HomeMy WebLinkAboutSHELTERS STRUCTURAL SYSTEMS CALCULATION PACKAGEGCANNEO
• St Lucie Coamf
®NO4
THERMOB
BUILDINGS 0%
58140 CR 3 SOUTH
ELK"RT, IN 46517
(574) 295-1214
CONCRETE COMMUNICATIONS SHELTERS STRUCTURAL
SYSTEMS CALCULATIONS PACKAGE
Basis rind references:
2014 Florida State Building Code
ACjI 318-2008
ArSCE 7-10
PCI Design Handbook 61h Ed.
AISC LRFD MSC Yd Ed.
Hilti North Ame{can Product Guide 2006
AWS ID1.1 2010 Ed
• Generic Calculation covering products 8' wide by 8' long up to 14' wide by 40' long
Solid Concrete Roof / Walls / Floor
I
1 j
Thermo Bond Buildings, LLC, Plant #1: 209 N CourtSt, Elk Point, SD 57025
Plant #2: 58140 CR 3 South, Elkhart, IN 46517
Plant #3: 58120 CR 3 South, Elkhart, IN 46517
C
r
ASCE 7 — Wind Pressures
The wind pressures calculated from the wind speed maps in ASCE 7-10 are permitted to be reduced by a
factor of 1.67 provided the structure is designed 1 sing the Allowable Stress Design method. When using
a wind speed from ASCE 7-05, the conversion to an ultimate wind speed is as follows:
ASCE 7-05 Vasd = 90-mph ASCE 7-10 Vult = �116 mph
ASCE 7-05 Vasd = 100-mph ASCE 7-10 Vult =1129 mph
ASCE 7-05 Vasd = 120-mph ASCE 7-10 Vult =1154 mph
ASCE 7-05 Vasd = 150-mph ASCE 7-10 Vult =1194-mph
j
0
NAM, _1111111 .... ..... .
t
Elkhart, IN Plant
58140 CR 3 South
Elkhart, IN 46517
Phone: 574-295-1214
rQA.
'J /'t-L7J-GLJL
Solid Floor
Sr-�
Pool
BF.
Walls, Vertical, 00
W-1
Walls, LLRS
LL-.I
Wall connections
/
/ W-5
Tie clown
T-1
List of
Gharts
! Floor strength, B Vs' sand It wt �^
- 817-5
-
Wind load generator output
W.5
' Floor siren th 5 o/a" normal wt
g
SF G
~------�--�.-.�_^.
Minimum shear wall
LL-3
)Floor strength, 6 VV sand It wt
SF-7
Minimum concrete area for corner chords
LL-7
e Roof strength, 6 sand It wt
;.--. - ._ _ _ _ _._�.,_,_.------_---,.--
BF-8
MinIMUm rebar area at corner chords
LL-8
Root strength, 6' sand 1t wt
~
Minix iiurn weld size for corner tie clown
LL-D
Floor deft, 6 34!' slw, rebar 12"
SF-1 I ^
Minimum no. of headed studs
LLB 10
Floor dell 6 9/V slw rebar 6'
SF-12
Connection layout (drawing)
LL-1 S
Floor dell 5 DA!' elt rebar 12"
617^18�
Minimum no, of tie down boltsm
T-g
—�~
Floor dell 5 W' slt rebar 6" ,
^- -
1S1=-14
-�y
Minimum no. of foundation anchors
—
T-111
i Floor deft 5 9/a" nw rebar 12v
iSF-18
—
Floor deil 5 9/V nw rebar G"
SF-16
Roof Reflection, 6" rebar 12'
ISF-17
~._.—�..�_.�_ W.`_.__._..
_---•----�
Roof deflection, 5" rbar 6"
Roof defleotlon,6", rebar 121
_M SF-18
Hoof deflection, 6", rebar 0'
8F 20
FIc
"oc max, strength axis
12" oc max, T&S axis
JI:
;A
Floor Depth
?f6, I Gr. 60
1 " Cover, Transverse Rebar
(Strength Axis)
W = width
SFlu
-
91-�s
laluoz.uoy —
xaw j
«ZL
`09
Pl#
Y
•
Y
• Y
..
aaluao 4D pa.l000l InolJUan —
xow 90
«Zl
109
a6 P,#
. .
�II�M
sfxa S•T1 —
xow ,0p
«el
`09
A Pl#
slxo 5uaa s —
�!� l
xow �O
,Zl
09
a6 9#
►. `
:7oo8
Y.
Y
t C)I
V V
Q
i
V
' I I i... I I i I' I i. I _!. I. � I i I I i
Alt-
! �:J I `._...-I !.. .._.I I1��!'_`\.i..f V�_I-=----i'�-r--�-: -..__! ._� (_ ... I... _..� ! ! . __I .'. i ; . i 1 ...I I.- . i _ .! i ..� .. `.
.......... ... ------
-loi I i I I ! i !_ ! I ! I I_.. I -._I !_ ! _ i i i _. � I ! I I • . ! .. i . I - , __! I I i -I - I .., .. .� I • I
KAk
... ...... .
----- -----
1"'
. . ... .. ...... ......
I�f I l i f l l l l l '�' C�!,.c7QlSr'�1!=! o.'��I.�' I.---I���'��-�•.:.!�.::a�,ri I._ ._! ! i
_T 1 "T'
I I- F I...
4kio
T", F, I
.L.J .
FT I I ----- i_I,
i CIL
! I I I I � � ! ; , �; ..I.� .I..`I c�. ��v::.!_uti ..i -•I _ � ..!. i - (�; �_ � 1• _�k-s� i I- i
I '
MT
oll
.6,0 >
10 1
T1
lot . win
IF-, Z!
-- -- ----:--�-�.... ......
•r-
, }-�r l - r�,�--?—��►GPI _.; ; ! ; _...._�
,
I I
,
j i I I f I I i i ! ! I
! I I0.45101
,
ILL
Lo
,
I .
i I
I-_..�,I-�T-
j
! 1_. ! I i; I i i_ L. .' l i^� i I -•-� --._ .! � I I I I ..I . L.
,
I j I i
I i I I ! � � I I � •' �• ! � i I� i i I I i i _�. .I ..r 1 ! !
I
r
_I.
1 I I
I i ;•
I i I
I 1- I
. �t�l J�Y� /j�Li
. -i.I .
,
i
-
cl
!� 6s
I , I I�.,P
,
• I � i �� j ! � i _ I i i r i � ! � i
,
t
-
:
• f I I :
• _!. �t I.f .r r .. i I i
... _ L
I �I
I-
p I
%
I
I
I
:
I
I I i i
• • � � r C- 'rAWAi
,
_
,
r
i
%
I I f r• i• •i- '- ' I I I I
;I
I I -•
i• I
1_G I
! I---l_-U
Imo!----
---� ---- ----
LL
I I
TI,z
LLM
i
L
I
I
I
-=i
i i
I
I I
—tJ..J--
I
L
K-1 -
L.H—
IL
LJ
jC
1-41
e
O,q
C, Oi. d'DFO
6w.
L.U.
�.—I—�
--_.
5 5_
i _o,.c ,. v
Li
'1,—I.—H-
I
I
ij
: "Ov-,
A
0,00rb
"re . , ct 60 ARAGA kJ ecL
kth 5fo7���
im, 4
Floor Strength vs Floor Width for Various Live Loads, 5 3/4" Floor, light weight concrete
18.0------- --II1I,I ----------?! --------I11III�-------- :,,- --- ------1,,1 --------;t!I:t --------r111I -------- 1IIt�
--------r1 ------_-_-_-_-_iii!iI -_-_-_-_-_-_-_---,tIti
--------
__-------I-------I --------16.0---------1-----___�___- -r---------r------------------t1!iS1•
I 1 ( I I I 1 I ? I
I I I I f 1 I 1 I I
14.0 ----
12.0 ----
-
R.
