HomeMy WebLinkAboutSTRUCTURAL DESIGN - 21-00075 - Winder Station - New Commercial - Bldg BPERMIT-Subsurface Sewage Disposal
EASTERN IDAHO PUBLIC HEALTH
1250 HOLLIPARK DRIVE
IDAHO FALLS ID 83401
(208) 523-5382
Permit # :
Dale :
Parcel # :
DoclO#:
3321008
03104t2021
Prrblic flealtl.
Idaho Pnblic Health Disticts
Applicant's Name: Thomas Luthy
RP05N39E016632
3321008
Thomas Luthy
2787 S 2000 w Rexburg lD 83406
Owners Name:
Property Address:
Legal Description:
Subdivision:
Township 5N Range 39E Section 1
Lot Block Sizelacresy 4.0
Tlpe oflnstallation Type ofSystem (check all that apply)Waler Supply
El New System
I Expansion
E Repair
tr Tank Onty
E Absorption Bed
E Capping Fill
E Cential System
E Composting Toilet
E Drip Distribution
tr ETPS
E Experimental
E Extra Drainrock
E Evapotranspiration
E Gravel Drainfield
E Gravelless Drainfield
E Gray Water Sump
E Gray Water System
tr Holding Tank
D Incinerator Toilet
E Individual tagoon
E Intermittent SF
E Intrench SF
tr LSAS
tr Pir Priry
E Pressurized DF
D Recirculating CF
tr RV Dump Station
E Sand Mound
E Seepage Pit
E Steep Slope Drainfield
E Two Cell Lagoon
E Vault Priry
E Other (see be low)
Xl Private
! Shared
tr Public
Water Source
E Basic System
E Complex System
E Well
! Spring
ln-spection required before covering any system components by Environmental Health Specialist
48 Hours advanced notice required for inspection
Maximum depth of excavation:4 FEET
Minimum SQ FT for Gravelless drainfield: 833 Square Feet
lf using gravelless domes place same number in each trench for equal distribution
System lnstallation according to engineer design and instructions from Engineered Systems Associates
daled 31412021
For questions regarding this permit call Eastern ldaho Public Health at 208-356-3239
E Residential permit
EI Non-residential permit 500.0
Bedrooms
Gallons Per Day
Gallons Per Day
USDA
Gallons
Square Feet
Feet
Soil Type:
The minimum septic tank capacity is:
The minimum effective drainfield absorption area is:
The drainfeld can be no closer to permanent/intermittent surface water than:
Note: (Final approval of this permit requires inspection of the uncovered system.)
All plans, specifications, and conditions contained in the approved permit application are hereby incorporated into, and are enforceable as part
of the permit. The permit will expire one ( I ) year from date of j ssuance. The permit may
B-2
1000
833
200
before the on date.
Ll E S Permit Issued Si
EHS Code
Revision Date: 0611712010
Date
be renewed ifthe renewal is applied for on or
Conditions of Approval:
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 1 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
VP Buildings
3200 Players Club Circle
Memphis, TN 38125-8843
STRUCTURAL DESIGN DATA
Project: Luthy 60x125
Name: Tom Luthy 60x125
Builder PO #:
Jobsite: 5101 W 500 south
City, State: Rexburg, Idaho 83440
County: Madison
Country: United States
TABLE OF CONTENTS
Letter of Certification ....................................................................................................................................................................... 2
Reactions - Summary Report w/Controlling Load Comb ................................................................................................................... 4
12/14/2020
Date: 12/11/2020
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Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Letter of Certification
Contact: Kent Smith Project: Luthy 60x125
Name: Titan Steel Buildings Builder PO #:
Address: Po Box 326 Jobsite: 5101 W 500 south
City, State: Rigby, Idaho 83442 City, State: Rexburg, Idaho 83440
Country: United States County, Country: Madison, United States
This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below.
All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code.
Overall Building Description
Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak
Width Length (sq. ft.)(sq. ft.)(sq. ft.)Height Height 2 Pitch Pitch Height
Shop 60/0/0 125/0/0 7500 6382 7507 18/6/0 16/0/0 0.500:12
Loads and Codes - Shape: Shop
City:Rexburg County:Madison State:Idaho Country:United States
Building Code: 2017 Idaho State Building Code Structural: 10AISC - ASD Rainfall: I: 4.00 inches per hour
Based on Building Code: 2015 International Building Code Cold Form: 12AISI -ASD f'c: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard Occupancy Structure)
Dead and Collateral Loads Roof Live Load
Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 1.97 psf Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf
Wind Load Snow Load Seismic Load
Wind Speed: Vult: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent
Force Procedure
The 'Envelope Procedure' is Used Flat Roof Snow: pf: 31.50 psf Mapped MCE Acceleration: Ss: 44.20 %g
Wind Exposure: C -Kz: 0.860 Design Snow (Sloped): ps: 31.50 psf Mapped MCE Acceleration: S1: 15.60 %g
Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 Site Class: Stiff soil (D)
Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000
Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed -Ce: 0.90 Design Acceleration Parameter: Sds: 0.4262
Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2263
NOT Windborne Debris Region Thermal Factor: Heated -Ct: 1.00 Seismic Design Category: D
Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 6.30 psf
Primary Zone Strip Width: 2a: 12/0/0 Obstructed or Not Slippery % Snow Used in Seismic: 20.00
Parts / Portions Zone Strip Width: a: 6/0/0 Diaphragm Condition: Flexible
Basic Wind Pressure: q: 24.76 psf Fundamental Period Height Used: 17/3/0
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.2733
R-Factor: 3.50
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.00
Base Shear: V: 0.1218 x W
Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1693
R-Factor: 3.25
Overstrength Factor: Omega: 2.00
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1311 x W
Date: 12/11/2020
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File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Load Notes
The Specified Minimum roof Snow (SMS) will be applied as a separate roof load check, combined with dead loads only.
