HomeMy WebLinkAboutENGINEERING CALCS - 06-00317 - 365 Eagle Summit St - New SFRDesign Intellige
Engineenng Calculai
Date: August 4, 2006
Subject: Mark Jensen Residence, Madison County, Idaho
Customer: Mark Jensen
0600.317
365 Eagle Summit
This analysis uses the Design Criteria required by the local*sd'ju ction and the IBC 2O03 as the basis for the
calculations. LATERAL ANALYSIS OF GARAGE DOOR WALL.
Materials1P
,,,
Dimensional Lumber —NDS 1997 design values
Concrete: 2500 psi @ 2$ days
Reinforcing steel - #4 and smaller Grade 40, #5 and larger Grade 60
Assumptions:
IBC 200
Design Loads:
Roof Lige Land (min) — 20 psf during construction
Ground Snow load — 54 psf,
Roof Snow Toad= 35 psf
Snow Load In Factor i 1.0
Snow Exposure Factor — 0.9
Wind = 90 mph, Exposure B
Wind Importance Factor — 1.0
Wind Exposure = B
Seismic Design Category — D 1
Seismic Use Group - I
References:
IBC 2003
Customer Drawings
Summary,
All beam sizes and Footing sizes are noted on the drawings.
�a4 A L
4
4 4
of
.
These calculations and included details are for
this location and customer only and not to be
reused in any manner without the written
consent of Design Intelligence.
Design Intp.liigenee, LSC
3685 W Hwy 33
Rexbur , Idaho 83440
Type ---_.__.�TFb psi Fv psi
MARK JENSEN RESIDENCE. 8/4/2006
MADISON COUNTY, IDAHO,
E psi
STEEL 24000�... ;
14400129000000 I � �-� �a4 '�
'
LVL 2600� 285 i
_4.
LSL 1700 ,n. rte._. + •_,.®_, �--.rn e e r.e .r_ur __._ , _e ,r,� .,. —, -�R a _• _. —rr rn�.
1 4_ __ , � _._._....e..00� 1 300000; --;i
PARALIVI 29001, eee. _._. � , ,.�,r_.�___........._, � _..v�_e_e, ..._.a_-.,rr, e:� ..:e .- • • -- ---e _,. ._.n �e_e._ee: ,--__-•- e _.._ _ . _ r..-_ -- _.r
2901 X00000011 a
GLB..., a_r ee e,a,.,r�—
24001
0,; 1800 0 00 '
D F
1300
95;: 1900000,
jI
-----------
Beam 1 Garage Door Head -e.... -r-11, � � -
iy
'Fv psi iE psi
Type I
Fb psi
LVL
2600 285 1900000
Span 16 ft
Trib--.•.�._�__.�e_e e,_er_,..__.. _ _F� rrr rrr e � . __.__.._e_._r enc ee,eee.ea___-�.� _ra�_ • r,,.,r..._-- , .. _ � ... rrr.. _�T _ e .rerr _._..—._.. -.. , .ee ee _._._.__
utary Area 8 ft
Loads
0 lbs
Snow 35 Sf
Pe � r �....-- --� r .� rr r ------.. �.__ ee____,_.- � _ - # T e .__ .eee _.._......— . �, �.. �---. —_ --�.. �r_ A� ^r�
rer U n ifor_ _...._.m Load 280! lbs/ft
�.ive Load 0 psf
_ � - : . _ �.._ _ ._..�,. , , ._.___,.._ _r.e, e re,� rW._.._r_rz:.. e_e._� _�n. e. e-. ___ ___-. — r- — e.0 lbs/ft
Dead
Load 15 psfe �r..�.. _..� .=�r___ 1 r...a.__,rr _ e .eee....- � e _
..,...e.e:�.._ 1 .._.. .---�._..---...._r e ..e_e�_,,.—,...�___�rrr_,_r�.�V � r .. _ .ee�e�— -___e� Fp - �.=_r . , _�12,vr.�----....�,r _.�-----.... , e..r.r .�a_�—
0 lbs/ft
Mome.fir.
nt� i ....._. . _.r r,�e _��e._ _ e_.___._. 9...,e. eree._ee� . ��__. _ ,ere .._
L ive ..._ . �...A ._-_--.__.ee.e:____•,�_...r. r..__. _-__^, r-r_� �_ , .. �,..e...e. _._... .._ __--. �__. ,...e.._.._.._.-.__. �. ._.. _,nn_..__�_. _� .�, r r.e,._.._-_. i _.� r__�__-_-� e e . �....... __ _.�.�e_ r,e-ru...�. _ e .m,
Load Moment- 8960', 1 b -ft
-- - rr er.
a..r �. �,r~��_�_ r-_.Wa_�,.,r.a..,i�.107520 lb-i•n
[Dead Load Moment - 384 r-_ __- , .,e..�ev .�-0-1 lb -ft. , er.�-.. ,_�_1, ,_r_..-_... �,rr., _aar�._ .-•--•__-, „e eeeee_e:_�_--_ �.-,r. rea..e:._.._ . rR a.a.e..a
46080 lb-ih
�.-. _. .�...�.. -•-- •--- —.. a ..-_—..e.�—. --� r� errr _,ar. �__r,nn._r__._._.L,,.._,e_en.....�___. �n._
LF
Section Modulus Required 59.08'in3
Section Width
in. S.IZ FOR STIFF
Depth
1.1.875 1 n. —_. _ .eee.