10.0
v
r
i
8.0
6.0
4.0
2.0
0.0
�31
! I 1 I I
I 1 1 I i 1
•, 1 I t I i : I
t I I I ? I 1
t I t I I i i ,; 1
t 1 t I i I
t t ! I I 1 I I
I ! t t I I 1 ! 1
I 1 I t I I 1 i i t i
r r r r r rt r r r r r r J .• w r w r r r J . 1.'� r 1 r r r r r r r r - r r - .✓� r r Ir r l
--------------+------ - - -- r----- -- - I - - - - - - - - ------
' ,+'' , 1 I �✓ I I 1 t 1
1 • i 1 t � r�� l I 1 I t i I I
• Iw ! I r��, I 1 I I I { 1 I
+• I i � r{ , 1 1 1 I I j
-______--- _ I I
_-.-___-_. _________
I 1 1 1 t i I t i t i
1 I i I I 4 I 1
I I . I
1 1 t I I I I i r I
8.5
9.5
10 10.5 11 11.5 12 12.5 13
Floor Width (ft)
13.5 14
Floor Strength vs Floor Width for Various Live Loads, 5 314" Floor, normal weight concrete
18.0----------------- r-------- 1-------- --------- r-------•--------- r-------- I -------- r-------------------------- I
I I I ! 1 I I ! I
1 I I 1 1 I I { { 1
1 I
14.0
12.0
-- -
-$-1-0:0
a
t
8.0
N
6.0
4.0
2.0
0.0
1 ? 1 t I t ! I ± 1 I 1
1 I 1 F I i 1 1 I
200 psf ± I , I
± !
I 1 I I 1 ± I
------ 300psf • i I t ± , a 1 I ,
400 psf
• i I r , , ! 'I ' I
limit, 12" OC rebar ' I !
t I t I
r------- ;---- ; - ;--------- �------- : --
—limit, 6" OC rebar
;
-------------------------------------------------------- ----'�
1
- . . .
—--±---•-----r-- —t—------------- '�. ,— _---————i—————————I
— ------ fir-------r----------------1
1 ! 1 r • I r i ± I ! r 1
t ? �
I { • r ! 'I i I I E t I
I
I ! I 1 I I 1 I I I 1
1 1 {
1 I I
8.5 9 9.5 10 10.5 11 11.5 12 12.5 13 13.5 14
Floor Width (ft)
20.0
18.0
16.0
14.0
Floor Stength vs. Floor Width for Various Live Loads, 6 3/4" Floor, light weight concrete
--------i-----------------T-------------------------,------------------------- ---------------------
---- r -�-- -1
I i 1 1 1 1 t 1
---- 200 sf '
P
1 I I t r E 1
---- 30a psf ,
1 ! I
- 400psf--------------------------------------
1
I I 1 r ! I I
limit,12" OC rebar
limit, 6" OC rebar '
~r ___--_-------- ---------
I
12.0
,
,r
I
I i �•
, I
I
'.
'
,
4.0
_. _ . _�„
------- -
_. _ _ _ _
"��--'---- ...-------.--
---------- '-------
---------- --
-I -
-------.
i
1.
1
t
2.0----------
_-------------------------
,-----------------
_________ _______
.-------- ,________.,________
-,
r
S
r
I I 1
1 1
I i
1 1
0.0
I
I
[
r 1
I 1
! t
8.0 8.5
9.0
9.5 10.0
10.5 11.0 11.5
12.0 12.5 13.0
13.5 14.0
Floor Width (ft)
F
Strength of 4" to 5" Roof for Several Live Loads, sand light weight concrete
11.0----------------- r----------------- r----------------- r----------------- r----------------- r-----------------1
1 1 I I 1 I
I I 1 I 1 I
1 1 I I I 1
10.0-----------------1--------------------------------------------------------------------------------------I
I 1 1 I 1 1
I 1 I I I 1
9.0
8.0
7.0
4
1
Y
6.0
a-•
E
5.0
cO
G
4.0
3.0
2.0
1.0
0.0
------75 sf
P
------------------'------------------L-----------------L-----------------'------------------•'
---100psf
I ] I 1 I
150 psf
1 I I 1 1
rebarl2"OC
-------------r-----------------r-----------------r-----------------1-----------------I
----- � - , ,
I I t I I
rebar 8" OC
I I I I I
_________________L_---_-___-_______L----------------- L_____-_-__-------L---------__--____L__ -
I 1 1 I I I
I I t I I
1 I 1 t 1 I
I I 1 I 1 1
1 I 1 1 t 1
I I 1 I
----- - - - - ----I,------------=--r----------------- I ,-----------_ _ _---- -------------r-----------------
1 I 1 I y 1
--------------------------------------------------------------------------- - - - --—------------------i
I
I I 1 I f 1 I
I 1 1 sir r' I
-----------------L---------------- -----------------L--------/+------ L---------����----L-----------------�
I 1 I
I I �� T •i' I I
1 t .- l• -''' 1 1 1
---------- - - - --------`----_ -------------- ---------------
r-- r-----------------r----------- r-------- 1
1 1�f 1 1 I I t
1 I I I 1 I
I 1 1 I 1
I I 1 I 1 I
1 I I I 1 1
1 I 1 I 1 1
-----------------L------------------------------------------------------------------------------------
1 1 1 1 1 1
I I t I I t
I 1 I I I I
I 1 1 I 1 I
1 1 1 I I I
I I I I I I
10 11 12
Shelter Width (ft)
13
14
Strength of 5" to 6" Roof for Several Live Loads, sand lightweight concrete
16.00------------------ T----------------- i----------------- r----------------r----------------- -----------------
I
I I I I I I
1 I I I I I
I I 1 1 I I
I I I I I I
I I I I I I
t I I I I I
-- rr r•� r r r � r r . r r r rr� r r
14.00----------------T----------------,-- ------------r---------------- r----------------,---- -------- - - - - -
I
12.00
10.00
Y
c
8.00
N
E
0
6.00
4.00
2.00
0.00
I I I 1 I
- - - - - -75 P sf
I I I I I
I I 1 I I
---100psf
I 1 I 1 1
150psf ' ' _____'
--------------•-7-----------------r-----------------r-----------------t------------ 1
I I I I 1
—rebar 12" OC
I I I 1 I
I 1 I I I
-- - rebar 6" OC I I I 1
I I f 1 I
I I 1 1 I I
I I I 1
---------- - - - - ------- - - - - --- - - - - - - - - ------------
1 I I 1 I I
1 I I I 1 I
I 1 1 1 1 I
1 1 I l 1 I
I 1 I I I
1 i II________________-__----__--- ____-____-___--_I...___ _yr. --___�_____ ___ __-__�--_______________I
-- I I — r~ , - 1 1
I 1 I 1 I 1
_--- __..k-__-------------_!-_---_____-_-_---L-_--_-____--_-__1-_-_____-_____--_l_____________-___I
I 1 I I I 1
I I I I I I
1 I I I 1 1
I I 1 1 I 1
I I I 1 I 1
I I I I 1 I
8 9 10 11
Shelter Width (ft)
12
13
14
ML= MCI.dAke -
I I wtend
i\h 1
i
;
�I
1
:
1 i i
vv�
w�rek�ar, �iA
1.00
• •E
0.80
0.70
0.60
c
v
0.50
W
N
n
0.40
0.30
0.20
0.10
0.00
8.0
Deflection fo:r 6 3/4" sand It wt floor, rebar @ 12" OC, for several live
loads
e�
FF
or
OF
'
'•
.•.
200 psf
/
i
de
300 psf
.Op
Op
----400 psf
i
....... L/360
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Floor Width (ft)
1.00
am
0.80
0.70
0.60
c
u
0.50
a�
0
0.40
0.30
0.20
0.10
0.00
8.0
Deflection for 6 3/4" sand It wt floor, rebar @ 6" OC, for several live
loads
�
i
i
i
/
♦i-100
dop
•q'
i
•• 'j'�•
�10
�'�
200 psf
— — 300 psf
lop.'
