HomeMy WebLinkAboutSHELTERS STRUCTURAL SYSTEMS CALCULATION PACKAGEGCANNEO
St Lucie Coamf
NO4THERMOB
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
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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
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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 wtg 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#
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Y
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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 -_-_-_-_-_-_-_---,tItiI-------
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 lr----- -- -
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 1II . 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
1-0:0a
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 sfP
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 II,------------=--
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 psflop.'
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
UN
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
UGJ
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
ua
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
lip11
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
ua
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 psfi
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.
00i
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______
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I
0.80
i I I I~ I
r I
o.7a t______________I________________I_______ J------- 1_____-_1_______ __-____1_____-_
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0.60 T--------------------------I--------------- --- - - - - - - r-------
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I _______ I , t ! ' I 1 I
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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
1I
I
i
1
I1
11
I
1I
I
11
1
14.0 15.0
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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
psfWalls4P = 0.0 psf
0.05P = psf P =
P =
1 0.0
0.0
psf
psfmate- 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 2.1Walls4P = 57.8 psf
57.85f_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
psf0.0
P =
P =
0.0 psf
psf0.0
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
psf0.0
P =
P =
0.0 psf
psf0.0
P =
P =
P =
64.5 psf
psf
psf
87.2
105.7
P =
P =
63.0 psf
psf73.9
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
Walls4P = 0.0 psf 0.
0 5P = 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 Walls4P = 57.8 psf 57.
8 5P = psf P = 73.9 psf i
Notes:
1
K= corrected for z<30 ft, cases 1 and 2 expo i ureB, 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 vM- MIEfL-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 _- =pLILL
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
3CrN
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-1j
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::----
PIj. 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 —.— pOft 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 ii
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
Oz
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 to14 _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.
041TA
400000
350000
300000
250000
z
200000
Nr
CO
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
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t.______L__-__-__L______I_---__1______L_..__J_ ___1__y _L__y. !J______L______I______1______I
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J__ _-____-.-____J____r.._•L_ ___I_____,_y___9>•____
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1
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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
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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
OIl..
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
NN
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,•'`!uThesedetailshavebeenreviewedforconformancewiththeFiord
Manufactured Building Act of 1andthefollowingcriteria. „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.