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16581 SW 64th Terrace, Miami, FL 33193, U.S.A.
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STRUCTURAL
CALCULATION
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JOSE L GUZMAN P,E�
LIC. # 56138 ~ '2' J
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MUS CONSULTING ENGINEERS
1 81 SW 64Lk T arracc
Mlam4 FL 33193
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Pas. 999.441.6414
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JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
POMER
-JOB NUMBER DATE : 3/14/2005
- DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDII,fu- CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt _ = 1.00
ROOF SLOPE
= 3.00 : 12
TRIBUTARY AREA
= 33.0 FT2
MEAN ROOF HEIGHT
= 25.0 FT
DISTANCE, Z
= 25.0 FT
(14.04 DEG)
Kh = 0.945
Kz = 0.945
GABLE /HIP ROOF WIND LOADS
0000
..
1
2
3
GCp ( +)
0.396
0.396
0.396
. 0 0 0 0 .
... .
-1.737
-1.737
0 0
48.8
47.4
11.8
48.8
47.4
11.8
0000
SUCTION(psf)
VERT. COMP.
HORIZ. COMP.
. .
.
-118.0
-114.4
— -28.6
. .
.. ..
.
. . .
0000
.
. . .
..
.. .
. .
•
. .
.. ..
qh =
51.06 PSF
• 0
0000
qz
= 51.:6 f'jF
•....•
......
GABLE /HIP ROOF WIND LOADS
ROOF AREA
1
2
3
GCp ( +)
0.396
0.396
0.396
GCp ( -)
-0.848
-1.737
-1.737
PRESSURE(psf)
VERT. COMP.
HORIZ. COMP.
48.8
47.4
11.8
48.8
47.4
11.8
48.8
47.4
11.8
SUCTION(psf)
VERT. COMP.
HORIZ. COMP.
-72.1
-70.0
-17.5
-118.0
-114.4
-28.6
-118.0
-114.4
— -28.6
a
a
a
a
2
1
2
2
1
2
3
3
3
3
P = gh[(GCp) - (GCpi)]
GCpi = +0.55/ -0.55
BUILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT
0000
0000
0000
....
.
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
:r 'OMER
NUMBER DATE : 3/14/2005
DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY
EXPOSURE CATEGORY
BUILDING CATEGORY
IMPORTANCE FACTOR
Kzt
ROOF SLOPE
TRIBUTARY AREA
MEAN ROOF HEIGHT
DISTANCE, Z
146 MPH
C
2
1.00
1.00
3.00 : 12
120.0 FT2
25.0 FT
25.0 FT
(14.04 DEG)
Kh = 0.945
Kz = 0.945
GABLE /HIP ROOF WIND LOADS
ROOF AREA
1
qh =
51. VPSF
qz =
51.6 PSF
0.300
GABLE /HIP ROOF WIND LOADS
ROOF AREA
1
2
3
GCp ( +)
0.300
0.300
0.300
GCp ( -)
-0.800
-1.400
-1.400
PRESSURE (psf)
VERT. COMP.
HORIZ. COMP.
24.8
24.0
6.0
24.8
24.0
6.0
24.8
24.0
6.0
SUCTION(psf)
VERT. COMP.
HORIZ. COMP.
-50.6
-49.0
-12.3
-81.5
-79.1
-19.8
-81.5
-79.1
-19.8
a
a
a
a
2
1
2
2
1
2
3
3
3
3
P = qh [ ( GCp ) - ( GCp i) ]
GCpi = ± 0.18
BUILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT
. .
. .
0000
..
.
. .
.. .
.
*000
...
_ MUS CONSULTING ENGINEERS
1 Z381 M M T.Z e
M lam 4 PL 33193
ToL 786938.1092
IMF= 994.441.0444
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To specify your title block on
Tide:
these five lines, use the SETTINGS
Dsgnr:
main menu selection, choose the
Description
Printing & Title Block tab, and ent
Scope:
your tide block Information.
7 500 in
Rev 580000
60,000 psi • • • •
User KW- M03515, Ver 580. 1- Dec -2003 Concrete Rectangular & Tee Beam Design
(01983-2003 ENERCALC Enoineerino Software
' Description
Job #
Date: 9 OOAM, 15 MAR 05
Page 1
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete Qesio. ; '0090'
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 :06:6:
Uniform Loads
Dead Lo Live Load Short Term Start End
#1 0.240 k 0.240 k k 0.000 ft 11.000 ft
1-1 Summary Beam Design OK
Span = 11 OOft, Width= 48 OOm Depth = 7 50m
General Information
-76 77 k -ft
Code Ref: ACI 318 -02,1997 UBC, 20031BC, 2003 NFPA 6000
Span
11 00 It
f
3,000 pal • • • • • • •
•
Depth
7 500 in
Fy
60,000 psi • • • •
Width
48.000 in
Concrete Wt.
150.0 pd • • • • • • • • • •
Not Req'd
Max Vu 13 345
Seismic Zone
0 • • • • •
-
Bending... Mn•Phi
End Fixity
Fixed -Free • • •
Beam Weight Added Internally
Live Load acts with Short Term : : • • • •
Reinforcing
Shear... Vn•Phl
• • •
Reber @ Center of Beam...
Reber @ Left End of Beam...
Reber @ Right End of P�earq • • • •
Count Size
'd' from Top
Count Size 'd' from Top
Count Size d' from Top •
01 8 6
6.00 in
#1 8 6 1.50 in
#1 • • Irt • • _ •
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete Qesio. ; '0090'
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 :06:6:
Uniform Loads
Dead Lo Live Load Short Term Start End
#1 0.240 k 0.240 k k 0.000 ft 11.000 ft
1-1 Summary Beam Design OK
Span = 11 OOft, Width= 48 OOm Depth = 7 50m
Maximum Moment. Mu
-76 77 k -ft
Allowable Moment: Mn'phi
81.30 k -ft
Maximum Shear: Vu
13.34 k
Allowable Shear Vn'phi
75 78 k
Shear Stirrups...
Stirrup Area (d3 Section 0.220 in2
Region 0.000
1.833
Max Spacing Not Req'd
Not Req'd
Max Vu 13 345
11.670
ding & Shear Force Summary
Bending... Mn•Phi
Center 81.30 k -ft
Left End 81.30 k -ft
@ Right End 0 00 k -ft
Shear... Vn•Phl
Q Left End 75.78 k
Q Right End 75 78 k
Deflection
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Sm Wt]
Reactions...
DL + [Bm ME
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Maximum Deflection
- 1.2933 in
Max Reaction @ Left
9.40 k
Max Reaction ® Right
0.00 k
3 667 5.500 7.333 9.167 11 000 ft
Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in
9 325 4.690 4.690 2.345 0 670 k
Mu, Eq. C -1
0.00 k -ft
-76 77 k -ft
0.00 k -ft
Vu, Eq. C
13.34 k
0 00 k
0.0000 in at 0.0000 ft
0.0000 In at 0.0000 ft
0.0000 in at 0.0000 ft
a Left
6 765 k
9.405 k
9.405 k
Mu, Eq. C -2
0.00 k -ft
-57.58 k -ft
0.00 k -ft
Vu, Eq. C
10 01 It
0.00 k
90 Right
0 000 k
0.000 k
0 000 k
Mu, Eq. C-0
0.00 k -ft
-33.49 k -ft
0 00 k -ft
Vu, Eq. C:
5.82 k
0 00 k
-0.8698 In at 11.0000ft
- 1.2933 in at 11 OOOOft
- 1.2933 In at 11 0000f
To specify your title block on Title : Job #
these five lines, use the SETTINGS Dsgnr: Date: 9:OOAM, 15 MAR 05
main menu selection, choose the Description
Printing & Title Block tab, and ant Scope:
your title block Information.
Ver580, 1- Dec -2003 Concrete Rectangular & Tee Beam Design Page 2
CALC Engineering Software
Description
•
Section Analysis
•
Evaluate Moment Capacity...
Center
LAM End
Ric ft Ea***.
. ".
X : Neutral Axis
2.025 in
2 025 in
0.00 n ;
• ' •'
a = beta' Xneutral
1.721 in
1 721 in
0.001 Ir►...
....
Compression in Concrete
210.681 k
210.681 k
0 OOQ k
• . ..'
Sum [Steel comp forces)
0 000 k
0.000 k
0.000 k
Tension in Reinforcing
-211200 k
- 211.200 k
000A
Find Max As for Ductile Failure...
:
• • • •
X- Balanced
3.551 in
3 551 in
0 0000 iri •
•
Xmax = Xbal • 0 75
2 663 In
2 663 in
0.008 In
a-max = beta • Xbal
3.018 in
3 018 in
0.008 in • •
• • •
Compression in Concrete
277 086 k
277.088 k
0.000 k.'
