RC-20-240 STRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONS
SINGLE FAMILY RESIDENCE (LEGALIZATION) FOR:
IVLIS DURAN MANTILLA AND EDGARDO RENE DURAN
530 NE 107 ST MIAMI SHORES, FL 33138-7139
DATE: 06/14/2017
STRUCTURAL DESIGN:
A.J. TELLEZ, P.E.
PE# 51576
THESE CALCULATIONS HAVE BEEN PREPARED IN ACCORDANCE WITH THE FOLLOWING
CODES AND STANDARDS:
• FLORIDA BUILDING CODE 2014 EDITION.
ASCE 7-10 LOADS.
• ACI-318-11 REINFORCED CONCRETE.
• AISC MANUAL OF STEEL CONSTRUCTION, AISC 360-10 14 EDITION.
• ACI 530-11 MASONRY.
• NDS FOR WOOD CONSTRUCTION, NDS-12 (2012 EDITION).
THE ENGINEER WHO'S SEAL APPEARS BELOW ASSUMES RESPONSIBILITY FOR ALL THE
ENCLOSED MANUAL AND GENERATED CALCULATIONS THAT ARE A PART OF THIS PACKAGE
OF STRUCTURAL DESIGN CALCULATIONS.
TOTAL NUMBER OF CALCULATION PAGES: 8
J. TELLEZ, P.E.
PE# 51576
I
CONTENTS
DESCRIPTION
PAGES
1- WIND LOAD CALCULATION ................. 'i-5
2- CALCULATIONS ROOF WOOD JOIST ...... E Q
A.J. TELLEZ, P.E.
PE# 51576
MecaWind
Std v2.2.7.5 per ASCE 7-10
De-i__oped b"
MB_: E-Ce=cris3
, In-. _gip. -
:r_q^_
�-
Date 6/9/2017
Project No.
Company Name
Designed By
Address
Description
City
State
Customer Name ;
Proj Location ;
Directional Procedure Simplified Diaphragm Building
(Ch 27 Part 2)
Basic Wind Speed(V)
175.00 mph
Structural Category
II
Exposure Category
C
Natural Frequency
N/A
Flexible Structure
N
Importance Factor
1.00
Kd Directional Factor =
O.d5
Damping Ratio (beta)
0.01
Alpha
At
9.50
Zg =
900 (10
ft
Am -
0.11
0.15
Bt -
1.00
Cc ;
0.20
Bm -
1
u 65
Epsilon
0.20
=
Zmin
SOO.00
ft
Pitch of Roof =
2.608696 12
=
Slope of Roof(Theta)
15.00
12.26
ft
Deg
h: Mean Roof Ht -
10.50 ft
Type of Roof
HIe ED
RHt: Ridge Ht -
OH: Roof Overhang at Eave=
13.00 ft
2.00 ft
Eht: Eave Height
8.00
ft
Bldg Length Along Ridge -
57.00 ft
Overhead Type
Bldg Width Across Ridge=
OH W/ soffit
42.00
ft
Length of Hipped Ridge =
43.00 ft
Roof Slope on Hip End -
29.05 Deg
Gust Factor Calculations
Gust Factor Category I _.igi_( Structures - Si:nr plified Niehod
Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85
pus*_ Factor Categ-jr% II gigid . rU_tures - Complete A_nallisis
Zm: 0.6*Ht 15.00 ft
lzm: Cc*(33/Zm)^0.167 - 0.23
Lzm: 1*(Zm/33)^Epsilon - 427.06 ft
Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))"0.5 - -0.93
Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) - 0.89
Gust Factor Summar�i
Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure Coefficient +/-0.18
Topographic Adjustment
0.33'z
1.00
Kzt (0.33*z): Topographic factor at elevation 0.33*z 1..00
Vtopo: Adjust V per Para 27.5.2: V * [K-t(0.33*z))^0.5 175.00 mph
MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2
rA
See Fig 27.6-2 for
Parapet wired
pressures
Ph
Wall Pressures
See Table 27.6-1
P3
ter" 8
Elevation
Roof Pressures
See Table 27.6-2
Dan roof ht_
Wind
Mean
Plar.
