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OFFICE COPY
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Supplementary Structural Calculations
For
Housing Authority of Washington
County — The Ridge Remodel — RFI 58
Washington County, Or
Pinnacle Architecture
November 23, 2022
FE Job Number— 21-T076
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These Calculations Are Void If Seal And Signature Are Not Original
FROELICH
ENGINEERS
* * * LIMITATIONS * * *
ENGINEERING DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS
SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR
LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER
FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS.
www.froelich-engineers.com
PORTLAND(HQ) 503.624.7005 BEND 541 383 1828 DENVER 720.799.1001
Client: Pinnacle Architecture
Project: The Ridge ADA
Proj.#: 21-T076
"�~` Date: 11/23/2022
By: BTS
FROELICH
ENGINEERS;
Dead Load Calculations
Floor Dead Load
Component Weights Actual(psi) Comments
Framing 3 Joist Framing
Sheathing 2 5/8" shth
Floor Covering 15.625 1-1/2" Floor Topping(Gyperete 125 lbs/ft3)
Mechanical 1
Ceiling 2.8 (1)5/8" gyp
Flooring 1
Misc. 0.4
Total= 26.0 psf
9'-5" / 13'-8" y
- _ i
srzi
ri
CONCRETE TOPPING SLOPED #R8
LESS THAN 5%AS REQUIRED ----► '''
BEDROOM BEDROOM a5
TO RAMP TO NEW LANDING 1 o
r r — — — —I 'SE
�I 64° A y 4_6 /X 8_3
3 g I I /\ p\,,,,\ /\ '1
V30 V30 ,
118" , 18" I
N
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° \I 30 ,U . CLOSET
CLR V32 V32 CLR Iz ag - r — — - — NC
-A CLOSET a ._ I D3- g«;
I
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7I I ' D2 D4 1�/L
/` 1, I BATHROOM
9 4. o
L. — V16 FBI
— V32I 34"CLR 2, 5'-0"CLEAR
4"CLEAR E' r ROBE HOOK,SHOW ON
V.LF. / C1 ' u14 ELEVATIONS AT42"A.F.F.
V27j WH x I i ll_ J 7.m_
� I Imo I " i!--' 6-
I_ 1 41 1
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LIVING ROOM /2'-0"/ C3 DW
C2 /_Gill C4 II
KITCHEN i I ti--
° D10 \
A
sak#q q s a
WINDOW LOCATION AT CORNER (N
NEW CONCRETE LANDING AT ° UNITS ONLY,SINK TO BE CENTERED AL
1/2"MAX BELOW FINISH FLOOR _ �./. BELOW WINDOW,CONTRACTOR TO
AT ADA UNITS ONLY,SLOPE 2% - ° , VERIFY SILL HEIGHT AND ADA SINK (1`
MAX AWAY FROM BUILDING BASE COMPLIANCE BEFORE
4
INSTALLING
RI
QRI
FOR GRAVITY CALCULATION REFERENCE ONLY -
SEE RFI 58 RESPONSE FOR COMPLETE FRAMING
PLANS
Pot nand (H61) LLItN I —."1.Rol C
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PAGE /
503-624-7005
tit PROJECT: l c R1 4f_, /to A
541-383-1828
NUMBER:Z. —707 6
720-799-1001
FROELICH DATE I 1 (23127-
ENGINEERS1 BY BT5
• 1--- too r F
• Sr civl i01-- ( 0" = 17?-5"
• D 2. & psi--- 17s-5 --: 5-3 11)/ +
1• --= p3i- • 171-5-" =" (; 417 Ibl ft
=> Use : 3 -12 " ) 1 -1411 2 . 0E 1- 11 3 [00 "fb:
DwAll to It 41;11;vnum
• RI= 1I DL =- 2.1 17 l3 } 6-- 5--0 16
LL- = 3 ct 16
- • -interror C- 91(4nin : CI
C6 Sz
i3 16 1b
° - 16C ft2 ,— 5, 531 II)
LL Reof4c4-:ovi:
iç Li (Int. Colvoin)
IC„ AT -7 it = 66Z. ft I
,1
= > 40pss- t 33p5sy—
• 11-k ---7
-=> USC : LK6PF
COMPANY PROJECT
1 WoodWorks
So',W ARE ION WOOD Df55,•
Nov.23,2022 13:02 FB1
Design Check Calculation Sheet
Wood Works Sizer 2019(Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full UDL 453.0 plf
Load2 Live Full UDL 697.0 plf
Self-weight Dead Full UDL 11.1 plf
Maximum Reactions (Ibs), Bearing Capacities (Ibs)and Bearing Lengths (in) :
11'-3.41" r
0' 11'-0.7"
Unfactored:
Dead 2617 2617
Live 3933 3933
Factored:
Total 6550 6550
Bearing:
Capacity
Beam 7099 7099
Support 6550 6550
Des ratio
Beam 0.92 0.92
Support 1.00 1.00
Load comb #2 #2
Length 2.70 2.70
Min req'd 2.70** 2.70**
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
**Minimum bearing length governed by the required width of the supporting member.
LVL n-ply,2.0E, 3100Fb, 3-1/2"x11", 1-ply
Supports:All-Timber-soft Beam, D.Fir-L No.2
Total length: 11'-3.44";Clear span: 10'-10";Volume=3.0 cu.ft.
Lateral support:top=16 bottom=at supports;(in);
This section PASSES the design code check.
WARNING:This CUSTOM SIZE is not in the database.Refer to online help.
Analysis vs.Allowable Stress and Deflection using NDS 2018:
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 204 Fv' = 285 psi fv/Fv' = 0.71
Bending(+) fb = 3018 Fb' = 3125 psi fb/Fb' = 0.97
Dead Defl'n 0.21 = L/626
Live Defl'n 0.32 = L/417 0.37 = L/360 in 0.86
Total Defl'n 0.53 = L/250 0.55 = L/240 in 0.96
Design Notes:
1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 2018), using
Allowable Stress Design(ASD).Design values are from the NDS Supplement.
2.Please verify that the default deflection limits are appropriate for your application.
3.FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance.
4.SCL:Structural composite lumber design has assumed:-dry service conditions-no preservative or fire-retardant treatment-no notches
5.BUILT-UP SCL:Contact manufacturer for connection details when side-loaded or when loads are not applied equally to all plies.
6.SCL:Shear deflection is calculated using true modulus of elasticity E and shear modulus G=E/16.
COMPANY PROJECT
ill WoodWorks®
SOI MAR!!OR WOOD DESIGN
Nov. 23, 2022 13:22 C1
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Location [ft] Magnitude Unit
Start End Start End
Loadl Dead Axial (Ecc. = 0.00") 4316 lbs
Load2 Live Axial (Ecc. = 0.00") 5531 lbs
Self-weight Dead Axial 38 lbs
Reactions (lbs):
8'-4.08"
m
D
CD
A
0'
8'-4.08"
Unfactored:
Lateral:
Dead
Live
Axial:
Dead 4354 4354
Live 5531 5531
Factored:
L->R
Load comb #1 #1
Lumber Post, D.Fir-L, No.1, 4x6 (3-1/2"x5-1/2")
Support: Lumber-soft Sill plate, D.Fir-L No.3; Bearing length = column width (b); continuous lower support
Total length: 8'-4.06"; Volume= 1.1 cu.ft.
Pinned base; Ke x Lb: 1.0 x 8.34 = 8.34 ft; Ke x Ld: 1.0 x 8.34 = 8.34 ft;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Axial fc = 514 Fc' = 565 psi fc/Fc' = 0. 91
Axial Bearing fc = 514 Fc* = 1650 psi fc/Fc* = 0.31
Support Bearin fcp = 514 Fcp = 692 psi fcp/Fcp = 0.74
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File:HAWC-Aloha,Bonita,Villager Calculations.ec6
LIC#:KW-06014743,Build:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022
DESCRIPTION: Cl Footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16
Load Combinations Used :ASCE 7-16
General Information
Material Properties Soil Design Values
fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf
fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf
Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No
Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf
y Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = ft
Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf
Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft
Min.Overturning Safety Factor = 1.0 : 1
Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears Yes = ksf
Add Pedestal Wt for Soil Pressure No when max. length or width is greater than
ft
Use Pedestal wt for stability, mom&shear : No
Dimensions
Width parallel to X-X Axis = 2.750 ft
Length parallel to Z-Z Axis = 2.750 ft Z
Footing Thickness = 10.0 in
Pedestal dimensions... _
px: parallel to X-X Axis = in X b' X
pz: parallel to Z-Z Axis = in N
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
i, Z 0
N
cn
Reinforcing 2-9° w
