HomeMy WebLinkAboutSTRUCTURAL CALCULATIONSZeyn B. W man, PE, SE, PEng JOB TITLE 4994 St. Lucie County
116 E King Street
Malvern, PA J9355 JOB No. FLw0931 SHEET NO.
(217)652-6737 CALCULATED BY DATE
CHECKED BY DATE ---
CS15Ver 2016.06.21 - - - - www.struware.com
N,'= �7 SCANNED RI C Irmo•;,171 'I
it VJcr,: BY
St;. �v;"0o, F� St. Lucie County JUE9 t 201i
Pubic Works
St-LucieF Copy ILE 66HORld MAIYM111 OR AVAONER
All iwr 1p,IPON11Blur OF TH@
�OFA�AAD
STRUCTURAL CALCULATIONS
FOR
THESE PLANS AND ALL PROPOSED WORT{
4994 St. Lucie County ` ARE SUBJECT TO ANY COIrRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
w. MAY BE NECESSARY IN ORDSR TO
St. Lucie County, Florida C0141PLY WITH ALL 0PLICABLE C00ES.
TABLE OF CONTENTS
1
Cover Page
Q Q 3
2-9
Plans
ST. LUCIE COUNTY
10-14
Loading
BUILDING DIVISION
15-17
Calculations
REVIEWED
18-23
Anchor Bolts
FOR COM NC
REVIEWED BY
DATE -a
PLANS AND MIT
MUST BE KEP JOB OR
N0 INSPECTION WILL BE MADE
S..HAfU ,/ .,.
GENgF•'L/ '
No.5 4
NAL or 1 xp.
iIII ,,.
JU 07 - FEB 2 8 2019
SIDE ELEVATION
Gi]
15q" ROOF O.D.
4* TYP.
N: °� """ •?F��; CONCEALED FASTENERS OR ATTACHMENTS
�G : ARE THE RESPONSIBILITY OF THE 56 B7t
ROO
LT �S T ms 2 jjl CONTRACTOR OF RECORD O.D.
4D T CK PO I . � 1 SOAT ALUMINUM STRUCTURE
U R RATED 'WALL GLAZING
_UPRO1.7JyJ_ OOF.W SCIAIGUTTER SYSTEM
E;§ BNZ WAL NING
E94 51 ' x 3ff A5 E # EC R (REAR WALL- LOCATE AS NEEDED)
BRASCO INTERNATIONAL, INC.
148"OPEN
32400 INDUSTRIAL DRIVE
PLAN VIEW
MADISON HEIGHTS, MICHIGAN 48071
1-800-893-3665 WWW.BRASCO.COM
THIS DRAWING IS PROPRIETARY AND IS FOR THE SOLE USE OF
OUR CUSTOMERS AND MAY NOT BEREPROOUGED OR COPIED "
WITHOUT WRITTEN PERMISSION FROM BRASCO INTERNATIONAL.
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL.
CUSTOMER:
ST. LUCIE COUNTY
ENGINEER:
ZTL
DATE:
5-18
PROJECT'
ALUMINUM GABLE STYLE TRANSIT SHELTER
CHECKER:
NCR
DATE'
SIGNED: DATE:
MODEL
TECHLINE SERIES#TL512-OF
JOB S
4994
SHEET #:
4994-1
1.0000"-
1.0000"
I r
6.0001T:0000"
T-
W
Oo
PLAN VIEW
3" x 3" x ALUMINUM
j TUBE COLUMN IIIR - - - - - rip
I III I IIII I
I III I IIII I
d III I IIII I
I IIII IIII I
I III I IIII I
1 III I IIII I
2 1/2"x 2 1/2"x 1/4"I j IIII
ALUMINUM TUBE I III I IIII I
I IIII I III'1
i IIII I IIH
I llf I IIII I
IIII:I I IIII
IIII I' IIII I
I IIII IIII I
� IIII I� IIII I
=i;7�Lx 1" S/S HEX HEAD TEK SCREW Q)PJ
_°"ii (4) PER ANCHOR SHOE IIII I I��
I IIII I IIII
I IIII IIIII
III 1 Ulm po 1 111
I III I �
1/2"x6"x6"
PLATE
1/2-13 x 3 314" SIB WEDGE ANCHOR
(4) PER ANCHOR SHOE
sH'RASCO INTERNATIONAL, INC.
? , 32400 INDUSTRIAL DRIVE
MADISON HEIGHTS, MICHIGAN 48071
1-800-893-3665 WWW.BRASCO.COM
4 THIS DRAWING IS CONFIDENTIALANDIS FOR THE SOLE USE OF CUSTOMER:
I OUR CUSTOMERS AND MAY NOT BE REPRODUCED OR COPIED
WITHOUT WRITTEN PERMISSION FROM SRASCO INTERNATIONAL.. PROJECT: STANDARD ANCHOR SHOE DETAILS
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL.
SIGNED: DATE: MODEL' TECHLINESERIES- STANDING SEAM
JOB 8
).5000" REF.
SHEET #:
BDH
3-25-11
ALUMIP
ALUMINUM
SETTIN
ALUMINL
ALUMINL
SETTING
HEADER
3" x 3" x ALUMINUM TUBE
COLUMN BEYOND
.090" ALUM.
PERFORATED PANEL
PANELSASH
ASS STOP
PANEL
PANELSASH
ASS STOP
BRASCO INTERNATIONAL, INC.
32400 INDUSTRIAL DRIVE
MADISON HEIGHTS, MICHIGAN 48071
1-800-893-3665 WWW.BRASCO.COM
THIS DRAWING IS CONFIDENTIAL AND IS FOR THE SOLE USE OF CUSTOMER:
OUR CUSTOMERS AND MAY NOT BE REPRODUCED OR COPIED
WITHOUT WRITTEN PERMISSION FROM BRASCO INTERNATIONAL. PROJECT: HEAD/SILL/MULLION DETAILS
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL.
SIGNED: DATE: MODEL• TECHLINE SERIES
wr*-`S
�� t;
ENGINEER:j BDH
DATE 3-25-11
JOB SHEET Y:
Z
r�,ll if IF q,,l
m
DO
Cx
m
Io
ALUMINUM "F"SASH (6063-T5)
16 GUAGE (.060") STEEL PERFORATED PANEL
10 x 3/4" S/S TORX SCREW - TYP.
x 3" x ALUMINUM
1BE COLUMN (6063-T5)
BRASCO INTERNATIONAL, INC.
32400 INDUSTRIAL DRIVE
MADISON HEIGHTS, MICHIGAN 48071
1-800-893-3665 WWW.BRASCO.COM
THIS DRAWING IS CONFIDENTIAL AND IS FOR THE SOLE USE OF CUSTOMER:
OUR CUSTOMERS AND MAY NOT BE REPRODUCED OR COPIED
WITHOUT WRITTEN PERMISSION FROM BRASCO INTERNATIONAL.. PROJECT: DETAIL THRU PERFORATED PANEL
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL.
SIGNED: DATE: MODEL TECHLINE SERIES
ENGINEER: BDH
DATE: 5-3-11
JOB 1P SHEET �:
6.000"
TYP.
ALUMINUM CORNER
3" x 3" x ALUMINUM
TUBE COLUMN
318 x 16 S/S THRU BOLT
CITY (2) PER CONNECTION
#12 x 1 1/2" S/S HEX HEAD TEK SCREW
CITY (2) PER CONNECTION
ALUMINUM HEADER
#12 x 1 1/2". S/S HEX HEAD TEK SCREW
OTY (2) PER CONNECTION
`c ��tunr�it
Op
V, z'� rt o Cm -
nrt 2;
m co
'BRASCO INTERNATIONAL, INC.
32400 INDUSTRIAL DRIVE
MADISON HEIGHTS, MICHIGAN 48071
1-800—'893-3665 WWW.BRASCO.COM
THIS DRAWING IS CONFIDENTIAL AND IS FOR THE SOLE USE OF CUSTOMER:
OUR CUSTOMERS AND MAY NOT BE REPRODUCED OR COPIED
WITHOUT WRITTEN PERMISSION FROM BRASCO INTERNATIONAL.. PROJECT:
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL.
MODEL'
CORNER DETAIL AT HEADER
TECHLINE SERIES
ALUMINUM HEADER
6" ALUMINUM CLIP
ENGINEER] BDH
DATE: 3-25-11
JOB S SHEET Q:
I
ALUMINUM HEADER
3/8-16 x1" S.S. HEX HEAD BOLT,
FLAT WASHER, & LOCKWASHER
COLUMN CLIP (1) PER CONNECTION
MID COLUMN
II II
II II
II II
II II
II II
II II
LI II
I:I II
r /
q0•
_ y
m:x-
.r =
d
..........,
' BRASCO INTERNATIONAL, INC.
32400 INDUSTRIAL DRIVE
MADISON HEIGHTS, MICHIGAN 48071
1-800-893-3665 WWW.BRASCOXOM
THIS DRAWING IS CONFIDENTIAL ANDISFOR THE SOLE USE OF
CUSTOMER:
OUR CUSTOMERS AND MAY NOT BE REPRODUCEDOR COPIED
WITHOUT WRITTEN PERMISSION FROM BRASCO INTERNATIONAL. -.
PROJECT:
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL.
SIGNED: DATE:
MODEL•
INTERMEDIATE COLUMN CONNECTION
TECHLINE SERIES
ENGINEER: BDH
DATE: 3-25-11
8 SHEET d:
1/8" x 2" FLAT AL
.090" ALUM
1" x 2" x 1/8" ALUMINL
ALUMINL
ALUMINUM
00 !n � (. .......\
R
p Q rll.11lllll ll,
N mi
JBRASCO INTERNATIONAL, INC.
32400 INDUSTRIAL DRIVE
MADISON HEIGHTS, MICHIGAN 48071
1-800-893-3665 WWW.BRASCO.COM
THIS DRAWING IS CONFIDENTIAL AND:IS FOR THE SOLE USE OF CUSTOMER:
OUR CUSTOMERS AND MAY NOT BE REPRODUCED OR COPIED
WITHOUT WRITTEN PERMISSION FROM BRASCO INTERNATIONAL.,. PROJECT:
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL.
MODEL
GLAZED GABLE ROOF DETAILS
TECHLINE SERIES
.040" ALUMINUM RIDGE CAP
ALUMINUM RIDGE BEAM
1" x 2" x 1/8" ALUMINUMTUBE
RAFTER
JOB B
ENGINEER:.BDH
DAiE: 3-25-11
SHEEP �:
i
#10 x 1 1/4" S/S HEX HEAD
WITH S/S NEOPRE
APPROX .EVE
I
ALUMINI
i
1"x 2" x 1/8" ALUD
BmmTWIP
ALUMINL
#14.x 1" S/S HEX HEAD
(4) PER AN
ii,lil21 0,
SECTION THROUGH GABLE END
BRASCO INTERNATIONAL, INC.
32400 INDUSTRIAL DRIVE
MADISON HEIGHTS, MICHIGAN 48071
1-800-893-3665 WWW.BRASCO.COM
THIS DRAWING IS CONFIDENTIAL AND IS FOR THE SOLE USE OF CUSTOMER:
OUR CUSTOMERS AND MAY NOT BE REPRODUCED OR COPIED
WITHOUT WRITTEN PERMISSION FROM BRASCO INTERNATIONAL. PROJECT:. GLAZED GABLE ROOF'DETAILS
LEAD TIME BEGINS UPON RECEIPT OF SIGNED APPROVAL
SIGNED: DATE: MODEL TECHLINE SERIES
1/8" x 2" FLAT ALUMINUM
BAR
BUTYLTAPE
.090" ALUM. SHEET
1/8" FOAM TAPE - TYP.
ENGINEER:.BDH
DATE: 5-3-11
SHEET g:
Zeyn B. Uzman, PE, SE, PEng JOB TITLE 4994 St. Lucie County
116 E King Street
Malvern, PA 19355 JOB No. FL-0931 SHEET NO.
(217) 652-6737 CALCULATED BY DATE '
CHECKED BY DATE
Code Search
Code: Florida Building Code 2014
Occupancy:
Occupancy Group = U Utility & Miscellaneous
Risk Category & Importance Factors:
Risk Category = II
Wind factor= 1.00
Snow factor 1.00
Seismic factor = 1.00
Type of Construction.
Fire Rating:
Roof = 0.0 hr
Floor = 010 hr
Building Geometry:
Roof angle (0)
6.00. / 12 26.6 deg
Building length (L)
12.5 ft
Least width (B)
7.0 It
Mean Roof Ht (h)
7.0 ft
Parapet ht above grd
0.0 ft
Minimum parapet ht
0.6 ft
Live Loads:
Roof 0 to 200 sf: 18 psf
200 to 600 st 21.6 - 0.018Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor loll psf
Partitions N/A
L
www.struware.com
. , , t I I I I , , ,.
! Exp.
JUN 0 7 2017 - FEO 2 8 2019
Zeyn B. Uzman, PE, SE, PEng JOB TITLE 4994 St. Lucie County
116 E King Street
Malvern, PA 19355 JOB NO. FL-0931 SHEET NO.
(217)652-6737 CALCULATED BY DATE
CHECKED BY DATE
Wind Loads: ASCE 7 - 10
Ultimate Wind Speed
152 mph
Nominal Wind Speed
117.7 mph
Risk Category
II
Exposure Category
C
Enclosure Classif.
Enclosed Building
Intemal.pressure
+/-0.18
Directionality (Kd)
0.85
Kh case 1
0.849
Kh case 2
0.849
Type of, roof
Gable
T000araohic Factor (Kzt
Topography
Flat
Hill Height (H)
80.0 ft
Half Hill Length (Lh)
100.0 ft
Actual H/Lh =
0.80
Use H/Lh =
0.50
Modified Lh =
160.0 ft
From top of crest: x =
50.0 ft
Bldg up/down wind?
downwind
H/Lh= 0.50 Kr= 0.000
x/Lh = 0.31 KZ = 0.792
z/Lh = 0.09 K3 = 1.000
At Mean Roof Ht:
Kzt = (1+K,K=K3)^2 = 1.00
Gust Effect Factor
h = 7.0 ft
B = 7.0 ft
/z(0.6h)= 15.0ft
Rigid Structure
e =
0.20
t =
500.ft
Zmin =
15 ft
C =
0.20
ga. gv.=
3.4
L, _
427.1 ft
Q=
aw
1==
_ 0.23
G =
0.91 use G = 0.85
i
2D RIDGE or3D AXISYMMETRICAL HILL
Flexible structure if natural frequency < 1 Hz Cr > 1. second).
However, if building h1B < 4 then probably rigid structure (rule of thumb).
h/B = 1.00 Rigid structure
G = 0.85 Using rigid structure default
Flexible or Dynamically Sensitive Structure
Natural Frequency (q,) =
0.0 Hz
Damping ratio (P) _ '
0
/b =
0.65
/a =
0.15
Vz =
128.4
N,
0.00
``,,,n
RR =
0.000
AIV
.`�p�URH... I
Rh =
28.282
;
RB =
28.282
rl -0.00
RL =
28.282
r�4
q
gR =
0.000
R =
0.000
OF
-n :
G =
0.000
%9
um
JUN 0 7 2017 = FEB 2 8 2019
Zeyn B. Uzman, PE; SE, DEng JOB TITLE 4994 St. Lucie County
116 E King Street
Malvern, PA 19355 JOB No. FL-0931 : SHEET NO.
(217)'652-6737 CALCULATED BY DATE
CHECKED BY DATE
Enclosure Classification
Test for Enclosed Building: A building that does not qualify as open or partially enclosed.
Test for Open Building: All walls are at Ieast.80% open.
Ao a 0.8Ag
Test for Partially Enclosed Building:
In ut Test
Ao 0.0sf Ao a 1.1Aoi. ES
Ag 0.0 sf Ao > 4' or0.01Ag NO
Aoi 0.0 at Aoi / Agi 5 0.20 NO. Building is NOT
Agi . .0.0 sf Partially Enclosed
Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:
Ao a 1.1Aoi
Ao> smaller of4'or0.01Ag
Aoi / Agi 5 0.20
Where:
Ao = the total area of openings in a wall that receives positive external pressure.
Ag = the gross area of that wall in which Ao is identified.
Aoi = the sum of the areas. of openings in the building envelope (walls and roof) not including Ao.
Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.
Reduction Factor for large volume partially enclosed buildings (Ril :
If the partially enclosed building contains a single room that is unpartitioned , the internal
pressure coefficient: may be multiplied by the reduction factor Ri..
Total area of all wall & roof openings '(Aog): 0 sf
Unpartitioned internal volume (Vi) : 0 ct
Ri = 1.00
Altitude adiustment to constant 0.00256 (caution - see code) :
Altitude = 0 feet Average Air Density = 0.0765 Ibm/ft3
Constant = 0.00256
. I1I I I I I I..
I
U
JUN 0 7 2017 - FEB 2 8 2019
Zeyn B. Uzman, PE, SE, PEng
116 EKing Street
Malvern, PA 19355
(211) 652-6737
u0B TITLE 4994 St Lucie. County
JOB No. FL-0931 SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Wind Loads, MWFRS all h. (Enclosed/oartialiv enclosed onl
-Kh (case 2) =
0.85
h =
7.0 ft GCpi =
Base pressure (qj =.
42.7 psf
ridge ht=
7.9 it G =
Roof Angle (9) =
26.6 deg
L=
12.5ft qi=qh
Roof tributary area - (h/2)'L:
44 sf
B =
7.0 it
(h/2)•B:
25 sf
Ultimate Wind Surface Pressures fosil
+/-0:18
0.85 .
Surface
Wind Normal to Ridge -
B/L = 0.56 h/L = 1.00
Wind Parallel to Ridge
US = 1.79 h/L = 0.56
Cp ghGCp w/+q,GCpi w/-ghGCPI
Disc Cp q,GCp w/+q;GCp; w/-ghGCpi
Windward Wall (W W)
0.80
29.0
see table below
0.80
29.0 -
see table below
Leeward Wall (LW)
-0.50
-18.1
-25.8
-10.5
-0.34
-12.4
-20.1 -4.8
Side Wall (SW)
-0.70
-25A
-33.1
-17.7
-0.70
'725.4
-33.1 -17.7
'Leeward Roof (LR)
-0.60
-21.8
-29.4
-14.1
Included in windward
roof
Neg.Windward Roof pressure
-0.44
-15.9
-23.5
-8.2
:0 to h/2'
-0.95
-34.4
42.1 -26.7
Pos/min Windward Roof press.
0.06
2.3
-5A
im
h/2 to h•
-0.88
-31.8
-39.5 -24A,
h to 2h-
-6.52
-19.0
-26.7 -11.3
Min press.
-0.18
-6.5
-14.2 1.2
Windward Wall
I z Kz Kzt
h= 0 to 15' 0.85 1.00
NOTE:
See figure in ASCE7 for the application of full and partial loading
of the above wind pressures. There are 4 different loading cases.
-- Para et----
'z . Kz Kzt dP.(Psf)
0.0 ft 0.85 1.00 0.0
-nonzontai Disranoe rrom.Y IFICIM D eage
ambined V W + LW
Normal Parallel
to Ridne I to Ridoe
Windward. parapet: 0.0 psf (GCpn=+1.5)
Leeward parapet: 0.0 psf (GCpn = -1.0)
Windward roof overhangs ( add to windward roof pressure) : 29.0 psf (upward)
vmm irdi a M =M
wmn vnaw L. " smm
f�
IF
ziigne NL ;,9ea) Exp.
JUN072017- FEB 28-1019
Zeyn B. Uzman, PE, SE, PEng JOB TITLE 4994 St. Lucie County
116 E King Street
Malvern, PA 19355 JOB ND. FL-0931 SHEETNO.
(217) 652-6737 CALCULATED BY DATE
Snow Loads : ASCE 7-10
Roof slope =
26.6 deg
Horiz. eave to ridge dist (W) =
3.5 ft
Roof length parallel to ridge (L) =
12.5 it
Type of Roof
Hip and gable wl rafters
.Ground Snow Load Pg =
0.0 psf
Risk Category =
II
Importance Factor I =
1.0
Thermal Factor Ct =
1.20
Exposure Factor Ce =
1.0
Pf = 0.7'Ce•Ct`I'Pg =
0.0 psf
Unobstructed Slippery Surface
yes
Sloped -roof Factor Cs =
0.79
Balanced Snow Load Ps =
0.0 psf
Rain on Snow Surcharge Angle
0.07 deg
Code Maximum Rain Surcharge
5.0 psf
Rain on Snow Surcharge =
0.0 psf .
Ps plus rein surcharge =
0.0 psf
Minimum Snow Load Pm =
0.0.psf
Uniform Roof Design Snow Load = 0.0 psf
CHECKED BY DATE
Nominal Snow Forces
NOTE: Alternate spans of continuousbeams
and other areas shall be loaded with half the
design roof snow load so as.to.produce the
greatest possible effect- see code.
Unbalanced Snow Loads- for Hio & Gable roofs only
Required if slope is between 7 on 12= 30.26deg '
and 2.38 deg= 2.38 deg Unbalanced snow loads must be applied
Windward snow load = 0.0 psf
Leeward snow load = 0.0 psf = I' Pg
Windward Snow Drifts 1 -Aaainst walls. Darapets. etc more than 15'.Ion
Upwind fetch
lu =
0.0 If
Projection height
h =
0.0 it
Snow density
g =
14.0.pcf
Balanced snow height
hb =
0.00 ft
hd =
0.43 ft
he =
0.00 it
#DN/01 #DIV/0!
#DIV/01
f I
Drift height (hc)
Drift width
Surcharge load:
Balanced Show load:
_ #DIV/0!
w = #DIVIO!
pd=y'hd= #DIV/01
- 0.0 psf
#DIV/0!
Windward Snow Drifts 2 -Aaainst walls,
parapets, etc> 15'
Upwind fetch-
lu = --
- 0.0 ft
Projection height
h =
0.0 it
Snow density
g =
14.0 pcf
Balanced snow height
hb =
0.00 it
hd =
0.43'It
he =
0.00 it
#DIV/01 #DIV/01 #DIVI01
Drift height(hc) = #DIV/01
Drift width w = #DIV/0!
Surcharge load: :pd = yhd = #DIV/0f
-Balanced. Snow load: = 0.0 psf
#DIV/0!
�t�J�•��CEN��,. y
58A
I ol!g "" Seal Exp-
JUN 0 7 2017 - FEB 2 8, 2019
�Leyn is. uzman, rh, �r:, rrug JOB TITLE 4994 5t. Luote Uounty I
141 116 E King Street 1
Malvern, PA.19355 JOB NO. FLr0931 - SHEET NO. i
(217)652-6737 CALCULATED BY DATE
CHECKED BY DATE i
l
Design Loads•.
Dead Load =
Snow Load .=
Roof Live Load .=
Wind Load (Roof) =
Wind Load (Wall) =
Load Combinations:
Roof Purlin Design:
5 psf
0 psf
12 psf
-46 psf
=55 psf
D+L
D+S
D+W
D+.75Lrt.75 W
D+.75S+.75 W
0.6D+W
Span =
3.0 ft
Load Width='
2.0 ft
Unif Load =
86 lb/ft
M=
97 lb-ft
fb=
5,540 p'si OK
Roof Beam Design:
Span =
12.0 ft
Load Width =
2.5 ft
U_ n_ i_f Load =
108 lb/ft
M =.
1,939 lb-ft
fb=
17,628 psi OK
17 psf
5 psf
41 psf
21 psf
30 psf
43.psf
Fy= 35,000 psi
Fb = 21,212 psi
Beam Properties: Tube lx2x.125
S= 0.21 in;
Beam Properties: Tube3x3x.125
5 1.32 in'
` gURHAN G
"LC�•�,CEM1ISF
- No..5 /
;S.
TF �.
Rla p••G\�'��
�o ...� ENS
Si ""'$peal
Exp.
JUN071017-
FEB 282019
L�
Column Design:
Height,=
Width =
Depth =
Dist between col =
Number of Col =
P. =
Ps =
Pw =
Pls =
fa =
Fa =
7ft
12.5 ft
6.0 ft
5.0 ft
4
94 Ib
0 Ib
-1004 Ib
225 Ib
554 psi
2,500 psi OK
Beam Properties: Tube 3x3x.125
A = 1.98 in'
D+L 319 Ib
D+S
941b
D+W
10981b
D+.75Lr+.75W
10151b
1)+.75S+.75W
847Ib
0.6D+W
-9481b
���\ • �tG E N
58
$eal Exp-
`J JUN 0 7 2017 - FEB 2 8 2019
Zeyn B. Uzman, PE, SE, PEng JOB TITLE 4994 St. Lucie County �.
116 E King Street
Malvern, PA 19355 :JOB NO. FL-'0931 SHEET NO.' I
(217)652-6737 CALCULATED BY DATE f
CHECKED BY -DATE
Base Plate Desim
P=
1098lb
Plate =
bin
Bearing Area=
. 36:0 iii2
fyB =
30 psi OK
F6B=
1,000psi
t=
0.12 in
Actual t=_
0.5 in OK
a
d Seal Exp.
"AN 072017- FEB 282019
www.hilti.us Profis Anchor 2.7.3
Company:
Page: 1
Specifier.
Project:
Address:
Sub -Project 1 Pas. No.:
Phone I Fax:
Date: 5/182017.
E-Mail:.
Specifier's comments:
7 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report
Issued I Valid:
Proof.
Stand-off installation:
Anchor plate:
Profile:
Base material:
Reinforcement
Seismic loads (cat. C. D, E, or F)
Geometry [in.] & Loading [lb, In.lb]
Kwik Bolt TZ - SS 3041/2 (31/4)
h.j = 31250 in., hap„ = 3.625 In.
AISI 364
ESR-1917 SAFE -`ET
6/120761:5/12017
Design method ACI 318 /AC193
ee = 0.000 in, �(no stand=off); t = 0.500 in.
4 x 1, x t = 6.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness'. not ralculated
Square.HSS (AISC); (L x W x T) = 3.606 in. x 3.000 in. x.0.125 in.
cracked concrete, 2500, fc' -= 2500 psi; h = 6.000 in:
tension: condition B, shear. condition B; no supple_ mental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
no
Z
it
C7*0
27� _
Y --
,``,,, r r l r r r ri
e,09HAN
k L2
\GENg� • �%)�
No. 5 /4
ns aM for plausiWo l vey�••.� vcm �nN.
T.W.rk of Hild AG, Scrwn
I�-JJUN 0 7 2017 - FEB 2 8 2019
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Specifier.
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2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force:. (+Tension, -Compression)
Anchor Tension force
Shear force
She torcex
She forcey
1 251
141
100
100
2 251
141 .
100
100
3 251
141
100
100
4 251
141
100
100
max. concretecompressive strain:
max. concretecompressive stress:-.
[psi]
resulting tension force in ()r/y)=(0.000/0.000): 1004 Pb]
resulting compression force in (x/y)=(0.000/0.000): 0 [to]
3 Tension load
Profis Anchor 2.7.3
Page: 2
Project:
Sub -Project I Pos. No.:
Date: wilia017
r
03 04
Tension x
01 02
Load N., jib]
Capacity;' N„:[Ib]
UtilizationN=N„/g N„
Status
Steel Strength' 251
8665
3
— OK
Pullout Strength` N/A
N/A
N/A
N/A
Concrete Breakout Strength— 1004
6438
16
OK
'anchor having the highest loading —anchor group (anchors intension)
3.1 Steel Strength
N„ = ESR value refer to ICC-ES ESR-1917
A N. z N,,. ACI 318-08 Eq. (D-1)
Variables
Ase.n:lin.� fu [psi]
0.10 115 000
Calculations
N. [lb]
11554
Results
.. N. [lb] A meal N. [Ib] N.. [lb]
11554 :750 8665 251
1% 0�VSHAA/
IVp, V
No 8
Exp.
2019
www.hilti.us ProTs Anchor 2.7.3
Company:
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Date: 5/1812017
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3.2 Concrete Breakout Strength
Nma =(t) W.A W W.N W CA W W,N Nb
ACI 318-08 Eq. (D-5)
0 N,, z N,
ACI 318-08 Eq. (D-1)
ANC see ACI 318-08, Part D.6.2.1, Fig. RD.5.2.1(b)
Avm = 9 har
ACI 318-08 Eq: (D-6)
1 `
W«,N = 2 eNl 51.0
1 +
AC1318-08 Eq. (D-9)
3 her
W IN =0.7+0.3( 5har)51.0
ACI318-OB Eq. (D-11)
W,A,N =MAX( ca.m� 1.5har s 1.0
,
ACI 318-08.Eq. (D-13)
Gac �)
Nb = k� X -Cf hdis
ACI 318-08 Eq. (D-7)
Variables
h,r [in.]. ed.N Pn.] e,N 6nj c�nm [in.] W �N
3.250 0.000 0.000 6.000 1.000
c. [in.] A. x f [psl].
.500 17 1 2500
Calculations
P4 Gn.21 A1io[in.� We N Waz.Ny.WE WmN Nb[Ib]
189.05 95.06 1.000 1:000 1.000 1.000 4980
Results
l4bg [Ib] �,�e m N� [lb] N.. [Ib]
9905 0.650 6438. 1004
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Company:
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Specifier.
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Address:
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Date: 5/18/2017
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4 Shear load
Load V. Jib]
-
Capacity 4V, [Ib]
U6limt.ion py= V,,,I� Ve
Status
Steel Strength* - -
-.
141 -
�...- 4472
4
... OK.. -
Steel failure (with lever army
N/A
NIA
N/A
N/A
Pryout Strength"
566
13867
5
OK
Concrete edge failure, in direction x+^
566
4764
12
OK
anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
V. = ESR value_
refer to ICC-ES ESR-1917
Vst„i 2 Vua
ACI 318-08 Eq. (D-2)
Variables
Ass,v Fin -I
f,a 1pa7
0.10
115000
Calculations
V. jib]
6880
Results
V. [Ib]
�,�,� 0 V. [Ib] V. [lb]
6880
0.650 4472 141
4.2 Pryout Strength
Vcaa = kw [(AN
\V a.N W sa.N W eN W MN Na]
ACI 318-08 Eq. (D-31)
Vs„ t V.
ACI 318-08 Eq. (D-2)
ANs see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANm = 9 har
ACI 318-08 Eq. (D-6)
1
W son = 1 + 2 eN 51.0
ACI 318-08 Eq. (D-9)
\ 3 hst
W m.N = 0.7+0.3 (5h�,) 51.0
ACI 318-08 Eq. (0-11)
V wN = MAX(z 1 char) 51.0
ACI 318-08 Eq. (D-13)
Ne =. k, 2, -A_h;is
ACI 318-08 Eq. (D-7)
Variables
,�
"gyp het [in.] emry [m] ea.N [in.] c.:m, [in.1
2 3.250 0.000 0.000 6.000
IV o.N _. caa [in.] -k. 11 f [psi]
1.000 - - - 7.500 - 17 1 - 2500
Calculations
Results
Vo,, [1b] mnvas VW, [Ib1 _ V. [lb]
--19809 -- - 0.700 .13867 566
No
S /U
ell Exp_
rs ntst��
Ill 017- FEB 282019
Input data ewm u1b must be tlieGeCA
PROFIS Antlmr (c) 2003-2W9 Hild AG,
vsu^9 mnauoes ..,or v.usuimi
is an istewi Tra a a* of Hid AG, Scra
www.hlltt.us
- Profis Anchor 2.7.3
Company:
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Specifier.
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Address:
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Date: 5/18/2017.
E-Mail
4.3 Concrete edge failure in direction x+
V.N ' (Avw) W xv W e W.,v W h,v W V.LV Vb
ACI 31.8-08 Eq. (D-22)
.V p
m V ft t V.
ACI 318-08 Eq. (D-2)
Avc- see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b)
Ava = 4.5 Cn
ACI 318-08 Eq. (D-23)
1
W.'v = 2e,. s 1.0
1 +
ACI 318-08 Eq. (D-26)
3cr
W W'v=0.7+0.3( 1,525c;r --)s1.0
Adf 318-08 Eq.(D-28).
1.5Kr
W h,v = z 1,0
h;
AC1318-O8 Eq._ (D-29)
g]
Vb - (7 (d) -ld')1, c W'
ACI 318-08 Eq. (D-24)
.
Variables
c.r [in.] c z [in.] ea [in.] W 2.V h. [in.]
18.000 6.000 0.000 1.000 6.000
1. [in.]