The SMS is considered the net sloped roof load, i.e., none of the other snow load related factors such as Importance, Thermal, Unobstructed Slippery,
Exposure, etc., will apply.
The SMS is not considered in conjunction with the bracing second order effects.
Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings, a division of BlueScope
Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading
information for this specific building site.
The design of this building is in accordance with Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. design practices which have
been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions.
This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Varco Pruden Buildings, a
division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that
certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco
Pruden Buildings, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction
unless specifically agreed to in the contract documents.
The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this
letter.
________________________________________________ Date: ________________ Engineer's Seal:
Engineer in responsible charge
12/14/2020
Date: 12/11/2020
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File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Reactions - Summary Report w/Controlling Load Comb
Shape: Shop
Builder Contact: Kent Smith Project: Luthy 60x125
Name: Titan Steel Buildings Builder PO #:
Address: Po Box 326 Jobsite: 5101 W 500 south
City, State Zip: Rigby, Idaho 83442 City, State Zip: Rexburg, Idaho 83440
Country: United States County, Country: Madison, United States
Loads and Codes - Shape: Shop
City: Rexburg County: Madison State: Idaho Country:United States
Building Code: 2017 Idaho State Building Code Structural: 10AISC -ASD Rainfall: I: 4.00 inches per hour
Based on Building Code: 2015 International Building Code Cold Form: 12AISI -ASD f'c: 3000.00 psi Concrete
Building Risk/Occupancy Category: II (Standard Occupancy Structure)
Dead and Collateral Loads Roof Live Load
Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 1.97 psf Roof Live Load: 20.00 psf Reducible
Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf
Wind Load Snow Load Seismic Load
Wind Speed: Vult: 115.00 (Vasd: 89.08) mph Ground Snow Load: pg: 50.00 psf Lateral Force Resisting Systems using Equivalent
Force Procedure
The 'Envelope Procedure' is Used Flat Roof Snow: pf: 31.50 psf Mapped MCE Acceleration: Ss: 44.20 %g
Wind Exposure: C -Kz: 0.860 Design Snow (Sloped): ps: 31.50 psf Mapped MCE Acceleration: S1: 15.60 %g
Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 Site Class: Stiff soil (D)
Wind Enclosure: Enclosed Specified Minimum Roof Snow: 35.00 psf (USR)Seismic Importance: Ie: 1.000
Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed -Ce: 0.90 Design Acceleration Parameter: Sds: 0.4262
Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1: 0.2263
NOT Windborne Debris Region Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: D
Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 6.30 psf
Primary Zone Strip Width: 2a: 12/0/0 Obstructed or Not Slippery % Snow Used in Seismic: 20.00
Parts / Portions Zone Strip Width: a: 6/0/0 Diaphragm Condition: Flexible
Basic Wind Pressure: q: 24.76 psf Fundamental Period Height Used: 17/3/0
Transverse Direction Parameters
Ordinary Steel Moment Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.2733
R-Factor: 3.50
Overstrength Factor: Omega: 2.50
Deflection Amplification Factor: Cd: 3.00
Base Shear: V: 0.1218 x W
Longitudinal Direction Parameters
Ordinary Steel Concentric Braced Frames
Redundancy Factor: Rho: 1.30
Fundamental Period: Ta: 0.1693
R-Factor: 3.25
Overstrength Factor: Omega: 2.00
Deflection Amplification Factor: Cd: 3.25
Base Shear: V: 0.1311 x W
Load Notes
The Specified Minimum roof Snow (SMS) will be applied as a separate roof load check, combined with dead loads only.
The SMS is considered the net sloped roof load, i.e., none of the other snow load related factors such as Importance, Thermal, Unobstructed Slippery,
Exposure, etc., will apply.
The SMS is not considered in conjunction with the bracing second order effects.
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 5 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Overall Building Description
Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak
Width Length (sq. ft.)(sq. ft.)(sq. ft.)Height Height 2 Pitch Pitch Height
Shop 60/0/0 125/0/0 7500 6382 7507 18/6/0 16/0/0 0.500:12
Overall Shape Description
Roof 1 Roof 2 From Grid To Grid Width Length Eave Ht.Eave Ht. 2 Pitch Pitch 2 Dist. to Ridge Peak Height
A 1-A 1-D 60/0/0 125/0/0 16/0/0 18/6/0 0.500:12
<*>
<*>
<*>
<*>
60
'
-
0
"
125'-0"
1
2
6"24'-6"25'-0"25'-0"25'-0"24'-6"6"
3
4
A BL
B
C
D BL
1
BL
2 3 4 5 6
BL
<*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and
diagonals may not be relocated without consulting the building supplier’s engineer.