Section Modul— ._rra�.�—____..� a .,�...—__ r.e,e—_—���___,_,�.--- — � _.., _ _ r. r. �,., ____ _ ,... ,,._.._._—,�..e...�.� ___ .�..e. e . _ re� ee...�
us Provided
12 3.41 11b 3
'01K
...........
Moment of Iner"fia Provided 732.6; in4
y.
Deflection
---..... _-- ......_� ..,. rr_:.. __ . ee.. e e..ee e.�_.._ _�� rr,r. __... �e.,,, rr .. _ _ . �--__—�._ �, _, _ re _ ..... _... _ e .eee. ..
Live Load -
0.30 L1360
OF53 _ _. 1
e,,, - r _.. F
e.
in -i i n.
OK
Dead Load 0.13 ir— — _._-_eee _ _. e rr r r. r ,
n,
_. — r —r a ,.. ..,. r � - ---•_,. . __ J ,.ee. eae... _ .. e._e ____ —
Ttal
i
0.42 n. L/240 0.8 in.
_0K
Horizontal Shear _ ..._... -_ _- ..
fV
77 !PSI 'OK
IIIe Reaction i�
3200 IIs
Use 5.25
X 1'-1.875 LVL
Page 1
DAsign Irtelligence, LLC
3685 W Hwy 33
Rexburg Idaho-;Fv
83440
Type Fb psi
STEEL_
24000'r
I
MARK JENSEN RESIDENCE
MADISON COUNTY,, IDAHO
psi IE.Psi
14400 29000000 —�—
WL_.._.__
2600,
285 1 qnnnnn,
I
ig
LSL 0
oo
17 0: 1
400, 1300 014
154A �R A L M
2900,
2901 2000000�,.� - . 4_ �e_
GLB
E 240'01
190� 18000001
DF
13001 95.1 1900000'
ea•
M 2 'Garage
Door Header,
Type
Fb Ps IpFv psi E psiY _... _ ...e
LVL
2600 285 ".1900GOo�_
Span- �., .4 "_. _ .9 - ft
�* I ._.._. e_��
Tributar,.a..
y AreaAllam r
r
-i_
ft
Loads
Point Load��---
0 lbs
Snow 35 psf
I I bs/ft
Uniform Load 280i
Live Load 0
P
0! 1 bs/ft
Dead Load 15 Sf
P
120!" lbs/ft
Moment
Live Load Moment
2835 lb -ft
34020' _ ..___ ..,el----'.
lb-ih
Dead Load Moment �1 � _..._.. -_ r - - ,.-_r �. _.'__ ___ v�__ .� _e .. �,_
14580 Ilb-in
quire
Section -Modulus Re d
18.61 in -3
-'fd-�OR STI ES S
Sechon
i WLd th 5.25 in. Mz
Section Depth F- -7
9.25 in._ } , e e r.._ _ �__ ___
d 74. 9 e_�:a.a-.---...,_._._�,� � - �, e ._ _# ra,.n e .,.-e. — ,...a. ____.� _r nrr-'-'----�raa_,,..eer
in3.. _ l
Section Modulus Provide
0 K
Moment of In-erifia 346Provided-=
.3 j in4
i
Deflecton • .A = rp.a._ .e,e..e�� __ _®�a__e.,y. en e.�.
Live Load e-- �.� ®eee ....•_� r,r ; __ as-_ ._ _ -.e,.. _.,n,aeer_��._- a..
0.06 in.
'U360 in.
0.30
OK
0
. 3 in.
.Dead Load 0
a.
Total
Or09 in.
11 L/240
. ........ OK
0045 'in-
— • �, a ._ - a �...-
Horizontal Shear
Yp
:PS
fV
56 10K
FVSir
327.75 • _ ire.®.. sa,. ee eese e._ _ _ i , ' e.wewee.. ._,.., .._ - • es... _._ , �_
psi
ll
I.Aowable :Reaction
180011 bs
Use
5.25 x 9.-25 LVL
9M
8/4/2006
Dka%sign Intelligence, LLC
3685 W Hwy 33
RexburL,Idaho 83440
MARK JENSEN RESIDENCE
AD SON
COUNTY, IDAHO
Shear Wail Analysis -Wind Against nn vunil
Wind Load
k6ofkeightWall Height
Length of Long Wall = i --- --
Area at Mid Height of Wall = �
Wind Force
22 psf
Y _
18 ft
Iz TT
15 ft Half of wall c
orned b
Y garage door
ftA
360 2
— -- - ..__.7kO
Ibs
r
Page 1