D+0.750L+0.750S
3.408
+D+0.70E
0.354
1.059
1.414
+D-0.70E
-0.354
1.059
-1.414
+D+0.750L+0.750S+0.5250E
0.265
3.408
1.061
+D+0.750L+0.750S-0.5250E
-0.265
3.408
-1.061
+0.60D
0.635
+0.60D+0.70E
0.354
0.635
1.414
+0.60D-0.70E
-0.354
0.635
-1.414
L Only
2.210
S Only
0.922
E Only
0.505
2.020
E Only' -1.0
-0.505
-2.020
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+L
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+S
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.70E
0.0000 in
0.000 ft
0.163 in
4.000 ft
+D-0.70E
0.0000 in
0.000 ft
-0.163 in
4.000 ft
+D+0.750L+0.750S+0.5250E
0.0000 in
0.000 ft
0.122 in
4.000 ft
+D+0.750L+0.750S-0.5250E
0.0000 in
0.000 ft
-0.122 in
4.000 ft
+0.60D
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.70E
0.0000 in
0.000 ft
0.163 in
4.000 ft
+0.60D-0.70E
0.0000 in
0.000 ft
-0.163 in
4.000 ft
L Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
S Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
E Only
0.0000 in
0.000 ft
0.232 in
4.000 ft
E Only * -1.0
0.0000 in
0.000 ft
-0.230 in
3.973 ft
Wood Column '020 Projects120.00012 Walker -Ridge Way SMStructural Engineering\Engineering Files\Lateral\column calc.ec6 .
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 .
DESCRIPTION: C1
Sketches
5.50 in
Load 1
+X
Pb9:
4.168k 4.168k
Pole Footing Embedded in Soil '020Projects120.00012Walker-Ridge WaySV\5StructuralEngineering\EngineedngFiles\Lateral\columncalc.ec6.
g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 .
i.i
DESCRIPTION: C1, sgrt(.505kips^2*2)=.715kips
Code References
Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05
Load Combinations Used : ASCE 7-10
General Information
Pole Footing Shape Circular
Pole Footing Diameter ........... 16.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive .................. 400.0 pcf
Max Passive ................... 1,500.0 psf
Controlling Values
Governing Load Combination: +D+0.70E
Lateral Load 0.5005 k
Moment 2.002 k-ft
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual 501.05 psf
Allowable 503.58 psf
Point Load
Soil Sur
Minimum Required Depth
Footing Base Area
Maximum Soil Pressure
Applied Loads
3.875 ft
1.396 ft^2
2.424 ksf
Lateral Concentrated Load (k)
Lateral Distributed Loads (klf)
Vertical Load (k)
D : Dead Load
k
k/ft
1.036 k
Lr : Roof Live
k
k/ft
k
L : Live
k
k/ft
2.210 k
S : Snow
k
k/ft
0.9220 k
W : Wind
k
k/ft
k
E : Earthquake 0.7150
k
k/ft
k
H : Lateral Earth
k
k/ft
k
Load distance above
TOP of Load above ground surface
ground surface
4.0 ft
ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface
Required
Pressure at
1/3 Depth
Soil Increase
Load Combination
Loads - (k) Moments - (ft-k)
Depth - (ft)
Actual - (psf)
Allow - (psf)
Factor
D Only
0.000 0.000
0.13
0.0
0.0
1.000
+D+L
0.000 0.000
0.13
0.0
0.0
1.000
+D+S
0.000 0.000
0.13
0.0
0.0
1.000
+D+0.750L
0.000 0.000
0.13
0.0
0.0
1.000
+D+0.750L+0.750S
0.000 0.000
0.13
0.0
0.0
1.000
+D+0.70E
0.501 2.002
3.88
501.0
503.6
1.000
+D+0.750L+0.750S+0.5250E
0.375 1.502
3.50
447.3
450.0
1.000
+0.60D
0.000 0.000
0.13
0.0
0.0
1.000
+0.60D+0.70E
0.501 2.002
3.88
501.0
503.6
1.000