My home has a 1.5 to 12 pitch. The entire roof was done in…

Correction my 5 new 4 x 10 ceiling joist headers are about 13 feet each in length. My unsupported section of ridge beam is 21 feet out of 48 feet total. My new joist spacing is about 3.5 feet between each with 2 skylight wells spaced 7 feet apart in between. My "18 feet wide area" of beam spacing (above) is incorrect, It is instead 4 equal spaces of 5 beams with 3.5 feet on center = 14 feet total (not 18 feet). I may be later fabricating a truss appearance using single 2 x 4's after my 4 x 4 vertical columns are in place attaching to the ridge beam. I am using #10 cinch screws initially into connections followed by Home Depot 3 1/8" x 7" galvanized plates & #8 screws. My 3 fireplace connections are into an existing 4 x 10 mantle board up in the attic space that is 8 feet wide, connected using galvanized double joist hangers and Simpsong #10 x 2 1/2" screws. Thank you, Craig.

OK, thank you I'm interested in your suggestions. The old sole plate connections were nailed in, and most of the original roof rafters are split at the ends with the old nails very loose or not even holding any more. The weight of snow and too many roofers and chimney masons on the roof all at once apparently pushed most of the rafters outward too much. -Craig

I figured each new beam at 116 lbs for Douglas Fur, city inspectors have reviewed sketches of what I am doing and respect the architect but he is no longer available to me; they say I don't need a building permit since its inside my house. I also explained to the inspectors that the last severe winter fatigued my house structure, and the architect proposed at least 2 direct vertical supports be added, and if more supports are added- even better. I am going forward because the new chimney and roof are leaking and need to be reworked next spring. The contractor declared bankruptcy and is gone so I am fabricating these beams myself. I have one beam in place so far, its second from starting at the north end on the sketches. There are 4 pages of PDF's- my 11 x 17's & the architect's 8 1/2 x 11's. The images are: #1 Looking West, added 2 x 4 reinforcement's under new beam (2nd beam starting from north); #2 Lkg. W, 2 x 10 chimney mantle board at proposed location of south most 4 x 10 beam; #3 Lkg, SW, new beam (2nd from north) & new 4 x 6 to attach z-brace to; #4 Lkg. S under ridge beam, skylight behind; #5 Lkg. W at west 1/2 of new beam, skylight behind- the 2 x 4 brace was the contractor's idea, but the architect who I hired later said "it isn't hurting anything, but not really helping much"; #6 Lkg. W seeing full length of new beam, this is taken at the access opening to the attic; #7 Lkg. N through the 21'-8" long dining room from the kitchen with 2 skylights in view; #8 Lkg. NE at fireplace, image #1 is taken looking from behind the picture frame. I am hoping that the 600+ pounds of new beams will work, if not I can eliminate some if needed. Note that at one time there was more than one foott of snow on the roof that I shoveled off. Then there were 15+ contractors on the roof removing old roofing and re-working the chimney. That was when I hired the architect, who said "no more that 4 at a time on the roof, spread out over at least 100 square feet, but some structural fatigue damage was already done. Thank you for your advice, Craig.

I am stating here that I am responsible for all legal aspects of our conversation. I am asking only for an opinion or any helpful suggestions. I am attempting to prevent dynamic forces of snow, ice, and wind; and dynamic forces of future work crews on my roof from making my entire house structure wobble like it has in the past. My scheme will spread the loads evenly to the load bearing walls and forces will now be directly vertical and controlled, instead of allowing the roof peak to sink and push the walls outward, which weakens all the connections in time and causing more drywall cracks appear. I am adding 16 gauge framing tie plates to all the old nailed 2 x 8 roof rafter to ridge beam connections. Thank you, Craig.