1,
.0. [in.]
f. [psi]
W g..Uj V _
3.250 - -
1.000
0.500
2500
1.000
Calculations
Av. [in.z]
Avw [!n'1
W.dv
W.d,v
W h.v Vb fib]
222.00.
1458.00
1.00VO
0.767
2.121 27482
Results
Vag [lb]
4 mno-et.
Vag [Ib]..
V.. [Ib]
6805
0.700
4764
565
5 Combined tension and shear loads
pN pv C Utilization pN 1%1 Status
0.156 0.119 - 5/3 8 OK
PNv=A+pv-1
6 Warnings
• The anchor design methods in PROMS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C. EOTA TR029, etc.).
This means load -re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is
assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROMS Anchor calculates the minimum
required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the
rigid base plate assumption is valid is not carried out by PROMS Anchor. Input data and results must be checked for agreement with the
existing conditions and for plausibility!
Condition A applies when supplementary reinforcement is. used. The m factor is increased for non -steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength. Refer to your local standard.
• Refer to the manufacturer's product literature for cleaning and installation Instructions. '_`�,,
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with AQ1�31o�w�OtAV4i- r,
standard! y '• pENc•_••
Fastening meets the.design criteria! 5 ,
4u
rr nnrN`�
Rianed Seal Exp-
Input dM aM resuh
PROMS Mtl (c)
S�n � JUN 0 7 2017 — FEB 2 8 2019
www.hilti.ds Proffs Anchor 2.7.3
Company:
Page: 6
Specifier.
Project
Address:
Sub -Project I Pos. No.:
Phone I Fax:
Date: 5/182017
E-Mail:.
7 Installation data
Anchor plate, steel -
Anchor type and diameter Kwik Bolt TZ - SS 304 12 (3 114)
Profile: Square HSS (AISC); 3.000 x 3.600 x 0.125 in.
Installation torque: 480.061 hit,
Hale diameter in the fixture: dt = 0.563 in.
Hole diameter in the base material: 0.500 in:
Plate thickness (input): 0,500 in.
Hole depth in the base material: 4.000 in.
Recommended plate thickness: not calculated
Minimum thickness of the base material: 6.000 in.
Drilling method: Hammer drilled
Cleaning: Manual leaning of the drilled hole according to instructions for use is required.
7.1 Recommended accessories
Drilling Cleaning .. .. ......Setting
• Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti
rProperty sized drill bit _ Safeset System)
• Torque wrench
Hammer
3.000
0 3
ilttnUl
Coordinates Anchor in.
Anchor
.x
y
c'
c..
cy
c•y
1
-2000
-2.000
6.000
31.000
6.000
31.000
2
2.060
-2.000
10.000
27.000
6.000
31.000
3
-2.000
2.000
6.000
31.000
10.000
27.000
4
2.000
2.000
10.000
27.000
10.000
27.000
4j11•It1
1.oao
0
0
0
0
a7
I It•t r ltrr
3RHAN �2n.
r
it
TF : �W
III
t�
Hilt
Seal Exp.
Input data aiM results musrbe cher dfor agreementwiLb the acstug mnaitlons and forpleusibilityl _
PROFS Ari v(c)=1 2.00e Hld AG, FL-a494 S� 1Wis a registered TmdemaB of Hilt AG, Stlman \^ i JUN 07 2917 �FEB 2 8 2019
Profis Anchor 2.7.3
Company:
Page:, 7
Specifier:
Project:
Address:
Sub -Project I Pos. No.:
Phone I Fax:
Date: 5/18/2017
E-Mail:
8 Remarks; Your Cooperation Duties
Any and all information and data contained, in the Software concern solely the use of Hilli products and are based on the principles, formulas
and security regulations in accordance with Hilfi's technical directions and operating, mounting and assembly instructions, etc.; that must be
strictly complied with by the user: All figures contained therein are average figures, and therefore use -specific tests are to be conducted
prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completenessandthe relevance of the data to be
put in by.you. Moreover, you bear sole responsibility for having thesesults ofthe calculation checkedandcleared by an expert,. particularly
with regard to compliance with applicable norms and permits, pdor to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.:
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the backup regular of
g p programs and dataand, if applicable, tarty out the updates of the Software offered by Hilfi on a regular hasis. If you do
not use the.AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hild Website. Hilt! will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
trfi.ur4Nr
,VFri: �tGENg
NO 11074
k_
ff�
Exp.
InWw amdl mwits mug dmrked for a,mmmuil_f, Me ndsu,, condiucns mM fw pinivalftyl
PROMS AnU (c) 2W3,2W9 Hilu AG, FL-94M Stlr _ `Iuu aregineml T2dema,k of Hib AG, SWwm ,` ' JUN 0 7 2017 - FEB 2 8 2019