HomeMy WebLinkAboutMiscellaneous - Exception (50)KANAYO LALA, P.E........ - 03/03/2014
SPECIFIC CALCULATIONS FOR THE WOOD CONSTRUCTION IN
100MPH WIND ZONE
54 & 56 COMPASS POINT, NORTH ANDOVER, MA
BUILDING "F" UNIT F2/F3 24'X34'
BASIC LOADS:
GROUND SNOW LOAD 50 PSF
LIVE LOAD 40 PSF
WIND LOAD 18 PSF
Building Length
34 ft
Building Width
24 ft
Building Aspect Ratio=
1.42
Building Area
816 sf
Shear End Wall=
11,016 230 PLF
Building Mean Height
36 ft
Shear Long Wall=
7,776 114 PLF
Total Height
45 ft
Dead Load of Building
57,120 lbs
1/2"A.BOLT SHEAR
801 LB
DL Moment End Wall
971,040 LB -FT
4
FT SPACING FOR 1/2" A.BOLTS
DL Moment Long Wall
685,440 LB -FT
WITH TWO 2X SYP PLATES
NET
Wind Moment End Wall
198,288
End Wall M -772752
NO UPLIFT
Wind Moment Long Wall
139,968
Long W M -545472
NO UPLIFT
I.E. NO UPLIFT EXISTS AT THE BASE OF THE BUILDING. SHEAR ANCHORS ARE ADEQUTE.
SHEAR WALL CAPACITY BY TABLE 2306.2.1(1)
%" OSB / CDX PLY WITH 8D NAILS AT 6" ON EDGES AND 6" ON FIELD - 270PLF< 230 PLF
REQUIRED FOR THREE STORY HEIGHT- OK
SHEAR WALL REQUIREMENT BY TABLE R602.10.1.2(1)
%" OSB WITH 6D NAILS AT 6" ON EDGES AND 12" ON FIELD PER TABLE R602.3(3) 13 FT
CONTINUOUS SHEATHING AVAILABLE ALONG LONG WALL = 19 FT
THE MOMENT SHEAR AT THE OPENINGS IS RESISTED BY THE METAL CONNECTION PLATES AS
DETAILED ON THE PLANS.
FOR A TYPICAL 6' WIDE OPENING IN END WALL AT 230 PLF SHEAR: AT THE OPENING CORNER
689 LBS. A SIMPSON PC66 POST CAP - LATERAL CAPACITY 1285LBS - OK.
THE CALCULATIONS ABOVE MEET THE REQUIREMENTS OF THE IRC2009 R602.10 AND 780CMR51
AMENDMENTS TO IRC2009. ..awr.._