♦ .
----400 psf
+
I
....... L/360
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Floor Width (ft)
1.00
A•M
[IMES
0.70
0.60
0.50
U
N
Gl
0.40
0.30
0.20
0.10
0.00
8.0
Deflection for 5 3/4" sand It wt floor, rebar @ 12" OC, for several live
loads
f
I
�
1
df
...
.. ....
��
/
....
J*
„�..
•�.
.
Op200
psf
��
— — 300 psf
���
♦
----400 psf
i
I
II
I
...... • L/360
9.0 10.0
11.0 12.0 13.0 14.0 15.0
Floor Width (ft)
1.00
0.90
0.80
0.70
,�XI.91
0.50
0
0.40
0.30
0.20
0.10
0.00
8.0
Deflection for 5 3/4" sand It wt floor, rebar @ 6" OC, for several live
loads
�J*
i
Op
1.0
♦
I
.. ..
. .
�!'
♦
..
�..
..
I
i'i'�•
or
Op
go
J.,
00,
200 psf
10
Op
Op'
— — 300 psf
0,
�
0. �
�
---- 400 psf .
I
E
• L/360
�
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Floor Width (ft)
1.00 -
0.90
0.80
0.70
0.60
0.50
U
GJ
GJ
0
0.40
0.30
0.20
0.10
Deflection for 5 3/4" normal wt floor, eebar @ 12" OC, for several live
loads
i
/
tAr
i
1
/
�
1
i
•
.•.
• •
III
1
i
.
'
/�/
200 psf
`
— — 300 psf
00
''�i
��
♦
I
----400psf
t
'
....... L/360
r
I
1
I
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Floor Width (ft)
1.00
0.90
0.80
0.70
0.60
C
- C
Y 0.50
u
a
Cu
G
0.40
0.30
0.20
0.10
0.00
8.0
Deflection for 5 3/4" normal wt floor, rebar @ 6" OC, for several live
loads
r
ide
/
jp
♦
jr
--
/
♦♦/
/
00
• ��• j......
�d
lip1
1
11
i�
200 psf
i
.10
i
— — 300 psf
----400 psf
I
(I
t
....... L/360
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Floor Width (ft)
1.00
0.80
0.70
0.60
2
0.50
u
a�
N
0.40
0.30
0.20 -
0.10 -
Deflection for 4" to 5"" sand It wt roof, rebar @ 12" OC, for several live
loads
i••�•''��••..
%
�•
•1•
'i
1
�i
/
/
'••
�
/
/
of
{1
/
/'00,
/
j
1
75 psf
�i
i
/
— — 100 psf
i
----150 psf
�
I
i
L
--
I
...... . /180
�
0.00
8.0
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Roof Width (ft)
1.00
M
0.80
IONIC
0.60
0.50
U
G!
0
0.40
0.30
Mit,'
0.10
0.00
8.0
Deflection for 4" to 5"" sand It wt roof, rebar @ 6" OC, for several live
loads
'
I
I ;04
Op
F
or.00
i
75 psf
100 psf
Op
----150psf
...... L/180
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Roof Width (ft)
1.00
M •I
[SP31
0.70
0.60
c
0.50
0.40
A ciN
0.20
0.10
0.00
8.0
'41
Deflection for 5" to 6"" sand It wt roof, rebar @ 12" OC, for several live
loads
.•
jOf
I
or
1
/
75 psf
100 psf
doo
1
----150 psf
1
9.0 10.0 11.0 12.0 13.0 14.0 15.0
Roof Width (ft)
Deflection for 5" to 6" sand It wt roof, rebar @ 6" OC, for several live
loads
---------------------------- ----- --------r-------
! I I { I I I I
I I I I I 1 I I
1 1 i I I I I
---------I I i I I i I
0.90 �______ I________________1______________J----_-_-____----t------- i------- 1______
I
! I
0.80 i I I I~ I
/r I
o.7a t______________I________________I_______ J------- 1_____-_1_______ __-____1_____-_
I 1 r I I I f 1
i
1 1 ! ' I I ______'
1 / t
0.60 T--------------------------I--------------- --- - - - - - - r-------
•
_C.
I _______ I , t ! ' I 1 I
rI
� I--- ___---1 1 I ; 1 � • 1
--
I
0.30
1 I � I i I •', , 1 /
t
I ; 1 ,, i 1 1
----------- ------ --------- -----
! 1 I � •S I � i
I ; I
_'- �_ 1 �� i ' ' '
0.10---------------- ;---------------- =----- , ------ ;ram--- '------ ,------- ; -------;--------
-
0.00
Y
8.0 9.0 10.0 11.0 12.0 - 13.0
Roof Width (ft)
r
/ / I
/ I
1
I
I
i
1
I
1
1
1
I
/ 1
I
I
/ 1
1
1
14.0 15.0
! ...., I ._.! ._I_._I__ I....� � �_ � I I .--! -- !. I....__�._I ..! I .! _ I I !---I--!-----1. i I .. �._ I....I._..I-__.! � ! ! ...I_. i .I..�.
.1y
IT_I__T_____I I I I I I 1 1 "I ... T1
I (DIN 44
--l---I .. i _.. I.--l-_—I--..I---._I--! I--- (--.i._ I : I ...;...._I. _.. ►.....��—�---I,..---(----I,.. _..�--I_ :i_ I.._ I,..:_ I.._� .._:i.._..I...... !.._ I._.. I..__..I,.._.I..--I------!.--.!..._.. i.
VV
1 J
I 'TJ
I I F—! T-
- -- -------- 10 ........... . . 1Y.
it
T—J
I I I I_J,
.
I''
......... ......
f
.1
F --f- r
i2 I� . ; .__!_.. !.. .._i...! . I......�. ! ._ !:...� :.. i_.-._
fi Thil
J
TNI
p� — !',.... ! . !_... is _� .... I �. ...! _ _ T, _T
s
oll�
1 f"'T'l
4U.
_771
-7-
1
- - --- --------
Wp
44,
I
- ------ -----
�...._-►c,e�:..__:i�_!�!:..._!.__.-��-.!---�!•---._.I-�!:_._:!..._.!_-_!..�•.I-.;-I•---�•-:-`..:_!
TI-F
! � �. !---I---- �---1___!_._..!-__. I....1.__ i...-!---I.....�.__., _.I......I_... i.I--i-- �---!---I--� ! ---!__-!._..:—I- --�_. _ !-�--!-_.-- -- .! . i.__._�._i__..! ... � _ .! ..!_. i
--!--I--J.. -� .._!._.--I .. I...__a..i= -i -- �.....-� - !-"! '� ?!sl.__._! _._I�1.=..1_.... & !_..._�O. .4.
F-I
F-I I r r-I or.--- 1 1"' - ,
!'5 66
.;..�.
J.-7-1-1-7- J
F- F... 1"" . .. ..... ..
T' ... I.. � -- ! ----!- �---1—!-- ••-- •!- • : !--- ! . _i ..i._ ..I (...._ !..._i
l
.. . ....... & Wi
!.....j --I--! ..I .._! ..I.. I...._.I.- -I--I !-!.._.!..! Xi !_ �.. _.! ._..I' ._._i...!-'- .!.-...I.- !. ! ! .. ! ' . -.I....!_ .!
.........
e-e
...........
_.! ... i _. i.....�--!--._.I �...I. ` I.- -�--' - �._.J_' j. ! ...i-�---�-•--I--.._i ..!. �_..�...._l....l--.I._.._I..._I. I .1... _!.. ! ! .._.! !
I J I* T
71
"ss
At
1' 1 H
_T... ......