Sum [Steel Comp Forces]
0 000 k
0.000 k
0.0 -k •
Total Compressive Force
277 086 k
277 086 k
000 k
. •
AS Max = Tot Force / Fy
4 618 In2
4.618 in2
0.008 in2
•
Actual Tension As
3 520 OK
3 520 OK
0.009 ilk,'
Additional Deflection Calcs
• •
Neutral Axis
2.260 in
Mcr
15.40 k -ft
Igross
1,687 50 in4
Ms-Max DL + LL
51 73 k -ft
Icracked
642.04 in4
R1 = (Ms:DL +LL)/Mcr
0.298
Elastic Modulus
3,122.0 kei
Ms:Max DL +LL +ST
51.73 k -ft
Fr = 7 5' fc".5
410 792 psi
R2 = (Ms DL +LL +ST)/Mcr
0 298
Z:Cracking
141 452 kM
Leff. Ms(DL +LL)
669.653 in4
i:eff. . Ms(DL +LL +ST)
669.653 in4
Eft. Flange Width
48.00 In
ACI Factors (per ACI 318-02, applied Internally to entered loads)
ACI C -1 & C-2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1 400
ACI C-1 & C -2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900
ACI C -1 & C-2 ST 1.700 ACI C -3 Short Term Factor 1.300
. seismic = ST ' 1 100
... •
...o
To specify your title block on
Title:
Job e
these five lines, use the SETTINGS
Degnr: Date: 9 06AM,
15 MAR 05
main menu selection, choose the
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Printing & Title l4Iock tab, and ant
Scope:
your title block Information.
Rev 580000
User KW- 0603515 Ver580 1- Dec -2003
General Footing
Analysis & Design
Page 1
(c)1983 -2003 ENERCALC Engineering Software
• Description
•
General Information
Code Ref. ACI 318-02,1997 LIBC, 2003 IBC, 2003 NFPA 5000
Allowable Soil Bearing
3,000.0 psf
- Dimensions...
�-
• •
Short Term Increase
1.330
Width along X -X Axis
• •
:8.00014 •
Seismic Zone
0
Length along Y -Y Axis
:B.GQ[L$ 0 0 * 0
Footing Thickness
•24.00 in 0000
Live & Short Term Combined
.
Col Dim. Along X -X Axis
0P2.Wip •
fc
3,000.0 psi
Col Dim. Along Y -Y Axis
•84.00 T • • 00
Fy
60,000.0 psi
Base Pedestal Height
*
!,*@Win •
- Concrete Weight
150.00 pcf
• •
Overburden Weight
000 psf
Min Steel %
Rebar Center To Edge Distance
4.0014. *00 •
• 3.50 M • • •
Loads
:• 0 •• •�
• •
Applied Vertical Load...
• •
Dead Load
6.600 k
ecc along X -X Axis 0 000 in
. • • . • . . • • • .
Live Load
2.640 k
ecc along Y -Y Axis 0.000 in
Short Term Load
k
: • • : •
Creates
Applied Moments...
Rotation about Y -Y Axis
(pressures (M left & right)
Creates Rotation about X -X Axis
(pressures @ top & bot)
Dead Load
36.300 k -ft
k -ft
Live Load
14.520 k -ft
k -ft
Short Term
k -ft
k -ft
Creates
Rotation about Y -Y
Axis Creates Rotation about X -X Axis
Applied Shears...
(pressures Q left & right)
(pressures @ top & bot)
Dead Load
k
k
Live Load
k
k
Short Term
k
Summary
Caution: X(static)ecc >Wid
8 OOft x 8 OOft Footing, 24.Oin Thick, w/ Column Support
12 00 x 84 OOin x 24 Oin high
D + L DL +LL +ST
Actual
Allowable
Max Soil Pressure 1,0895 1,089 5 psf
Max Mu 5.448 k -ft per ft
Allowable 3,000.0 3,990.0 psf
Required Steel Area
0.518 in2 per ft
"X' Ecc, of Resultant 19.969 in 19 969 in
"Y' Ecc, of Resultant 0 000 in 0.000 in
Shear Stresses.
Vn ' Phi
1-Way 6 561
93.113 psi
X -X Min Stability Ratio No Overturning 1.500:1
2 -Way 1.996
140 843 psi
Y -Y Min Stability Ratio
2.404
Footing Design
Shear Forces ACI C -1
ACI C-3 Vn *Phi
Two-Way Shear 2 00 psi
1.23 psi
0.71 psi 140 84 psi
One -Way Shears.
Vu @ Left 6.56 psi
4.43 psi
3 16 psi 93.11 psi
Vu Q Right -2 87 psi
-2.16 psi
-1.86 psi 93.11 psi
Vu @ Top 0.00 psi
0.00 psi
- 0.00 psi 93 11 psi
Vu ® Bottom 0.00 psi
0.00 psi
0.00 psi 93 11 psi
Moments ACI 1
ACI C-2
ACI C-3 Ru / Phi As Rea'd
Mu @ Left -2 03 k -ft
-1 55k-ft
-1.36 k -ft 5.4 psi
-0.52 in2 per ft
Mu @ Right 5 45 k -ft
3.68 k -ft
2.62 k -ft 14.4 psi
0.52 in2 per ft
Mu ® Top 0.03 k -ft
0.02 k -ft
001 k -ft 0.1 psi
0.52 in2 per ft
_ Mu ® Bottom 0 03 k -ft
0 02 k -ft
0.01 k -ft 0.1 psi
0 52 in2 per It
•.•
•
.00
•.•
•••
To specify your title block on Tide: Job 0
these five Imes, use the SETTINGS Dsgnr: Date: 9 06AM, 15 MAR 05
main menu selection, choose the Description
Printing & Title Block tab, and ent Scope:
your title block information.
Rev 580000
User KW -0603515 Ver580 1- Dec -2003 General Footing Analysis & Design Page 2
(c)1983 -2003 ENERCALC Engineering Software
Description
Soil Pressure Summary
Service Load Soil Pressures
Left Right
Top
Bottom
DL + LL
000 1,089.49
477.19
477.19 psf
DL + LL + ST
000 1,089.49
477.19
477 19 psf
Factored Load Soil Pressures
ACI Eq. C-1
0.00 1,553.54
68044
680 44 psf
14
ACI Eq C -2
0.00 1,08649
475.87
475 87 psf
ACI Eq. C -3
0.00 82836
36281
362.81 psf
ACI Factors (per ACI 318 -02, applied intemally to entered loads)
ACI C -1 & C -2 DL
1.400
ACI C -2 Group Factor
0.750 d "I ' .4'
actor or elemlc 1.400
ACI C -1 & C -2 LL
1 700
ACI C-3 Dead Load Factor
0.900 Add "I "0.9"
Factor for Seismic 0 900
ACI C -1 & C-2 ST
1 700
ACI C-3 Short Tern Factor
1 300
..seismic = ST
1.100
To specify your title block on Title: Job #
these five lines, use the SETTINGS Dagnr: Date: 8 59AM, 15 MAR 05
main menu selection, choose the Description
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Rev 580000
Rear KW-0603515, Ver 5 8 0. 1 -Dec-2003 Concrete Rectangular & Tee Beam Design Page 1
(c)1983 -2003 ENERCALC Engineering Software
Description
General Information Code Ref: ACI 318- 02,1997 USC, 2003 IBC, 2003 NFPA 5000
Span 11.00 ft fc 3,000 psi
Depth 7 500 in Fy 603000 psi
Width 48 000 in Concrete Wt. 150.0 pcf
Seismic Zone 0
End Fixity Fixed -Free
Beam Weight Added Internally Live Load acts with Short Term
Reinforcing
Reber @ Center of Beam... Reber ® Left End of Beam... Reber @ Right End of Beam...
Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top
#1 8 6 6.00in #1 8 6 1.50 in #1 in
Load Factorina
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design.
Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C 2
uniform Loads
Dead Load Live Load Short Term Start End
#1 0.240 k 0.240 k k 0.000 it 11 000 ft
Span = 11 OOft, Width= 48 00in Depth = 7 50in
Maximum Moment: Mu
-76.77 k -ft
Allowable Moment: Mn'phi
81 30 k -ft
Maximum Shear • Vu
13.34 k
Allowable Shear - Vn•phi
75.78 k
Shear Stirrups...