Date: 12/11/2020
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Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Wall: 4, Frame at: 0/6/0
Frame ID:Post & Beam Frame Type:Post & Beam
22'-0"25'-0"13'-0"
60'-0"
18
'
-
6
"
16
'
-
0
"
Hx
Vy
H z Hx
Vy
Hz
Hx
Vy
H z Hx
Vy
Hz
D ACB
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 1
Type Exterior Column Interior Column Interior Column Exterior Column
X-Loc 0/0/0 22/0/0 47/0/0 60/0/0
Grid1 -Grid2 1-D 1-C 1-B 1-A
Base Plate W x L (in.)8 X 11 8 X 11 8 X 11 8 X 11
Base Plate Thickness (in.)0.375 0.375 0.375 0.375
Anchor Rod Qty/Diam. (in.)4 -0.750 4 -0.750 4 -0.750 4 -0.750
Column Base Elev.101'-0"101'-0"101'-0"101'-0"
Load Type Load Description Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy
D Material Dead Weight Frm --0.73 --1.09 --0.87 -0.26
CG Collateral Load for Gravity Cases Frm --0.65 --0.61 --0.20 -0.07
L>Live - Notional Right Frm --2.09 --6.11 --4.91 -1.06
<L Live -Notional Left Frm --2.09 --6.11 --4.91 -1.06
ASL^Alternate Span Live Load, Shifted Right Frm ---0.38 --3.15 --3.69 --0.80
^ASL Alternate Span Live Load, Shifted Left Frm --2.47 --2.96 --1.22 -1.86
SMS>Specified Min. Roof Snow -Notional Right Frm --3.92 --11.83 --9.34 -1.70
<SMS Specified Min. Roof Snow -Notional Left Frm --3.92 --11.83 --9.34 -1.70
W1>Wind Load, Case 1, Right Frm -0.96 - -1.79 -4.12 -5.58 -3.18 -4.43 -1.25 -0.84
<W1 Wind Load, Case 1, Left Frm 1.47 --3.20 --3.71 -9.63 --2.86 -7.59 0.82 -1.33
W2>Wind Load, Case 2, Right Frm -1.89 --0.83 ---2.56 ---2.04 -0.46 -0.38
<W2 Wind Load, Case 2, Left Frm 0.55 --2.25 ---6.60 ---5.20 1.61 -0.87
WPL Wind Load, || Ridge, Left Frm 1.67 1.01 -3.09 -- -9.63 -- -7.61 -1.43 -1.42
WPR Wind Load, || Ridge, Right Frm 1.68 -1.01 -1.76 ---5.60 ---4.43 -1.43 -0.85
MW Minimum Wind Load Frm -----------
MW Minimum Wind Load Frm -- -0.08 -----0.01 1.42 0.07
MW Minimum Wind Load Frm -----------
MW Minimum Wind Load Frm -1.66 ----0.01 -----
CU Collateral Load for Wind Cases Frm -----------
L Roof Live Load Frm --2.09 --6.11 --4.91 -1.06
S Snow Load Frm --3.53 --10.65 --8.41 -1.53
E>Seismic Load, Right Frm -0.02 -0.05 -0.03 --0.03 --0.02 -
EG+Vertical Seismic Effect, Additive Frm --0.10 --0.18 --0.12 -0.02
<E Seismic Load, Left Frm 0.02 --0.05 --0.03 ---0.03 -0.02 -
EG-Vertical Seismic Effect, Subtractive Frm ---0.10 ---0.18 ---0.12 --0.02
WB1>Wind Brace Reaction, Case 1, Right Brc --- -2.51 - -1.58 --1.58 --
<WB1 Wind Brace Reaction, Case 1, Left Brc -----1.73 2.59 --1.73 --
WB2>Wind Brace Reaction, Case 2, Right Brc ----2.65 --1.68 --1.67 --
<WB2 Wind Brace Reaction, Case 2, Left Brc -----1.64 2.45 - -1.64 --
WB3>Wind Brace Reaction, Case 3, Right Brc ----2.51 --1.59 --1.59 --
<WB3 Wind Brace Reaction, Case 3, Left Brc -----1.75 2.59 --1.75 --
Date: 12/11/2020
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Page: 7 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
WB4>Wind Brace Reaction, Case 4, Right Brc ----2.65 --1.68 --1.68 --
<WB4 Wind Brace Reaction, Case 4, Left Brc -----1.66 2.45 --1.66 --
MWB Minimum Wind Bracing Reaction Brc -----------
MWB Minimum Wind Bracing Reaction Brc -----1.22 1.87 --1.22 --
MWB Minimum Wind Bracing Reaction Brc -----------
MWB Minimum Wind Bracing Reaction Brc ----1.87 --1.15 --1.15 --
EB>Seismic Brace Reaction, Right Brc --- -1.21 - -0.76 --0.76 --
<EB Seismic Brace Reaction, Left Brc -----0.81 1.21 --0.81 --
SMS Specified Min. Roof Snow Frm --3.92 --11.83 --9.34 -1.70
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1st order structural analysis.
Appropriate Load Factors must be applied for design of foundations.
X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load
(-Hx)Case (Hx)Case (-Hz)Case (Hz)Case (-Vy)Case (Vy)Case (-Mzz)Case (Mzz)Case
(k)(k)(k)(k)(k)(k)(in-k)(in-k)
0/0/0 1-D 1.13 16 1.01 19 0.60 19 0.60 18 1.48 25 5.30 7 ----
22/0/0 1-C 1.57 68 --2.23 15 2.47 14 6.13 85 13.53 7 ----
47/0/0 1-B --1.54 64 1.72 15 1.91 14 5.10 81 10.41 7 ----
60/0/0 1-A 0.86 18 0.96 17 ----0.70 28 2.18 4 ----
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 1
Note: All reactions are based on 1st order structural analysis.
