HomeMy WebLinkAboutENGINEERING CALCS - 03-00079 - The Meadows - Four 4-plexesDesign Intelligence, LLC
Engineering Calculations Summary
Date: October 1, 2003
Subjects. Lamboreaux Apartments, Madison County, Idaho
Customer: Lamboreaux ConstrLictimon
Abstract
This analysis uses the, Design Criteria required by the local jurisdiction and the M C 2 0 00 as the basis for the
calculations.
Materials:
Dimensional Limber —NDS 1997 design values
Concrete: 2500 psi @ 2$ days
Reinforcing Steel - #4 and smaller Grady 44, #5 and larger Grade 60
Assumptions:
IBC 2000 — Foundations designed for Max Brg Pressure of 1500 psf increased dor depth
Design Loads:
Roof Live Lead (min) — 20 psf during construction
Ground Snow load = 50 psf,
Roof Snow load— 35 psf
Snow Load importance Factor -- 1 _a
Snow Exposure Factor — U.9
Wind — 90 mph, Exposure B
Wind Importance Factor — 1. 0
Wind Exposure — B
Seismic Desi. Category — D I
Se1sM1*c Use Group - I
References:
HBc 2000
Trus) dist MacMillian Design Guides
Summary:
All beam sizes and fooling sizes ars noted on the d-raNvings.
These calculations and ir�cluded details are for
this location and customer only and not to be
reused in any manner without the written
consent of Design IntelXiaence.
Design Intelligence, LLC
3685 W Hwy 33
Rexburg, Idaho 83440
Design Parameters
Snow Load:
Snow Loads
rise Run
Roof
Pitch
3
12
Roof
Pitch
4
12
Roof
Pitch
6
12
Roof
Pitch
7
12
Roof
Pitch
8
12
Roof
Pitch
10
12
Roof
Pitch
12
12
Wind
-Design Wind Speed
Importance Factor
Exposure
35 psf
90 mph
1
B
LAMBREAUX APTS
MADISON COUNTY
IDAHO
Reduction
- -
0.0',psf
0.0'',psf
.........................
Simplified Method Section 1609.6
Applicable loads are shown in bold letters.
Horizontal Loads
End Zone
Transverse 1W all Roof
< 512
5.1 2
Longitudinal
12.81
17.8!
14.4
12.8
2.5 psf
3.8 psf
5-1. psf
7.4 .: psf
9.4: psf,._
nwt
35.0
32.5
31.2
29.9
27-6
25.6
�Wtallior851Roof
_4�_
6.7
-4.7 11.9 -2.61
9.911 11.5 7�.9
-6.7, 8.51 -41 i
psf
psf
psf
psf
psf
psf
Dsf
i _
Vertical Loads - - -- _ � i _ __
:End Zone Interior Zonae Winward Overhang
Transverse 'Windward ;Leeward Windward Leeward
- _ --- I i End Zone Interior Zone
Roof Roof 1 -1
Roof Roof
5:1 2 1 5.41 -8.8 -1 0.7 1 -6-8 -21.6 -1 6.9
512
15.4 -10.7! 10.7-1 -8.1
-21.61 16.9
> 5-1 2 5.6;-8.8 �
4.81 -7.5,, -5.1 -5.8
Longitudinal -15.4 -8.81 -10.7 6.8' -21.6 -1fi.9 -
Maximum
Horizontal Wall Loads
Transverse
'Zon6
_� - ..-�-
11E 4E 1T - 4;
< 5:12 9.8 -7.5- 7.2 -5.8-
5:12 12.1 -10.1 8.8 -7.5
10.7
9.1 -0.6
Page 1
10,11/2003
DeSign Intelligence, LLC
3685 W Hwy 33
Rexburg, Idaho 83440
LAMBREAUX APTS
MADISON COUNTY
IDAHO
longitudinal 9.8 -7S _ 7.2' 5.81
Component and Cladding Design Wind-Pre'ssure'-s--T-ab1e 160-9'---
.6.2.1(2)
Roof Zone Area �< 5:12 5:12 > 5:12
1; 201,E 10 -14.10
101 2 1p.: 1� 1 �3I - 113
3 6
13.8
50110! -13-12.51
1012.5 -12.8
1 100'1'10-13.3 10�12.1 12. 1 -12.11
10 -24.41 10 -28.2
2 20 10 _2i 8r 101 -25.6;:
-. -- 2 50 10 � -18 4 � 10 -22.1
2 100 10 -35.8, 10. -19.5
3 10 10 -36.8 10 -28.2
3 20 10' 30.5r. 10 -25.6
3
50, 10 -22.1 10 -22.1
3 100' 10 -15.8 70 -19.5
i--
Wall ---
10';
m
m
14.6
13.9
13
13.3.