0 00 k -ft
Stirrup Area t@ Section 0 220 in2
Region 0 000
1 833
Max Spacing Not Req'd
Not Req'd
Max Vu 13 345
11.670
Beam Design OK
Maximum Deflection
-1 2933 in
Max Reaction @ Left
9 40 k
Max Reaction @ Right
0 00 k
3.667 5.500 7 333 9.167 11.000 ft
Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in
9 325 4 690 4 690 2 345 0.670 k
Bending & Shear Force Summary
Bending... Mn'Phl
Mu, Eq. C -1
Mu, Eq. C -2
Mu, Eq. C-3
Center 81.30 k -ft
0.00 k -ft
0 00 k -ft
0 00 k -ft
0 Left End 81.30 k -ft
-76.77 k -ft
-57.58 k -ft
-33 49 k -ft
Right End 0 00 k -ft
0 00 k -ft
0.00 k -ft
0.00 k -ft
Shear... Vn'PhI
Vu, Eq. C -'
Vu, Eq. C -S
Vu, Eq. C-:
Left End 75.78 k
13.34 k
10 01 k
5 82 k
Right End 75.78 k
0.00 k
0 00 k
0 00 k
Deflection
DL + [Bm Wt]
DL +LL + [Bm WQ
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Mn
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
0.0000 in at 0.0000 ft
0 0000 in at 0 0000 ft
0.0000 In at 0.0000 it
_Im Left
6.765 k
9.405 k
9.405 k
Q Riaht
0 000 k
0 000 k
0.000 k
-0 8698 in at 11 OOOOft
- 1.2933 in at 11 OOOOft
- 1.2933 in at 11.0000ft
To specify your title block on Title: Job 0
these five Imes, use the SETTINGS Dsgnr: Date: 8 59AM, 15 MAR 05
main menu selection, choose the Description
Printing & Title Block tab, and ent Scope
your title block Information.
Rev 580000
User KW- 0603515.Ver 580, 1- Dec -2003 Concrete Rectangular S Tee Beam Design Page 2
(c)1983 -2003 ENERCALC Engineering Software
>T
Description
' Section Analysis
Evaluate Moment Capacity...
Center
Left End
Riaht End
X: Neutral Axis
2.025 in
2 025 in
0.000 in
a = beta • Xneutral
1.721 in
1.721 In
0.000 in
Compression in Concrete
210.681 k
210 681 k
0.000 k
Sum (Steel comp forces)
0.000 k
0.000 k
0.000 k
Tension in Reinforcing
-211 200 k
- 211.200 k
0 000 k
Find Max As for Ductile Failure...
X- Balanced
3 551 in
3.551 in
0 0000 in
' Xmax = Xbal • 0.75
2 663 In
2 663 in
0.000 in
a-max = beta Xbal
3.018 In
3.018 in
0 000 in
Compression in Concrete
277.086 k
277.086 k
0.000 k
Sum [Steel Comp Forces)
0.000 k
0.000 k
0.000 k
Total Compressive Force
277.086 k
277.086 k
0.000 k
AS Max = Tot Force / Fy
4.618 in2
4 618 in2
0.000 in2
Actual Tension As
3.520 OK
3 520 OK
0 000 OK
Additional Deflection Calcs
Neutral Axts
2.260 in
Mcr
15 40 k -ft
Igross
1,687 50 In4
Ms'Max DL + LL
51 73 k -ft
Icracked
642.04 In4
R1 = (Ms:DL +LLuMcr
0.298
Elastic Modulus
3,122 0 ksi
Ms.Max DL +LL +ST
51.73 k -ft
Fr = 7.5 • Pc^ 5
410.792 psi
R2 = (Ms:DL +LL +ST)/Mcr
0.298
Z'Cracking
141.452 k/in
Leff.. Ms(DL +LL)
669.653 In4
I•eff. . Ms(DL +LL +ST)
669.653 in4
Eff. Flange Width
48 00 in
ACI Factors (per ACI 318-02, applied intemally to entered loads)
ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 Add "I "1.4" Factor for Seismic 1 400
ACI C -1 & C-2 LL 1.700 ACI C -3 Dead Load Factor 0 900 Add "I "0.9" Factor for Seismic 0 900
ACI C-1 & C-2 ST 1.700 ACI C -3 Short Terre Factor 1.300
....seismic = ST' 1 100
R
u_
G
r
r
JOB
SHEET NO _
MUS CONSULTING ENGINEERS 'CHECKED C B 9Y BY
Y_
1 Wa 1 .—r.
M1=4 PL 33193 SCALE
T94 786.33&1092
Pas. 994441.8449
--If- opdmaesd0baLkaudLacr
r` l4if
l�. t 20
OF—
DATE
DATE
MUS CONSULTING ENGINEERS
1 81 wT&ce
1ldlam4 FL 33193
T L 786.338.10&2
999.441.8444
amall. opdmaesd@bellmuth.act
rz-
JOB
SHEET NO OF—
CALCULATED BY DATE
CHECKED BY DATE
SCALE
2 Z
7
V, 40 hs ia, (,00
�b x 3('"
/yL-ok 19i�N 1,
box 12 3�0
Z
5710
User KW- W03515, Ver 5 8 0, 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
Description STB
General Information
Steel Section: W1 6X31
Title :
Dsgnr:
Description
Scope :
Steel Beam Design
Job #
Date: 9.12PM, 14 MAR 05
Page 1
nos ecwCalcviations
Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000
)Oummary
-0450
Pinned- Pinned
Load Duration Factor 100
Center Span
20 50 It
Bm Wt Added to Loads
Elastic Modulus 29,000.0 ksi
Left Cant
0 00 ft
LL & ST Act Together
Maximum
Right Cant
0.00 ft
Coil Cants
Moment 91 981 k -ft
Lu : Unbraced Length
5.00 ft
fb Bending Stress 23 385 ksi
23 760 ksi
!Distributed Loads
fb / Fb 0.984 : 1
k -ft
Notel Short Term Loads Are WIND Loads
#1"
#2
#3 #4
#5 #6 #7
DL 1 200
k
fv Shear Stress 4 110 ksi
k/ft
LL 0 520
fv / Fv 0.286 :1
k
k/ft
ST
17.95
k
k/ft
Start Location
I Beam Passes Table B5.1, Fb per Eq. F1
ft
f End Location
ft
)Oummary
-0450
Beam OK
MMA
0.000
Static Load Case Governs Stress
Using W16X31 section, Span = 20 50ft, Fy = 36 Oksi
0 000
DL
End Fixity = Pinned- Pinned, Lu = 5 OOft, LDF = 1 000
LL +ST
Maximum
Actual
Allowable
Coil Cants
Moment 91 981 k -ft
93 456 k -ft
Max Deflection -0 640 in
fb Bending Stress 23 385 ksi
23 760 ksi
Length/DL Defl 5469 1
fb / Fb 0.984 : 1
k -ft
Max M @ Left
Reaction @ Left 1795
1262
Length/(DL +LL Defl) 3845.1
Shear 17.948 k
62 885 k
k
fv Shear Stress 4 110 ksi
14 400 ksi
1262
fv / Fv 0.286 :1
k
Shear @ Right 17 95 k
Force & Stress Summary
-0450
-0640
-0640
0.000
0.000 in
<<— These columns are Dead + Live Load placed as noted —»
0 000
DL
LL LL +ST LL
LL +ST
Maximum
Only
0- Center 0- Center (M Cants
Coil Cants
Max M+ 91 98 k -ft
6466
9198
k -ft
Max M -
0 000
0 000
k -ft
Max M @ Left
Reaction @ Left 1795
1262
k -ft
Max M @ Right
k
k -ft
Shear @ Left 17 95 k
1262
17.95
k
Shear @ Right 17 95 k
12.62
17.95
k
Center Defl -0 640 in
-0450
-0640
-0640
0.000
0.000 in
Left Cant Defl 0 000 in
0 000
0 000
0 000
0 000
0.000 in
Right Cant Defl 0 000 in
0 000
0 000
0 000
0 000
0 000 in
. Query Defl @ 0 000 ft
0 000
0 000
0 000
0 000
0.000 in
Reaction @ Left 1795
1262
1795
1795
k
Reaction @ Rt 1795
12.62
1795
1795
k
Fa caldd per Eq. E2 -1, K'Ur < Cc
I Beam Passes Table B5.1, Fb per Eq. F1
-1, Fb = 0.66 Fy
,i
i
Title : Job #
Dsgnr: Date: 9 12PM, 14 MAR 05
Description
Scope:
Rev 580000 Pee 2
User KW- OW3515,Ver 580, 1- Dec -2003 Steel Beam Design 9
(c)1983 -2003 ENERCALC Engineering Software nos ecwCelalations
Description STB
Section Properties
W16X31
Depth
15 880 in
Weight
30 98 #/ft
Web Thick
0 275 in
box
375 000 in4
- Width
5 525 in
lyy
12 400 in4
Flange Thick
0 440 in
Sxx
47.200 in3
Area
9 12 in2
Syy
4 490 in3
Rt
1 390 in
R -xx
6 410 in
Values for LRFD Design
R -yy
1.170 in
J
0 460 in4
Zx
54 000 in3
CW
739.00 in6
Zy
7.030 in3
K
0 842 in
� t .-
E
i
Title :
Dsgnr:
Description
Scope :
K V DULA /U
user KW- 0603515,Ver 580. 1- Dec -2003 Concrete Rectangular & Tee Beam Design
• (c)1983 -2003 ENERCALC Ennineenno Software
Description B-4
Job #
Date: 9.09PM, 14 MAR 05
Page 1
nos ecw Calculations
General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 N
Span 8 00 ft fc 3,000 psi
Depth 20.000 in Fy 60,000 psi
Width 8 000 in Concrete Wt 150 0 pcf
Seismic Zone 0
End Fixity Pinned - Pinned
Beam Weight Added Internally Live Load acts with Short Term
[ Reinforcing
Rebar @ Center of Beam... Rebar @ Left End of Beam... Reber @ Right End of Beam...
Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top
#1 2 5 17 50in #1 in #1 in
Load Factoring
Note* Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design
Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 1 400 k 0 630 k k 0.000 ft 8 000 ft
Deflection
v�DL + [Bm Wt]
DL + LL + [Bm Wt)
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Beam Design OK
Maximum Deflection
Span = 8 00ft, Width= 8 00in Depth = 20 00in
Max Reaction @ Left
Maximum Moment Mu
26 11 k -ft
8 79 k
Allowable Moment - Mn'phi
46.28 k -ft
Maximum Shear Vu
8.36 k
Allowable Shear Vn'phi
35 48 k
Shear Stirrups...
Stirrup Area @ Section 0 220 in2
Region 0.000
1 333
Max Spacing 8 750
8 750
Max Vu 8 357
8 357
Bending & Shear Force Summary
Bending... Mn "Phi
@ Center 46 28 k -ft
@ Left End 0 00 k -ft
@ Right End 0 00 k -ft
Shear... Vn "Phi
@ Left End 35 48 k
(cb- Right End 35 48 k
Deflection
v�DL + [Bm Wt]
DL + LL + [Bm Wt)
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Beam Design OK
Maximum Deflection
-0 0122 In
Max Reaction @ Left
8 79 k
Max Reaction @ Right
8 79 k
2 667 4 000 5 333 6.667 8.000 ft
Not Req'd Not Req'd Not Req'd 8 750 8.750 in
4 387 4 283 4 283 8 252 8 252 k
Mu, Eq. C -1
26 11 k -ft
0.00 k -ft
0 00 k -ft
Vu, Eq. C=
8 36 k
8 25 k
0.0000 in at 0.0000 ft
0 0000 in at 0 0000 ft
0 0000 in at 0 0000 ft
0 Left
6 267 k
8 787 k
8.787 k
Mu, Eq. C -2
19 59 k -ft
0.00 k -ft
0 00 k -ft
Vu, Eq. C -:
6 27 k
619k
Ca) Right
6.267 k
8 787 k
8 787 k
Mu, Eq. C -3
11 28 k -ft
0 00 k -ft
0 00 k -ft
Vu, Eq. C
361 k
3.56 k
- 0.0087 in at 4 0000ft
-0 0122 in at 4 0000ft
-0 0122 in at 4 0000ft
i
i
Title : Job #
Dsgnr: Date: 9 09PM, 14 MAR 05
Description
Scope :
user 3- 203ENE,VBrs90,1eering o Concrete Rectangular & Tee Beam Design Page 2
(c)1983 -2003 ENERCALC Engineering Software rios ecw Calculations
Description B-4
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Riaht End
X Neutral Axis
2 145 in
0 000 in
0.000 in
a = beta ' Xneutral
1 823 in
0 000 in
0 000 in
_ Compression in Concrete
37.194 k
0 000 k
0 000 k
Sum [Steel comp forces]
0.000 k
0 000 k
0 000 k
Tension in Reinforcing
-37200 k
0 000 k
0 000 k
Find Max As for Ductile Failure...
X- Balanced
10 357 in
0 000 in
0 0000 in
Xmax = Xbal ' 0 75
7 768 in
0 000 in
0 000 in
a -max = beta ' Xbal
8.804 in
0 000 in
0 000 in
Compression in Concrete
134 695 k
0 000 k
0 000 k
Sum [Steel Comp Forces]
0 000 k
0 000 k
0.000 k
Total Compressive Force
134.695 k
0 000 k
0.000 k
AS Max = Tot Force / Fy
2 245 in2
0.000 in2
0 000 in2
Actual Tension As
0.620 OK
0 000 OK
0 000 OK
Additional Deflection Calcs
Neutral Axis
4 355 in
Mcr
18 26 k -ft
[gross
5,333.33 in4
Ms Max DL + LL
17 57 k -ft
Icracked
1,21538 in4
R1 = (Ms DL +LL) /Mcr
1 039
Elastic Modulus
3,122 0 ksi
Ms.Max DL +LL +ST
17 57 k -ft
Fr = 7.5 ' fc^ 5
410 792 psi
R2 = (Ms DL +LL +ST) /Mcr
1 039
Z.Cracking
95.325 k/in
I eff .. Ms(DL +LL)
5,333 333 in4
I eff Ms(DL +LL +ST)
5,333 333 in4
Eff Flange Width
800 in
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL 1 400 ACI C -2 Group Factor 0 750 Add "I "1 4" Factor for Seismic 1.400
ACI C -1 & C -2 LL 1 700 ACI C -3 Dead Load Factor 0 900 Add "I "0 9" Factor for Seismic 0.900
ACI C -1 & C -2 ST 1 700 ACI C -3 Short Term Factor 1.300
seismic = ST ' 1 100
- 4 MUS CONSULTING ENGINEERS
1 81 race
M lam 1, PL 33193
TpL 796.33& 1092
u
Pas 954.441.3444
omal opdmaaad @bellwuth.net
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JOB
SHEET NO _
CALCULATED BY
CHECKED BY_
SCALE
OF—
DATE
DATE
i
i
I
US CONSULTING ENGINEERS
SHEET NO OF
CALCULATED BY DATE
CHECKED BY
1 0761 - w 09L11 l ormcc
MlemL PL 33193 SCALE
ToL 786338.1082
Pax. 939.441.3944
--JJ. opd®urad @boL6audLact rjvh� O
DATE
i
i
t
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
'STOMER :
-)B NUMBER ~_ate DATE : 3/14/2005
DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
ROOF SLOPE = 3.00 : 12
TRIBUTARY AREA = 30.0 FT2
MEAN ROOF HEIGHT = 25.0 FT
DISTANCE, Z = 25.0 FT
(14.04 DEG)
Kh = 0.945
Kz = 0.945
WIND LOADS
WALL AREA
4
5
GCp ( +)
0.916
0.916
GCp ( -)
-1.016
-1.232
PRESSURE
(psf)
56.5
56.5
SUCTION
(psf)
-61.7
-72.8
P
a 4 5 a 4 b
qh = 51.6 PSF
qz = 51.6 PSF
= gh[(GCp) - (GCpi)]
G
BCpi = ± 0.18
UILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
3TOMER
.B NUMBER �,(� (''^�t.o�� DATE : 3/14/2005
DESCRIPTION -- --mT�- �-- •~ -M
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
ROOF SLOPE = 3.00 : 12 (14.04 DEG)
TRIBUTARY AREA = 45.4 FT2
MEAN ROOF HEIGHT = 25.0 FT Kh = 0.945
DISTANCE, Z = 25.0 FT Kz = 0.945
WIND LOADS
WALL AREA
4
5
GCp ( +)
0.884
0.884
GCp ( -)
-0.984
-1.168
PRESSURE
(psf)
54.9
54.9
SUCTION
(psf)
-60.0
-69.5
a 4 5 a 4 b
qh = 51.6 PSF
qz = 51.6 PSF
P
G= qh [ ( GCp ) - ( GCp i) ]
Cpi = f 0.18
BUILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
'STOMER
_JB NUMBER DATE : 3/14/2005
DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY =
146
MPH
EXPOSURE CATEGORY =
C
GCp ( +)
BUILDING CATEGORY
= 2
GCp ( -)
IMPORTANCE FACTOR
= 1.00
PRESSURE
(psf)
Kzt
= 1.00
SUCTION
(psf)
ROOF SLOPE
= 3.00
: 12
TRIBUTARY AREA
= 64.0
FT2
MEAN ROOF HEIGHT
= 25.0
FT
DISTANCE, Z
= 25.0
FT
(14.04 DEG)
Kh = 0.945
Kz = 0.945
WIND LOADS
WALL AREA
4
5
GCp ( +)
0.858
0.858
GCp ( -)
-0.958
-1.115
PRESSURE
(psf)
53.5
53.5
SUCTION
(psf)
-58.7
-66.8
qh = 51.6 PSF
qz = 51.6 PSF
= gh[(GCp) - (GCpi)]
;Cpi = ± 0.18
1UILDING WIDTH = 52.3 FT
:ORNER DISTANCE, a = 5.2 FT
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
'STOMER :
_JB NUMBER DATE : 3/14/2005
DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
ROOF SLOPE = 3.00 : 12 (14.04 DEG)
TRIBUTARY AREA = 20.0 FT2
MEAN ROOF HEIGHT = 25.0 FT Kh = 0.945
DISTANCE, Z = 25.0 FT Kz = 0.945
WIND LOADS
WALL AREA
4
5
GCp ( +)
0.947
0.947
GCp ( -)
-1.047
-1.294
PRESSURE
(psf)
58.1
58.1
SUCTION
(psf)
-63.3
-76.0
a 4 5 a 4 b
qh = 51.6 PSF
qz = 51.6 PSF
P = gh[(GCp) - (GCpi))
GCpi = t 0.18
BUILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
JSTOMER
JOB NUMBER DATE : 3/14/2005
• DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
• * ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
ROOF SLOPE = 3.00 : 12 (14.04 DEG)
TRIBUTARY AREA = 26.0 FT2
MEAN ROOF HEIGHT = 25.0 FT Kh = 0.945
DISTANCE, Z = 25.0 FT Kz = 0.945
WIND LOADS
WALL AREA
4
5
GCp ( +)
0.927
0.927
GCp ( -)
-1.027
-1.253
PRESSURE
(psf)
57.1
57.1
SUCTION
(psf)
-62.2
-73.9
qh = 51.6 PSF
qz = 51.6 PSF
' = gh[(GCp) - (GCpi)]
;Cpi = ± 0.18
SUILDING WIDTH = 52.3 FT
:ORNER DISTANCE, a = 5.2 FT
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
JSTOMER :
JOB NUMBER DATE : 3/14/2005
DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
ROOF SLOPE
= 3.00 : 12
TRIBUTARY AREA
= 10.0 FT2
MEAN ROOF HEIGHT
= 25.0 FT
DISTANCE, Z
= 25.0 FT
(14.04 DEG)
Kh = 0.945
Kz = 0.945
WIND LOADS
WALL AREA
4
5
GCp ( +)
1.000
1.000
GCp ( -)
-1.100
-1.400
PRESSURE
(psf)
60.9
60.9
SUCTION
(psf)
-66.0
-81.5
P
a 4 5 a 4 b
qh = 51.6 PSF
qz = 51.6 PSF
= gh((GCp) - (GCpi)]
GCpi = f 0.18
BUILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT
M- Walll: MASONRY WALL ANALYSIS AND DESIGN
- -
Project: RIOS RESID.