X-Loc 0/0/0 22/0/0 47/0/0 60/0/0
Grid1 - Grid2 1-D 1-C 1-B 1-A
Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy
Cs (application factor not shown)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)
4 D + CG + ^ASL --3.85 --4.67 --2.29 -2.18 -
7 D + CG + SMS>--5.30 --13.53 --10.41 -2.03 -
14 D + CG + W1>-0.58 -0.31 -2.47 -1.64 -1.91 -1.59 -0.75 -0.18 -
15 D + CG + <W1 0.88 - -0.54 - -2.23 -4.07 - -1.72 -3.48 0.49 -0.47 -
16 D + CG + W2>-1.13 -0.88 --0.17 ---0.15 -0.28 0.10 -
17 D + CG + <W2 0.33 -0.03 ---2.26 ---2.05 0.96 -0.20 -
18 D + CG + WPL 1.00 0.60 -0.47 ---4.07 ---3.50 -0.86 -0.52 -
19 D + CG + WPR 1.01 -0.60 0.33 -- -1.65 -- -1.59 -0.86 -0.18 -
25 D + CU + <W1 0.88 --1.48 --2.23 -5.12 --1.72 -4.03 0.49 -0.64 -
28 D + CU + WPL 1.00 0.60 -1.41 ---5.12 ---4.04 -0.86 -0.70 -
64 D + CG + WPR + <WB1 1.01 -0.60 0.33 -- -0.62 1.54 0.02 -2.62 -0.86 -0.18 -
68 D + CG + WPR + WB2>1.01 -0.60 0.33 -1.57 -0.02 -2.66 ---0.58 -0.86 -0.18 -
81 D + CU + WPL + <WB3 1.00 0.60 -1.41 ---4.07 1.54 0.02 -5.10 -0.86 -0.70 -
85 D + CU + WPL + WB4>1.00 0.60 -1.41 -1.57 -0.02 -6.13 -- -3.04 -0.86 -0.70 -
ASD Load Combinations - Framing
No.Origin Factor Application Description
4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL
7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS>
14 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1>
15 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1
16 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2>
17 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2
18 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL
19 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR
25 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1
28 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL
64 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1
68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2>
81 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3
85 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4>
Bracing
X-Loc Grid Description
22/0/0 1-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
47/0/0 1-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
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12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Wall: 4, Frame at: 25/0/0
Frame ID:Rigid Frame Frame Type:Rigid Frame
60'-0"
18
'
-
6
"
16
'
-
0
"
Hx
Vy
H z Hx
Vy
H z
D A
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 2
Type Exterior Column Exterior Column
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 2-D 2-A
Base Plate W x L (in.)8 X 13 8 X 13
Base Plate Thickness (in.)0.375 0.375
Anchor Rod Qty/Diam. (in.)4 -0.750 4 -0.750
Column Base Elev.100'-0"100'-0"
Load Type Load Description Desc.Hx Hz Vy Hx Hz Vy
D Material Dead Weight Frm 1.31 -2.70 -1.31 -2.56 --
CG Collateral Load for Gravity Cases Frm 0.54 -1.41 -0.54 -0.82 --
SMS> Specified Min. Roof Snow - Notional Right Frm 15.06 - 25.92 -15.06 - 26.05 --
<SMS Specified Min. Roof Snow -Notional Left Frm 15.06 -25.92 -15.06 -26.05 --
W1>Wind Load, Case 1, Right Frm -9.25 --11.56 1.67 --9.33 --
<W1 Wind Load, Case 1, Left Frm -5.32 - -15.58 13.11 - -17.97 --
W2>Wind Load, Case 2, Right Frm -7.30 --5.09 -0.79 --2.55 --
<W2 Wind Load, Case 2, Left Frm -3.37 --9.11 10.65 --11.19 --
WPL Wind Load, || Ridge, Left Frm -6.41 - -16.51 7.28 - -17.05 --
WPR Wind Load, || Ridge, Right Frm -2.72 --10.17 3.63 --10.72 --
MW Minimum Wind Load Frm --------
MW Minimum Wind Load Frm 1.89 -1.00 4.94 --1.00 --
MW Minimum Wind Load Frm --------
MW Minimum Wind Load Frm -5.10 --1.18 -2.23 -1.18 --
CU Collateral Load for Wind Cases Frm --------
S Snow Load Frm 13.56 - 23.33 -13.56 - 23.45 --
E>Seismic Load, Right Frm -1.18 --0.57 -1.34 -0.66 --
EG+Vertical Seismic Effect, Additive Frm 0.21 -0.40 -0.21 -0.35 --
<E Seismic Load, Left Frm 1.18 -0.57 1.34 - -0.66 --
EG-Vertical Seismic Effect, Subtractive Frm -0.21 --0.40 0.21 --0.35 --
WB1>Wind Brace Reaction, Case 1, Right Brc 0.12 -5.00 -3.82 -0.12 -4.32 -3.02 --
<WB1 Wind Brace Reaction, Case 1, Left Brc -0.10 -3.82 0.10 -2.95 --
WB2>Wind Brace Reaction, Case 2, Right Brc 0.12 -5.00 -3.86 -0.12 -4.32 -3.06 --
<WB2 Wind Brace Reaction, Case 2, Left Brc -0.10 -3.86 0.10 -2.99 --
WB3>Wind Brace Reaction, Case 3, Right Brc 0.12 -4.61 -3.62 -0.12 -4.65 -3.28 --
<WB3 Wind Brace Reaction, Case 3, Left Brc -0.10 -3.64 0.10 -3.25 --
WB4>Wind Brace Reaction, Case 4, Right Brc 0.12 -4.61 -3.62 -0.12 -4.65 -3.28 --
<WB4 Wind Brace Reaction, Case 4, Left Brc -0.10 -3.64 0.10 -3.25 --
MWB Minimum Wind Bracing Reaction Brc 0.10 -4.29 -3.16 -0.10 -3.99 -2.57 --
MWB Minimum Wind Bracing Reaction Brc --------
MWB Minimum Wind Bracing Reaction Brc -0.09 -3.18 0.09 -2.54 --
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 9 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
MWB Minimum Wind Bracing Reaction Brc --------
EB>Seismic Brace Reaction, Right Brc 0.15 -6.29 -4.65 -0.15 -5.84 -3.99 --
<EB Seismic Brace Reaction, Left Brc -0.13 -4.69 0.13 -3.94 --
SMS Specified Min. Roof Snow Frm 15.06 -25.92 -15.06 -26.05 --
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1st order structural analysis.
Appropriate Load Factors must be applied for design of foundations.
X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load
(-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case
(k)(k)(k)(k)(k)(k)(in-k)(in-k)
0/0/0 2-D 4.76 13 16.92 1 5.73 71 --10.46 62 30.03 1 ----
60/0/0 2-A 16.92 1 7.08 14 5.31 71 --10.66 56 29.43 1 ----
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2
Note: All reactions are based on 1st order structural analysis.
