HomeMy WebLinkAboutENGINEERING CALCS - 06-00539 - 496 Woodbridge St - New SFREngineering and Calculations
Vor*
Stafford Home
Rexburg City
Madison County, Idaho
November 13, 2006
Prepared by:
Ray McDougal, P.E.
Rexburg, ID
852-6236
Section A Proj ed' Description
Section B Seismic- and Wind Loading
Section C Findings' an d Recomendations
•
Section A
Project Description
The proposed project is a home to be constructed in Rexburg City for the
residence of Mike Stafford. Construction of the foundation and footings will
be standard reinforced concrete constructed in accordance with the 2003
International Residential Code. Upper walls will be light framed wood
construction: The main level floor will be framed with wood I j oists and the
basement floor will be a concrete slab. The roof system will be
manufactured trusses.
This scope of this analysis is limited to the left garage wall which falls but of
the limits in the 2003 IRC because of the length of the wall. The wall
exceeds the allowable limit of 35' by 3'. Calculations and required shear
walls are provided.
Project Location: Stone Bridge Subdivision
Rexburg, Idaho
Madision County, Idaho
Lat. 43.8 (approx.)
Lon. l l I (approx.)
Governing Regulation: 2003 International Building Code
Snow Load: 35 psf (roof)
Wind Speed: 90 mph
Frost Depth: 32 in 1
Seismic Zorie: DI
Section B
Seismic and Wind Loading
Wind Analysis
Given:
Left Elevation` Vertical Projection: 672_ft^2
Solution:
Wind Pressure from UBC Tables:
' ArP = 12.8 Ib �+ 8.5 � lb f�2 =14 314 lb
2 _ 2)(672:_✓" ) � _
Seismic Analysis
Given:
Stone Bridge Subdivision
Madison County, Rexburg, ID.
Lat. 43.8 (approx.)
Lon. 111. (approx.)
Solution:
Determine Garage Weight Above Grade
Estimated Framed Wall Area ='660 : ft^2
amedwalls = 15 lb : 660 2 = 990 lb
_ z _ft _
ft
conc.walls = 150 lb 8 in 2 =1200 lb
_ T(66_ .ftX 12 _ t)
0
Roof Weight
636 : ft2
roof = — (15 ; psf)=11,458_lb
Cos(33.7)
Total Weight = 990+1,200+112458=132648_lb
Spectral Response at Given Location From UBC Contours = 30% of
G. (worst in vicinity)
SDI = 2/3 FvS 1
Fv = 1.5 from UBC Table 1615.1.2(2)
SDI = 2/3 (1.5)(0.3) = 0.3
:W
V (1.2XSD1 ; R
R=6 from Table 1617.6
V =(1.2XO.33648
818_lb
6
818 < 14.348 Therefore, Wind Governs
Shearwalls:
Assume that the lateral load will be evenly divided between the two end
apposing bracewalls. The back wall is. sufficiently long to resist the lateral
loading. The front wall sections are short because of the garage door in the
wall. The wall length available to resist the lateral loading on the front wall
is 5.3 feet. Given the wind loading of 14,348 lb, and a resisting wall length
of 5.3', shear loading is determined as follows:
' load =14,348:_ lb = 21,704 lb-
5.3
There are no shear panels available to meet this shear load within a feasible
price range for this project. Therefore, we will transfer some of the lateral
loading to another wall. As shown in Figure 1, there is a wall on the front
4
side of the kitchen which is perpendicular to the garage wall of concern.
The kitchen wall is anchored to the -foundation and is 14' 8" from the wall of
concern.
4
tid
i. Ow .bf
Figure 1. Layout of,Walls in Garage Vicinity z `
r
The sheetrock in the ceiling will assist in transferring wall loads to the
kitchen wall; however we will disregard the sheetrock and place a 2x6 across
the top of the truss bottom cords. Two Screws plus construction adhesive
will be provided at each truss to keep the 2x6 from buckling. See Figure 2.
-Umses
f
..2x6
Attach 2x6 to DotI-om
(, roi* with 2 5crews ---
Plus Construction Adhoisi io
Figure 2. 2x6 `Attached to Trusses.
S
The 2x6 is to be installed directly over the kitchen wall. Hurricane clips will
be used at each end of the 2x6. This member will transfer the lateral load, at
that point, to the kitchen wall.. The loading on the front wall therefore, is
shown below:
Total Load 14,348_lb Length 38' Therefore, load distribution =
142348 lb/38' = 378_lb/ft.
t
1
The distance between the Kitchen wall and the front garage wall=18' The
front wall will have to support V2 of that length.
Load = (378l1b/ft)(9_ft} = 3,398 lb
The resisting wall length 5.3_ft so the shear force on the wall is:
3,398 lb / 5.3_ft = 641 lb
From UBC Table 2366.4.1, Use 7/16 minimum sheathing thickness with 1Od .
nail fasteners @ 4" O.C. on inside and outside of wall.
Section C
Condusion:and hecoiAnuendations
The ' structure as drawn will adequately resist lateral loading providing the
following is accomplished in the construction:
Provide a 2x6 across the truss bottom cords as shown above. Glue
and screw the member to the trusses and provide strapping at each end
of themember to secure the member to the walls below. This member
must be installed directly above the front kitchen wall.
- The walls on the front of the left garage bay. on each side of the bay
door shall have 7/16" 4minimum. sheathing on the inside and outside of
the walls with l Od nails @ 4" o.c. It is also recommended to use
R
construction adhesive to attach the sheathing.
The wall section on each side of the left bay door shall also have a
minimum of (2) 5/8 J-bolts and a simpson foundation strap on each
foundation corner
6
STONEBRIDGE
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