Location: By:
- - --------- - - - - --
. IME: 05:59 PM Page: 1
DATE: 03 -14 -2005
GRAPHIC SUMMARY OF MASONRY WALL DATA
8.0
72.80
�j
3.8
f
Floor / Roof
9.50 ft
Title : Job #
Dsgnr: Date: 8*55PM, 14 MAR 05
Description
• Scope :
User Mml 03515.Ver580.1- Dec-2003 Concrete Rectangular & Tee Beam Design n Page 1
• (c)1983 -2003 ENERCALC Engineering Software nos ecvrCalculations
Description }�
General information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Span
11 00 It
fc
3,000 psi
Depth
36.000 in
Fy
60,000 psi
Width
8 000 in
Concrete Wt
145 0 pcf
•
Region 0 000
Seismic Zone
0
Not Req'd
Max Vu 10.748
End Fixity
Pinned - Pinned
Beam Weight Added Internally
Live Load acts with
Short Term
Reinforcing
@ Left End 0 00 k -ft
Reber @ Center of Beam...
Reber @ Left End of Beam...
Reber @ Right End of Beam...
Count Size
'd' from Top
Count Size 'd' from Top
Count Size 'd' from Top
#1 2 5
33 50 in
#1 in
#1 in
LLoad Factoring
Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design
Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C 2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 1 650 k 0 720 k k 0 000 ft 11.000 ft
Span = 11 00ft, Width= 8 00in Depth = 36.00in
Maximum Moment Mu
59 59 k -ft
Allowable Moment Mn•phi
90.91 k -ft
Maximum Shear Vu
10 75 k
Allowable Shear Vn•pht
70 51 k
Shear Stirrups...
Stirrup Area @ Section 0 220 in2
Region 0 000
1 833
Max Spacing Not Req'd
Not Req'd
Max Vu 10.748
10 748
ding & Shear Force Summary
Bending... Mn•Phl
@ Center 90.91 k -ft
@ Left End 0 00 k -ft
@ Right End 0 00 k -ft
Shear... Vn'Phi
@ Left End 70 51 k
@ Right End 70 51 k
Deflection
Deflections...
DL + [Bm Wt]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Reactions...
DL + [Bm Wt]]
DL + LL + [Bm Wt]
DL + LL + ST + [Bm Wt]
Beam Design OK
Maximum Deflection
-0 0090 in
Max Reaction @ Left
14.63 k
Max Reaction @ Right
14 63 k
3 667 5.500 7.333 9 167 11.000 it
Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in
7 281 7.108 7 108 10 575 10 575 k
Mu, Eq. C -1
59 59 k -ft
0 00 k -ft
0.00 k -ft
Vu, Eq. C=
10 75 k
10 57 k
0 0000 in at 0 0000 ft
0 0000 in at 0.0000 ft
0 0000 in at 0 0000 ft
t) Left
10.670 k
14 630 k
14 630 k
Mu, Eq. C -2
44.69 k -ft
0.00 k -ft
0 00 k -ft
Vu, Eq. C -:
8 06 k
7 93 k
@ Right
10.670 k
14 630 k
14 630 k
Mu, Eq. C -3
26 41 k -ft
0 00 k -ft
0.00 k -ft
Vu, Eq. C-'
4 69 k
- 0.0066 in at 5.5000ft
-0.0090 in at 5 5000ft
- 0.0090 in at 5 5000ft
Title : Job #
Dsgnr: Date: 8 55PM, 14 MAR 05
Description
Scope :
L User KW 0803515, Ver580, 1- Dec -2003 Concrete Rectannnular 8 T ®e Beam D ®si n Page 2
(c)1983 -2003 ENERCALC Engineering Software Rectangular mw Calculations
Description
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL 1 400 ACI C -2 Group Factor 0 750 d' "1.4" actor for Seismic 1.400
ACI C -1 & C -2 LL 1 700 ACI C -3 Dead Load Factor 0 900 Add "I "0 9" Factor for Seismic 0 900
ACI C -1 & C -2 ST 1 700 ACI C -3 Short Term Factor 1 300
seismic = ST ' 1 100
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X Neutral Axis
2 145 in
0 000 in
0 000 in
a = beta ' Xneutral
1 823 in
0.000 in
0.000 in
Compression in Concrete
37 194 k
0 000 k
0 000 k
Sum [Steel comp forces]
0.000 k
0 000 k
0 000 k
Tension in Reinforcing
- 37.200 k
0 000 k
0 000 k
- Find Max As for Ductile Failure...
X- Balanced
19 827 in
0 000 in
0 0000 in
Xmax = Xbal ' 0 75
14.870 in
0 000 in
0 000 in
a -max = beta ' Xbal
16 853 in
0.000 in
0 000 in
Compression in Concrete
257 844 k
0 000 k
0 000 k
Sum [Steel Comp Forces]
0 000 k
0.000 k
0 000 k
Total Compressive Force
257 844 k
0 000 k
0 000 k
AS Max = Tot Force / Fy
4 297 in2
0.000 in2
0 000 in2
Actual Tension As
0 620 OK
0 000 OK
0 000 OK
Additional Deflection Calcs
Neutral Axis
6 265 in
Mcr
59 15 k -ft
(gross
31,104 00 in4
Ms-Max DL + LL
40 23 k -ft
Icracked
4,92752 in4
R1 = (Ms:DL +LL) /Mcr
1 470
Elastic Modulus
3,122 0 ksi
Ms-Max DL +LL +ST
40 23 k -ft
Fr = 7 5' fc^ 5
410 792 psi
R2 = (Ms DL +LL +ST) /Mcr
1.470
Z-Cracking
105 332 k/in
I eff Ms(DL +LL)
31,104 000 in4
Leff Ms(DL +LL +ST)
31,104 000 in4
Eff Flange Width
8 00 in
ACI Factors (per ACI 318 -02, applied internally to entered loads)
ACI C -1 & C -2 DL 1 400 ACI C -2 Group Factor 0 750 d' "1.4" actor for Seismic 1.400
ACI C -1 & C -2 LL 1 700 ACI C -3 Dead Load Factor 0 900 Add "I "0 9" Factor for Seismic 0 900
ACI C -1 & C -2 ST 1 700 ACI C -3 Short Term Factor 1 300
seismic = ST ' 1 100
Title :
Dsgnr:
Description
Scope :
Job All
Date: 8.52PM, 14 MAR 05
UserKW-0803515,Ver580.1- Deo-2003
(c)1983 -2003 ENERCALC Engineering Software
Description B -2
Multi -Span Concrete Beam
Page 1
nos ecw Calculations
Generai information
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy 60,000 0 psi
Spans Considered Continuous Over Supports
ACI Dead Load Factor 1.40
fc 3,000.0 psi
Stirrup Fy 60,000 0 psi
ACI Live Load Factor 1.70
.Concrete Member Information
k/ft
0 360
0 510
Description
Beam OK
Beam OK
Span ft
1900
1900
8419
Beam Width in
2400
2400
1191
Beam Depth in
2200
2200
8715
End Fixity
Pin -Fix
Fix -Pin
- 149.68
Reinforcing Center Area
0 931n2
1 021n2
150.76
Bar Depth
19 50in
19 50in
000
Left Area
0.931n2
180in2
15076
Bar Depth
2 50in
2.50in
Bending OK
Right Area
180in2
180in2
3939
Bar Depth
2 50in
2 50in
2363
Loads
Using Live Load This Span ??
