Was wondering what other Engineer's are using for supported floor (2nd floor, 3rd floor, etc.) live loads for the 21st century classroom concept in current school design. With older schools it was 40 psf classroom, 80 psf corridor's, 100 psf for stairs. Those areas were fairly well delineated...
I have a remodel job (one story building approximately 16,000 sf, original drawings are dated 1971) where the drawings indicate a metal roof deck with a lightweight fill. The Architect is going to locate approximately 9 relatively large skylights as part of the remodel. My concern was the...
Was researching baseplate anchorages in IBC 2003 and noticed in Section 1913 (Anchorage to Concrete - Strength Design) this sentence at the very end of the section -
"The strength design of anchors that are not within the scope of Appendix D of ACI 318, and as amended above (which is a...
In the Seismic Load Effects equation (ASCE 7-02 eq. 9.5.2.7-1)
E = rho Q(sub E) + .2 S(sub DS) D
From a number crunching standpoint, for a steel frame building (standard AISC double angle connections for typical beam to column connections) with X-bracing located symmetrically around the...
I AM CURRENTLY BEGINNING WORK ON A THREE STORY STEEL FRAMED STRUCTURE OF APPROXIMATELY 70,000 SF. GROUND LEVEL (AT GRADE) IS ALL PARKING AND THE 3RD FLOOR IS ALL MEDICAL OFFICE SPACE. THE 2ND LEVEL IS SPLIT ABOUT 50-50 BETWEEN PARKING AND OFFICE. I HAVE BEEN INFORMED BY THE ARCHITECT THAT...
DOES ANYONE HAVE ANY SUGGESTIONS AS TO REFERENCE MATERIAL (REFERENCES, TESTS, STUDIES, ETC) CONCERNING EMBEDMENT CRITERIA FOR WIRE ROPE. I HAVE BEEN ASKED TO DESIGN SOME PRECAST LIFTING DETAILS USING 6X19 CLASS WIRE ROPE PURPLE GRADE. FOUND PLENTY OF INFORMATION CONCERNING THE WIRE ROPE BUT...
I AM WORKING ON A JOB NOW WHERE SEVERAL CONCRETE COLUMNS HAVE ALREADY BEEN POURED AND IT WAS DETERMINED, AFTER THE FACT, THAT HOOKS (IN THE FOOTINGS) ON DOWELS COMING OUT OF THE FOOTING INTO THE COLUMN FOR SOME OF THE BAR TYPES (#7 AND #9 BARS) DO NOT MEET THE MINIMUM BENDING RADIUS REQUIREMENTS...
I AM WORKING ON A JOB NOW WHERE SEVERAL CONCRETE COLUMNS HAVE ALREADY BEEN POURED AND IT WAS DETERMINED, AFTER THE FACT, THAT HOOKS (IN THE FOOTINGS) ON DOWELS COMING OUT OF THE FOOTING INTO THE COLUMN FOR SOME OF THE BAR TYPES (#7 AND #9 BARS) DO NOT MEET THE MINIMUM BENDING RADIUS REQUIREMENTS...