13!
12.5
12.1
13.3
13
12.5
12.1
-17
-16.3
--15.3
-14.6
-17
-16.3
-15.3
-14.6
100' 12.4 13.6'
4
5 10 14.6' -18.5
5'
20;13.9 -18.2
5' S0' 13 -16.5
5! 100
� - 12.4! 15.1
Roof Overhang Component and baddingDesi
n Wind Pressures Tab -le 160_-9.Z6.2-. -(3-)
-
-
Zone Area -< 5:12 -- � 5:12 > 5:72
2 161 -21 -2721 -24.7
2, 20 -20.6 -272 41,
- = 2 2 50 -20.1 -27 _ 2 -
3 70101
', -79.8 -27.2 222.
� -34.6 -45.7,.-24.71 --
31 _ 20!
-27.1 -40.5 _ -24
3 501 -17.3 -3 3.6 -23
3 100' -10 -28.4 -22.2.....
i
�) � _1609.6.2.1 4 Height and Exposure Adjustment Coefficient. -
1 -i
Page 2
10/1/2003
It Design Intelligence, LLC
3685 W Hwy 33
Rexburg, Idaho 83440
Seismic
Reference Code 1113C 2000
1615.1.2. (1)
1615.1.2(2)
1615.1
1615.1
Fa
FV
-- - S5
SI
Site Class A - Hard Rock
LAMBREAUX APTS
MADISON COUNTY
IDAHO
Values for
Ss, S1,
Fa and Fv are
taken
from Code
Control
GD using Zip
Code
0.606 g
0. 193 g
51te Lass b - Dense Soil or Soft R
Site
Class
C -
Stiff
Soil
Site
Class
D -
Soft
Soil
Fa
0.8
1
1.2
1.32
Fv
1615.1.2 SMS FSite Class
0.4848; 113
C D
A
-- - 0.606_ 0.7272 0.79992'
1615.1.2 SMI = FvS1 0.15441 0. 193 0.3281 0.39179':
Design S.Pectral Resp Accel - - -�
F, 615.1.3 SDS = 2/3*SMS 0.3248161 0.40602 0..487224 0.535946
SDI = 213*SM I 0.1034481 0.12931 , 0.219827 0.262499
1616,.2 Seismic Use Group 1616.3 Seismic Design Category!
Group f -Non-Essential Table 1-6-16.3-
(1) D
� Table 1616..3(2) D
Seismic Response Coefficient
(Table
1617_6 Response Modification Factor R = g
1616.2 (Table 1604.5) Occupancy 1m____
portance Factor I = �
Basic Fundamental Period
I Ct
Steed Moment Resisting Frame 0.(335
Reinforced Concrete Moment Resisting Frame Q.03
All ether Building Systems � 0,42
ouuuing neigrn 3/ ttITable 1617.4.2 Cu =
Onnrnvim4n Ci....l.........._i
uHua� r iUr i �ctr rei r�c�
Ta W Ct*hn"3/4 - - --- --- 0,39 sec I Ri-qid Bldg
Site Class
Cs = SDSi(R11) =
Max Cs =SDI/(R/I)T =
Min Cs = 0.044SDS*l
Design Seismic Pr_Ls "s
0
0.0541 0.-0677
0.0068.'