Yes
Yes
Dead Load
k/ft
1200
1 750
Live Load
k/ft
0 360
0 510
Results
Beam OK
Beam OK
Mmax @ Cntr
k -ft
58.18
8419
@ X =
ft
7.09
1191
Mn • Phi
k -ft
7959
8715
Max @ Left End
k -ft
0.00
- 149.68
Mn • Phi
k -ft
7959
150.76
Max @ Right End
k -ft
-10343
000
Mn " Phi
k -ftl
15076
15076
Bending OK
Bending OK
Shear @ Left
k
1633
3939
Shear @ Right
k
2722
2363
Reactions & Deflections
DL @ Left
k
855
2078
LL @ Left
k
256
606
Total @ Left
k
11 11
2684
DL @ Right
k
1425
1247
LL @ Right
k
427
363
Total @ Right
k
1852
1610
Max Deflection
in
-0033
-0112
@X=
ft
798
1102
Inertia . Effective
in4
18,193 66
7,853.20
Shear Stirrups
Stirrup Rebar Area
in2
'0.696-
0 220
Spacing @ Left
in
Not Req'd
975
Spacing @ .2'L
in
Not Req'd
975
Spacing @ 4'L
in
Not Req'd
Not Req'd
Spacing @ 6 "L
in
Not Req'd
Not Req'd
• Spacing @ .8'L
in
Not Req'd
Not Req'd
Spacing @ Right
in
000
Not Req'd
User KW-0803515, Ver 5 8 0, 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
Description B -2
Title :
Dsgnr:
Description
Scope
Multi -Span Concrete Beam
Location ft 0 00 000
Moment k -ft 0.0 -149 7
Shear k 163 394
Deflection in 0.0000 00000
Job #
Date: 8 52PM, 14 MAR 05
Page 2
nos em- Calculations
SHEET NO _
MUS CONSULTING ENGINEERS CALCULATED BY
CHECKED By-
1 NEW 64,LL .mace
Mlaml, PL 33193 SCALE
ToL 786.338.1092
Pas. 994441.8444
amaiL opdmaasd *ballsaudLnci
VL
X
J
SrF c� 8 eaA.~
11 ' 10
Z zJ
OF—
DATE
DATE
W
RIOS2.TXT
Masonry unit strength - 1900.00 psi.
special inspection? - Yes
• Masonryry Compressive Strength, Pm - 1500.00 psi.
Allowable Flexural Stress, Fb - 500.00 psi.
Allowable Shear Stress, Fv . 38.73 psi.
Allowable Tension: No Grout, Ft 15.00 psi.
solid Grout, Ft . 41.00 psi.
Modulus of Elasticity, Em . 1 350 ksi.
Modular Ratio, Es /Em - n . 2.50
Single Grouted Cell + web width 8.31 in.
mom nal Length of Masonry unit • 16.00 in.
clock Face Shell Thickness 1.2S in.
Nominal Minus Actual Thickness . 0.38 in.
MATERIAL DATA:
------------------------------------
Steel Yield Strength, Fy - 60 00 ksi.
Allowable steel stress, Fs - 20.00 ksi.
Modulus of Elasticity, Es - 29,000 ksi.
REINFORCED WALL DATA:
------------------------------------
Minimum Steel Ratio, As /bt - 0.0007
M -Wall l: MASONRY WALL ANALYSIS AND DESIGN
Project : RIOS RESID.
Location: By:
TIME: 05:59 PM Page: 4
DATE: 03- 14 -200S
fr iffrr•• }ff ►}rf } } }ff ►fir } }rf of irr } }r of frrf }rffara
S U M M A R Y O F R E S U L T S
F O R M A I N W A L L
}}rwwrrf}aarrf rf rff •rrrar}}a•arfrrrra }ararrr}}rraa
DESIGN LOADS:
Noment, ms - 821.3 ft -lb / 12.00 in.
Axial Load, Ps - 285.0 Lb / 12.00 in.
Load combination - (DL + LL + WL)
Eccentricity at Moment, a - M/P . 34.58 in.
NOTE: max. moment is located in zone C. (e > 2d/3)
wall is cracked, steel is stressed in tension.
Max. Shear, Vs - 345.8 Lb / 12.00 in.
Load combination - (DL + WL)
ANALYSIS RESULTS:
Design Strip width - 12.00 1n
Actual wall Thickness, t - 7.63 in. .
Effective Height, h' 9.50 ft.
seismic Force, Fp - zICp f Wt - 0.00 plf. / 12.00 in.
Minimum Area of Steel, vertical Reinf. - 0.064 in.A2 / 12.00 in.
minimum Area of Steel, Noriz. Reinf. Not Req'd, Ref. USC 2106.1.12
DESIGN RESULTS:
------------------------------------
All. moment
Bar Fa psi fv, psi m Load
size (4 /3f.�
S }f'mrR) (v /b d) (P -285.0 lb)
---------------------------------------------
03 431.57 7.56 1,323.7
04 452.14 21.83 851.9
O5 455.65 29.11 971.1
06 459.41 43.66 925.4
07 459.41 50.94 1,OS3.2
08 459.41 50.94 1,302.1
09 459.41 50.94 1,394.9
max. vertical bar spacing is 48 in. o.c. in s
Bar Spa.
(in. o. c.)
---- 8.00- -- -- -- --- - - --
24.00
32.00•
48.00
56.00
56.00
56.00
OWE zones 2, 3, 6 4.
M- Walll: MASONRY WALL ANALYSIS AND DESIGN
Project : RIOS RESID.
Location: By:
TIME: 05:59 FM Page: 5
DATE: 03 -14 -2005
MASONRY WALL INTERACTION DIAGRAM: (DEAD + LIVE LOAD ONLY)
Effective wall Height - 9.SO ft. All. Axial Stress, Fa - 341.74 psi.
Actual wall Thickness - 7.63 in. All. Bending Stress, Fb - 500.00 psi.
Depth to c. g. steel - 3.81 in. All. Steel Stress, Fs - 20.00 ksi.
Design Width - 12.00 in.
Page 2
RIOS2.TXT
e ' Reinforcing Design 05 ® 32 in. o.c.
• axial
Moment
- • 15710
• * r • • • • • • e r
•
1189
14588
•
•
1372
13466
•
r
1556
12344
'
•
1739
11221
•
1915
••
10099
2029
•
8977
•
• 2011
7855
•
•
1907
6733
•
r
1777
5611
•
•
1634
4489
•
•
1485
3366
•
•
1337
2244
•
•
1193
1122
•
•
975
0
------------------------------------------------------------------
`
670
NOTES: axial Load - Lb, Moment - ft -lb
Positive moment is defined as moment which causes
compression on the outside face of wall.
M- Walll: MASONRY WALL ANALYSIS AND DESIGN
Project : RIOS RESID.
Location:
By:
TIME: 05:59 PM
Page: 5
DATE: 03 -14 -2005
I, MASONRY WALL INTERACTION DIAGRAM: (WIND / SEISMIC LOADS)
---------------------------------------------------------------------------
Effective wall Height - 9.50 ft. All. Axial stress, Fa -
455.65 psi.
Actual mull Thickness - 7.63 in. all. Bending Stress, Fb -
in,
666.67 Psi.
Depth to c.gg. steel 3.81 all. Steel Stress, Fs -
Desi Width 12.00 in.
26.67 ksi.
Rein rcing Design - I5 m 32 in. o.c.
Axial
Moment
20947
• • • • • • • • ► • •
a
1585
19451
•
1830
17954
2074
16458
f
2319
14962
•
2553
•
13466
2706
11970
•
•f 2682
10473
•
•
2543
8977
•
2370
7481
•
•
2179
5985
•
f
1980
4489
•
1783
2992
•
•
1591
1496
•
f
1300
0
------------------------------------------------------------------
•
893
- NOTES: Axial Load - Lb, Moment - ft -lb
Positive moment is defined as moment which causes
compression on the outside face of wall.
- . M- Walll: MASONRY WALL ANALYSIS AND DESIGN
Project : RIOS RESID.
- Location:
By:
TIME: 05:59 PM
Pa 7
DATE: 03 -14 -2005
- DETAILED RESULTS FOR MAIN WALL:
------------------------------------
Page 3
•
RI052.TXT
LOAD COMBINATION (DL + LL)
REBAR DESIGN 05 4 32 in. O.c.
FURNISHED AREA OF STEEL 0.116 inA2 / 12.00 in.
MINIMUM AREA OF STEEL 0.064 1nA2 / 12.00 in.
NO Dist From Mom.
sot (ft) (ft -lb)
--- --- ----- ----- ---- - - - - --
1 8.55 0.0
2 7.60 0.0
3 6.65 0.0
4 5.70 0.0
5 4.75 0.0
6 3.80 0.0
7 2.85 0.0
8 1.90 0.0
9 0.9S 0.0
10 0.00 0.0
WALL PROPERTIES:
----------- --------------'
Effective Flange width
Effective Grouted core wii
solid Masonry Area,
Gross Moment of Inertia,
section Modulus
Radius of Gyration,
Slenderness Factor,
ALLOWABLE STRESSES:
nTToeiabT- iuiiaT- stress; - -'
Allowable e sending stress,
Allowable shear stress,
Allowable Steel stress,
Axial Shear
(Ibs) (lbs)
--------- -------------- ------- -- -- -- - ---
0.0 0.0
57.0 0.0
114.0 1.0 0.0
228.0 0.0
28S.0 0.0
342.0 0.0
399.0 0.0
456.0 0.0
513.0 0.0
570.0 0.0
---- - - - - -- bf . 12.00 in. / 12.00 in.
Ith, b' 3.12 in. / 12.00 in.
Ae 45.97 in.A2 / 12,00 in.
Ig . 343.67 in.A4 / 12.00 in.
s - 2•Ig /t - 90.14 in A3 / 12.00 in.
r - 2.734 in. / 12.00 in.
h' /r - 41.69
Fa - 341.74 psi.
Fb - 500.00 psi.
Fv - 38.73 psi.
Fs - 20000.00 psi.
M -Wall l: MASONRY WALL ANALYSIS AND DESIGN
Project : RIOS RESID.
Location: By:
TIME: 05:59 PM Page: 8
DATE: 03 -14 -2005
DETAILED RESULTS FOR MAIN WALL:
------------------------------------
LOAD COMBINATION (DL + LL + WL)
REBAR DESIGN OS 6 32 in. O.C.
FURNISHED AREA OF STEEL 0.116 inA2 / 12.00 in.
MINIMUM AREA OF STEEL 0.064 inA2 / 12.00 in.
No.
Dist From
Mom.
Effective Grouted core Width,
sot (ft)
(ft -lb)
-------------------------
0
9.50
0.0
1
8.55
295.7
2
7.60
525.6
3
6.65
689.9
4
5.70
788.4
5
4.75
821.3
6
3.80
788.4
7
2.85
689.9
8
1.90
525.5
9
0.95
295.7
10
0.00
0.0
WALL PROPERTIES:
Axial shear
(lbs) (lbs)
0.0 -345.8
57.0 -276.6
114.0 -207.5
171.0 -138.3
228.0 -69.2
285.0 0.0
342.0 69.2
399.0 138.3
456.0 207.5
513.0 276.6
570.0 345.8
------------------------------------
Effective Flange Width
bf -
12.00 in. / 12.00 in.
Effective Grouted core Width,
b'
3.12 in. / 12.00 in.
Solid Masonry Area,
Ae .
45.97 in.A2 / 12.00 in.
Gross Moment of Inertia,
Ig -
343.67 in.A4 / 12.00 in.
section Modulus S -
Radius of Gyration,
2•Ig /t .
r -
90.14 in.A3 / 12.00 in.
2 734 in. / 12.00 in.
slenderness Factor,
h' /r -
41.69
' ALLOWABLE STRESSES:
nTToiwabTe -nOa- 9tr'ess;------- - -
- - -- Fa
- 455.65 psi.
Allowable Bending Stress,
Fb
- 666.67 psi.
Allowable shear Stress,
Fv
- S1.64 psi
Allowable steel Stress,
Fs
- 26666.67 psi.
M- Walll: MASONRY WALL ANALYSIS AND DESIGN
Project : RIOS RESID.
Location:
By:
TIME: 05:59 PM
Page: 9
DATE: 03 -14 -2005
DETAILED RESULTS FOR MAIN WALL:
" ------------------------------------
Page 4
.3
. - .0
r
FORM 60OA -2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Proje6 Name: NEW RESIDENCE FOR MS. TERESA RIOS Builder:
Address: 5801 S.W 83rd STREET Permitting Office: SOUTH MIAMI
City, State- SOUTH MIAMI, FL 33143- Permit Number
Owner. MS. TERESA RIOS Jurisdiction Number: 233300
Climate Zone, South
1
New construction or existing
New
2
Single family or multi-family
—
Single family —
3
Number of units, if multi -family
1
4
Number of Bedrooms
—
-5 —
5
Is this a worst case9
No
6.
Conditioned floor area (ft2)
4259 ft2
+
Glass area & type
Single Pane
Dol�Ie-Pane
a Clear glass, default U- factor
812 0 112'
—
0 0 ft'
b Default tint
i 0 0 ft2
_
0 0 ft' —
c Labeled U or SHGC
,_, 0 0 ft'
0 0 ft2
8 Floor types
a Slab -On -Grade Edge Insulation
b N/A
c N/A
9 Wall types
a Frame, Steel, Adjacent
b Concrete, Int Insul, Exterior
c N/A
d N/A
e N/A
10 Ceiling types
a Under Attic
b N/A
c. N/A
11 Ducts
a Sup Unc Ret Unc AH. Interior
b Sup Unc Ret Unc AH Interior
R =0.0, 244 0(p) ft —
R =11 0, 258.0 ft-
R=4 1,13000 0 ft2 _
1
I
R =19 0, 2809.0 ft2 —
i
Sup R =6. , 7 0 ft —
Sup l 6 , 30 0 ft
12. Cooling systems
a. Central Unit
b. Central Unit
c Central Unit
13 Heating systems
a Electric Strip
b. Electric Strip
•
c Electric Strip • • • •
• •
14 Hot water systems • • • • • •
a Electric Resistance •
b Electnc Resistance • •
c. Conservation credits •
(HR -Heat recovery, Solar •'
DHP- Dedicated heat pump) :o*
15 HVAC credits 0 •
(CF -Ceiling fan, CV -Cross ventilation,
HF -Whole house fan,
PT- Programmable Thermosta:00 •
MZ- C- Mult¢one cooling,
MZ- H- Multizone heating)
Glass /Floor Area: 0.19 Total as -built points 62283 PASS
Total base points: 63538
I heret�y certify that the pi
by this calculation are in y
5- Energy Code.
PREPARED BY: I
DATE: +�
I hereby certify that thig 8
►' compliance with th'e Fl6jii
- GVNNER/AGENT
DATE: Z
rpa an ecifi tions covered Review of the plans and
W16 the Florida specifications covered by this
calculation indicates compliance
' AL with the Florida Energy Code.
Before construction is completed
this building will be inspected for
lldi is `d, is:irl- compliance with Section 553.908
'° E� ;; Florida Statutes.
}•,
'' r: " '.� BUILDING OFFICIAL:
.':.'.`, •;�`' DATE:
EnergyGauge® (Version FLRCPB v3 30)
�r
Cap 18 7 kBtii hr
'/ SEER 10 45
Cap 55 0 kBtu/hr —
SEER 12 00 —
Cap 41 0IcBtu/hr i
SEER 12.05
Cap 17 1 kBtu/hr —
COP 100 —
Cap 34 1 kBtu/hr _
COP 100*
Caa ;3 90 kBtu/hr i •
• COP 1 00
1!Vi44.e gallont•. -••
• EF 0 89 —
Cap •l2 9,9 gallon& .
• . -F: 0.83 •
•
FORM 60OA -2001
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: NEW RESIDENCE FOR MS. TERESA RIOS Builder:
Address: 5801 S.W 83rd STREET Permitting Office, SOUTH MIAMI
City, State. SOUTH MIAMI, FL 33143- Permit Number:
Owner: MS. TERESA RIOS Jurisdiction Number: 233300
Climate Zone. South
1
New construction or existing
New —
12 Cooling systems
2
Single family or multi -family
Single family —
a Central Unit
Cap 18 7 kBtu/hr
3
Number of units, if multi-family
1 —
SEER 10 45
4-
Number of Bedrooms
5 _
b Central Unit
_
Cap 55 0 kBtu/hr _
5
is this a worst case9
No _
SEER 12 00
6
Conditioned floor area (ft2)
4259 ft'
c Central Unit
_
Cap 41.0 kBtu/hr _
7
Glass area & type
Single Pane Double Pane _
SEER 12 05
a Clear glass, default U- factor
812 0 ft2 0 0 ft' _
13 Heating systems
_
b Default tint
0 0 ft2 0 0 ft2 _
a Electric Strip
Cap 17 1 kBtu/hr
c Labeled U or SHGC
0 0 ft2 0 0 ft2
COP 1 00
8
Floor types
_
b Electric Strip
_
Cap. 34 1 kBtu/hr _
a Slab -On -Grade Edge Insulation
R =0 0, 244 0(p) ft _
.
