Here's what and how I figured this today. There could be errors.

I used 10 ft x 16 ft for the cabin dimensions. That does not include any overhang. 10 x16 = 160 sq ft.

160 sq ft x 60 psf snow load. VT seems to be mostly 50 or 60 with some 70.

That = 9600 lbs.

Then the roof structure itself, the dead load. Normal seems to be 10 psf, but I used 15 psf.

That = 2400 lbs, for a total of 12000 lbs.

The roof load is carried on three supports; two side walls and one center ridge beam. The ridge carries half the load of each slope, for a total of one half the total roof load. Each side wall carries one quarter of the total. Ridge = 6000 lbs, each sidewall 3000 lbs.

Don_P has graciously offered the use of his Windy Hill Logworks calculators to anyone fpr free. Thay are for use by anyone and used at their own peril. No guarantees or warranties are offered at all. They are great tools for planning. Results should be checked by a qualified engineer. The index page to the calcs are located

**HERE**. In the near future I'm going to list it in an easier to find location.

I used one of the beam calculators, the simple beam, uniform load one. Data I entered was 6000 lbs load on beam and 192 inches length. If this is measured the same as joists it could be a few inches shorter, but I went with the actual length. Also note if there was a third ridgebeam support someplace along the length that would split the load and permit a smaller beam. That would also chnage the column loads, etc.

For the wood properties I used data from a table for Douglas Fir grade #1.

Maximum Allowable Fiberstress in Bending (PSI) 1322

Modulus of Elasticity (million PSI) 1.7

Maximum Allowable Horizontal Shear (PSI) 207

Then I plugged in different values for the width and depth of the beam. A combination of 6 wide and 11.25 deep passed all three tests.

I re-ran the calculator using wood values for DF #2 and it also passed.

No guarantees I did all that correctly. Hopefully Don_P will have time enough to critique my procedure.

Thanks in advance.

On to the column. I used the first column calculator from the beam and column calculator list.

(But first I used the ridge height calculator to determine the distance between the bottom of the calculated ridegbeam and the height of the main floor. 156 to 157 inches.)

I used that length for the column. That should likely be longer to reach the foundation, but I'm not sure how that is to be done. So I was happy with this number for general curiosity purposes. I used 5.5 x 5.5 for the column depth and other face values.

The height question brings up a question from me. Should this be calculated for each beam section if there was to be one from ridge to wall top plate level and then a second from there to main floor level? And again another calc for the length to foundation? Another variable will be using headers and two, separated columns to split the load around openings.

Allowable Compression Parallel to Grain (psi) came from a data table for DF. 625

Modulus of Elasticity (million PSI) 1.7 Again from a table.

Load on column entered as 3000 lbs, one half the total beam load.

The 6x6 passed all tests. I tired a 4x6 and it passed as well, but a 4x4 failed 3 of 4 tests.

A re-run with DF #2 also passed in the 6x6 and 4x6 sizes.

It would be interesting to see how others interpret this.