Whirlwind Building Column Reaction Confusion 1

[JackBolt]

I am purchasing a pre-engineered metal building from Whirlwind. I am designing the foundation system and I am trying to understand their presentation of column reactions. They have listed "Basic Column Reactions" which I understand from talking to Whirlwind as these are unfactored, primary loads. The problem is, they list 10 seperate wind loads for a given frame/column. The load titles are: "Wind_L1", "Wind_R1", "Wind_L2", "Wind_R2", "LnWind1", "LnWind2", "LWind1_L2E", "LWind1_R2E", "LWind2_L2E" and "LWind2_R2E".

The reaction magnitudes provided are not really helping me determine which direction these wind loads are acting i.e. L1 and R1 do not have matching magnitudes with sign reversals. All 10 loads have different magnitudes. I am trying to work with the engineer at Whirlwind, but there is a bit of a language barrier.

If these titles are just designations used for this specific project, I will understand if there is no help on the forum. However, my hope is that Whirlwind uses a canned program and these designations are know to someone out there. Help?!

 

[JackBolt]

Nevermind. I think I found my own answer. I found a PDf of a "Rhino Steel Building Systems" drawing on the internet and they use the same nomenclature. The difference is they also provide a legend expaining the load case abbreviations.

 

[JedClampett]

I just had to do the same thing for a building designed by one of the big metal building supplier. Luckily they enveloped the loads using using standard load combinations, i.e. 1.0W + .6 DL, so I didn't have to drill into specifics. But I thought that Wind_L1 was left wind, Wind_R1 was right wind, etc, just like you did.
I'd ask for controlling load combinations. They have to do them for their column designs. If you can't get through to the engineer, ask for his/her supervisor and just explain that there's a communication issue (believe me, they know) and what you need.

 

[JackBolt]

Thanks for the advice JED on asking for the controlling load comb. I just got off the phone with the engineer (before reading your post) to get more info on the primary load cases. He sent me a Word document (4pages) describing in great detail about their primary load naming convention. I guess I am not the first to ask about this Next time I talk with the engineer I will ask for the controlling comb like you suggested. It should match the .6D+1.0W as you mentioned for the design of my anchor bolts/reinforcing. Thanks.

 

[JedClampett]

By the way, isn't Whirlwind kind of a unfortunate name for a metal building?
"Hey didn't that building blow down?"
"Yeah, it was a whirlwind!"

 

[rowingengineer]

I always generate my own support loads.

http://www.nceng.com.au/

"Programming today is a race between software engineers striving to build bigger and better idiot-proof programs, and the Universe trying to produce bigger and better idiots. So far, the Universe is winning."

 

[truculenity]

Id like to bump this thread, im having the same problem and was unable to get any answers from the building supplier.... could someone send me a link to a legend or possibly the word document referenced above?

Thanks!

 

[JackBolt]

truculenity...I do not know how to link or attach documents so I will cut/paste the information you requested below.

REACTIONS
The reactions are a part of a table that contains information on reactions, anchor bolts, and base plates. The first two columns of data locate the building columns. Endwall 1 (EW-1) is at the left end of the building and shown on the anchor bolt plan as Frame Line 1. Endwall columns are counted from the left end of the endwall when viewed from outside the building. EW-3 is for columns at the right end of the building.

Sidewall columns are next. A separate set of reactions is given for numbered rigid frames. The frame line where each rigid frame is located is reported below the table. The last set of reactions is for rigid frame interior columns.
Reactions are reported in two sets of data. Each set is three columns wide. The first set is labeled Maximum Positive Value and the second is Maximum Negative Value. In each set, the column Id refers to the number of the design load for those reactions. The first of the two lines of data for each column is for the maximum (or minimum) horizontal reactions and corresponding vertical reaction while the second line is the maximum (or minimum) vertical reaction and corresponding horizontal reaction. These four sets of reactions will likely provide the critical design loads for the foundation.
Reactions are in Kips. For vertical loads, upward is positive and downward is negative. For horizontal reactions, to the right is positive and to the left is negative. Recall that rigid frames are to be viewed from the left end of the building. Horizontal reactions for the endwall columns are in a plane perpendicular to the plane of the endwall. Since the endwall columns need to resist both wind pressure and wind suction, the horizontal reaction is for both toward and away from the plane of the wall.