0.0143
1.31
0.0144
0.0179- 0.0214
9M
re
0.0236
10/1/2003
Design Intelligence, LLC
3.685 W Hwy 33
Rexburg, Idaho 83440
Site Class
CS =
LAMBREAUX APTS
MADISON COUNTY
IDAHO
B
1 0.01431
C
0.0179
D
0.02.14
1617.4.1 Equiv Lateral Force Method 9-V = CsW
0-0236 W
1617.5.1 Simplified Approach-, --V =--1.2*(SDS/R)*W - 0.10719;W
Determine - Method of Seismic Analysis
Light Framing Construction Criteria,
2308.2.1, Building stories
2308.2.2 Bearing wall floor to floor height
2308.2.3.1 Average DL
2308-2.3.2 Floor Live Loads
2308.2.3.3 Ground Snow Load
2308.2.4 Wind speed
-3
-9
15
40
0.0236
stories YES
ft -- YES._
psf YES
P'sf IYES
psf YES
mph
XES
2308.2.5 Truss Span 40 ft
Cy�S
1 61 6.6.1 Simplified Analysis Requirements
1. Does wilding meet light frame construction crite r! a ?
2. Is building of any other construction with flexible diaphragms
at
every level as defined in section 1 602
Building may use Simplified Analysis Method
am
YES
YES
10/1 /2003
Design Intelligence, LLC LAMBREAUX APTS
3685 W Hwy 33 MADISON COUNTY
Rexburg, Idaho 83440 IDAHO
Type Fb psi—Fdpsi E psi
LVL 1 2600 2851 19:00000,
GL -13 2400 190 18000001
DF 1 1300 95. Annnn
Beam I
Floor and Wall Support
Type Fb psi
I
GLB 2400
Span = I
Tributary A
Loads
Fv psi IE psi _
IWIj
1800000
OHUVV oo psf Uniform Load = 385Ibs/ft
Live Load 40 psf I
440 Ibs/ft
Dead Load 15 psf � i
165 Ibs/ft
Moment
0 lbs
Live Load�Moment= 264001b -ft
316800 lb -in
Dead Load Moment
Section Modulus Required
5280'ilb-ft = 63360j1b-in
.. 158.40 an 3
- ._�� ..
Section VVIUM
:D.izo in.
Section Depth = 15 in -'
-
Section Modulus Provided
Moment of ineri#ia Provided
1 92.2 in3--r
1441.4 in4 - _
Deflection _ _ _ � _. S
Live Load = 0.24 in.
-i
Dead Load = 0-09 in.
Total 0.34 in.
Horizontal Shear
fv = 155 psi ;OK
FtI
218.5
psi
Allowable
U360
TL/24p
Use 5.125
10K
Reaction =
Page 1
15 IGLB
79201 lbs
10/1/2003
Design Intelligence, LLC
3685 W Hwy 33
rn -- -I- - - 6 g I
LAMBREAUX APTS
MADISON COUNTY
Page 2
101112003
Design Intelligence, LLC
3685 W Hwy 33
Rexburg, Idaho 83440
Type Fb psi Fv PSI E psi
I
L
LAMBREAUX APTS 10/1/2003
MADISON COUNTY
IDAHO
LVL 2600! 2$5�9000001
GILB 2400� 190 1800000;
DF I 13001 95 1900000.
Beam 4 :,Second Floor Headers
Type Fb psi Fv psi E psi
LVL 2600 285 1900000
Span
4 ft
I -
Tributary Area
17.5 ft � �I
LOaas I Point Load
Snow
0 psf Uniform Load -
Live Load 40 psf
Dead Load 15 psf j ,
Moment
Live Load Moment = 1400 Ib -ft
Dead Load Moment= 525,Ib-ft
Section Modulus Required
Section
Width =
3.5
in."
Section
Depth =
9.5
in.
Section Modulus Provided
Moment of In ritia Provided -
flti
_ _
Live Load
Dead Load =
Total =
0.00 lin.
o.00
-in.
8.88 in3
-27.6 in3
250.11 1 in4
Horizontal Shear
fV _ �
87 psi OK
FV = _
.--285 psi Allowable
Use
U360
16800 lb -in
6300TIb-in
0 lbs.
OIbs/ft
7001bs/ft
262.5 lbs/ft
0.13 lin. 10K
L/240 0.2 in. --[—OK
(Reaction
1925 lbs
3.5 x 9w5 LVL
Design Intelligence, LLC
3685 W Hwy 13
Rexburg, Idaho 83440
Shear Wall Ana
(Wind Load
Roof Height
Wall Heiaht
LAMBREAUX APTS
MADISON COUNTY
IDAHO
lysis Short Wall
22 psf
7.ft
�� 18ft --i
Length of Long Wall = 64 ft
Area at Mid Height of Wall = 1024,ft^2
Wind Force
225281 Ibs
Shear Wall Length
70 ft
Shear/ft in Wall -- @ Mid Height 3221 lbs/ffit ..
Provide 112, APA rated sheathing with 8d nails at 4 ox. at pan -el edges
and 12" ox. in the field. Blocking is required.
Seismic Analysis �,
12 MOO an_=us
Long Wall Length
Short Wall Length
Wall Dead Load
--]Seismic MuItiplier 0.107
'Width ;Length iLoad
39 68 24
64 ft
ides Snow)
35 ft
I � ---
Height I Length Load
18 198 15
`.
Seismic Force @ Mid Height of Wall
Weight
63648,Ibs
Weight
26730 lbs
9670IIbs
_� �
Shear Wall Length 70 ft
Shear per. ft in Wall @Mid Height 138 lbs/ft
OK
Provide 1/2" APA rated sheathing with 8d nails at 4" o4c. at panel edges
and 12" o.c. in the field. Blacking is reauired. i �
Wage I
10/,1/2003
1 h'ae=r Business
TJ-BeamUM) 6.0.E serial Number:
User, 1 10/1/2003 3-32:46 PNI
Page 1 Engine Version: 1.5.1
Second Floor Joists
9 1/2" TJ1@/Pro(TM)=150 @ 1611 o/c
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
LOADS:
Analysis is for a .Joist Member.