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 2-D 2-A
Ld Description Hx Hz Vy Hx Hz Vy
Cs (application factor not shown)(k)(k)(k)(k)(k)(k)
1 D + CG + SMS>16.92 - 30.03 -16.92 - 29.43 ---
13 D + CU + W1>-4.76 --5.32 0.21 --4.06 ---
14 D + CU + <W1 -2.40 --7.73 7.08 --9.25 ---
56 D + CU + WPL + WB3>-2.98 -2.77 -10.46 3.51 -2.79 -10.66 ---
62 D + CU + WPL + WB4>-2.98 -2.77 -10.46 3.51 -2.79 -10.66 ---
71 D + CG + E> + EG+ + EB>1.82 -5.73 0.00 -2.51 -5.31 0.18 ---
ASD Load Combinations - Framing
No.Origin Factor Application Description
1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS>
13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1>
14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1
56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3>D + CU + WPL + WB3>
62 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4>
71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB>D + CG + E> + EG+ + EB>
Bracing
X-Loc Grid Description
0/0/0 2-D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
60/0/0 2-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 10 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Wall: 4, Frame at: 50/0/0
Frame ID:Rigid Frame Frame Type:Rigid Frame
60'-0"
18
'
-
6
"
16
'
-
0
"
Hx
Vy
H z Hx
Vy
H z
D A
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 3
Type Exterior Column Exterior Column
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 3-D 3-A
Base Plate W x L (in.)8 X 13 8 X 13
Base Plate Thickness (in.)0.375 0.375
Anchor Rod Qty/Diam. (in.)4 -0.750 4 -0.750
Column Base Elev.100'-0"100'-0"
Load Type Load Description Desc.Hx Hz Vy Hx Hz Vy
D Material Dead Weight Frm 1.32 -2.71 -1.32 -2.58 --
CG Collateral Load for Gravity Cases Frm 0.55 -1.43 -0.55 -0.83 --
SMS> Specified Min. Roof Snow - Notional Right Frm 15.21 - 26.18 -15.21 - 26.32 --
<SMS Specified Min. Roof Snow -Notional Left Frm 15.21 -26.18 -15.21 -26.32 --
W1>Wind Load, Case 1, Right Frm -8.93 --11.29 1.70 --9.16 --
<W1 Wind Load, Case 1, Left Frm -5.11 - -15.03 12.57 - -17.32 --
W2>Wind Load, Case 2, Right Frm -6.96 --4.76 -0.79 --2.31 --
<W2 Wind Load, Case 2, Left Frm -3.14 --8.49 10.08 --10.47 --
WPL Wind Load, || Ridge, Left Frm -6.05 - -15.90 6.93 - -16.45 --
WPR Wind Load, || Ridge, Right Frm -2.58 --9.95 3.50 --10.51 --
MW Minimum Wind Load Frm --------
MW Minimum Wind Load Frm 1.91 -1.01 4.99 --1.01 --
MW Minimum Wind Load Frm --------
MW Minimum Wind Load Frm -5.14 --1.19 -2.26 -1.19 --
CU Collateral Load for Wind Cases Frm --------
S Snow Load Frm 13.69 - 23.57 -13.69 - 23.68 --
E>Seismic Load, Right Frm -1.19 --0.57 -1.35 -0.66 --
EG+Vertical Seismic Effect, Additive Frm 0.21 -0.41 -0.21 -0.36 --
<E Seismic Load, Left Frm 1.19 -0.57 1.35 - -0.66 --
EG-Vertical Seismic Effect, Subtractive Frm -0.21 --0.41 0.21 --0.36 --
WB1>Wind Brace Reaction, Case 1, Right Brc -0.10 -3.85 0.10 -3.00 --
<WB1 Wind Brace Reaction, Case 1, Left Brc 0.12 5.00 -3.83 -0.12 4.32 -2.94 --
WB2>Wind Brace Reaction, Case 2, Right Brc -0.10 -3.89 0.10 -3.03 --
<WB2 Wind Brace Reaction, Case 2, Left Brc 0.12 5.00 -3.87 -0.12 4.32 -2.98 --
WB3>Wind Brace Reaction, Case 3, Right Brc -0.10 -3.64 0.10 -3.25 --
<WB3 Wind Brace Reaction, Case 3, Left Brc 0.12 4.61 -3.66 -0.12 4.65 -3.24 --
WB4>Wind Brace Reaction, Case 4, Right Brc -0.10 -3.64 0.10 -3.25 --
<WB4 Wind Brace Reaction, Case 4, Left Brc 0.12 4.61 -3.66 -0.12 4.65 -3.24 --
MWB Minimum Wind Bracing Reaction Brc -0.09 -3.18 0.09 -2.54 --
MWB Minimum Wind Bracing Reaction Brc --------
MWB Minimum Wind Bracing Reaction Brc 0.10 4.29 -3.20 -0.10 3.99 -2.53 --
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 11 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
MWB Minimum Wind Bracing Reaction Brc --------
EB>Seismic Brace Reaction, Right Brc -0.13 -4.69 0.13 -3.95 --
<EB Seismic Brace Reaction, Left Brc 0.15 6.29 -4.71 -0.15 5.84 -3.92 --
SMS Specified Min. Roof Snow Frm 15.21 -26.18 -15.21 -26.32 --
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1st order structural analysis.
Appropriate Load Factors must be applied for design of foundations.
X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load
(-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case
(k)(k)(k)(k)(k)(k)(in-k)(in-k)
0/0/0 3-D 4.57 13 17.09 1 --5.73 86 10.11 65 30.33 1 ----
60/0/0 3-A 17.09 1 6.75 14 --5.31 86 10.26 59 29.72 1 ----
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3
Note: All reactions are based on 1st order structural analysis.