Reactions due to wind load in the plane of the wall are reported in a separate table titled Bracing Reactions. The reaction locations are identified by wall or column. Reactions will take on one of two forms depending on the presence of diagonal bracing in the wall.

When diagonal bracing is used, reactions are reported as horizontal and vertical reactions at the base of those columns with diagonal cables. The horizontal direction is in the direction away from the other column with the diagonal cable. The vertical direction can be either up or down.

When diagonal cables are not used, the wind load is carried by shear in the wall panels. A reaction must be provided at the base of the wall panels to resist the panel shear. The reaction is given in pounds per foot, it is in the plane of the wall, and can be either to the right or left.

BASIC REACTION REPORT
Reactions are represented according to the type of load for each column location. The load type is represented with a short description or abbreviation. The descriptions are defined below.
DL = Dead
CL = Collateral
LL = Live
SL = Snow
Drift = Snow Drift
Slide = Sliding Snow
WL1 = Wind 1 Left [with positive internal pressure, +GCpi]
WR1 = Wind 1 Right [with positive internal pressure, +GCpi]
WL2 = Wind 2 Left [with negative internal pressure, -GCpi]
WR2 = Wind 2 Right [with negative internal pressure, -GCpi]
LnW1 = Longitudinal Wind, case 1
LnW2 = Longitudinal Wind, case 2
WP = Wind Pressure
WS = Wind Suction
SeisL = Seismic Left
SeisR = Seismic Right
LnSeis = Longitudinal Seismic
Temp = Temperature change
======================================================================
LnW1_L2E = Longitudinal Wind, case 1, Wind Left Edge Zone 2E
LnW1_R2E = Longitudinal Wind, case 1, Wind Right Edge Zone 2E
LnW2_L3E = Longitudinal Wind, case 2, Wind Left Edge Zone 3E
LnW2_R3E = Longitudinal Wind, case 2, Wind Right Edge Zone 3E

E#PAT_LL * = Endwall Pattern Live
E#PAT_SL * = Endwall Pattern Snow
E# - Endwall number
1 - Left endwall
2 - Right endwall
* - Auxiliary Load Id

F#PAT_LL * = Rigid Frame Pattern Live
F#PAT_SL * = Rigid Frame Pattern Snow
F# - Rigid Frame Id
* - Auxiliary Load Id

E#UNB_SL_L = Endwall Unbalanced Snow Left
E#UNB_SL_R = Endwall Unbalanced Snow Right
F#UNB_SL_L = Rigid Frame Unbalanced Snow Left
F#UNB_SL_R = Rigid Frame Unbalanced Snow Right

F#CRANEA* = Crane loading, single crane
F# - Frame number
A* - Auxiliary Load Id

F#CRNAM $ CRN - Crane loading
F#CRNA2 $ A2 - Two largest cranes in any aisle
F#CRNAM $$AM - Simple maximum size in one aisle
F#CRNA $$ BM - Largest crane in each aisle for two adj. aisle
F#CRNBM $ C2 - Two largest crane in any aisle plus one crane in
F#CRNC2 $ any non-adjacent aisle. Also single crane at
F#CRNBM $ C2 location and double crane at other location
F#CRN B $$$,$$ - Id associated with crane combinations
F#CRN C $$

ANCHOR BOLTS AND BASE PLATES
The next two columns in the table indicate the number and diameter of anchor bolts. The bolt locations are shown on the anchor bolt plan.

The last three columns report the size of the base plates. Column orientation is shown on the anchor bolt plan. Base plate length is measured in the plane of the column web.

 

[truculenity]

Thank you very much Jack!

 

[JackBolt]

No problem. I got fairly frustrated trying to decipher the loads without the "key" as you did. Hope this helps you and others. Happy engineering-ing!