� l ...I !._ !i- 1 jS�CLI i ' ! i I. l I . !.... L..._.L..__.;... _..! . i
i I J_ 1 _ I _I _i ! I ! I I . I �i � i � ! _ I � 1 i i I ...!_.. i .i • ! ! _ i �..1.. _ ! :..� :. ! i � ! _ I i
_ � :.� •.:i _• -.
1_
1_ :.:;� .. +_.._� �.. ! � ..�...... f . �_ ._! ... ' - - � '
! . i :•�. I:. �. j :: ! .:....i.
�:_ :• 1 I j.. �._: i. j.... _... i¢ z fit? i ��-::�_l- 16651
._._.I.......!.._.....!. I
I I . I .. ! I !... I 1 . i I ! I � i � ! I _ ! �i.l..... I _ ! _ , ! ! � ., _ �-...i � • I ! . I _...! _. I _. I • _ � .. I...i . I,
..! ... ! ... ! ..1. ! .. !... _I_..._I..._ 1. I .. ! -I . � ..>•....i...i...--�--- ' -! --! ! C�c?+ASIr�u' �� KI _ ! ! ! ! ! i ! .-- • !
I I J 'I II
I
Set-up values
long dimension (d) =
10.00
ft Case
short dimension (d;,) =
8.00
ft UB =L 0.8,E
h,.,,ii =
10.00
ft Oriente
hroor =
0.50
ft
( hell + hrpor)ids,dl =
1.31
1.05
elevation (z) =
15
ft (15 ft min)
exposure =
D
V =
150
mph
Kd =
0.85
sec. 6.5.4.4 1
Kz1=
1.00
Eq. 6-1
K, =
1.03
T6-5 (note)'
wind 1=
1.15
enclosed?
enclosed
q =
0.00256V2 Kt K, Kd I (Eq. 6-1
q = 58.0 psf
Effective Areas Fram
framing: A,,,ii =
Ardor =
deck: Av„n =
Ardor =
A matphcam =
0.00
ft2
ft2
ft2
ft2
ft2
0.00
33.33
21.33
0.00
and Cladding (no overhang)'
IA Case IB GCP; _±
0_.18
T6-7
1 1.25 K, _
7_ 0
�0
F6-2
-
'n - 01 K2 =
F6-2
K3 =
0
F6-1
MWFRS
G =
0.85
sec. 6-4
wall Cp (windward) _
_ 0.80
176-3
fall Cp (leeward) case IA,B=
-0.50
-0.20
roof Cp (windward) _
-0.70
F6-3
roof Cp (leeward) _
•-0.30
F6-3
wall Cp (side) _
-0.30
F6-3
add l CP =
3) addl CP =
a =
stud =
rafter$ =
roof panel =
wall panel =
3.0
ft mateb'm span =
in. O.C. f framing span (ft) _
in. 0.0, roof slope < 100?
ft wide wall panel
ft wide roof panel
roof framing
NA
_
NA
4
4
Wind Load Calculator
0.00
8.OD
Y
NA
NA
NA
Zone
z S 60 ft, "love rise"
GC (+) GCp(-).
I Zane
z > 60 ftFraming
GC (+)
GC,(-)
1
0.30
-1.00
F6-5B
1
NA
AAO
F6-8
2
0.30 I
-1.80
F6.58
2
NA
-2.30
F6-8
3
0.30
-2.80
F6-513
3
NA
-3.20
176-8
4
0.90
-0.99
176-5A2
4
0,90
-0.90
F6-8
5
0190
-1.-
F6-5A2
5
0.90
-1.80
F6-8
MB Z2
0.00
3.00
F6-513
MB Z3
0.00
0.00
F6-5B
Sheathing
I
j
Zone
GC (+)
GC (-)
Zone
GC (+)
GC (-)
1
2
3
4
5
0.27
1 -0.97
0.27
-1.57
0.27
-2.24
0.82
-0.91
0.82
-1.09
F6-58
1
F6-5B
! 2
F6-5B
3
F6-5A2
I 4
F6-5A2
! 5
NA
-1.30
NA
-2.16
NA
-3.03
0.86
-0.87
0.85
-1.67
wind calculator
!
F6-8
F6-8
F6-8
F6-8
F6-8
to framing
to framing
to dl axis:
(longtdnl)
I. Pressures: Main Wind Force Resisting Systems (Eq. 6.15)
z = 1 15 Ift
A. Walls
(wind.+ lee.) P,+Pi=
64.1
psf (IA)
B. Overall
P 1
uplift (and average)
_ -34.5 psf (wind)
C. Roof uplift
Pn, _
-43.4 psf (wind)
(side) PS =
-43.4
psf
-14.8
psf (lee)
-23.7 psf (lee)
(wind.+ lee.) Pv,+PI=
49.3
psf (IB)
average
= -24.7
psf
reserved
reserved
reserved
reserved
11. Pressures: Components and Cladding (Eq.
6-18)
z =E
15 ft
Framing
Zone
+
-
1
P =
0.0
psf
P =
0.0
psf
Roof 2
P =
0.0
psf
P =
0.0
psf
3
P =
0.0
psf
P =
I P =
0.0
0.0
psf
psf
Walls
4 P =
. 0.0
psf
0.0
5 P =
psf
P =
P =
1 0.0
0.0
psf
psf
mate- 2 P = 0.0 psf
beam 3
P =
0.0
psf
P =
0.0
psf
Sheathing
Zone
+
-
Roof System (min):
1
P =
25.9
psf
P =
-66.5
psf
'FM 1- 67
Roof 2
P =
25.9
psf
P =
-101.5
psf
'FM 1- 134
3
P =
25.9 'psf
P =
I P =
-140.4
-63.0
psf
psf
SFMR2 1.5
6FMR3 2.1
Walls
4 P =
57.8
psf
57.8
5 f_fi
psf
P =
-73.9
1 psf
Notes:
1 KZ corrected for z<30 ft, cases 1 and 2 exposure 8, per T6-5
2 Reduced 10% for roof slope < 100, perF6-5A' note 5
3 Under SPRI guidelines
4 Under FM guidelines
5 Fastener multiplication ratio for zone 2
6 Fastener multiplication ratio for zone 3
7 All C&C computations from equations given in ASCE 7 Guide
8 or truss
I
I
I
I
I
I,
I
I
wind calculator
I
W
0
Set-uo values
long dimension (di) =
26.00
ft Case
short dimension (d;) =
12.00
ft LIB = 0.4(
h,,,ii =
10.00
ft Orienta
hrvor =
0.50
ft
( hv;cll + proof)/ds,dl =
0.88
0.40
elevation (z) =
15
ft (15 ft min)
exposure =
D
V =
150
mph
Kd =
0.85 ,
sec. 6.5.4.4
Kzt =
1.00
Eq. 6-1
KZ =
1.03
T6-5 (note)'
wind 1 =
1.15
enclosed?
enclosed
q =
0.00256V21<,t K,,Kd I (Eq. 6-1
q = 58.0 psf
Effective Areas
framing: A,,,ri =
0.00
ft2
Aroof =
0.00
ft2
deck: A,yari =
33.33
ft?
2
A Case IB GCpj =±
0.18
2,17 Kf =
0
n= 01 1<2=
0 .