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 3-D 3-A
Ld Description Hx Hz Vy Hx Hz Vy
Cs (application factor not shown)(k)(k)(k)(k)(k)(k)
1 D + CG + SMS>17.09 - 30.33 -17.09 - 29.72 ---
13 D + CU + W1>-4.57 --5.15 0.22 --3.95 ---
14 D + CU + <W1 -2.27 --7.39 6.75 --8.85 ---
59 D + CU + WPL + <WB3 -2.76 2.77 -10.11 3.29 2.79 -10.26 ---
65 D + CU + WPL + <WB4 -2.76 2.77 -10.11 3.29 2.79 -10.26 ---
86 D + CG + E> + EG+ + <EB 1.84 5.73 -0.02 -2.53 5.31 0.27 ---
ASD Load Combinations - Framing
No.Origin Factor Application Description
1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS>
13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1>
14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1
59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3
65 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4
86 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB
Bracing
X-Loc Grid Description
0/0/0 3-D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
60/0/0 3-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 12 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Wall: 4, Frame at: 75/0/0
Frame ID:Rigid Frame Frame Type:Rigid Frame
60'-0"
18
'
-
6
"
16
'
-
0
"
Hx
Vy
H z Hx
Vy
H z
D A
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 4
Type Exterior Column Exterior Column
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 4-D 4-A
Base Plate W x L (in.)8 X 13 8 X 13
Base Plate Thickness (in.)0.375 0.375
Anchor Rod Qty/Diam. (in.)4 -0.750 4 -0.750
Column Base Elev.100'-0"100'-0"
Load Type Load Description Desc.Hx Vy Hx Vy
D Material Dead Weight Frm 1.32 2.71 -1.32 2.58 --
CG Collateral Load for Gravity Cases Frm 0.55 1.43 -0.55 0.83 --
SMS> Specified Min. Roof Snow - Notional Right Frm 15.21 26.18 -15.21 26.32 --
<SMS Specified Min. Roof Snow -Notional Left Frm 15.21 26.18 -15.21 26.32 --
W1>Wind Load, Case 1, Right Frm -8.93 -11.29 1.70 -9.16 --
<W1 Wind Load, Case 1, Left Frm -5.11 -15.03 12.57 -17.32 --
W2>Wind Load, Case 2, Right Frm -6.96 -4.76 -0.79 -2.31 --
<W2 Wind Load, Case 2, Left Frm -3.14 -8.49 10.08 -10.47 --
WPL Wind Load, || Ridge, Left Frm -6.05 -15.90 6.93 -16.45 --
WPR Wind Load, || Ridge, Right Frm -2.58 -9.95 3.50 -10.51 --
MW Minimum Wind Load Frm ------
MW Minimum Wind Load Frm 1.91 1.01 4.99 -1.01 --
MW Minimum Wind Load Frm ------
MW Minimum Wind Load Frm -5.14 -1.19 -2.26 1.19 --
CU Collateral Load for Wind Cases Frm ------
S Snow Load Frm 13.69 23.57 -13.69 23.68 --
E>Seismic Load, Right Frm -1.19 -0.57 -1.35 0.66 --
EG+Vertical Seismic Effect, Additive Frm 0.21 0.41 -0.21 0.36 --
<E Seismic Load, Left Frm 1.19 0.57 1.35 -0.66 --
EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.41 0.21 -0.36 --
SMS Specified Min. Roof Snow Frm 15.21 26.18 -15.21 26.32 --
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1st order structural analysis.
Appropriate Load Factors must be applied for design of foundations.
X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load
(-Hx)Case (Hx)Case (-Hz)Case (Hz)Case (-Vy)Case (Vy)Case (-Mzz)Case (Mzz)Case
(k)(k)(k)(k)(k)(k)(in-k)(in-k)
0/0/0 4-D 4.57 13 17.09 1 ----7.92 17 30.33 1 ----
60/0/0 4-A 17.09 1 6.75 14 ----8.85 14 29.72 1 ----
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 13 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 4
Note: All reactions are based on 1st order structural analysis.
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 4-D 4-A
Ld Description Hx Vy Hx Vy
Cs (application factor not shown)(k)(k)(k)(k)
1 D + CG + SMS>17.09 30.33 -17.09 29.72 ---
13 D + CU + W1>-4.57 -5.15 0.22 -3.95 ---
14 D + CU + <W1 -2.27 -7.39 6.75 -8.85 ---
17 D + CU + WPL -2.83 -7.92 3.36 -8.32 ---
ASD Load Combinations - Framing
No.Origin Factor Application Description
1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS>
13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1>
14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1
17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 14 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Wall: 4, Frame at: 100/0/0
Frame ID:Rigid Frame Frame Type:Rigid Frame
60'-0"
18
'
-
6
"
16
'
-
0
"
Hx
Vy
H z Hx
Vy
H z
D A
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 5
Type Exterior Column Exterior Column
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 5-D 5-A
Base Plate W x L (in.)8 X 13 8 X 13
Base Plate Thickness (in.)0.375 0.375
Anchor Rod Qty/Diam. (in.)4 -0.750 4 -0.750
Column Base Elev.100'-0"100'-0"
Load Type Load Description Desc.Hx Vy Hx Vy
D Material Dead Weight Frm 1.31 2.70 -1.31 2.56 --
CG Collateral Load for Gravity Cases Frm 0.54 1.41 -0.54 0.82 --
SMS> Specified Min. Roof Snow - Notional Right Frm 15.06 25.92 -15.06 26.05 --
<SMS Specified Min. Roof Snow -Notional Left Frm 15.06 25.92 -15.06 26.05 --
W1>Wind Load, Case 1, Right Frm -9.25 -11.56 1.67 -9.33 --
<W1 Wind Load, Case 1, Left Frm -5.32 -15.58 13.11 -17.97 --
W2>Wind Load, Case 2, Right Frm -7.30 -5.09 -0.79 -2.55 --
<W2 Wind Load, Case 2, Left Frm -3.37 -9.11 10.65 -11.19 --
WPL Wind Load, || Ridge, Left Frm -6.41 -16.51 7.28 -17.05 --
WPR Wind Load, || Ridge, Right Frm -2.72 -10.17 3.63 -10.72 --
MW Minimum Wind Load Frm ------
MW Minimum Wind Load Frm 1.89 1.00 4.94 -1.00 --
MW Minimum Wind Load Frm ------
MW Minimum Wind Load Frm -5.10 -1.18 -2.23 1.18 --
CU Collateral Load for Wind Cases Frm ------
S Snow Load Frm 13.56 23.33 -13.56 23.45 --
E>Seismic Load, Right Frm -1.18 -0.57 -1.34 0.66 --
EG+Vertical Seismic Effect, Additive Frm 0.21 0.40 -0.21 0.35 --
<E Seismic Load, Left Frm 1.18 0.57 1.34 -0.66 --
EG-Vertical Seismic Effect, Subtractive Frm -0.21 -0.40 0.21 -0.35 --
SMS Specified Min. Roof Snow Frm 15.06 25.92 -15.06 26.05 --
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 15 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1st order structural analysis.
Appropriate Load Factors must be applied for design of foundations.
X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load
(-Hx)Case (Hx)Case (-Hz)Case (Hz)Case (-Vy)Case (Vy)Case (-Mzz)Case (Mzz)Case
(k)(k)(k)(k)(k)(k)(in-k)(in-k)
0/0/0 5-D 4.76 13 16.92 1 ----8.29 17 30.03 1 ----
60/0/0 5-A 16.92 1 7.08 14 ----9.25 14 29.43 1 ----
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5
Note: All reactions are based on 1st order structural analysis.
X-Loc 0/0/0 60/0/0
Grid1 -Grid2 5-D 5-A
Ld Description Hx Vy Hx Vy
Cs (application factor not shown)(k)(k)(k)(k)
1 D + CG + SMS>16.92 30.03 -16.92 29.43 ---
13 D + CU + W1>-4.76 -5.32 0.21 -4.06 ---
14 D + CU + <W1 -2.40 -7.73 7.08 -9.25 ---
17 D + CU + WPL -3.06 -8.29 3.58 -8.69 ---
ASD Load Combinations - Framing
No.Origin Factor Application Description
1 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS>
13 System 1.000 0.6 D + 0.6 CU + 0.6 W1>D + CU + W1>
14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1
17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 16 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
Wall: 4, Frame at: 124/6/0
Frame ID:Post & Beam Frame Type:Post & Beam
22'-0"25'-0"13'-0"
60'-0"
18
'
-
6
"
16
'
-
0
"
Hx
Vy
H z Hx
Vy
Hz
Hx
Vy
H z Hx
Vy
Hz
D ACB
Values shown are resisting forces of the foundation.
Base Connection Design is Based on 3000.00 (psi) Concrete
Reactions - Unfactored Load Type at Frame Cross Section: 6
Type Exterior Column Interior Column Interior Column Exterior Column
X-Loc 0/0/0 22/0/0 47/0/0 60/0/0
Grid1 -Grid2 6-D 6-C 6-B 6-A
Base Plate W x L (in.)8 X 11 8 X 11 8 X 11 8 X 11
Base Plate Thickness (in.)0.375 0.375 0.375 0.375
Anchor Rod Qty/Diam. (in.)4 -0.750 4 -0.750 4 -0.750 4 -0.750
Column Base Elev.101'-0"101'-0"101'-0"101'-0"
Load Type Load Description Desc.Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy
D Material Dead Weight Frm --0.73 --1.09 --0.87 -0.26
CG Collateral Load for Gravity Cases Frm --0.65 --0.61 --0.20 -0.07
L>Live - Notional Right Frm --2.09 --6.11 --4.91 -1.06
<L Live -Notional Left Frm --2.09 --6.11 --4.91 -1.06
ASL^Alternate Span Live Load, Shifted Right Frm ---0.38 --3.15 --3.69 --0.80
^ASL Alternate Span Live Load, Shifted Left Frm --2.47 --2.96 --1.22 -1.86
SMS>Specified Min. Roof Snow -Notional Right Frm --3.92 --11.83 --9.34 -1.70
<SMS Specified Min. Roof Snow -Notional Left Frm --3.92 --11.83 --9.34 -1.70
W1>Wind Load, Case 1, Right Frm -0.96 - -1.79 -4.12 -5.58 -3.18 -4.43 -1.25 -0.84
<W1 Wind Load, Case 1, Left Frm 1.47 --3.20 --3.71 -9.63 --2.86 -7.59 0.82 -1.33
W2>Wind Load, Case 2, Right Frm -1.89 --0.83 ---2.56 ---2.04 -0.46 -0.38
<W2 Wind Load, Case 2, Left Frm 0.55 --2.25 ---6.60 ---5.20 1.61 -0.87
WPL Wind Load, || Ridge, Left Frm 1.67 1.01 -3.09 -- -9.63 -- -7.61 -1.43 -1.42
WPR Wind Load, || Ridge, Right Frm 1.68 -1.01 -1.76 ---5.60 ---4.43 -1.43 -0.85
MW Minimum Wind Load Frm -----------
MW Minimum Wind Load Frm -- -0.08 -----0.01 1.42 0.07
MW Minimum Wind Load Frm -----------
MW Minimum Wind Load Frm -1.66 ----0.01 -----
CU Collateral Load for Wind Cases Frm -----------
L Roof Live Load Frm --2.09 --6.11 --4.91 -1.06
S Snow Load Frm --3.53 --10.65 --8.41 -1.53
E>Seismic Load, Right Frm -0.02 -0.05 -0.03 --0.03 --0.02 -
EG+Vertical Seismic Effect, Additive Frm --0.10 --0.18 --0.12 -0.02
<E Seismic Load, Left Frm 0.02 --0.05 --0.03 ---0.03 -0.02 -
EG-Vertical Seismic Effect, Subtractive Frm ---0.10 ---0.18 ---0.12 --0.02
WB1>Wind Brace Reaction, Case 1, Right Brc ---2.51 - -1.58 --1.58 --
<WB1 Wind Brace Reaction, Case 1, Left Brc -----1.73 -2.59 --1.73 --
WB2>Wind Brace Reaction, Case 2, Right Brc ---2.65 --1.68 --1.67 --
<WB2 Wind Brace Reaction, Case 2, Left Brc -----1.64 -2.45 - -1.64 --
WB3>Wind Brace Reaction, Case 3, Right Brc ---2.51 --1.59 --1.59 --
<WB3 Wind Brace Reaction, Case 3, Left Brc -----1.75 -2.59 --1.75 --