Bars parallel to X-X Axis
Number of Bars - 4.0
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 3.0 •
4 -#4 Bars 3 #4 Bars
Reinforcing Bar Size = # 4 - 0
Bandwidth Distribution Check (ACI 15.4.4.2) in Co
Direction Requiring Closer Separation X-X Section Looking to+Z Z-Z Section Looking to +X
n/a
#Bars required within zone n/a
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P: Column Load = 4.316 5.531 k
OB: Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File:HAWC-Aloha,Bonita,Villager Calculations.ec6
LIC#:KW-06014743,Build:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022
DESCRIPTION: Cl Footing
DESIGN SUMMARY Design OK
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.9487 Soil Bearing 1.423 ksf 1.50 ksf +D+L about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.2012 Z Flexure(+X) 1.754 k-ft/ft 8.716 k-ft/ft +1.20D+1.60L
PASS 0.2012 Z Flexure(-X) 1.754 k-ft/ft 8.716 k-ft/ft +1.20D+1.60L
PASS 0.2649 X Flexure(+Z) 1.754 k-ft/ft 6.621 k-ft/ft +1.20D+1.60L
PASS 0.2649 X Flexure(-Z) 1.754 k-ft/ft 6.621 k-ft/ft +1.20D+1.60L
PASS 0.2348 1-way Shear(+X) 17.612 psi 75.0 psi +1.20D+1.60L
PASS 0.2348 1-way Shear(-X) 17.612 psi 75.0 psi +1.20D+1.60L
PASS 0.2348 1-way Shear(+Z) 17.612 psi 75.0 psi +1.20D+1.60L
PASS 0.2348 1-way Shear(-Z) 17.612 psi 75.0 psi +1.20D+1.60L
PASS 0.4541 2-way Punching 68.111 psi 150.0 psi +1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right, +X Ratio
X-X, D Only 1.50 n/a 0.0 0.6915 0.6915 n/a n/a 0.461
X-X,+D+L 1.50 n/a 0.0 1.423 1.423 n/a n/a 0.949
X-X,+D+0.750L 1.50 n/a 0.0 1.240 1.240 n/a n/a 0.827
X-X,+0.60D 1.50 n/a 0.0 0.4149 0.4149 n/a n/a 0.277
Z-Z,D Only 1.50 0.0 n/a n/a n/a 0.6915 0.6915 0.461
Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.423 1.423 0.949
Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 1.240 1.240 0.827
Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.4149 0.4149 0.277
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status
k-ft Surface in^2 inA2 in^2 k-ft
X-X,+1.40D 0.7553 +Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+1.40D 0.7553 -Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+1.20D+1.60L 1.754 +Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+1.20D+1.60L 1.754 -Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+1.20D+L 1.339 +Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+1.20D+L 1.339 -Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+1.20D 0.6474 +Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+1.20D 0.6474 -Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+0.90D 0.4856 +Z Bottom 0.2160 AsMin 0.2182 6.621 OK
X-X,+0.90D 0.4856 -Z Bottom 0.2160 AsMin 0.2182 6.621 OK
Z-Z,+1.40D 0.7553 -X Bottom 0.2160 AsMin 0.2909 8.716 OK
Z-Z,+1.40D 0.7553 +X Bottom 0.2160 AsMin 0.2909 8.716 OK
Z-Z,+1.20D+1.60L 1.754 -X Bottom 0.2160 AsMin 0.2909 8.716 OK
Z-Z,+1.20D+1.60L 1.754 +X Bottom 0.2160 AsMin 0.2909 8.716 OK
Z-Z, +1.20D+L 1.339 -X Bottom 0.2160 AsMin 0.2909 8.716 OK
Z-Z, +1.20D+L 1.339 +X Bottom 0.2160 AsMin 0.2909 8.716 OK
Z-Z,+1.20D 0.6474 -X Bottom 0.2160 AsMin 0.2909 8.716 OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File:HAWC-Aloha, Bonita,Villager Calculations.ec6
LIC#:KW-06014743,Build:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022
DESCRIPTION: C2 Footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16
Load Combinations Used :ASCE 7-16
General Information
Material Properties Soil Design Values
fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf
fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf
Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No
Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf
(p Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = ft
Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf
Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft
Min.Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth
Use ftg wt for stability, moments&shears : Yes = ksf
Add Pedestal Wt for Soil Pressure No when max. length or width is greater than
ft
Use Pedestal wt for stability, mom&shear : No
Dimensions
Width parallel to X-X Axis = 2.5 ft
Length parallel to Z-Z Axis = 2.5 ft Z
Footing Thickness = 10.0 in
Pedestal dimensions... X X
px: parallel to X-X Axis = in
pz:parallel to Z-Z Axis = in N,
Height in
Rebar Centerline to Edge of Concrete... II
at Bottom of footing = 3.0 in N
Z
co
Reinforcing 2'-6• w
Bars parallel to X-X Axis
Number of Bars — 3
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 3.0 3_#'4 Bars _ 1&,
Reinforcing Bar Size = # 4 0
Bandwidth Distribution Check (ACI 15.4.4.2) in M,
Direction Requiring Closer Separation X-X Section Looking to +Z Z-Z Section Looking to +X
n/a
#Bars required within zone n/a
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P: Column Load = 3.361 4.703 k
OB: Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File:HAWC-Aloha,Bonita,Villager Calculations.ec6
LIC#:KW-06014743,BuiId:20.22.3.31 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2022
DESCRIPTION: C2 Footing
DESIGN SUMMARY Design OK
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.9407 Soil Bearing 1.411 ksf 1.50 ksf +D+L about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.1991 Z Flexure(+X) 1.445 k-ft/ft 7.255 k-fUft +1.20D+1.60L
PASS 0.1991 Z Flexure(-X) 1.445 k-ft/ft 7.255 k-ft/ft +1.20D+1.60L
PASS 0.1991 X Flexure(+Z) 1.445 k-ft/ft 7.255 k-ft/ft +1.20D+1.60L
PASS 0.1991 X Flexure(-Z) 1.445 k-ft/ft 7.255 k-ft/ft +1.20D+1.60L
PASS 0.1981 1-way Shear(+X) 14.860 psi 75.0 psi +1.20D+1.60L
PASS 0.1981 1-way Shear(-X) 14.860 psi 75.0 psi +1.20D+1.60L
PASS 0.1981 1-way Shear(+Z) 14.860 psi 75.0 psi +1.20D+1.60L
PASS 0.1981 1-way Shear(-Z) 14.860 psi 75.0 psi +1.20D+1.60L
PASS 0.3705 2-way Punching 55.573 psi 150.0 psi +1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X, D Only 1.50 n/a 0.0 0.6586 0.6586 n/a n/a 0.439
X-X,+D+L 1.50 n/a 0.0 1.411 1.411 n/a n/a 0.941
X-X,+D+0.750L 1.50 n/a 0.0 1.223 1.223 n/a n/a 0.815
- X-X,+0.60D 1.50 n/a 0.0 0.3952 0.3952 n/a n/a 0.264
Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.6586 0.6586 0.439
Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.411 1.411 0.941
Z-Z,+D+0.750L 1.50 0.0 n/a n/a n/a 1.223 1.223 0.815
Z-Z,+0.60D 1.50 0.0 n/a n/a n/a 0.3952 0.3952 0.264
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding
Footing Flexure
Mu Side Tension As Req'd Gym.As Actual As Phi*Mn
Flexure Axis&Load Combination k-ft Surface in^29 in^2 in^2 k-ft Status
X-X,+1.40D 0.5882 +Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+1.40D 0.5882 -Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+1.20D+1.60L 1.445 +Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+1.20D+1.60L 1.445 -Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+1.20D+L 1.092 +Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+1.20D+L 1.092 -Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+1.20D 0.5042 +Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+1.20D 0.5042 -Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+0.90D 0.3781 +Z Bottom 0.2160 AsMin 0.240 7.255 OK
X-X,+0.90D 0.3781 -Z Bottom 0.2160 AsMin 0.240 7.255 OK
Z-Z,+1.40D 0.5882 -X Bottom 0.2160 AsMin 0.240 7.255 OK
• Z-Z,+1.40D 0.5882 +X Bottom 0.2160 AsMin 0.240 7.255 OK
Z-Z,+1.20D+1.60L 1.445 -X Bottom 0.2160 AsMin 0.240 7.255 OK
Z-Z,+1.20D+1.60L 1.445 +X Bottom 0.2160 AsMin 0.240 7.255 OK
Z-Z,+1.20D+L 1.092 -X Bottom 0.2160 AsMin 0.240 7.255 OK
Z-Z,+1.20D+L 1.092 +X Bottom 0.2160 AsMin 0.240 7.255 OK
Z-Z, +1.20D 0.5042 -X Bottom 0.2160 AsMin 0.240 7.255 OK