HomeMy WebLinkAboutSTRUCTURAL CALCULATIONV
G&D BUILDING
SOLUTIONS
DATE: February 12, 2020
PROJECT NAME: NEW CONCRE
i3
FEB 14 ?151
5;T. Lucie County, Permitting
STAIR FOR SION HOMES
ADRESS: 4416 N Hwy Al A, FORT PIERCE, FL 34949
DESIGN BY: Danay Fernandez, P�E.
INDEX
DESCRIPTION
LOAD CALCULATIONS
STAIR REVISION
This computation book contain�
calculations, pages are numbered
Computations were preformed to
sound and generally acceptE
requirements.
The sian and seal orovided herein are meant to cover all. comoutation
SGANN69
PAGE
2
3-6
sheets pages 1 through 6
Sincerely,
manual and computerized structural
thru 6 including this page.
ie best of our knowledge according to
engineering principals and code
,,it fill,l.
�V'J'
C
0 0 7
7714�2
FL R
N-4 L Etlg�
I
lilliffil"I";%1I
ENGINEERS & GENERAL CONTRACTbRS
1
1310 NW 67th Ter. Hollywood, FL 33024 1 PE 77142 CGC 1514512 1 CCC 1328768
305.773.7973 1 projects@gdbuildingsolutions.com I jdbuildingsolutions.com
I -
Lo At) L 6 U 71
cA-s,P #- L
L I
IIN
uom = -io p
J).P-AP LO�
1- 4- L L
12- 0 q -6/P
LLL4-P 1-,L
.--- 2 0 P5 C--
5LP,
--�b K,
l<
Title Block Une I
You can change this area
us,,rig the 'Seffings" menu item
and then using the "Printing &
Title Block' selection.
Title Block Line 6
fc 1/2
fr= fc * 7.50
y Density
I LtWt Factor
Elastic Modulus
fy - Main Rebar =
E - Main Rebar =
3.0 ks! Phi Values Fle
410.79 psi S
145.0 pcf
1.0
3,122.0 ks! Fy - Stirrups
60.0 ksi E - Stirrups
29,000.0 ksi Stirrup Bar Size # =
Number of Resisting Legs Per Stirrup =
Load Combination 2009 IBC & ASCE 7-05
......... . .............
ross;:S'e d tlqm� eln.orcincr btii
_R6ctangular Section, Width=44.01n, Heig 6 0 in
Span #1 Reinforcing....
545 at 2.0 in from Bottom, from 0.0 to 9.80 ft in this span
545 at 2.0 in from Top, from 6.80 to 9.80 ft in this span
Title: CONCRETE STAIR REVISION
Dsgnr: DANAY FERNANDEZ, P.E.
Project Desc.:
Project Notes :
Job #
Printed: 7 FEB 2020, 9:48AM
Calculations per ACI 318-08, IEC 2009, CBC 2010, ASCE 7-06
0.90
0.750
0.850
6 0.0 ks!
Wl
29,000.0 ksi
3
2 44 h
wx 6" h
80 ft
545 at 2.0 in from Top, from 0.0 to 3.0 ft in this span
.. .. ... ...... ... .... . . .
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans: D=0.0760, L=0.1520k/ft, Tributary Width 1.0 ft
Partial Length Uniform Load: D 0.5280, L 0.3240 k/ft, E Extent 0.0
3.80 ft
...... .... ...
Maximum Bending Stress Ratio 0.502: 1
�Maximum Deflection
Section used for this span Typical Section
Max Downward L+Lr+S Deflection
0.024 in Ratio 4956'
M u Applied 12.546 k-ft
Max Upward L+Lr+S Deflection
0.000 in Ratio= 0 <360
Mn Phi: Allowable 25.009 k-ft
Max Downward Total Deflection
0.067 in Ratio = 1759
Load Combination +1.20D+0.5OLr+1.60L+1.60H
Max Upward Total Deflection
0.000 in Ratio= 999<180
Location of maximum on span 3.724ft
Span # where maximum occurs Span # I
.. ..... . ...
Suoport notation Far left is #1
Load Combination Support 1 Support 2
Overall MAXimum 5.030 3.047
D Only 3,292 2.064
L Only 1.737 0.984
D+L 5.030 3.047
eauiremen sil.
i:-;:::SfieaK ti'rrU*' D, k
. ..... ... St f L
g;!,,+.!i axqqlrn1'Fp'ri..ces,. resses;: oi-r� , p a+d. C b
om ina ont,
............ ... .. t
oad Combination
Location (ft)
&�8ingttress Results (k-ft)
Segment Length Span #
in Span
Mu: Max
Phi-Mrix Stress Ratio
MAXimum BENDING Envelope
Span# 1* 1
3.724
12.55
25.01 i 0.50
+1.40D
Span # 1 1
3.789
8.72
25.01 1 0.35
+1.20D+0.5OLr+1.60L+1.60H
3
Span # 1 1
3.724
12.55
25.01 i 0.50
1
Title Block Line 1 Title: CONCRETE STAIR REVISION
You can change this area Dsgnr: DANAY FERNANDEZ, P.E.
Project Desc.:
us,,Ig the "Settings" menu item
and then usihg the 'Printing & Project Notes:
Title Block' selection.
Tiflp Rlnr.k I inin A
Load Combination
Location (ft)
Bending. , Ptress Results
(k-ft)
Segment Length
Span #
in Span
Mu: Max Phi*Mnx
Stress Ratio
+1.20D+1.60L+0.50S+1.60H
Span # 1
1
3.724
12.55
25.01
0.50
+1.20D+1.6OLr+0.50L
Span # 1
1
3.768
9.06
25.01
0.36
+1.20D+0.50L+1.60S
Span # 1
1
3.768
9.06
25.01
0.36
+1.20D+0.50Lr-1().50L+1.60W
Span # 1
1
3.768
9.06
25.01
0.36
+1.20D+0.50L+0.50S+1.60W
Span # 1
1
3.768
9.06
25.01
0.36
+1.20D+0.50L+0.20S+E
Span # 1
1
3,768
9.06
25.01
0.36
f .
-0 Un.ac ore
vera aximum'�:De:l'ettibn+9-':';'::'-..... .......
Load Combination
Span Max.
Defl
Location �'n Span
Load Combination
I U.Ubbd
Job #
Pdnfed: 7 FEB 2020, 9:48AM
Max. "+P Defi Location in Span
0.0000 0.000
rd
Title Block Line I
You can change this area
usktg the 'Settings" menu item
and then using the "Printing &
Title Block' selection.
Title Block Line 6
fc 1/2 3.0 ksi
fr= fc * 7.50 410.79 psi
Density 145.0 pcf
LtWt Factor 1.0
Elastic Modulus 3, � 22. 0 ks!
6 Phi Values
01
Fy - Stirrups
P - QfIr— . . =
fy - Main Rebar = 60.0 ksi F,
E - Main Rebar = 29,000.0 ks! Stirrup Bar Size
Number of Resisting Legs Per Stirrup
Load Combination 2009 IBC & ASCE 7-05
Title: CONCRETE STAIR REVISION Job 9
Dsgnr: DANAY FERNANDEZ, P.E.
Project Desc.:
Project Notes
Hoed: 7 FEB 2020. 9:43AM
Calculations per ACI 318-08, IBC 2009, C13C 2010, ASCE 7-05
0.90
r: 0.750
0.850
60.0 ksi
29,000.0 ks!
3
2 44.
44" w x 8" h
Sp�n=16.160 ft
Beam self weight calculated and added to loads I
Loads on all spans...
Uniform Load on ALL spans: D = 0.0760, L = 0.1520 k/ft, Tributary Width 1.0 ft
maximum benaing 6tress Katio
U.bJ[: I
maximum uenection
Section used for this span
Typical Section
Max Downward L+Lr+S Deflection
0.092 in
Ratio=
2106
Mu: Applied
24.80 k-ft
Max Upward L+Lr+S Deflection
0.000 in
Ratio =
0 <360
Mn * Phi: Allowable
38.959 k-ft
Max Downward Total Deflection
0.205-in
Ratio =
947
Load Combination +1.20D+0,5OLr+1.60L+1.60H
I Max Upward Total Deflection
0.000 in
Ratio =
999<180
Location of maximum on span
8.080ft
1
Span # where maximum occurs
Span # 1
T n
ion%*
Support notation Far left is #1
Load Combination
Support I
Support 2
Overall MAXimum
4.706
4.706
D Only
3.478
3.478
L Only
1.228
1.228
D+L
4.706
4.706
urru pJ 9*qfuirements:;:!�
....... .
Entire Beam Soan Lenath: Vu < PhiVc/2. Redd Vs = Not Read. use stirruns saaced at 0.000 in
..........
Load Combination
Location(ft)
. . . .... 44:..:.;_.: .......... ;
- Bending Stress Results, ( k-ft)
Segment Length Span #
in Span
Mu: Max Phi'Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1 1
8.080
24.80 38.96 0.64
+1.40D
Span # 1 1
8.080
19.67 38.96 0.50
+1.20D+0.5OLr+1.60L+1.60H
Span # 1 1
8.080
24.80 38.96 0.64
+1.20D+1.60L+0.50S+1.60H
Title Block Line 1
You can change this area
usiq the "Settings" menu item
and then using the "Printing &
Title Block' selection.
Title: CONCRETE STAIR REVISION
Dsgnr: DANAY FERNANDEZ, P.E.
Project Desc.:
Project Notes
Job #
Load Combinaflon
Location (ft)
Bending
Stress Results ( k-ft)
Segment Length
Span #
in Span
Mu: Max
Phi-Mnx
Stress Ratio
Span # 1
1
8.080
24.80
38.96
0.64
+1.20D+1.6OLr+0.50L
Span # 1
1
8.080
19.34
38.96
0.50
+1.20D+0.50L+1.60S
Span # 1 '
1
8.080
19.34
38.96
0.50
+1l.20D+0.50Lr+0.50L+1.60W
Span # 1
1
8.080
19.34
38.96
0.50
+1.20D40.50L+0.50S+1.60W
'
I
Span # 1
1
8.080
19.34
38.96
0.50
+1.20D+0.50L+0.20S+E
Span # 1
1
8.080
19.34
38 96
0.50
.. ....... ..
.',�:�O.V.drail'maximUM:,'Odfliai'c::)n"-g"!P'.!;AJhfafc
. .......... .. ....
. . . .......... dredli: a T".17.1441i
... ....... .
Load Combination
Span
Max. "-" Defl
Locatid I n in Span
Load Combination Max. "+" Defi Location in Span
D+L
1
0.2046
17.918
0.0000 0.000
9