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 17 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
WB4>Wind Brace Reaction, Case 4, Right Brc ---2.65 --1.68 --1.68 --
<WB4 Wind Brace Reaction, Case 4, Left Brc -----1.66 -2.45 --1.66 --
MWB Minimum Wind Bracing Reaction Brc -----------
MWB Minimum Wind Bracing Reaction Brc -----1.22 -1.87 --1.22 --
MWB Minimum Wind Bracing Reaction Brc -----------
MWB Minimum Wind Bracing Reaction Brc ---1.87 --1.15 --1.15 --
EB>Seismic Brace Reaction, Right Brc ---1.22 - -0.77 --0.76 --
<EB Seismic Brace Reaction, Left Brc -----0.82 -1.22 --0.82 --
SMS Specified Min. Roof Snow Frm --3.92 --11.83 --9.34 -1.70
Maximum Combined Reactions Summary with Factored Loads - Framing
Note: All reactions are based on 1st order structural analysis.
Appropriate Load Factors must be applied for design of foundations.
X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load
(-Hx)Case (Hx)Case (-Hz)Case (Hz)Case (-Vy)Case (Vy)Case (-Mzz)Case (Mzz)Case
(k)(k)(k)(k)(k)(k)(in-k)(in-k)
0/0/0 6-D 1.13 16 1.01 19 0.60 19 0.60 18 1.48 25 5.30 7 ----
22/0/0 6-C --1.57 68 2.23 15 2.47 14 6.13 85 13.53 7 ----
47/0/0 6-B 1.54 64 --1.72 15 1.91 14 5.10 81 10.41 7 ----
60/0/0 6-A 0.86 18 0.96 17 ----0.70 28 2.18 4 ----
Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 6
Note: All reactions are based on 1st order structural analysis.
X-Loc 0/0/0 22/0/0 47/0/0 60/0/0
Grid1 - Grid2 6-D 6-C 6-B 6-A
Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Vy
Cs (application factor not shown)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)(k)
4 D + CG + ^ASL --3.85 --4.67 --2.29 -2.18 -
7 D + CG + SMS>--5.30 --13.53 --10.41 -2.03 -
14 D + CG + W1>-0.58 -0.31 -2.47 -1.64 -1.91 -1.59 -0.75 -0.18 -
15 D + CG + <W1 0.88 - -0.54 - -2.23 -4.07 - -1.72 -3.48 0.49 -0.47 -
16 D + CG + W2>-1.13 -0.88 --0.17 ---0.15 -0.28 0.10 -
17 D + CG + <W2 0.33 -0.03 ---2.26 ---2.05 0.96 -0.20 -
18 D + CG + WPL 1.00 0.60 -0.47 ---4.07 ---3.50 -0.86 -0.52 -
19 D + CG + WPR 1.01 -0.60 0.33 -- -1.65 -- -1.59 -0.86 -0.18 -
25 D + CU + <W1 0.88 --1.48 --2.23 -5.12 --1.72 -4.03 0.49 -0.64 -
28 D + CU + WPL 1.00 0.60 -1.41 ---5.12 ---4.04 -0.86 -0.70 -
64 D + CG + WPR + <WB1 1.01 -0.60 0.33 -- -0.62 -1.54 -0.02 -2.62 -0.86 -0.18 -
68 D + CG + WPR + WB2>1.01 -0.60 0.33 1.57 0.02 -2.66 ---0.58 -0.86 -0.18 -
81 D + CU + WPL + <WB3 1.00 0.60 -1.41 ---4.07 -1.54 -0.02 -5.10 -0.86 -0.70 -
85 D + CU + WPL + WB4>1.00 0.60 -1.41 1.57 0.02 -6.13 -- -3.04 -0.86 -0.70 -
Date: 12/11/2020
20-026081-01_FOR CONSTRUCTION Reactions Rev 0 Time:03:15 PM
Page: 18 of 18
12/11/2020 ATV Reviewed
File: Tom Luthy 60x125 Version: 2020.4a
Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.
ASD Load Combinations - Framing
No.Origin Factor Application Description
4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL
7 System 1.000 1.0 D + 1.0 CG + 1.0 SMS>D + CG + SMS>
14 System 1.000 1.0 D + 1.0 CG + 0.6 W1>D + CG + W1>
15 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1
16 System 1.000 1.0 D + 1.0 CG + 0.6 W2>D + CG + W2>
17 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2
18 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL
19 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR
25 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1
28 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL
64 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB1 D + CG + WPR + <WB1
68 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2>D + CG + WPR + WB2>
81 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3
85 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>D + CU + WPL + WB4>
Bracing
X-Loc Grid Description
22/0/0 6-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.
47/0/0 6-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions.