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thanks, mkberry

thanks for the suggestion...

DO YOU KNOW OF ANY LITERATURE THAT ILLUSTRATES THIS APPROACH? THANKS AGAIN

OK...ROCK ENGINEER--THIS IS GOOD AND I LIKE IT... --BUT, FOR THE PARTICULAR SITUATION THAT I HAVE THE CLIENT IS LOOKING TO SEE A STEEL BASE "SHOE" WITH ANCHOR BOLTS, ETC...WHERE ARE THERE EXAMPLES OF THIS METHOD OR SIMILAR METHODS... (WHAT I HAVE IS AN APPROX. 4 FT X 8 FT SIGN ABOUT 17 FT...

WHERE CAN I FIND EXAMPLES REGARDING DESIGN PROCEDURES FOR DETERMINING FIXED BASE CONNECTIONS FOR TIMBER POSTS TO CONCRETE FOOTINGS. ANCHOR BOLT SIZE AND SPACING, BASE PLATE THICKNESS, BASE DETAIL CONFIGURATION, ETC... THANK YOU...

THANKS TO ALL WHO CONTRIBUTED TO THIS DISCUSSION ON TIMBER HANGER CONNECTIONS....IT HAS BEEN HELPFUL... ONCE AGAIN, THANKS, LEXTOO

THANKS TO THE ENGINEERS WHO CONTRIBUTED TO MY KNOWLEDGE BASE OF METAL TIMBER SADDLE HANGERS...IN PARTICULAR, I FOUND RockEngineer's COMMENTS EXTREMELY HELPFUL... ONCE AGAIN THANKS LEXTOO

OH, I GUESS ANOTHER POINT WOULD THE MAGNITUDE OF THE REACTIONS---SAY 5K TO 10K MIGHT BE OK--BUT WOULD YOU DO THIS FOR 20K TO 30K?

...THE ALLOWABLE BEARING VALUE OF THE WOOD (CHKG WELDS FOR SHEAR & BENDING)...YOU ARE SAYING IT IS NOT NECESSARY TO DESIGN THE PLATES FOR BENDING (WL*L/8)--I HAVE SEEN OTHER DESIGNS WHICH COME UP WITH 3/4" PLATES ON THE TOP BECAUSE OF THIS REQUIREMENT-- I AGREE, WITH YOU --THE 1/4&quot...

THANKS, NO FREE LUNCH, HUH?

ALSO, FOR THE SAKE OF THIS DISCUSSION--ASSUME I AM USING SOUTHERN PINE GLULAM 24F-V3...ALLOWABLE STRESS PERPENDICULAR TO THE GRAIN = 740 PSI

...PLATE? DO I ASSUME THE 12 KIPS IS UNIFORMLY SPREAD UNDER THE TOP PLATE? (IT SEEMS THAT THIS IS, FREQUENTLY, DONE)-- AND DESIGN THE PLATE USING WL*L/8...THIS REQUIRES A FAIRLY THICK PLATE---IT SEEMS MORE REALISTIC THAT THE PRESSURE PATTERN BENEATH THE PLATE WOULD BE UNEVEN--WITH A PEAK NEAR...

WHAT ARE THE DESIGN ASSUMPTIONS? WHAT ARE THE ANALYSIS ASSUMPTIONS? HOW IS IT THAT ,APPARENTLY, FAIRLY HEAVY LOADS ARE TRANSFERRED BY RELATIVELY, THIN 1/4" PLATE ASSEMBLIES... ---HOW DO THESE TIMBER SADDLE HANGER CONNECTIONS WORK? I'M NOT INTERESTED IN WHAT SIMPSON DOES.......THEY...

WHAT IS THE ANALYSIS PROCEDURE? WHAT ARE THE ASSUMPTIONS? VISUALLY, THE PREFAB/OFF THE SHELF HANGERS ARE NOT VERY ATTRACTIVE...IN CASES WHERE THE "HANGERS" ARE VISABLE THIS IS A FACTOR.

I WANT TO DESIGN SADDLE HANGERS USING 1/4" THICK PLATE. WHAT IS THE DESIGN PROCEDURE? IS THERE LITERATURE IN THIS REGARD? I WANT TO TRANSFER BEAM REACTIONS TO GIRDERS. THE BEAM REACTION IS TRANSFERRED BY BEARING PERPENDICULAR TO THE GRAIN AT THE BOTTOM OF THE HANGER. THE LOAD ON THE HANGER...

alright everybody---you have some good suggestions here-- let me see what i can do with this....... thanks for your imput.....

to: pylko and jheidt-- my question was a little misleading-- what i ,actually, have is a 1/4" thick "U" shaped metal hanger with an upside down "L" plate attached to the "U" shaped portion--it is a 1/4" thick plate assembly configeration... --the...

Disregarding load testing...What type of analysis/calculations can be used to justify the, relatively, high loads that light gage timber/hanger connections appear to have? Also, what literature is available in this regard?

Disregarding load testing...What type of analysis/calculations can be used to justify the, relatively, high loads that light gage timber/hanger connections appear to have? Also, what literature is available in this regard? Thank You, lextoo

I gave the bldg size to point out the structure is inherently stable-not a leaning tower of pisa. My problem is a bldg which is essentially finished and not enough length was provided for the semi rigid mom conn flange plates to elongate,properly --4" instead of 8". We are talking...