K3 ^
0
PAWFRS
L^�
G =
0.85
wall CP (windward) =
0.80
all C,, (leeward) case IA,B=
-0.50
roof Cp (windward) =
roof CP (leeward) =
-0.30
wall CP (side) =
-DJO
addl CP =
add'I CP =
Wind Load Calculator
:c. 6-4
i-3
-0.20 F6-3
Framing;
a'I= 3.0 ft mateb'm span = 0.00
stud = NA in. O.C. f framing span (ft) = 8.00
rafter`] = NA in. O.C. roof slope < 100 7 y
Ardor = 48.00 ft roof panel = 4 ft wide wall panel NA to framing
A matebeam = 1 0.00 ft2 wall panel = 4 ft wide roof panel NA to framing
roof framing NA to dl axis:
(longidnl)
Components and Cladding (no overhang)7
z S 60 ft, 'low rise" i z > 60 tt
Framing
Zone GC„(+) GC„(-) i Zone GC„(+) GC (-)
1
2
3
4
5
0.30
-1,00
F6-5B
F6-58
F6-5B
F6-5A2
F6-5A2
F6-58
F6-56
1
2
3
4
5
NA
NA
NA
0.90
0.90
-1 AO
-2.30
-3.20
-0.90
-1.80
F6-8
F6-8
F6-8
F6-8
F6-8
0.30
-1.80
0.30
-2.80
0.90
-0.99
0.90
.1.26
MB Z2
MB Z3
0.00
0.00
0.00
0.00
Sheathir
Zone
1
2
3
4
5
GC-(+) GC,.(-)
0,23
-0.93
0.23
-1.32
0.23
-1.64
0.82
-0.91
0.82
-1.09
Zone
F6-5B
1
F6-5B
! 2
F6-5B
3
F6-5A2
4
F6-5A2
j 5
GC,.(+) GC (-)
NA
-1.20
NA
-2.02
NA
-2.84
0.85
-0.87
0.85
-1.67
wind calculator
=6-8
=6-8
=6-8
=6-8
F6-8
I. Pressures: Main Wind Force Resisting Systems (Eq. 6-15) z = I 15 Ift
A. Walls B. Overall uplift (and average) C. Roof uplift
(wind.+ lee.) P,+Pi= 64.1 psf (IA) P1„ _ -34.5 psf (wind) PN = -43.4 psf (wind)
(side) PS = -43.4 psf -14.8 psf (lee) -23.7 psf (lee)
(wind.+ lee.) P,N+Pi= 49.3 psf (IB) average = -24.7 psf reserved
reserved reserved
reserved
Pressures:
iming
Roof
Walls
mate -
beam
:athing
Roof
Walls
Zone
1
2
3
4
5
Zone
1
2
3
4
5
and Cladding (Eq. 6-1
P =
P =
P =
+
psf
psf
psf
0.0
0.0
0.0
P =
P =
0.0
psf
psf
0.0
P =
P =
0.0
psf
psf
0.0
P =
23.9
psf
P =
23.9
psf
P =
23.9
psf
P =
57.8
psf
P =
57.8
psf
P =
P =
P =
0.0
psf
psf
psf
0.0
0.0
P =
P =
0.0
psf
psf
0.0
P =
P =
0.0
psf
psf
0.0
P =
P =
P =
-64.5
psf
psf
psf
-87.2
-105.7
P =
P =
-63.0
psf
psf
-73.9
Notes:
1 KZ corrected forz<30 ff, cases 1 and 2 exp I ure 8, per T6-5
2 Reduced 10% for roof slope < 100, per F6-5i note 5
3 Under SPRI guidelines
4 Under FM guidelines
5 Fastener multiplication ratio for zone 2
6 Fastener multiplication ratio for zone 3
7 All C&C computations from equations given it ASCE 7 Guide
8 or truss I
�I
I
wilnd calculator
i
I
I
I
z=1 15 A
Roof System (min
3FM 1-
65
'FM 1-
130
5FMR2
1.3
6FMR3
1.6
4-'P
F
Set-up values
long dimension (di) =
40.00
ft Case
short dimension (Q =
14,00
ft L1B
h,.,ii =
10.00
ft Orienta
hroor =
0,50
ft
( hwat, + hroof)lds,dl =
0.75
0.26
elevation (z) =
15
ft (15 ft min)
exposure =
b
V =
150.
mph
Kd =
0.86
sec. 6.5.4.4
Kz4 =
1.00
Eq. 6-1
Kz =
1.03
T6-5 (note)'
wind 1=
1.15
enclosed?
enclosed.,--*
q = 0,00256V2 KZr KZ Kd I (Eq. 6-1
q = 58.0 psf
Wind Lead Calculator
IA ' Case IB GOP; = ±
0.18
T6-7
2.86
K, =
0
F6-2
n =
01
K2 =
TO
F6-2
K3 =
0
F6-1
MWFRS
G =
' 0.85
sec. 6-4
wall Cp (windward) =
0.80
F6-3
,all Cp (leeward) case IA,B=
-0.50
-0.20 F6-3
roof Cp (windward) =
-0.70.
F6-3
roof Cp (leeward) =
•-0.30- .
F6-3
wall Cp (side) =
-0.7D
F6-3
add'I OP =
3) add'I CP =
Effective Areas
Framind
framing: A,,,, = 0.00 ft,
a =
3.0
ft
mateb'm span =
Aloof = 0.00 ft?
stud l=
NA
in. O.C.
f framing span (ft) =
deck: A,,,, = 33.33 ft2
rafters) =
NA
in. O.C.
roof slope < 100?
Aroor= 65.33 ft'
roof panel =
4
ft wide
wall panel
A matobeam = 0.00 ft2
wall panel =
4
ft wide
roof panel
roof framing
Components and Cladding (no overhang)?
z s 60 ft, "low rise" z > 60 ft
Framing
Zone GC (+) GC.,(-) Zone GC (+) GU-)
M 2
we
NA
NA
NA
1
2
3
4
5
0.30
1 -1.00
1`6-513
F6-5B
F6-5B
F6-5A2
1 F6-5A2
F6-58
l 1
1 2
3
4
11 5
NA
NA
NA
0.90
0.90
-1.40
-2.30
-3.20
-0.90
-1.80
F6-8
F6-8
F6-8
F6-8
F6-8
0.30
-1.80
0.30
-2.60
0.90
-0.99
0.90
-1.26
MB Z2
MB Z3
0.00
0.00
0.00
0.00JF6-513
Sheathing 1
Zone GC0(+) GC,(-) Zone GCp(+) GCp(-)
1
2
3
• 4
5
0.22
-0.92
0.22
-1.23
0.22
-1.41
0.82
-0.91
0.82
1 -1.09
F6-5B
1
F6-5B
I 2
F6-56
I 3
F6-5A2
! 4
F6-5A2
5
NA
A.16
NA
-1.96
NA
-2,77
0.85
-0.87
0.85
-1.67
wind calculator
i
F6-8
F6-8
F6-8
F6-8
F6-8
ft
(rool)
to framing
to framing
to dl axis:
(longtdnl)
I. Pressures: Main Wind Force Resisting Systems (Eq.
6-15)
z =
1 15 Ift
A. Walls
B. Over11
uplift (and average)
C. Roof uplift
(wind.+ lee.) P,r,+Pl=
64.1
psf (IA)
Po
_ -34.5
psf (wind)
Pau _
-43.4 psf (wind)
(side) P,, =
-43.4
psf
-14.8
psf (lee)
-23.7 psf (lee)
(wind .+ lee.) PAY+Pi=
49.3
psf (I B)
average
= -24.7
psf
reserved
reserved
reserved
reserved
H. Pressures: Components and Cladding (Eq.
6-18)
z =
15 ft
Framing
Zone
+
-
1
P =
0.0
psf
P =
0.0
psf
Roof 2
P =
0.0
psf
P =
0.0
psf
3
P =
0.0
psf
P =
I P =
0.0
0.0
psf
psf
Walls
4 P =
0.0
psf
0.0
5 P =
psf
P = 1
P =
0.0
0.0
1psf
psf
mate- 2 P = 0.0 psf
beam 3
P =
0.0
psf
P =
0.0
psf
Sheathing
Zone
1
P =
+
23.1
psf
P =
-
-63.7
psf
Roof System (min):
'FM 1- 64
Roof 2
P =
23.1
psf
P =
-81.8
psf
4FM 1- 128
3
P =
23.1
psf
P =
I P =
-92.5
-63:0
Ipsf
psf
5FMR2 1.3
sFMR3 1.4
Walls
4 P =
57.8
psf
57.8
5 P =
psf
P =
-73.9
psf
i
Notes:
1 K= corrected for z<30 ft, cases 1 and 2 expo i ure B, per T6-5
2 Reduced 10% for roof slope < 10°, per F6-5A, note 5
3 Under SPRI guidelines
I
4 Under FM guidelines
5 Fastener multiplication ratio for zone 2
6 Fastener multiplication ratio for zone 3
7 All C&C computations from equations given in ASCE 7 Guide
8 or truss
wind calculator
W-10
.-J. L . •. . . . .
...... I- 7iIII I
I
2
.... .. ..... ......
ij
L., Lj -J--L L I
I J
` i i
•
El
, L
I
Q-11ii
. . ..... ..... 44 v M-
MI Ef L-J-
J. J L L Lj L
��'-�--'--_..:j__..... 5-M
:--:.d���� �iA C 'oi � rY�f'�/�Yi(= ��I i i ' �JI'��j, ?�Y}�-- !'----I..r �_� .._� __'... I
LLI
L] IL
i
+Cl _I �_- =p
LILL
1
!Lot
Mf
25.0
20.0
S 15.0
J
cc__— —
E
E
v
10.0
o!
5.0
Minimum Clear Wall Length SS =150%, site class D, IS = 1.5
10 12 14 .16
18 20 22 24 26 28 30 32 34 36 38 40
Shelter Length (ft) -
30.0
25.0
20.0
E-
rn
a�
J
15.0
E
.0
'O
N
3
Cr
N
10.0
5.0
Minimum Clear Wall Length SS =186%, site class D, Is = 1.5
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Shelter Length (tt)
_.j L.-JI.- JJ
L-IJ J
•
P-1
j
•
J7.
LJ J I I I I I I
J-1
._.I....i ..I._.._I_+....�_.__!_---?-_ �.._(...l---?--1-----1---1---!--►��'I-'�!---�-.�''�..;._--�-"vu`-i-.�5�._l__.I. i__'_i_.__1...(...
....... LI
J_J LJ I L
:!..I j
' ! - --. (. i !.. ! ..(... (.. ! i � I_. _I__1..._.I.... _i__._I_-I---!--..-(_-._. ! I......I_.-! ---� I� 1 f.. � I-. _I_l.__I.......I........ I__ J..._
L ------ J_1 _J I I...
L.J. IL-1. 1 1 _J..L. 1 11 1..-- L
1 _L-L.L.J. I I . J_..L.11'---!-1_._!-..►. _..I_..: L_..I_-...! .- i ---- -� -:! .
L..... .....
LJ J - - -------
Wt
i-:�
i -0 ......
.. .. ......
I. L... !..._..I .1..1...
L
-� I .:.L__.I__•1::--�--
)PI j.
S-3
�rjj X,S�Q)�_ I �I.�_ ..._.y:_..... - -- -I— (..:.I..__...I 1 I .:.I__.._.I._
I ! I I �� . �.; � �!_..)�� !- -- _.. I.. �_ __..! � � . !_ _.I.. ! .:.;I.,,,, �_..._ `ICI . a i . l ...I. I _.i.... �_._ .
!....!.....! .. 1- -�--i-1--{'-!I- _� ...I _ _!_ _!--�-!—I--)---I i _I..._..i --- �-(-�__J --- 1.- -.7
...... . . ... ....
...�...._!. _.! 1...1:...i.... _!...i_-..._ )_1 __( ._!... ! ..!.- !........�_....I_I_.i_......!--1-.-_1...__( !. (- !
----- -----
L-l-
1 1 J _1
. . .........
2
L
L-1- 1__ J_
!Li
FT
-�-�'---�- ---�---�---'--T-----,--'--r-----�-��------�----�--r-�
1.000 -
0.950 -
0.900 -
0.850 -
0.800 -
0.750 -
0.700 -
0.650 -
0.600 -
Cr
-0;550
<
0.500
0.450
0.400
0.350
0.300
0.250
0.200
0.150
0.100
Minimum Rebar Area for Wall Chord, S, = 150%, site class D, Is = 1.5,
no. 4 gr 60, (non yielding)
8 ft wide
10 ft wide
------- 12 ft wide
13 ftwide
14 ft wide
T.
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 - 40
Shelter Length (ft)
Required Concrete Chord Area vs. Shelter Length
------- ----- ----- ----- 1 .0 , I-------1-------t------r- r- r-----�------�------T------r- I ------- I-------t------ T------ r------t
1 1 1 I I I I 1 I 1 1 1 I I I 1
i —.— p
- Oft wide
I� __---_1 I I I I I 1 r I I I I J
1O.V �__ 1______L______L______I______J______1______L______I_______I______J______1______L___ I
— — — 10ftwide ; y'/
I I 1 I 1 1 I t 1 1 y I I
-----12ftwide , I
9.0-I--------r------r------r------1-------r------T------r------r-------t------y-; /--- r------ Ir------t
I 1 I I 1 1 I I y I I ,
13 ft wide
-----'-------1 '-1 I -----'-------' - '------------y'--------- '
14ftWlde I I
C I , I I I I 1 I I y' I I y/ I I .• I ,I
I I I I I I I I
.D 7.0 _ ---t______�__-___..I-_-___}_____-I...______�_____�______..{_____ ----/ _____F______
Cr
I 1 I I I I I I �" I 1 /� I 1 •- I ,V 1 I
I 1 1 I I 1 I, I I .i ' ,�.• ' I 1
! I I I t I 1 ---��" I---- '-'---'- --- ''V------------------------1-
----- ------------- ----- ----
� I I I I I �- 1 - 1-.--
•r
•r ' 1 I 1 I 1 1 � 1 ,e'' /• I 1 I I I I I
�_ Jam'' I I 1 I I I I
UJr.O-----1-------+------a------a---y''�-�------Iy-�----I---+^=---r'�+------�------1-------'-------r------+------ '- -----t
I 1 I 1 I / T ,L - ,yam • I I I 1 1 I 1 1
Q � 1 I I � I YY 1 .• I ��. I I I 1 1 I I I 1
1 I I 1 � 1 .^ 1 �• 1 I I I 1 I 1 I I 1
E_ I /Y .f' ��•'I 1 I I I t I I I I I 1
�C I �' 1 / I _ •' I 1 I I I I 1 I 1 I I 1
/' Y�'•,J,-�•'f I I I I 1 1 1 I I I I I I
ll�� .. �1___J_-____1______L______L_____J______J______1______L______L_____J______J______1______L______I
"V �, / �1 '� • 'i' 1 1 I I I I I I I I I I 1 1
2.0
IrI � I 1 I 1 I 1 I I I I I I I I 1
I I 1 1 I 1 I 1 I 1 1 1 I I I I
t
r -----I I I I I 1 1 1 I I I I I 1 I 1
I I I I t 1 I 1 I I I I I I I 1
I 1 I 1 1 1 1 1 I 1 I I I I I 1
1 1 1 I I 1 1 1 I 1 1 I I I I I
I I I I I 1 I 1 I 1 I I I I I I
I I t 1 I I 1 I I 1 I I I I I I
1.0------'------'------'------'L------L------'------'------J------1------L------I------------J------1------L------
'
I I 1 1 I I 1 1 I I I 1 1 I I I
I 1 I t I t I 1 t 1 I I I 1 I I I
I I 1 I I 1 I I I I I I 1 1 1 I
I 1 I I I I 1 I I I 1 1 1 1 I I
1
1 I I 1 I I 1 1 I 1 I I I I 1 I 1
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Shelter length (ft)
0.350
0.300
0.250
0.200
'a
a�
0.150
0.100
Minimum Fillet Weld Size, Corner Tie Down Plates
SS 150%, site class D, IS 1.5. Weld assumed 6" effective length
j8
ft w�de
1 W
i loft ,
ide
-------12
ft
wide
--
—13 ft
wide
--,--14
ft
4`de
3
� !
��
j i
!
}
I i
i��l'��•�
j I
0.050
8
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Shelter Length (ft)
16
15
14
13
12
11
10
--9-
8
0
6
z
7
6
5
4
3
2
1
IC
No. of Headed Studs on Vertical Tie Plate, 8 ft wide
S,=150%, site class D, ls=1.5
IN
moll
I
I
III
RISEN
I
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 4
Shelter Length (ft)
14
13
12
11
10
9
8
Y
W
7
O
z
6
5
4
3
2
1
0
No. of Headed Studs on Vertical Tie Plate, 10 ft & 12 ft wide
SS 150%, site class D, IS=1.5
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Shelter Length (ft)
No. of Headed Studs on Vertical Tie Plate, 13 ft & 14 ft wide
SS 150%, site class D,15=1.5
12
1
0
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Shelter Length (ft)
JQ
Seismic Connx Layout 1
Sei9mla Connx
Plate
O
O
O
O
•
O
O
•
—
-O-
O
O
O
.
O
O
•
p
O
O'
O
O
Supplementary Rebar
p
.
O
O
O
O
O
O
. .... . ........ ......
•
]TY" F.;•.L...I _.ICI i_i 1..i
-1
i f !--I--.._I ! I i i _! ! l...'I.... i..__I.._.!_._ I I ! I i i ' ! ! _; i �.- •I - -----�-••I.. ! ..i.. ...I.�. .
I... F.. i ...... _1
... . .. ...........
I
-!_--i..... i ...!
1 F
--!-�-.I--._i__._1._.1....,1.....1._..I-- + -�. ! _ !n_. � � C ... • �-- � I !� _w�-� i•.. I.. �!....._!_-----------
. I _ i i- - 4 --- I --!-I-
F
F, F
1V
- i - - i-
C .
.1-6ft.
......... . .......
1 07 to
14 _J
III . I !� I I I���� ! I 1 ._._.I.:---(.._i _._�. _ ' _.I... i .1. I._..-•f--1.. �.._;..I._ ..I . ..I. !
----- -- -- I ...... I . . .... .
F-1 "I 1 1, V* I' I C.
........ . .
! { ! 1 I I l ! f I 1 !� ����'I 1 I _I ( l__1 .I i . !_.. �--! .. i .-_I..I ..!. �_
F-T.it
...
I(` II
Fr
------ ......
J_F! F 1--I'1 ....... ...
Wt
I
4, t _4
I 1� 1 1
F.-T.
041
TA
400000
350000
300000
250000
z
200000
Nr
C
O
150000
100000
50000
Overturning, 8 ft and 10 ft wide
Dead Load based on empty shelter
----- -----
I• 7 I 1 1 I I I I 1 1 I I t I 1
1 I I 1 I I 1 1 { I I
—■ . —2/3 resisting moment B ft wide 1 1 1 I I 1 I I 1 1
1 1 1 1 1 I I I I I I
213 resisting moment 10 ft wide
I I 1 1 1 I I 1 1 1
I I 1 I I 1 I 1 I I 1
--- -OTM, wind, S ft wide I 1 I I I I I 1 I 1 I
--- - - - - -- - - - - - - - - - - ----
OTM, wind, 10 ft wide I I I I I ' ' I
I I I I I 1 1 1 1 1 I
- - - - - •OTM, seismic, S ft wide
I I 1 I I 1 I t I 1 I
1 I I I I I 1 I I 1 I
OTM, seismic, 10 ft wide
1 1 I 1 I I I I 1 I 1
` ______-_I I I I 1 I 1
I 1 I - I
t I 1 1 1 I I I 1 1 1 I I I I
I I I 1 I I t I 1 t I 1 1 1
I I I I I I I I I I 1 1 I I I
I-----------�---------------------------'----------------------r
--- I 1 I I I I 1 � I I I I I I y.a►'�"' I
1 I I I I I I I -- �----1 I 1 I 1 I I
I I I 1 I 1 f l -- I I 1 1 I 1 ! I
I
I I 1 I I 1 1 1 I 1 I •:� I ! 1 I
1 . 4 .r " '1• ' 1 I I I I I I I I I 1 1
1 •''' 1 +�' 1 .�" I I 1 1 I I I I 1 I I I f
^ t I I I I I I 1 I I I 1 I I I I
1 I I t I 1 1 1 1 1 1 I I I I I
I I I 1 1 I 1 1 1 I I I I I I 1
I I 1 I I I I I 1 I I 1 1 I I 1
I I 1 I I I ! 1 1 I I 1 I I I 1
I 1 1 I I I I 1 I 1 I I I I 1 1
1 1 I t 1 I 1 I I I I I I 1 1 I
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Shelter Length (ft)
500000
450000
400000
350000
300000
250000
0
2
150000
100000
50000
Overturning, 12 ft and 13 ft wide shelter
Dead Load based on empty shelter
----- - - - - - ----
1 1 1 I I I 1 1 I I I 1 I 1 1 1-
I
1 I 1 I I I I 1 1 I 1 1 1 I 1 I
I I I I I I I 1 I 1 I I 1 1 1 I
I I I I I I 1 I I I I I 1 I I 1
I I I I I 1 1 I 1 I I I I 1 t I
—2/3 RM, 12 ft wide
I t 1 I I I I 1 I I I I
I I I I 1 1 I I 1 I 1 I
2/3 RM, 13 ft wide
__-- I I I I 1 I I 1 1 I 1
— — -- OTM, Wind, 12 ft wide
I I I I I t I I I I --- —OTM, Wind 13 It Wide
OTM, seismic, 12 ft wide
- - - - - -OTM, seismic, 13 ft wide
1 I 1 1 I I -- - -
I I I 1 I I
I I I 1 1 I I 1 I/ t I t I--1 •T
1 I I I I 1 I � I 1 I I :. - 1 1 •- • 1
1 I i I I I � I I 1 1 I _' 'I - ,• •1' , t
4-
-
� >• I 1
____.t.______L__-__-_�_L______I_---__1______L_�..__J_ ___1__y �_L__y. !J______L______I______1______I
1 1 1 � 1 1 I -r" 1 I -�• I, —��1 1 I I 1 t
1 I ✓ I I I ,.t' , I ,Y' —v 1 I I 1 I 1
I 1 ✓ I 1 I d"� I ,1r '- � f 1 I I I I 1 1
-____J__ _-____-�.-____J____r.._•L_ ___I_____,_y___9�>•____J__-___1______L_____J______L______I______1___-__t
f l 1 1 •r 1 .� �� I I 1 I , I 1 I 1
1 I ••T• I ,Y' ��I I 1 1 I 1 1 1 1 t
I 1 I -�• Y� I I I 1 1 , I 1 1 t
� I 1 •-•• , .�-V I 1 I I I , I 1 I I I
ty _rr _1______L ��r jf�_____L______I______1______L_____J______1______I______J______L______I______1______t
1
I •� %f 1 I I I t I I 1 1 I I I I 1
1-----`------L-----'------'------'------'------L-----------'------'
I I I 1
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Shelter Length (ft)
Overturning, 14 ft wide shelter
dead load based on empty shelter
500000 ------Y------ r------T------r-----T------r-----T------I------r------1------r------I------r------I------r----
I
I I I I 1 I I I I 1 I I 1 I I I
1 I I I 1 1 1 I I I I 1 I I I I
450000 1 I l I I 1 1 1 I I 1 1 I 1 1
400000
350000
300000
250000
a�
E
0
200000
150000
100000
50000
I 1 I 1 I I I 1 1 I I 1
213 RM, 14 ft wide I 1 [ 1 1 1 I I 1 1 1 I
I 1 r I 1 I 1 I I I I I
I 1 1 I I 1 I l I I I
1 1 1 1 I 1 I r ! t 1 I
-----OTM,WII7d14Rwide ------r------1------T------1------r------1------r------t-----__r---y------I------ti
1 I 1 I I 1 I I I I I
I I I 1 I 1 I I 1 1 I I