Primary Load Group - Residential -- Living Areas (p : 40.0 Live at 10 % duration, 1 .0 Dead
SUPPORTS.
Input Bearing Vertical Reactions I) Detail Other
Width Length Live/Dead/u P ift/Tota I
I Stud wall 3.50"' 2.25 it 320 196101416 A: Rim Board 1 Ply 1, 1/4"
0.E TJ -Strand Rim Erd
Stud wall 3.50" 2.25" 320 / 96 / 01416 AI Rim Board 1 Ply
1/" E TJ -Strand Rim Board
-See Tj PE I FI E ' / BUILDERS GUIDE for detail(s): . :Flim Board
DESIGN CONTROLS:
Shear Obs)
Vertical Reaction (lbs)
Moment (Ft -Lbs)
Lige Load Defl (in)
Total Load Deft (ire)
TJPr
Maximum Design Control Control
402 -396
7120
Passed
(35°/a)
402 402
1076
passed
(4(3%)
1163 1 183
2839
Passed
(41 %)
0-125
0.290
Passed
(U999+)
0.162
0.579
Passed
{U857}
48
30
Passed
Location
Int. end Span I under Floor loading
Bearing 2 under Floor loading
MID Span 1 under Floor loading
IIID Span 1 under Floor loading
MILS Span I under Floor loading
Span 1
-Deflection Criteria: STANU I LL:U480,TL-. .
-Allowable moment nt was -increased for repetitive member usage.
-Deflection n I i is based on composite action with single layer of 19/32", /" Panels ''
PnRating) LUES & NAILED wood decking.
r ng (Lu : All compression edges (top and bottom) must be braced at 2'8" o1c unless detailedotherwise. Proper attachment and positioning f
'lateral bracing is required to achieve member stability,
TJ -Pro RATING SYSTEM
-ThTJ-Pro Rating System value provides ad d itis n al floor performance infrma tionn - ��
d � �d n LEC 1`�l.I.LE� � !�'�", �' Panels „ an
tin dlln The controlling spar i supported li Additional r�idrat{ �
��n �r this rating include: : �� �n - None. structural analysis of
the deck has not been performed by the program. Comparison Value: .36
ADDITIONAL NOTE :
-IMPORTANT! The analysis presented is output from software developed Trus J6 t
be (TJ). TJ warrants the sizing of it products by this software will
accomplished in accordance with Td product din criteria and codeted
�d t p dire values.Thspecificproduct ppii�tior�, input design #o
ads, d dimensions n have been provided b the mer user. This output has not been revs` a
-Not all products are readily available. Check with your supplier r T technical _ . .
rprrtti fir prdutilb�l�t.
-THIS ANALYSIS FOR TTS JOIST PRODUCTS QALY! PRODUCT SUBSTITUTION VOIDS THIS aiL.I.
-Allowable tr Design methodology a useci for Building Code UBC analyzingh TJ Di tribudonr
� dut IItd above.
PROJECT INFORMATION.
it
Lamoreaux Apartments
CoPyright 0 2002 by Trus Joist, a Weyerhaeuser Business
Tj and 'LTJ -Scam are registered trad�marks oz Trus jojSt..
e_1 Joist'"r Prow and TJ -Proms' are trademarks CE Trus joist-
OPEFZATOR INFORMATION:
TJ-Beam(TM) 6.05 Salol Number,
Users 1 1011120 03 3:32: 7 P
Second Ffor alt
9 1/2" TJ1@1Pro(TM)=150 @ 16" o/c
Paget Engine Version: ,.5.,2 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Groups Primary Load Group
Max.ert-ical Reaction Teal
Max.rtical Reaction Live
Selected Bearing Length (�r
Max. UrLbraced Legg th
Loading on all spans,
Design Shear Ub )
.Max Shear (lbs)
Meter Reaction (lbs)
Support Reaction Ubs )
moment (Ft -Lbs)
Live Deflection (ire)
Total Deflection (in)
Loading on all
Design Shur (1 )
Max Shear (lbs)
Member Reaction (lbs)
uppert Reaction (lbs)
Moment Ft -L])
PROJECT I F i TI N:
Lamoreaux Apartments
A 11-1 7.00"T
lbs) 416 4T6
I ) 320 320
.. () 2.25(W)
32
LIDF _ x,00 a Dead + Floor
396 -396
402 -402
402 402
416 416
1163
0.125
0.162
F Dead only
1 -1
93 -93
93 93
96 96
268
Copyright 0 2002 by Trus joist f a Weyez.-haeuser Business
T `ff) alld TJ -Seam's are regi-,�;tet i d trademarks of Trus Joist.
e- I Joi t'w, Prol`° and TJ -Pro'" are trademarkf Taus Joist.
OPERATOR INFORMATION: