HomeMy WebLinkAboutENGINEERING'— St:;.L;ucie Structures:
.RICE .
::Powerllft.-:4.0:x '!
ENGINEERING Hydraulic ations ulic Door Calcul
105 School'CreekTrail l Luxemburg, WI 54217 �p
(P) 920.617.1042 1 (F) 920.617.1100 SCANNED -
Project Location: @. :.' Prepared for:
Port St. Lucie, Florida Powerlift Hydraulic Doors - Lake Benton, MR
REI Project #: R18-02-048 Revised 3/6/2018
Design Criteria:
1, Design, Loads per Florida.Building Code 6th Edition' :(2017) (ASCE 7-10) e
:. RECEIVED...
2 Deflection :to be L/186 max. for vertical door members. Deflection to be 2L/120 for cantilever members.
3. Steel: anchor plates, clip: angles; reinforcement channels and bars to be minimum ASTM A-36 steel. MAR 3 2018
- 4,. Steel tubes to be minimum ASTM A-500, Grade B, Fy=46 ksi.. ST Lucie Coujty, Perhildln 5 Stainless steel screws and bolts shall be stainless steel alloy groups 1,2 or 3.(300series only), condition CW Fy = 6S ksi, Fu 110 ksi
minimum, with diameters and locations as shown in calculations.
6; Field and shop -welding shall be E70 or better„steel filler alloy to have a, minimum tensile:strength:of 70 ksi or better.. .
7. Design of material sepafation.to prevent reaction betw.,ee:n.dissimilar materials not designed by Rice Engineering Inc.
$; Concrete shall be minimum f'c= 2,500 psi normal weight.
q.
Page:
..Description:
Date:
Revision:
.1
Project: Data :
2-6-18
2
Section. Props:%:Wind Loads
2-6-18:
3 ::
Seismic / Load Combinations
2-6-18
4 . .::Vertical
Rail Check: .':: :..::
2-6-18
. 5
Cross Member Check
2-.6-18
6
Door Header Check
2=6-18
7
Frarpe Header Check .
2-6-18
8
Door Leg Check
2-6-18 .
9
Truss Tube Check
2-6-18
10
Truss Upright Check
2=6-18
11.
'Bottom Tube Check :" :; ;.,
2-6-18
12
'Reactions and Deflections" '
2-6-18.
::13
Door Results :...
2-6-18.
14 _
Hinge Analysis
2-6-18
15
C linder Analysis
2-6-18
Disclaimer: -
This Certifica4•iori is limited to the structural design of
:structural components ofthis, Door system..::.
It does NOT include responsibility for:
• Structural design of hardware, hinges,. and latches.
•. Design of material separation'to prevent reaction between
_. dissimilar materials. -.
Design. of air and water:infiltration prevention.
• The manufacture, assembly, or installation of the system,
• Quantities of materials or dimensional accuracy of drawings:::
•. Anchorage to the.substrate or design of. the building support
structure.
. Cover Page 1 of 1 . .
Page: :.Description:
Date:
Revision:
.16
Frame Header Connections
2-6-:18
17
Frame Post Connections
2-6=18:
111-114
Anchor Bolts
2-6-18
3-61
:Shop:Drawings
SHOP DRAWING I SUBMITTAL. KC
APPROVED Q APPROVED AS NOTED
Q RF.VISE AND RESUBMIT : ❑ REJECTED
SUBMITTAL WAS REVIEWED FOR DESIGN CONFORM
E:TRTO RPONLY. THCONACTOR IS EONSIIBL
CONFIRMING AND CORRELATING, DIMENSIONS AT J
ICVV
YAND::
IENT
FOR
BSITE
ATION
TION,
SAND
By: LV Date. 3.46. -ia ro
Architectonic- l nc.
Fort Pierce, FL 34950
Engineers Design, Approval Stamp: 3/6/2018
SCR• `'�G f� fV S'tc /�� /�� ::. .
i
NO. :590g2 :..
Z/.
Y
•
Project Data:
GovG'.:...g code:
[rASCE 7-05
Double Posts
(Double Legs
F-ASCE 7-10
F Hurricane Pins
f � Use Truss
F-Use Truss Diagonals
i�SpaV
hb:= 25 ft
building roof height <—ASSUMED
hd:= 14 ft
door overall height
wd := 40 ft
door overall width
Occupancy/RiskCategory.
ii
Spah := 48 in
max horizontal tube spacing
Spav:= 78 in
max vertical tube spacing
dt:= 16 in
truss depth
*NOTE- Hinges are located at vertical rails
Spat := 37.375 in
truss upright spacing
W dL dD t
Powerlift Hydraulic -boor
Detail Ref.
Sheet No:
Calculations
01
Wd
5
L
i
►n oa a a.
= 160 mph designWndspeed
E := "C" building exposure
Kzt:= 1.0 topographic coefficient
Kd:= 0.85 directionalityfactor
External Pressure Coefficients.:
GCpl := —0.95
CZ
GCp2:= 0.80
CZ
GCp3:= —0.9
Typ
GCp4:= 0.80
Typ
Internal Pressure Coefficients:
GCpi1 := 0.18
GCpi2 :_ —0.18
Seismic Load Data:
Ss:= 6.2%
Mapped Spectral Response Acceleration at Sh ort Periods
S1:= 2.8%
Mapped Spectral Response AecelerationatLong Periods
Ip:= 1.0
Component Importance Factor
ap:= 1.0
ComponentAmplificationFactir
Rp := 2.5
Component Respose Modificaiton Factor
Fa:= 1.6
ShorWeriodSite Coeificient ableIIA-1)
Fv:= 2.4
Long -Period Site Coefficient (Table 114 2)
Soil Site Class: D
Member Section Data:
Cylinder.
Medium
Frame Header.
HSS5x&0.18825
Frame Post:
HSS55x0.
Door Header.
—HSS5x2x0.125
Door Leg:
HSS5x3x025
Mertical Rails:
HSS5x2x0.125
Cross Members:
3x
HSS2x0.083
Bottom Tube:
HSSSxW.125
Truss Tube:
HSS3x2x0.125
Truss Upright
HSS3x2x0.083
Truss Diagonals:
—j
D TC L�
li[
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI 54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 01
Date: 2/6/18
Rev:
Chk By:
Date:
T � _
1 �
Member Section Properties:
Powerlift Hydraulic -boor
Detail Ref.
Sheet No:
Calculations
02
FrameHeader = "HSS5x5x0.188"
tfh = 0.174
in
WTfh = 11.96
plf
Afh = 3.28
in
Ifh = 12.6
in
Zfh = 5.89
in
VerticalRail = "HSS5x2x0.125"
tvr = 0.116
in
WTvr = 5.6
plf
Avr = 1.54
in
lxvr = 4.65
in
Zxvr = 2.37
in
TrussTube = "HSS3x2x0.125"
tit = 0.116
in
Witt = 3.9
pif
Att = 1.07
in
Ixtt = 1.3
in
Zxtt = 1.06
in
Wind Load Calculations:
Velocity pressure Coe6icients:
Kzh = 0.94 psf
FramePost = "HSS5x3x0.25"
tfp = 0.23
in
WTfp = 12.18
plf
Afp = 3.37
in
Ixfp = 10.7
in
Zxfp = 5.38
in
CrossMember = "HSS3x2x0.083"
tcm = 0.08
in
WTcm = 2.73
plf
Acm = 0.8
in
Ixcm = 1.02
in
Zxcm = 0.82
in
TrussUpright = "HSS3x2x0.083"
ttu = 0.08 in
WTtu = 2.73 plf
Atu = 0.8 in2
Ixtu = 1.02 in
Zxtu = 0.82 in
Velocity pressures:
qh:= 0.0025&KzhKztKd•V2= 52.36
Kzz = 0.85 psf qz:= 0.00256 Kzzt KzKd• V2 = 47.35
Calculated Pressures (ASD):
Pczneg:= 1(-I*qh-GCp1-qh.GCpi1)
[�gh•(GCpl - GCpil)] if hb<_ 60 = -35.5 psf
otherwise
Pczpos:= [4�-gh•(GCp2- GCpi2)] if hb < 60 = 30.79 psf
1(-f�qz:GCp2-qh-GCpi2) otherwise
Ptypneg:= 1(4,qh-GCp3-qh.GCpil)
[�gh•(GCp3-GCpi1)] if hbS60=-33.93 psf
otherwise
Ptyppos [-I�gh•(GCp4- GCpi2)] if hb <- 60 = 30.79 psf
I(iP.qzGCp4-qh-GCpi2) otherwise
:= max-Ptypneg, Ptyppos = 33.93 1 psf
DoorHeader = "HSS5x2x0.125"
tdh = 0.12
in
WTdh = 5.6
plf
Adh = 1.54
in
lxdh = 4.65
in
Zxdh= 2.37
in
BottomTube = "HSS5x2x0.125"
tbt= 0.12
in
WTbt= 5.6
plf
Abt= 1.54
in
Ixbt = 4.65
in
Zxbt= 2.37
in
D TC ri7
111
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, Wl 54217
• Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 02
Date: 2/6/18
Rev:
Chk By:
Date:
Seismic Load Calculations:
SDS:=2+3•Fa•Ss=7•% Design Spectral Response AocelerationAtShort Period (Eqn 11.4-3)
SDI:=2+3•FvS1=4.48•% Design Spectral Response AocelerationAtLong Period (Eqn 11.4-4)
0.4•ap•SDS•Wp fp:_ 1 + 2•(�hd
— I = 122.2 Ib (Egn13.3-1)
Rp J
Ip
F 0.3-S I •W 50.1 lb
(Egn13.31)
Fpmin:= DS• p p =
Fpmax 1.& SDS• Ip• Wp = 267.4 lb
(Eqn 13.3-3)
Fp:= Fpmin if fp < Fpmin = 122.24 lb
fp if fp < Fpmax
Fpmax otherwise
(Eqn 13.3-2)
FpASD 0.7• Fp = 85.6 lb PerASD Load Comb. Section 24
FpvASD 0.7.0.2• SDS• W p = 23.4 lb Per LRFD Load Comb. Section 2.4
Eh = 0.15 psf ASD Hirizontal Seismic Force
Ev = 0.04 psf ASD Verfcal Seismic Design Force
Load Combinations:
LC1:= D = 4.51
psfdownwmrd (door open)
LC2:= W = 33.93
psf horizontally (door closed)
LC3:= D + 0.7Ev = 4.54
psf downward (door open)
DLh:= LC2= 33.93
psf
DLv:= max(LC1, LC3) = 4.54
psf
rn
0
0
m
ar
U
U
m
o SaM
o.
Zn
a)
Ir
0
U
0
❑.
rn
C
in
Powerlift HydrauG� boor
Detail Ref.
Sheet No:
Calculations
o3
Design Response Spectrum
■
Period (sec)
� ' Seismic Design Category ($DC) Y '•
perL1`$CE7'.10 Section 11.6•
Fs —DC "A
D T! rL�
105 School Creek Trail
Project Description:
Job No: R18-02-048
l�.L l..li
ENGINEERING
Luxemburg, WI 54217
Phone: (920) 617-1042
Powerlift 40 x 14 Door
Engineer: MPM
Sheet No: 03
Date: 2/6/18
Rev:
Fax: (920) 617-1100
www.dce-inc.com
Port St. Lucie, FL
Chk By:
Date:
Template:
S
Verfical Rail Check VerticalRail = "HSS5x2x0.125"
Lvr := (hd• 12) — 2.5 = 165.5 in
_ Spav DLh
Wvr • 144 = 18.38 pli
2
Muvr:= Wvr•Lvr = 8 = 62927.41 in. lb
POWerllft Fiydraully- a
Detail Ref.
Sheet No:
Calculations
04
Check Flanges for compact section
Check Web for compact section
apvrf:= 1.12•fFys = 28.12
�pvrw:= 2.42•fFys= 60.76
Es
>,rvrf:= 1.4• = 35.15
Fy
s
�rvnv:= 5.70•= 143.12
fFy
btvr = 14.2
htvr = 40.1
avrf:=
"compact" if btvr � Xpvrf = "compact"
>,vrw:=
"compact" if htvr < Xpvrw = "compact"
"noncompact" if apvrf < btvr Xrvrf
"noncompact" if apvrw < htvr arvrw
"slender" otherwise
"slender" otherwise
0.38TFy �� —
evr:= yr>1.92•tvr•1 2 in
b minLb FFy
bt
btvr s
Svreff:= Sxvr = 1.86 in
Mpvr:= Fyzxvr = 109020 in -lb
Mnvrf:=
Mpvr if Xvrf = "compact"
= 109020 in -lb
11pvr
fFy
IM — (Mpvr — FySxvr)•(3.57•btvr- — 4�j
s
if xvrf
= "noncompact"
(FySvreff) otherwise
Mnvrw:=
Mpvr if Xvrw = "compact"
I
= 109020 in -lb
IM rFy
II�
"noncompact"
pvr — (Mpvr — Fysxvr)0.305 htvr- — 0.7384
if avrw =
E s
(Fy Svreff) otherwise
min�Mnvrf Mnvrw�
Mnvr:= = 65281.44
in. lb
nb
Muvr
VERTICAL
"OK" if < 1.07 = "OK"
—RAIL:=
Mnvr
"FAILS" otherwise
4
5• Wvr• Lvr
OVertsWL:= 384•E I = 1.33 in
s xvr
RICE
R C
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI 54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dee-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 04
Date: 2/6/18
Rev:
Chk By:
Date:
. 1
Cross Member Check: CrossMember = " HSS3x2x0.083"
Lcm:= Spav= 78 in
Spah• DLh
wcm = 11.31 p
144PH
Mucm:= wcm• Lcm2 = 12 = 5734.41 in. lb
Powerlift Hydrauli_ -_'Dor
Detail Ref.
Sheet No:
Calculations
05
Check Flanges for compact section
Check Web for compact section
a cmf:= 1 12• Es = 28.12
p Fy
p = 60.76
a cmw:= 2.42•f5Fy-
Lss
1.4- = 35.15
Fy
Es>,rcmf:=
arcmw:= 5.70• = 143.12
Fy
btcm = 24.1
htcrn = 36.15
acmf:=
"compact" if btcm 5 Xpcmf = "compact"
acmw:=
"compact" if htcm < Xpcmw = "compact"
"noncompact" if apcmf < btcm < Xrcmf
"noncompact" if apcmw < htcm < Xrcmw
"slender" otherwise
"slender otherwise
r Es 0.38 Fy 1
1 - 0.38
becm:= min[bcm,1.92•tcm• Es
= 2
in
Fy btcm Es
Scmeff:= Sxcm = 0.68 in
Mpcm:= Fyzxcm = 37628 in. lb
Mncmf:=
Mpcm if acmf = "compact"
= 37628 in -lb
IM
"noncompact"
pcm -(Mpcm - FySxcm)
3.57•btc,n•TFy- 4�11J
if kmf='
Es
(FyScmeff) otherwise
Mncmw:=
Mpcm if acmw= "compact"
= 37628 in -lb
I
"noncompact"
Mpcm - Mpcm - FySxcm)
0.305htcm•TFy
Es - 0.7384�J
if acmes=
(FyScmeff) otherwise
min(Mncmf. Mncmw)
-
Mncm:= � - 22531.74
b
in. lb
Mucm
CROSS _MEMBER:=
"OK" if <- 1.07 = "OK"
Mncm
"FAILS" otherwise
l
� CE
l�l L
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 05
Date: 2/6/18
Rev:
Chk By:
Date:
ti
I c
DoorHeaderChk. DoorHeader = "HSS5x24.125"
Ldh Spav = 78 in
(0.5•Lvr + bdh•DLh
wdh pli
144
Mudh:= 0.1071•wdh•Ldh2 = 13012.41 in -lb
' l\
Powerlift Hydrauli's._ 3or
Detail Ref.
Sheet No:
Calculations
06
Check Flanges for compact section Check Web forcompacf section
dhf 1 12• Es = 28.12 a dhw:= 2 42• Es = 60.76
p Fy p Fy
FFy
FFy
Xrdhf:= 1.4 = 35.15 ardhw:= 5.70• = 143.12
btdh = 14.2
htdh = 40.1
>,dhf:=
" compact" if btdh < Xpdhf = "compact"
adhw:=
"compact" if htdh < >,pdhw = "compact"
"noncompact" if apdhf < btdh < Xrdhf
"noncompact" if apdhw < htdh < Xrdhw '
"slender" otherwise
"slender" otherwise
Es
0.38FFy)]bedh:= min bdh,1.92•tdh• = 2
1
in
Fy•
bah�J
3
Sdheff:= Sxdh= 1.86 in
Mpdh:= FyZxdh= 109020 in -lb
Mndhf:=
Mpdh if adhf = "compact"
= 109020 in -lb
Fy 1
CMpdh — (Mpdh — Fy Sxdh• C3.57•
btdh— 4�
if adhf = "noncompact"
JJ s
�FySdheff) otherwise
Mndhw:=
Mpdh if adhw = "compact"
= 109020 in. lb
(0.305 "noncompact"
IM
pdh — (Mpdh — Fy Sxdh
htdh•VEY. — 0.7384A
if adhw =
(Fy Sdheff) otherwise
min(Mndhf. Mndhw
Mndh:= = 65281.44
in -lb
f2 b
Mudh
DOOR_HEADER:=
"OK" if <— 1.07 = "OK"
Mndh
"FAILS" otherwise
n T/ rL�
l�.[ l..li
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI 54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 06
Date: 216/18
Rev:
Chk By:
Date:
Frame Header Chk: FrameHeader = "HSS5x5x0.188"
Lfh:= Spav= 78 in
(0.5• Lvr + bdh)• DLh
wfh. 144 pli
Mufh:= 0.1071•wfh•Lfh2 = 13012.41 in -lb
Powerlift Hydraulil , . t)or
Detail Ref.
Sheet No:
Calculations
o7
WpDOOR
wfhv: (wd 12) = 3.56 pli
Check Flanges for compact section
Check Web for compact section
>Ipfhf:= 1.12• Es = 28.12
Fy
apfhw:= 2 42• Es = 60.76
Fy
aEs f:= 1.4• F = 35.15
Y[Fy
Es
arfhN:= 5.70•= 143.12
btfh = 25.7
htfh = 25.7
>fhf:=
"compact" if btfh 5 Xpfhf = "compact"
afhw:=
"compact" if htfh 5 apfhw = "compact"
"noncompact" if apfhf < btfh 5 arfhf
<
"noncompact" if Xpfhw < htfh arfhw
"slender" otherwise
"slender" otherwise
r Es 0.38TLybefh:=
mirbfh,1.92•tfh•V 1 — = 3
in
L y
bt E �J
fh s
3
Sfheff:= Sfh = 5.03 in
Mpfh:= FyZfh= 270940 in -lb
Mnfhf:=
Mpfh if afhf = "compact"
--270940 in - lb
FyMpfh
— (Mpfh — FySfh)•btfh•�
(3.57.
— 4�J if a"noncompact"
s
(FySfheff) otherwise
Mnfhw:=
Mpfh if afhw= "compact'
= 270940 in -lb
(0.FyE
"noncompact"
Mpfh — (Mpfh — Fy Sfh)• 305. htfh- s — 0.73841
if Xfhw =
(FySfheff) otherwise
min(Mnfhf,Mnfhw)
Mnfh:= —162239.52
in -lb
nb
Mufh
FRAME HEADER:--
"OK" if < 1.07 = "OK"
Mnfh
"FAILS" otherwise
0.0065- wffr Lfh4
' OFHWL:= = 0.01 in
Es. Ifh
0.0065•wfhv(Lfh)4
,
AFHDL:= Eso l fh = 0.0023 in
pTCrL'
l�
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI 54217
Phone: (920) 6174042
Fax: (920) 617-1100
www.6ce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 07
Date: 2/6/18
Rev:
Chk By:
Date:
o �
DoorLegCh-ck: DoorLeg °Wx0.25"
Cyl:= CylinderLength indexl 0, 2 = 70 in
dtop:= Cylinderl-ength indexl 0, 3 - 29 in
Ldl := Lvr - Cyl = 95.5 in
adl:= Lvr - Ldl = 70 in
C0.5 Spav-DLh 1 2
144ladl
M1dl:= 2 = 22514.89 in -lb
Rtruss:= 110-5-wdh-(wd,12)]
10.4•wdh•(`f/d• 12-0.33)] if PINS = "YES" = 1265.3
otherwise
POwerlift Hydrauli�--6or
Detail Ref.
Sheet No:
Calculations
08
C 0.5 Spav DLv 1 2
fadl
M2dl.- 1442 = 3013.66 in. lb
C0.5hd•12.DLv1
lb Rtruss2:= 0•5• 144 1 wd• 12 - 635.85 lb
ludl:= (0.5•maxM1dl+adl•Rtruss,M2dl+adl•Rtruss2)) if LEGS="DOUBLE"=111086.01
ima4Mldl+adl-Rtruss,M2d[+adl-Rtruss2) otherwise
in. lb
Check Flanges for compact section Check Web for compact section
FFy
FFy
apolf:= 1.12• = 28.12 apolw:= 2 42•= 60.76
�rdlf:= 1.4 Es = 35.15 Xrdlw:= 5.70• Es = 143.12
Fy Fy
btdl = 9.88 htdl = 18.5
adlf:= "compact" if btdl 5 apdif = "compact" �Iw,:= "compact" if htdl < >,polw = "compact"
"noncompact" if apdif < btdl S ardlf "noncompact" if apolw < htdl 5 Xrdlw
"slender" otherwise "slender" otherwise
[Es 0.38
bedl:= minbdl,1.92•tdl• 1 -
Fy
- 3
in
Fy btdl
Es�J
Shceff:= Sxdl = 4.29 in
Mpol:= FyZxdl = 247480 in -lb
Mndif:= Mpol if adlf="compact"
=247480 in -lb
I
Fybtdl-
Mpol-(Mpol-FySxdl)•(3.57.
E -411)J
s
if adlf="noncompact"
(FyShceff) otherwise
Mndlw:= Mpol if Xdlw = "compact"
= 247480 in. lb
(0.305htdl•
"noncompact"
- (Mpol - FySxdl)-
EsCMpol 0.7384�J
if adlw =
(FyShceff) otherwise
min(Mndlf, Mndlw)
Mndl:= f2 = 148191.62
b
in -lb
Mudl
DOOR_LEG:= "OK" if — <- 1.07
= "OK"
Mndl
"FAILS" otherwise
FRAME -POST:= DOOR -LEG
n T/ ��
l�.L lE
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI 54217
PhoRe: (920) 617-1042
Fax: (920) 617-1100
www.Oce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 08
Date: 2/6/18
Rev:
Chk By:
Date:
Truss Tube Check:
Ltt:= (wd• 12) — 2•dt = 448
Lbt:= (wd' 12) — 2bdl = 474
k:= 0.5
Lbtt:= Spav = 78 in
k• Lbtt
= 48.51
rytt
TrussTube = "HSS3x2x0.125"
in
in
72' Es
Fett:= = 121641.18 C
k Lbttl2 rytt i
Fy
Fcrtt:= 0.658 Fett Fy� if k Lb tt 4.71 •TFy
Es = 39266.11
rytt
(0.877• Fett) otherwise
0.5• hd• 12• DLh
wtt • 144 = 19.79 PH
Mctt:= `NttLbt2 = 8 if "PINS" = "NO" = 146753.72
i)
0.1•wtt•0.33-Lbtj otherwise
Mctt
Putt:= dt = 9172.11 lb
Pntt:= FcrttAtt = 42014.74 lb
Pntt
TRUSS TUBE:= "OK" if - z Putt = "OK"
c
"FAIL" otherwise
in -lb
POwerlift Hydraul �, �,00r
Detail Ref.
Sheet No:
Calculations
09
psi
D TC I+L�
l�
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
,Sheet No: 09
Date: 2/6/18
Rev:
Chk By:
Date:
Truss Upri_aht Check: TrussUpright = "HSS3x2x0.083"
Ltu:= dt — dbt— dtt = 8 in
Pxtu:= wtt• Spat = 739.78 lb
Ntu = 13
1
uctu:= wtt•Ltt2 _ 8) if "PINS" = "NO" = 3218.87 lb
(1.1•wtt•0.33-Ltt) otherwise
Pytu:= 0.02•Putt= 183.44 lb
P
Mytu:= L uu = 22.93 in -lb
Mctu := Mytu Riff TD = 1 = 30076.3 in -lb
IV
ctu•I 2P2 otherwise
S2v:= 1.67
0.& Fy Atu
untu:= = 13254.61 lb
Check Flanges for compact section
E
aptuf:= 1.12•[Fs = 28.12
Y
FFy
artuf:= 1.4•35.15
bttu = 24.1
Powerlift Hydraulic voor
Detail Ref•
sneer No:
Calculations
10
Truss Dbaonal Check.
Lou )—
Angle:= atan 12.08•deg
Spat j
TTD•= uctu = 3291.78 Ibs
cos(Angle)
nt:= 1.67
Fy Atd
Tn:_ � =0 Ib
t
DIAGONALS:= I "OK" if Tn >_ TTD = "FAIL"
"FAIL" otherwise
TRUSS_DIAGONALS:= I DIAGONALS if TD = 1 = "N/A"
"N/A" otherwise
Check Web for compact section
fLFy
aptuw:= 2.42•= 60.76
E
Xrtuw:= 5.70• Fs = 143.12
Y
httu = 36.15
atuf:=
"compact" if bttu < Xptuf = "compact"
atuw:=
"compact" if httu < aptuw = "compact"
"noncompact" if aptuf < bttu < Xrtuf
"noncompact" if aptuw < httu < artuw
"slender". otherwise
"slender" otherwise
betu:= miry
_r r
s1 — bt8• =2 in
btu,1.92•ttuTFy
I
Es
L.3l /
Stueff:= Sxtu = 0.68 in
Mptu:= FyZxtu= 37628 in -lb
Mntuf:=
Mptu if Xtuf = "compact"
= 37628 in. lb
IM
Fy
"noncompact"
ptu — �Mptu — FySxtu�•(3.57•bhLr
— 41 if
[E.
atuf=
(FyStueff) otherwise
Mntuw:=
Mptu if atuw= "compact"
= 37628 in. lb
Fy
(0.
"noncompact"
Mptu — ( Mptu — Fy Sxtu)-
305 httu— 0.73841
TE s
I if atuw =
/J
Fy Stueff) otherwise
min(Mntuf, Mntuw)
—
—
Mntu:= 22531.74
in -lb
Rb
Mctu uctu
TRUSS_UPRIGHT:=
"OK" if < 1 07 n < 1.0
= "FAILS"
Mntu Vntu
"FAILS" otherwise
D Tl+�
l�l 1.
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI 54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.nce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 10
Date: 2/6/18
Rev:
Chk By:
Date:
Bottom Tube Check:
Lbbt:= Spav = 78 in
k• Lbbt
= 45.99
rvbt
Tr2 E.
Powerlift Hydraulic-uoor
Detail Ref.
Sheet No:
Calculations
11
Fy
Febt k• Lbbt Es
Febt:= = 135319.45 Fcrbt:=
0.658 F) if
y
< 4.71•= 39899.39 psi
k.Lbbti2
rybt ��II Fy
C rybt J
(0.877• Febt) otherwise
0.5• hd• 12• DLh
0.5• hd• 12• DLv
wbt:= 144 = 19.79 pli
wbto:= 144 = 2.65 pli
Mcbt:=
wbtLbt2 = 8 if "PINS" _"NO" = 146753.72 in -lb
0.1•wbt0.33-Lbt2. otherwise
Mcbt
Pubt:= = 9172.11
lb
dt
Pnbt:= FcrbtAbt= 61445.05 lb
1
Mubt1:=
wbtLbt2=12,� if "PINS" _"NO"=146753.72 In. lb
1(0.1-wbt0.33-Lbt2
otherwise
Mubt:=
Mubt1 if TRUSS = "NO" = 0
in. lb
0 otherwise
Check Flanges for compact section
Check Web for compact section
apbtf:= 1.12•FFy = 28.12 arbtf:= 1.4•fFy = 35.15
Xpbtw:= 2.42• Fy = 60.76 arbtw:= 5.70• Fy = 143.12
btbt = 14.2
htbt = 40.1
Xbtf:=
"compact" if btbt < Xpbtf = "compact"
Xbtw:=
"compact" if htbt 5 apbtw = "compact"
"noncompact" if apbtf < btbt arbtf
"noncompact" if apbtw < htbt < Xrbtw
"slender" otherwise
"slender" otherwise
bebt:= mi
Es
bbt,1.92•tbt •I
0.38 Fy 11
1 - IJ - 2 in
Fy
\l btbt Es J
Mpbt:= FyZxbt= 109020 in. lb
Mnbtf:=
Mpbt if Xbtf="compact"
=109020 in -lb
IFy 11
"noncompact"
Mpbt - (Mpbt - Fy Sxbt)(3.57. btbt - 41 if abtf =
E s AI
(FySxbt) otherwise
Mnbtw:=
Mpbt if abtw= "compact"
= 109020 in. lb
Fy 11
"noncompact"
Im
if - (Mpbt - Fy Sxbt)-(0.
htbt� - 0.73841 f abtw =
s
(FySxbt) otherwise
min(Mnbtf, Mnbtw)
Mnbt:= = 65281.44
in. lb
nb
Mubt 'Pnbt—
BOTTOM_TUBE:=
"OK" if — <- 1.07 A >- Pubt = "OK"
Mnbt nc
"FAILS" otherwise
RICE
105 School Creek Trail
Project Description:
Job No: R18-02-048
l�l
ENGINEERING
Luxemburg, Wl 54217
Phone: (920) 617-1042
Powerlift 40 x 14 Door
Engineer: MPM
Sheet No: 11
Date: 2/6/18
Rev:
Fax: (920) 617-1100
www.nce-inc.com
Port St. Lucie, FL
Chk By:
Date:
Template:
Reactions and Deflections: Rzho:= 0
Rzhc:= (1.25•wfh Lcm) if Nvr = 1 = 1780.41
lb
(1.10•wfh•Lcm) if Nvr =2
(1.143•wfh•Lcm) otherwise
W
wdl:= (12 wd) = 5.26
pli
Ryhc:= 1.25-wdl-Lcm) if Nvr = 1 = 469.36
lb
�1.10-wdl.Lcm) if Nvr =2
�1.143-wdl-Lcm) otherwise
Rypc:= 0.375wdl•Lcm) if Nvr = 1 = 161.38
lb
�0.4-wdl•Lcm) if Nvr =2
1(0.393-wdl-Lcm)
otherwise
Rzpc:= (0.375wfh-Lcm) if Nvr = 1 = 612.16
lb
�0.4wfh•Lcm) if Nvr =2
�0.393•wftTLcm) otherwise
Ryho:= 0.5Ryhc = 234.68
Pvdl:= 0.25• Wp = 631.76
Ito
Rypo:= FCYL•sin(0) = 1009.3
Ito
Rzpo:= FCYL•cos(0) = 2436.25
lb
r0.5(hd•�)•DLh
Rzfp.- 0.4•(Lbt0.33�1 if H1 = 1 = 1238.43
1
C0.5(hd•12)•DLh
144 •Lbt0.8] otherwise
Ifp:= hd• 12 = 168 in b= dtop = 29
in
Pvdl• afp2
Rzfptop:= •(afp+ 3bfp) = 581.78
lb
3
lfP
Pvdl• bfp2
Rzfpbot:= •(3-afp+ bfp) = 49.97
ItoIfP
3
dtruss:= dt= 16
in
btruss:= btt = 2
in
3 3
btruss• dtruss - W. d'
[truss :=
12 = 105.06
in
0.5(hd• 12)• DLv
wDL = = 2.65
144
pli
5. `Nbt Lbt 4
OtrussWL:= 384•E I if PINS = "NO" = 0.03
s truss ,
in
0.0069• wbt 10.33• Lbt14
/
otherwise
Es. Itruss
Powerlift Hydrauhii moor
Detail Ref.
Sheet No:
Calculations
12
maximum horizontal wind load on hinges
weight of door per inch
maximum vertical dead load on hinges (door closed)
maximum vertical dead load on post (door closed)
maximum horizontal load on frame post (door closed)
dtop
e:= atan = 22.5•de
Cyl
Point load on door leg from truss (open)
maximum vertical load frame post from open door
maximum horizontal load on frame postfrom open door
lb maximum horizontal load on frame postfrom wind load
afp:= Ifp- bfp= 139 in
horizontal reaction at top of frame post from open door
horizontal reaction at bottom of frame postfrom open door
d':= dtruss - (2•ttt) = 15.77 in
b':= btruss - (2-ttt) = 1.77 in
5• wbto• Lbt
OtrussDL:= 384• E s I = 0.57 in
truss
� LE
ltL 1:
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI 54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 12
Date: 2/6/18
Rev:
Chk By:
Date:
Door Results: s,' p 25 lb Door and Frame Weight
Powerlift Hydraulic-voor
Detail Ref.
sheet No:
i
Calculations
13
Yartical spacing vad"
_ _ wd
�c— Spav = 78 — in-1
I FrameHeader = "HSS5x5x0.188"
^:a..rt-+•�.kw^.-':^r`-:.k*.",.,'=.""z;-^r6^^''v'-.:se".t"xats.a:.�.
y
CrossMember = "HSS3x2x0.083".
DoorHeader = "HSS5x2x0.125"
t
r
_
<— VerticalRail = "HSS5x2x0.125"
ri
n
F
FramePost
= "HSS5x3x0.25"
a
BottomTube = "HSS5x2x0.125"
IV
Optional hurricane pins T�s
TrussTube = "HSS3x2x0.125"
Member Code Checks:
VERTICAL -RAIL = "OK"
FRAME HEADER = "OK"
FRAME POST= "OK"
DOOR HEADER= "OK"
DOOR -LEG = "OK"
CROSS MEMBER = "OK"
BOTTOM -TUBE = "OK"
TRUSS -TUBE = "OK"
TRUSS_UPRIGHT= "FAILS"
TRUSS_DIAGONALS= "N/A"
Legend.'
RZHp Reaction -Zdir.- Hurricare Pin
RZp Reaction=Zdir-Post
RYp Reaction-Ydir-Post
RYH Reaction -Ydir-Hinge
RZH Reacion-Zdir-Hinge
Doorl-eg = "HSS5x3x0.25"
Door Deflection
OVertsWL-,:1;38 in
s (I1 requirad'} Truss upright sparang varies
Spat = 37.38 I in
Truss Deflection
TrussUpright = "HSS3x2x0 083' �trusslNL =„0 03 in
f
-=:i;0.57.,1 in
BottomTube = "HSS5x2x0.125"
lb REACTIONS
lb
lb
lb
l,;►?ZPe} l 2436 251 I lb
RZp�y"" 2436 25 lb
I
Rip-�12�3-,8��� Ib
9 lb t open,O�Or�3 Ib
.'�.Pd Ib
D T/ rL�
l�[l..li
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, Wl54217
Phone: (920) 617-1042 ,
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
powerlift 40 x 14 Door
port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 13
Date: 2/6/18
Rev:
Chk By:
Date:
Powerlift Hydraulic boor
Detail Ref.
Sheet No:
Calculations
14
Reactions - RISA 3D model
Rxc:= max(RZpcyl. RZHclosed)• 11bf = 2436.251bf
Ryc RYHclosed- 1 lbf = 469.36lbf
Rxo RZHopen• 1 lbf = 0
Ryo RYHopen• 11bf = 234.68lbf
Check Hinge Blade:
d1 = 3.38 in
d2= 1.75in
dhb = 2.5in
thb = 1 in
Fyhb:= 36000psi
Mhb:= max(Ryc, Ryo)•d1 = 1584.1 in•lbf
Sxhb thlydhb2 _ 6 = 1.04in3
fbhb Mhb + Sxhb = 1520.73psi
Fbhb 0.66• Fyhb = 23760 psi
Vhb:= RX 2 + Ry 2 = 234.68lbf
Ahb:= thb•dhb = 2.5in
2
fvhb Vhb _ Ahb = 93.87psi
Fvhb 0.4• Fyhb = 14400 psi
Check Hinge Pin:
by=tin
Ap:= 7r-(0.6Dp)2 = 0.79in2
Fvo:= 36000psi
Vp := max( Rxo + Ryc2, Rxo2 + Ryc2� = 2481.051bf
fvp:= 0.5Vp _ Ap = 1579.48psi
Fvp:= 0.4•Fyp = 14400psi
CheckHinaeAnale:
Lha = 4.38in
tha = 0.38 in
d3 = 0.25 in (- gap between angle and blade)
Fyha:= 36000psi
Mxha:= 0.5•Vp•d2 = 2170.92in•lbf
Sxha:= tha•Lha2 _ 6 = 1.2in3
fbxha Mxha _ Sxha = 1814.71 psi
Fxha 0.66• Fyha = 23760 psi
Myha:= 0.5Vp• (d3) = 310.13in•lbf
Syha Lha•tha2 = 6 = 0.1 in3
Fbyha Myha . Syha = 3024.51 psi
Fbyha := 0.75• Fyha = 27000 psi
Rx
�d1
_ . .... ; HINGE BLADE
C + HINGE ANGLES
Ry---------------
DOOR HEADER FI�AA9E HEADER
Check HinaeAnale Welds:
bw:= 2.5in
dw:= 4.375in
tw:= 0.25in
ew:= dw- d1= 1 in
Aw:= 0.7071• tw(2• bw+ dw) = 1.66 in
0.7071 • tw bw 3
Syw:= 6 (bw+ 6. dw) = 2.12in
0.7071•tw dW 3
Sxw:= 3 (3. bw+ dw) = 3.06 in
J 1 0.5 Ryo l2 [(0.5.Rx,,) r0.5• Rxo•e,, 2fWo:= + + Il = 70.8psi
J �Aw j Aw j Svw I
r0.5Ryc)2 1r0.5Rxcl 0.5RXaew112 _
fWc. I AW ) +I AW J+ Syw JI - 1317.88psi
FW:= 21000ps
rBLADE OK if fbhb Fbhb fvhb Fvhb OK'
FAILS otherwise
PIN: I OK'c if fvP'<_;Fvp"OK;; j
1 �4Ij
4 FAILS otherwise
WELD --.=:7 'OF7if fwo < Fw n fwc 5
�� I 'FAILS othenmise.
ANGLE I 'OK if ;fbxha S=Fxha ^Fbyha - Fbyha
D T1. lr�
l�l
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, Wl54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.6ce-inc.com
project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 14
Date: 2/6118
Rev:
Chk By:
Date:
Powerlift Hydraulib- boor
Detail Ref.
Sheet No:
Calculations
� 15
Cylinder:
Cylinder = "Medium"
DBs = 2.5 in
Ss = 49.5 in
Ps = 3500psi
DRs = 1.75 in
Lret = 68.13in
Lext= 117.63in
Cylinder
Dpc = 1 in
FVpin:= 10000013s!
Bore diameter
Stroke
Max Hydraulic Pressure
Rod Diameter
length retracted
length extended
ABS:= ( DBs-0-5)2 . 71 = 4.91 in2
IFMAXS:= PsABs = 17180.581bf
ARs:= DR-0-5 2 -w = 2.41 in 2
FRs:= FMAXs — (Ps-ARS) = 8762.1 lbf
GT--,MAXs I'OK'!
7FAILS T--,-otherwise
i
pin diameter Apin:= ( Dpc.0.5)2 0.79in2
pin shear strength fvpin:= FACT Apin = 3357.58psi
CYLp-r
7.1
Extension Force
Retraction Force
Fm-t r
STAMP, APIMM)YY,� -JlC ff 8 PORT W[TH
-3/4-16 JIC PORT
-.06 ORIFICE ON TUBE
-JIC CAP
A-8.13PETRACTED 1 7,?
MCE
ENGINEERING -
Template:
105 School Creek Trail
Luxemburg, Wl 54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R1 8-02-048
Engineer: MPIVI
Sheet No: 15
Date: 2/6/18
Rev:
Chk By:
Date:
1
Powerlift Hydraull'u-0oor
Detail Ref.
Sheet No:
Calculations
16
Reactions from Sheet 11:
Door Closed Door Opened
RZpcyl = 2436.25 lb RYHopen = 234.68 lb
RZHclosed = 1780.41 lb
Check Welds to Steel:
e'y:= 5.5 in
e'Z:= 3 in
TorMax:= maxl�RYHopen•e'y+ RZHclosed•e'z, RZpcyl•e'Z) = 7308.74
dweld:= 6 in Dist betwenv&elds
Lweld:= 3 , in
tweld:= 0.25 in
in. lb
Aweld:= 0.7071•twelctLweld= 0.53 in
TorMa
Vweld:= dwell + 0.5• ma#-5• RYHopen + 0.5RZHclosed, RZpcyl = 2436.25 lb
dwell
tweld:= Vweldl= 4593.87 psi
Aweld
Use 114" x 3" fillet welds
@ Hinge Bracket (78" O. C. Max)
E70XX
EXTER
FLASi-
RUBBER
WEATHERSTRIPPIN
EXTE
SHE
,WELDS. - K� if fWeld 5 21000� WOK ; j
I FAIL'` otherwise I
s•
j
I.
l
i
i
ci
l
BUILDING
HEADER
Lweld = 3 in
tweld = 0.26 in
\ —DOOR FRAME
HEADER
SECTION C-C
DOOR FRAME HEADER
PJCD T!i L�
ENGINEERING
Template:
105 School Creek Trail
Luxemburg, WI54217
phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
project Description:
Powerlift 40 x 14 Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 16
Date: 2/6/18
Rev:
Chk By:
Date:
Powerlift Hydraulic --boo r
Detail Ref.
Sheet No:
Calculations
17
Reactions from Sheet 11:
Door Closed
RZPclosed = 1238.43 lb
RZpcyl = 2436.25 lb DOOR FRAME POST
Door Opened
RZPopen = 49.97 lb
Check Anchor Bdts:
Vb:= 1.6•max( RZPclosed.RZPopen) = 1981.48 lb DOOR POST ANCHOR PLATE
WELD IN PLACE AFTER DOOR
See Sheets RI-R4 for AnchorBoltDesign IS INSTALLED
1
USE 1/2'Dia. Simpson Titen HD
Min. Embed.=4114"
Min. Edge Dist =7
Check Post Welds:
tw2:= 0.25 in 1/2" CONCRETE
Lw2:= 2 in ANCHOR
2
11
NEW CONCRETE
9
Aw2:= 0.7071•tw2Lw2= 0.35 in DOOR FRAME POST ANCHOR PLATE
RZpcyl ATTACHMENT DETAIL
fvw2:= = 3445.4 psi
2Aw2
gWELD2 '` I OK -rf fvw2 < 21000 —` OK }
E:
1. FAILS otherwise
JAMB COLUMN
2" X 2" X 1 /4" ANGLE INSIDE
C)OF BUILDING
INSTALLED BYY OTHERS
WELD—
tw2= 0.25 in
Lw2= 2 in
METAL SHEETING 5'
RICE
'ENGINEERING
Template:
105 School Creek Trail
Luxemburg, Wl54217
Phone: (920) 617-1042
Fax: (920) 617-1100
www.dce-inc.com
Project Description:
Powerlift 40 x 14• Door
Port St. Lucie, FL
Job No: R18-02-048
Engineer: MPM
Sheet No: 17
Date: 2/6/18
Rev:
Chk By:
Date:
t.�l►'il:�.z•�►� Anchor Designer TM
Software
Version 2.4.6025.0
1.Proiect information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-11
Units: Imperial units
Anchor Information:
Anchor type: Concrete screw
Material: Carbon Steel
Diameter (inch): 0.500
Nominal Embedment depth (inch): 3.250
Effective Embedment depth, hef (inch): 2.350
Code report: ICC-ES ESR-2713
Anchor category: 1
Anchor ductility: No
hmin (inch): 5.00
cac (Inch): 3.56
Cm1n (inch): 1.75
Smin (inch): 3.00
Load and Geometry
Load factor source: ACI 318 Section 9.2
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
<Figure 1>
Company:
I Date:
2/6/2018
Engineer:
Page:
1114
Project:
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 5.00
State: Cracked
Compressive strength, fc (psi): 2500
LVc,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Do not evaluate concrete breakout in tension: No
Do not evaluate concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 3.50 x 7.00 x 0.50
10691b
1992 fb
Y
0 fblb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas, Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wm.strongtie.com R1
Anchor DesignerTM
Software
Version 2.4.6025.0
<Figure 2>
Company:
Date:
2/6/2018
Engineer:
Page:
2/4
Project:
Address: .
Phone:
E-mail:
rNfiffil
Recommended Anchor
Anchor Name: Titen HD®- 1/2"0 Titen HD, hnom:3.25" (83mm)
Code Report: ICC-ES ESR-2713
xi
Input data and results must be checked for agreement with -the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com R2
��livllz'�c■ Anchor DesignerT"'
Software
Version 2.4.6025.0
Company:
Date:
2/6/2018
Engineer:
I Page:
3/4
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nua (lb) V.. (lb) Way (lb) q(Vuaz)'+(Vu..)2 (1b)
1 0.0 0.0 1982.0 1982.0
Sum 0.0 0.0 1982.0 1982.0
Maximum concrete compression strain (%o): 0.01
Maximum concrete compression stress (psi): 44
Resultant tension force (lb): 0
Resultant compression force (lb): 1069
Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'v: (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
8. Steel Strength of Anchor in Shear (Sec. D.6.1 1
V- (lb) Ogmuf 0 OgmutOVsa (lb)
7455 1.0 0.60 4473
9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21
Shear perpendicular to edge in y-direction:
Voy = minj7(1o/da)1.2gd.).. ffcca,1•5; Wtta4fccarl'51 (Eq. D-33 & Eq. D-34)
la (in) da (in) ,?a fe (psi) cal (in) Vby (Ib)
2.35 0.50 1.00 2500 6.00 4957
OVcby =0 (Avc/Avco)'led.v`Ic.v Yyn,vVby (Sec. D.4.1 & Eq. D-30)
Ave (in2) Av. (in2) Yed,v Vc,v VIA v Vay (Ib) 0 OVcny (lb)
90.00 162.00 1.000 1.000 1.342 4957 0.70 2586
10. Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3)
OVep = ¢kcpNcn = Okcp(ANc/ANeo)Y'ed,NYcN'/cp,NNb(Eq. D-40)
kcp ANc (in') ANca (in2) VedN VcN Ycp,fJ Nb (lb) 0 OVcp (lb)
1.0 49.70 49.70 1 1.000 1.000 1.000 3062 0.70 2143
11. Results
Interaction of Tensile and Shear Forces (Sec. D.7)
Shear Factored Load, Vua (lb) Design Strength, oW (lb) Ratio Status
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com R3
E-71t'il�.�•�►� Anchor Designer TM
Software
Version 2.4.6025.0
Steel 1982
T Concrete breakout y+ 1982
Pryout 1982
Company:
Date:
2/6/2018
Engineer:
Page:
4/4
Project:
Address:
Phone:
E-mail:
4473
2586
2143
1/2"0 Titen HD, hnom:3.25" (83mm) meets the selected design criteria.
0.44
0.77
0.92
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturers product literature for hole cleaning and installation instructions.
Pass
Pass
Pass (Governs)
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must -be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com R4
a.
e
m
l;
t
;I
(�i
;I
f
1
;I
�I
If
II
Date:
2/5/2018
Added Post Length:
N/A
Color:
???
Wainscoating Height:
N/A
Door Size:
40 x 14
Remote:
No
Mounting Style:
Inside
Inset Girts:
N/A
Hydraulic Side:
Left
Belting Width:
6
Installation Type:
Steel Framed
Building
Service Door R.O.
Height:
N/A
Bottom Door Gap:
2.5
De the Mount TabN/A
Top Of Window:
N/A
Header Thickness:
N/A
Window R.O. Height
r N/A
Girt Matierial:
Steel
40' 6" x 14' 5"
Quoted to:
Customer: Generic 40x14
Location: Generic
Phone:
PROPRIETARY AND CONFIDENTIAL
(POW FT
THE INFORMATION CONTAINED IN THIS
I:yYYfaoon
DRAWING IS THE SOLE PROPERTY OF
PowerUft Consulting. ANY
Lake Benton, MN
REPRODUCTION IN PART OR AS
Phone:(507)368-9500
WITHOUT THE WRITTEN PERMISSION OF
PowerLiffConsulting Is
Fax :(507)368-1358
PROHIBITED. I
**CHECK MEASUREMENTS AGAINST FRAME, DOOR, AND SIDE DETAIL PAGES FOR SPECIAL DOORS**
Quani
Part
Size
Wall
Length
1
Frame Header
5x5
3/16"
40' 6"
1
Door Header
5x2
1 /8"
40' 4"
2
Posts
5x3
1 /4"
13' 11 1 /2"
2
Legs
5x3
1 /4"
131911
5
Vertical Rails
5x2
11 ga
131711
18
Crossmembers
3x2
14ga
6' 6"
12
Steel Nailers
3x2
14 ga
6' 5 3/4'
1
Outside of truss
3x2
11 go
371811
1
Inside of truss
5x2
11 ga
39' 10"
13
Truss Upright's
3x2
14ga
10"
Cut hinge slots in 5x5 centered at dimensions on frame detail page.
Make truss 39' 10" space tubes 13" from the ends, and every 37 3/8" on center.
No holes or tabs for post's, Door is Weld In.
Weld 5x3 Legs to the 5x2 top tube.
Wipe down mating surfaces. Clamp angles on 5x2 top tube. Lay 5x5 header on
5x2 top tube. Lay 5x3 Posts on 5x3 Legs. Weld Posts to 5x3 header. Weld plates on
end hinges. Cap ends and grind smooth.
Complete hinge assembly except pins, slide apart to finish welding and grind smooth.
Weld hinge pins in place. Tack truss into place. Screw shipping tabs into posts and legs.
Measuring from the top of the vertical rails, layout the crossmember locations.
Tack in 3x2 vertical rails. Location per drawing or according to crossmember width.
Weld 3x2 cross members and steel nailers, inset from outside of legs flush
Door is INSIDE.MOUNT, USING MEDIUM CYLINDERS.
Tack on upper cylinder mount 29 inches from bottom of 5x5 header to center of pin.
Install 6 in. guessets. Install 3 inch bar channel.
ack on bottom cylinder mount so the hole is centered rom edge of barchannel
Install caps on 3" bar channels. Weld mounts moving around to AVOID WARPING!
Install 6 inch belting so it,extends outside of posts
Lock valve assembly is on the LEFT SIDE.
Plumbing lines are on the back face of 5x5 tube.
Paint door ???.
Use MEDIUM Cylinders on door.
Quoted to:
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
�'�'""�pP°" DRAWING IS THE SOLE PROPERTY OF
PowerLift Consulting. ANY
Lake Benton, MN REPRODUCTION IN PART OR ASAWHOLE
WITHOUT THE WRITTEN PERMISSION OF
Phone:(507)368-9500 PConsulting IS
Fax :(507)368-1358 PROHIBITED.
Customer:
Location:
Generic 40x14
Generic
Frame Detail
LOICO iri c� �o
c— r-- Co! N
Always Double Check Measurement's -
from opposite end of header.
_ Ml�
CIlu r1lIl t: DIuutv., UIC L.CIIICIuu UI I J/O II IL..I ICJ LlulII Lu&J UI FlulIIC rICUUCI
(Quoted to:
y
T'
IF
PROPRIETARYAND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
Customer:OWM
Generic 40x14
DRAWING IS THE SOLE PROPERTY OF
_Lake
PowerLiff Consulting. ANY
REPRODUCTION IN PART OR AS A WHOLE
`Location:
Generic
Benton, MN
-�
Phone:(507)368-9500
WITHOUT THE WRITTEN PERMISSION OF
PConsulting IS
Phone:
:(507)368-1358
PROHIBITED.
All Top Measurements are from
the inside of the Door Leg.
Door Detail
Always Double Check Measurement's `
from opposite end of header. <
1
Q
—
^e
w V
^'
` �
f
1
1
f
f
M
0
z
M
;0
r—
1—
N
M
I
NOTE: REFER TO DOOR WEATHERSTRIP CLOSEOUT
DIAWING (DRAWING NUMBER 7001) FOR WEATHERSTRIP
CLOSEOUT INSTALLATION INSTRUCTIONS.
0"
424"
821 "
z
107"
122 4 '
163"
Quoted tO:
Customer:
----�
Location:
---
+ —
_.�
Generic 40x14
_
Generic
--------- ----
H11hsSoPoara
Lake Benton, MN
Phone:(507)368-9500
Fax :(507)368-1358PROHIBITED.
PROPRIETARY AND CONFIDENTIAL —'
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
Powerl.ift Consulting. ANY I
REPRODUCTION IN PART OR AS A WHOLE
WITHOUT THE WRITTEN PERMISSION OF
PowerLiftConsulting IS
I
--
P hone:
Leg
t3'-91,
Girt's Flush
Inset Steel Field 0"
48 Inch or Larger 5x3 Gussets
Side
29"
Post
13'-li 2"
D eta i I
Header is weld -in"
�Quoted to:
___
Y T^{ _T—
_
rF=�J
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
Customer:
Location:
-
_Phone:^�_
Generic 40x14
Generic _^
_�__` _�_�mm —
foahs"t s,o
Lake Benton, MN
Phone:(507)368-9500
Fax :(507)3681358
DRAWING IS THE SOLE PROPERTY OF
PowerLift Consulting. ANY
REPRODUCTION IN PART OR ASAWHOLE
WITHOUT THE WRITTEN PERMISSION OF
PowerLift Consulting IS
PROHIBITED. _ f
Truss Detail
Pre -Bow Truss 1 "
c� MICO Mj-qT -1co -IN T:j00 r-Iq
LO Go N 0- Ey9
TRUSS UPRIGHTS CAN BE 14 GA OR 1/8 INCH
Employee
Date
Start
Finish
Notes
Load
Cut
Weld
Cut Wood
Belt
Plumbing
Wipe Down
Paint
Install Wood
Cylinders
Top Of Truss
Bottom Of Truss
113 7/8" , 224 1 /4" , 113 7/8"
239" , 239"
Quoted to:
Customer: �-_---
'!
Generc 40x14
Location:
Generic
Phone:
PROPRIETARY AND CONFIDENTIAL
�f l+
Qp7�l�ifJ
THE INFORMATION CONTAINED IN THIS
H)i&�mys
DRAWING IS THE SOLE PROPERTY OF
_
PowerLift Consulting. ANY
Lake Benton, MN
REPRODUCTION IN PART OR ASAWHOLE
WITHOUT THE WRITTEN PERMISSION OF
Phone:(507)368-9500
PowerLiftConsulting IS
Frry-IIM71ZAA-1 QSA
PROHIBITED.
BOTTOM WEATHERSTRIP CLOSEOUT
INSTALLATION
Bottom Door Gap
1 II
1.25
1 .511
1.75
211
2.25"
2.511
2.75"
311
3.25"
3.511
FASTEN USING
SELF -TAPPING
SCREWS
Dimension "X"
2.7511
2.511
2.2511
211
1.7511
1 .511
1 .2511
111
. 7511 Componen
Description
.511 t--Location:
PART #8049
PART #8048
x
BOTTOM DOOR
GAjr v P
DETAIL A
_ SCALE 1 : 3 _
Weatherstrip Closeou=f6r�a
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
Weatherstrip Closeout Installff%DRAWING IS THE SOLE PROPERTY OF
PowerLift Consulting. ANY
Lake Benton, MN Lake Benton, MN REPRODUCTION IN PART OR ASAWHOLE
WITHOUT THE WRITTEN PERMISSION OF
- — ----- — Phone:(507)368-9500 PowerLift Consulting IS
Fax :(507)368-1358 PROHIBITED.
6"
3"
1„
4
0"
LARGE CYLINDER WITH HELPER LEG LCM ASSEMBLY
C SIN �I� RICO
" a �3+c-�p'X ;31,�,y1 Y i
TWIWU
TUBE
6"
3"
1„
4
0"
C -IN v-IN
LO
Componentf Large Cylinder Helper Leg PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
Description: LCM Helper Tube Assembly DRAWING IS THE SOLE PROPERTY OF
PowerLift Consulting. ANY
REPRODUCTION IN PART OR AS A WHOLE
Location: Lake Benton, MN Lake Benton, MN WITHOUT THE WRITTEN PERMISSION OF
----- l,--------- — Phone:(507)368-9500 PowerLift Consulting IS
i Fax :(507)368-1358 PROHIBITED.