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 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
OK....LET ME SEE IF I AM UNDERSTANDING YOU CORRECTLY,
USING A 1/4" PLATE ASSEMBLY FOR THE ENTIRE SADDLE
HANGER BRACKET...AND SIZING THE TOP PLATE ON
THE SADDLE AND THE BEARING PLATE AT THE BOTTOM OF
THE HANGER TO KEEP BELOW THE ALLOWABLE BEARING VALUE
OF THE WOOD (CHKG WELDS FOR SHEAR &...
WELL--AS REGARDS THE LOADING--THIS IS A TYPICAL ROOF LOAD
SAY: DL=25PSF AND SNOW LOAD=25PSF---WIND UPLIFT IS NOT A FACTOR.
I AM LOOKING AT A POINT ON THE GIRDER THAT IS SUPPORTING TWO PURLINS-
ONE EACH SIDE --THE PURLIN REACTION IS 6 KIP EACH--SO THAT THE GIRDER IS SUBJECT TO 12 KIPS (AT THAT...
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...
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...