1 1 I 1 1 1 I I 1 l I
^•• —OTM, seismic 14 ft wide I I 1 I I I 1 I I 1 l I
I I I I I I 1 i 1 I t I
1 1 I 1 1 I I 1 1 I I
I I I I I I I 7 1 1 1 1 t 1 I 1
1 1 1 I I I I I I I I I I I I
I I 1 I I I I I I 1 I 1 1 t t I
1 1 I I I I I l I I I I I I 1 I
I I I 1 1 I I t I I I I 1 I -f--- t
__-- -1-- ---I- -- -I- ---I I 1 I I I I 1 �� • I I �� 1 I
I I I I I I I I I I I -L • 1 'Y I I
I I I 1 I I I I I
I I I I I I I I I -L-• I v Y 1 I 1 I
1 1 I I I , I 1 -� • , L� I I 1 1 1
I I I 1 w Y• I I Y Y t I I 1 I I I I 1
__---------I------'{-----=r='-'1'------I--e'--a'------I------1------1------{'-----J------ ------ J - - - - -- ------J
I ��• , 1 �— I 1 I 1 I I , I i 1 I 1
I ��• I t /1� I , I I I I I 1 I I I 1
�,• I 1 r� I 1 I 1 I I I I I 1 I I I
I I I I I 1 I I 1 I I 1 1 I I I
L-----J-_----L-____1-___-_I------1_-____I____--1-_-__J__-_--1--_--J__----L---__---_---L_--__J
I I I I I I 1 I I 1 I I I I I I
I I I I 1 1 I I 1 1 1 1 I 1 1 I
I 1 I 1 1 1 1 I I 1 I I I I I 1
I I I I I I I 1 1 I I I I I 1 1
I I I 1 1 I I I I 1 I 1 I I 1 I
I I I 1 1 I I I 1 1 I I I I I 1
10 12 14 16 18 20 22 - 24 26 28 30 32 34 36 38 40
Shelter Length (ft)
.1'
0.55
0.50
0.45
6 0.40
2
0.35
0.30
0.25
0.20
8
Coefficient of Friction Required to Prevent Sliding (Wind)
`7-
i
r
--
---------------
-------
f i
I
�
•�rf
I
I
��
!
.� ��
i I
'"�"
i'
I
! 8ftwide ! i
�•
j
10ftwide i
------- 12 ft wide
i
t
I i i i
13 ft wide
—14 ft wide �
I t j
I
i
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 - 40
Shelter Length (fE)
A
N
0
U
O
Il..
-IA
14.(
12.(
10.(
M
4.(
2.(
RKI
8
Wind Tie Down Forces (Sliding)
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Shelter Length (ft)
20
18
16
14
12
a
N
.N
N
10
0
U
O
8
LL
I-
4
2
0
8
Seismic Tie Down Forces (Sliding)
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Shelter Length (ft)
Minimum Total Number of 3/4" Tie Down Bolts (GR2, min)
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Shelter Length (ft)
Minimum Total Number of 3/4" Tie Down Bolts (Gr 2, min)
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Shelter length (ft)
C
5
4
2
1
0
Shelter Anchorage, Based on Worst Case
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Shelter Length (ft)
a
11
T. R ARNOLD & ASSOCIATES, INC.
to employee owned comprniy I
third party inspection agency
700 E. BEARDSLEY AVENUE • P.O. BOX 1081 •ELKHART, IN 46515
(574) 264-0745 - FAX: (574) 264-0740 • www.trarnold.com
�- July 1, 2016
Mr. Jim Richmond
Florida Department of Business & Professional Regulation
Manufactured Buildings Program
1940 North Monroe Street, Suite 90A
gY
Tallahassee, FL 32399-0772
RE: Thermo Bond Buildings
Model: AGB9546; 1603-105 I
Dear. Mr. Richmond:
Enclosed please find one (1) set of documents for the above noted model. TRA hereby
certifies that it has examined the building plan and other documents submitted by the
manufacturer for certification and found them to be in compliance with the following
codes: I
2014 FLORIDA STATE BUILDING CODE - BUILDING
2014 FLORIDA STATE BUILDING CODE — MECHANICAL
2014 FLORIDA STATE BUILDING CODE - ENERGY
2011 NATIONAL ELECTRICAL CODE I
i
If you have any questions concerning this submission, please feel free to contact this
office at any time. Additionally, a hard copy', of these plans with the required
engineer's seal is on file at T.R. Arnold & A'ssociates, Inc.
Sincerely,
T.R. ARNOLD & ASSOCIATES, INC.
Daren Lehman
Director of Technical Services
DL/kh
cc: Adam Buss — Thermo Bond Buildings
File #6251; work order #16-2596
INSPECTIONS • PLAN REVIEW • ENGINEERING
SERVING THE MANUFACTURED HOUSING AND MODULAR CONSTRUCTION SYSTEMS INDUSTRY
u
' I I
THERMOBOND BUILDINGS SUBJECT: STRUCTURAL LOADING AND KEVIN M. FINN, P.E., INC,
ELKHART, IN DESIGN REVIEW 1716 ELKHART RD., STE. 1
GOSHEN,IN 46526
WA P.E. Llc. 33000
FIRM NO.3222
THIS STRUCTURAL REVIEW OF PROJECT AGB9546 MOTOROLA MSB - MARTIN COUNTY, FL IMPORTANCE FACTORS SNOW 1.15
2014 FL BUILDNG CODE SEISMIC 1.5
ACTUAL WIND SPEED
DESIGN WIND SPEED 150 MPH, EXP. D AS REQUIRED FOR SITE
ACI - 318-14 = 168 MPH VUIt, EXP. D
NOTE -APPLICABLE IMPORTANCE FACTORS DWGS.CALL FOR 150 MPH-ASD
USED IN THE DESIGN EXP. D
THE DESIGN LOADS FOR PROJECT AG1395461 OK PER COVER PAGE PER C1 2014 FL BC
' MATERIALS LIST ON C2
DESIGN LOADING CONDITIONS PER CALCULIATIONS ARE CORRECTLY APPLIED
FOR THE TELECOM BUILDING -AC1318-34.THE CONSTRUCTION DESIGN OF AGB9546
IS PER THE DESIGN CALCULATIONS AND LOADING CONDITIONS.
FIRE PROTECTION LAYOUT A-1 AND A-2 MEET FL BC 2014
FRAMING REINFORCEMENT LAYOUT OFS-1iS-2, 52.1, S-3 AND S-4 ARE COMPLIANT INCLUDING CONNECTIONS.
BUILDING WT. OF 72000 LBS X BAiE SHEAR FACTOR OF 0.375 = 27000 LBS
NOTE -168 MPH Vult c 150 ASD
PA
*T.R.Arnold&Associates, Inc. ,.• til,•'`!uThese details have been reviewedfor conformance with the Fiord��Manufactured Building Act of 1and the following criteria. „M"' ^ %� r "- "V • —'
ConsWct!'nType VB
Occupancy Classification S2 d
Allowable No. of Floors I -�3 '. S�' T E OF
Wind Velocity 150 m.p.h. 00,'•, p
Fire Rating (Ext. Walls) 0 hr. /
Floor Load 300 p.s.f. // (' A. (•�•' • � R 1 �f. •_``VC_� \�
Dale of Review JUL 01.2016 ///�U v A 1 A 1
1111111lik O
APPROVED BX Daren Lehman, #SMP 57
T.R. ARNOLD & �ES, INC.