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HOLZMAN RESIDENCE-Load analysis

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HOLZMAN RESIDENCE-Load analysis Powered By Docstoc
					                                                                                                                                            31-Oct-11
                                                                                      CLIENT: MR. AND MRS. HOLZMAN

                                                                                    PROJECT: MR. AND MRS. HOLZMAN RESIDENCE

                                                                                  DESIGN FOR: LOAD ANALYSIS

                                                                                                    140 Buttonwood Drive, Key Biscayne, Florida 33149
CA09550                                                                                       phone: 305/361-9376          e-mail: tabioeng@aol.com


DATA:                                                   VALUE              UNIT       TYPE   COMMENTS

WIDTH                                                       28.42 FT
LENGTH                                                      60.85 FT

ROOF DEAD LOADS:

SPANISH CEMENT TILES                                        29.00     PSF
ROOFING MEMBRANE                                             2.00     PSF
3/4" PLYWOOD                                                 3.00     PSF
R19 INSULATION                                               1.00     PSF
2X6 RAFTERS @ 16"                                           10.00     PSF
DRYWALL                                                      2.00     PSF
ALLOWANCE FOR MECHANICAL - ELECTRICAL                        5.00     PSF
                                                   D=       52.00     PSF

ROOF LIVE LOAD:

TRIBUTARY AREA                                            1,729.36    FT2                    A > 200 SF
RISE PER FOOT                                                 4.00    IN
ROOF LIVE LOAD                                               12.00    PSF                    PER TABLE R301.6 FBC 2004
ROOF LIVE LOAD                                     L=        20.00    PSF                    ENGINEER JUDGMENT

WIND LOADS FROM WIND CALCS.

MAX. WIND PRESSURE                                           31.50 PSF
MIN. WIND PRESSURE                                 W=       (87.09) PSF                      NEGATIVE MEANS SUCTION

UNIFORM LOADS FOR TIE BEAMS:

MAX. WIDTH OF LOAD BEAMS @ AXIS 2 AND 9                      11.51    FT
UNIFORM DEAD LOAD                                           598.27    PLF
UNIFORM LIVE LOAD                                           230.10    PLF
UNIFORM ROOF WIND LOAD (UP)                              (1,001.95)   PLF

MAX. WIDTH OF LOAD BEAMS @ AXIS A AND P                       8.53    FT
UNIFORM DEAD LOAD                                           443.63    PLF
UNIFORM LIVE LOAD                                           170.63    PLF
UNIFORM ROOF WIND LOAD (UP)                                (742.96)   PLF

LOADS FOR MASONRY WALL

GRAVITY LOADS:
LOAD COMBINATION: D                                         52.00 PSF                        FBC 2004 1605.3.1
LOAD COMBINATION: D + L                                     72.00 PSF                        FBC 2004 1605.3.1

UNIFORM LOAD WALLS AT AXIS 2-2 AND 9-9                     828.38 PLF

UNIFORM LOAD WALLS AT AXIS A-A AND P-P                     614.25 PLF

LATERAL LOAD:                                               (65.74) PSF                      SEE WIND CALCS.




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