G QJ�
Hipped Roof
lrurlt t�lhjc
gor 3
MWFRS Pressures for Wind
2
Title Block Line 1
Title :
Job #
You can change this area
Dsgnr:
Project Desc.:
using the "Settings" menu item
and then using the "Printing &
Project Notes:
Title Block' selection.
Title Block Line 6
Wood Beam
ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11,8.23
Description : --None--
Material Properties
Calculations
per NDS 2005, I13C-2009, CBC 2010, ASCE 7-05
Analysis Method: Allowable Stress Design
Fb- Tension
925,0 psi
E: Modulus of Elasticity
Load Combination 2006 IBC & ASCE 7-05
Fb-Compr
Fc- Prll
925.0psi
1,350.0 psi
Ebend-rx 1,400.0KSI
Eminbend - xx 51G.uks,
Wood Species : Southern Pine
Fc - Perp
Fv
565 psi
175 psi
Wood Grade No.2: 2" - 4" Thick : 8" Wide
Ft
550.0psi
Density 3E.44pc.`
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Repetitive Member Stress Increase
D 0.033 L O.027 W
-0.05$
❑(0.030L 3.C27) VV(-).G94)
r
�
2x8
Span = 10.0 ft
Applied Loads
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0330, L = 0.0270. W =-0,0580 , Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0,0330, L = 0,0270, W =-0.0940 , Tributary Width = 1.0 ft
DESIGN.Q11UMARy
2x8
Span = 2.0 ft
-se:'vice loacs entered. Load 11e ens-?IE-':� .v. C.. ...... .... ...:.
I�e1i'h_
Maximum Bending Stress Ratio = _ 0.620 1 Maximum Shear Stress Ratio - 0.230 . 1
Section used for this span 2x8 Section used for this span 2x8
fb : Actual = 659.33psi fv : Actual = 40.30 psi
FB : Allowable = 1,063.75psi Fv : Allowable = 175.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.769ft Location of maximum on span = 9.462ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.083 in Ratio = 1438
Max Upward L+Lr+S Deflection -0.048 in Ratio = 1008 r
Max Downward Total Deflection 0.088 in Ratio = 544
Max Upward Total Deflection -0.110 in Ratio = 434
Maximum Forces & Stresses for Load Combinations �.
Load Combination Max Stress Ratios W Summary of Moment Values inmary of Shear Values
Segment Length Span # M V C d C FN C r C, C t Mactual fb-design Fb-allow Vach - fv-design Fv-allow
+D
Length =10.0 ft 1 0,353 0.131 1.000 1.000 1.150 1-000 1.000 0.41 375.30 1,063.75 0.17 22.94 175.00
Length = 2.0 ft 2 0.061 0.131 1.000 1.000 1.150 1.000 1.000 -0.07 65.16 1,063.75 0.05 22.94 175,00
+D+L+H 1.000 1.150 1.000 1.000
Length = 10.0 ft 1 0.620 0,230 1.000 1.000 1.150 1.000 1.000 0.72 659.33 1.063.75 0.29 40.30 175.00
Length = 2.0 ft 2 0.108 0230 1.000 1.000 1.150 1.000 1.000 -0.13 114.47 1,063.75 009 40.30 17 5-00
+D+0.750Lr+0.750L+H 1.000 1.150 1.000 1,000
Length =10.0 ft 1 0.553 0.205 1.000 1.000 1.150 1.000 1.000 0.64 588.32 1,063-75 0.26 35.96 175,00
Length = 2.0 ft 2 0.096 0.205 1.000 1.000 1,150 1.000 1.000 -0.11 102.14 1,063.75 008 35.96 17500
+D+0.750L+0,750S+H 1.000 1.150 1,000 1.000
Length = 10,0 ft 1 0.553 0.205 1.000 1.000 1.150 1,000 1.000 0.64 588.32 1,063.75 026 35 96 175.00
7
Title B;Dck Line 1 Title : Job #
You can change this area Dsgnr:
using the "Settings" menu item Project Desc.:
and then using the "Printing & Project Notes
Title Block" selection.
Title Block Line 6
i Wood Beam ENERCALC,INC.1983-2011,Build:6.11,6.23,Ver:611.6.23
Description : --None--
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Load Combination
Span #
M
V
C
C FN
C
C m
C t
Mactual
fb-design
Fb-allow
Vactual
Iv -de^ :g.1
Fv-allow
Segment Length
d
r
Length = 2.O ft 2
0.096
0.205
1.000
1.000
1,150
1.000
1.000
-0.11
102.14
1.063.75
G.OS
35.aJ
175 00
+D+W+H
1
0.192
0.088
1.000
1.000
1.000
1.150
1,150
1.000
1.000
1,000
1,000
0.22
204.34
1,063.75
�' 1
15 35
175.00
Length =10.0 ft
Length = 2.0 ft 2
0.100
0.088
1.000
1.000
1.150
1.000
1.000
0.12
106.52
1.063,75
0.08
15.35
175.00
+D+0.750Lr+0,750L+0.750W+H
1.000
1.150
1.000
1,000
0.05
9
75.00
Length = 10.0 ft 1
0.146
0.046
1.000
1.000
1.150
1.000
1.000
0.17
155.47
1.063.75
6.02
&05
175.00
Length = 2.0 ft 2
0.025
0 046
1.000
1.000
1.150
1.000
1.000
0.03
26.62
1,063.75
+D+0.750L+0.750S+0.750W+H
1,000
1.150
1.000
1.000
0,17
155.47
1,063.75
0.06
3.05
00
175,00
Length = 10.0 ft 1
0.146
0.046
1.000
1.000
1-150
1.000
1.000
0.03
26.62
1,063.75
0 02
8.05
175
Length = 2.0 ft 2
0,025
0,046
1.000
1.000
1.150
1.000
1.000
+D+0.750Lr+0.750L+0.5250E+H
1.000
1.150
1.000
1.000
1.000
0.64
588.32
1,063.75
0.26
35.96
Length =10.0 ft 1
0,553
0,096
0,205
0.205
1.000
1.000
1.000
1,000
1.150
1-150
1.000
1.000
1.000
-0.11
102.14
1,063.75
0.09
35.96
175.00
175.00
Length = 2.0 ft 2
+D+0.750L+0.750S+0,5250E+H
1.000
1.150
1-000
1.000
0.64
588.32
1,063.75
0.26
35.96
15.00
Length = 10.0 ft 1
0.553
0 096
0,205
0 205
1.000
1 000
1,000
1 000
1.150
1 150
1.000
1 000
1.000
1 000
-0.11
102.14
1,063.75
0.08
35.96
175+00
Length = 2.0 it
+0.60D+W+H
2
1.000 1.150 1,000
1.000
Length = 10.0 ft
1 0.333 0.140 1.000
1.000 1.150 1.000
1.000 -0.39
Length = 2.0 ft
2 0.125 0.140 1.000
1.000 1.150 1.000
1.000 0.15
Overall Maximum Deflections - Unfactored Loads
Load Combination
Span Max.=" Defl
Location in Span
Load Combination
D-L
1 0.193fi
5.000
2 0.0000
5.000
D+L
t;
U f toted
Support notation
: Far left is #1
vertlCal Ileac IOnS - n aC
Load Combination
Support 1
Support 2
Overall MAXimum
J O.�b1
7F497
D Only
0.171
0,257
L Only
0.130
0.194
W Only
-0.271
-0,497
D+L
0.301
0.451
D+W
-0.100
-0.240
D+L+W
0.030
-0.046
Support3
354.06 1,063.75 0.18 24,52 175.00
13259 1,063.75 0.10 24,52 175.00
Max. "+" Defl Location in Span
0.0000 0,000
-0.1105 2.000
Values in KIPS
1
r�l
u