COP 100
b N/A
_
c Electric Strip .
Cap, ;3 9.kBtu/hr �: •
c N/A
:
' nor 10 0 i
9
Wall types
_
14 Hot waters stems i. •. •
• ��
a Frame, Steel, Adjacent
R =11.0, 258 0 ft2 _
a Electric Resistance •
Cap.40 gallont...
b Concrete, Int Insul, Exterior
R =4 1, 3000 0 ft2
• •
•
• EF 0 89
c N/A
_
_
b Electric Resistance
_
Capd299gallong.l.�
d N/A
• • • •
0 • • -8EF 0 83
e N/A
_
c Conservation credits '
• • • ► •
10 Ceiling types
_
(HR -Heat recovery, Solar : .'
•
• • •
a Under Attic
R =19 0, 2809 0 ft2 _
DHP- Dedicated heat pump) :o' ;
•
b N/A
_
• •
15. HVAC credits
•• •• • • • •
. • •
c N/A
•
(CF- Ceiling fan, CV -Cross ventilation,
•
11. Ducts
HF -Whole house fan,
••w• ••••
a Sup Unc Ret Unc AH Interior
_
Sup R=6 0, 7 0 ft
PT- Programmable Thermostat �
. �
b Sup Unc Ret Unc AH Interior
_
Sup R =6 0, 30.0 ft
• � � �
MZ- C- Multizone cooling,
�
MZ- H- Multizone heating)
• •
Glass /Floor Area: 0.19 Total as -built points: 62283 PASS
Total base points: 63538
I hereby certify that the plans
by this calculation are in c
Energy Code.
PREPARED By."'.
DATE:
I hereby certify that ttfi�s bU'Id
compliance with the FlbriZ
r OWNER/AGENT:
DATE:�i
�4 s cifica re ns covered
, ,loridai
�RD,O,' ` /CALk[2
esigne s in
C e .•
Review of the plans and
specifications covered by this
calculation indicates compliance
ZHEST
o4 _ 9TA
with the Florida Energy Code.
Before construction is completed
this building will be inspected for
compliance with Section 553.908
Florida Statutes.
BUILDING OFFICIAL:
DATE:
ion wE°
EnergyGaugeO (Version FLRCPB v3 30)
TORM 60OA -2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: 5801 S.W 83rd STREET, SOUTH MIAMI, FL, 33143- PERMIT #:
EnergyGauge® DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB w3 30
BASE
AS -BUILT
GLASS TYPES
.18 X Conditioned X BSPM
= Points
Overhang
Floor Area
Type /SC
Ornt
Len
Hgt
Area X SPM X SOF = Points
-.18 4259.0 32.50 24915.2
Single, Clear
N
20
78
200 3646 094
6841
Single, Clear
N
20
11.2
200 3646 097
7085
Single, Clear
N
20
206
960 3646 0.99
34796
-
Single, Clear
N
20
95
570 3646 096
19905
Single, Clear
N
87
95
200 3646 073
5353
Single, Clear
N
87
95
480 3646 073
12847
Single, Clear
N
120
77
20.0 3646 066
481.3
Single, Clear
N
63
88
240 3646 0.77
6758
Single, Clear
NE
100
go
120 5561 0.58
5849
Single, Clear
NW
100
90
129•. 48.42 ..06g
3729
Single, Clear
N
120
110
;0 0 :36 46 ' • �•7�
1p�Q
Single, Clear
N
120
110
;8 0• • • 36 46 •.0.71
'1.237 0
Single, Clear
N
20
43
100 36 46 • • • -04
.310.1
Single, Clear
N
20
62
.2t0 *.3646 -091
• 661.7
Single, Clear
S
11.5
137
X4.8 : 66 93. ".0°15
2388
Single, Clear
S
20
175
50 2 66 93 ' 0 99
3342`
Single, Clear
S
5.0
93
064 0 , • 66 93: • *d.6.5
Wb*'P
Single, Clear
S
30
112
;6QQ ; 6693
36635
Single, Clear
S
2.0
63
.086
:16 0 : 66 93 .. Q .81
1411 5
Single, Clear
S
20
17.5
9260 66.93' • ' 0:)9
;1731 1
Single, Clear
E
20
47
1119.9% 7871 ... 079
Q 3
Single, Clear
E
20
63
; 201 ; 78 71 • • • O 87
1569 6
Single, Clear
E
20
17.3
' MY 7871 099
:1568 2
Single, Clear
E
20
175
20.0 7871 099
af563%
As -Built Total:
812.0
34271.4
WALL TYPES
Area X
BSPM = Points
Type
R -Value
Area X SPM =
Points
Adjacent
2580
100 2580
Frame, Steel, Adjacent
110
258.0 160
4128
Exterior
30000
270 81000
Concrete, Int Insul, Exterior
4.1
30000 232
69450
Base Total:
3258.0
8358.0
As -Built Total:
3258.0
7357.8
DOOR TYPES
Area X
BSPM = Points
Type
Area X SPM =
Points
Adjacent
240
260 624
Adjacent Insulated
240 260
624
Exterior
00
000 00
Base Total:
24.0
62.4
As -Built Total:
24.0
62.4
EnergyGauge® DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB w3 30
FORM' 60OA -2001
SUMMER CALCULATIONS
. Residential Whole Building Performance Method A - Details
ADDRESS: 5801 S.W 83rd STREET, SOUTH MIAMI, FL, 33143- PERMIT #:
EnergyGaugeTm DCA Form 60OA -2001 EnergyGauge ® /FlaRES'2001 FLRCPB v3 30
BASE
AS -BUILT
CEILING TYPES Area X BSPM
= Points
Type
R -Value Area X SPM X SCM
=Points
Under Attic
28090 280
78652
Under Attic
190 28090 3 72 X 1 00
104495
Base Total:
2809.0
7865.2
As -Built Total:
2809.0
10449.5
FLOOR TYPES
Area X BSPM
= Points
Type
R -Value Area X
SPM =
Points
Slab
244 0(p) -200
- 4880.0
Slab -On -Grade Edge Insulation 0 0 244 0(p
-2000
-48800
Raised
00 000
00
Base Total:
-4880.0
As -Built Total:
244.0
4880.0
INFILTRATION
Area X BSPM
= Points
Arm X
SPM
PoN11-
42590 1879
800266
: 425136d
18 ZS
800266
Summer Base Points: 116347.4
Summer As -Built Points: �.
" :12728?.9`
Total Summer
X System =
Cooling
Total X
Cap X Duct X System X
Crotift. • t
Cooling
Points
Multiplier
Points
Component
Ratio Multiplier Multjiplie�
MultPplier'
Points
(DM x DSM x AHU)
: • •
"• •
1272877
0163 (1 073 x 1 165 x 0 90) &06 :
1 000 •
76185
1272877
•
0 480 (1 073 x 1.165 x 0 90) 0 284 '
1.066 • �:
195V? • •
116347.4
0.4266 49633.8
1272877
127287.7
0 357(1 00 x 1 165 x 1 00 0 Z §3
1.00 1.125 0:29e :
1.000 ' 144$5 8
1.0��; • 41506, 0'
EnergyGaugeTm DCA Form 60OA -2001 EnergyGauge ® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS: 5801 S.W 83rd STREET, SOUTH MIAMI, FL, 33143- PERMIT #:
EnergyGauge® DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
•
•
BASE
AS -BUILT
GLASS TYPES
.18 X Conditioned X BWPM = Points
Overhang
Floor Area
Type /SC
Ornt
Len
Hgt
Area X
WPM X
WOF = Point
-.18 4259.0
2.36 1809.2
Single, Clear
N
20
78
200
603
099
1196
Single, Clear
N
20
11 2
200
603
1 00
1201
Single, Clear
N
20
206
960
603
1 00
5781
Single, Clear
N
20
95
570
603
099
3417
Single, Clear
N
87
95
200
603
097
1168
Single, Clear
N
87
95
480
603
097
2803
Single, Clear
N
120
77
200
603
096
1155
Single, Clear
N
63
88
240
603
097
t40 9
Single, Clear
NE
100
9.0
1020
584
099
AAII.
Single, Clear
NW
loo
90
V(?**.
600 • •0 9A
638
Single, Clear
N
120
11 0
400
; 603 •
;0;
23&S
Single, Clear
N
120
11 0
U P" 603 ."1596
:792
Single, Clear
N
20
43
1000
603 •'
V98
:S92
Single, Clear
N
20
62
:00 : 603
0.99
1192
Single, Clear
S
11.5
137
1Sa$..' 4 49 • ••
• •
M 29
t
133.3
Single, Clear
S
20
175
J502
4 49 .
.0099
224.4
Single, Clear
S
50
93
-640 ••
449:.0
1.'15
••••
330 9
Single, Clear
S
30
11 2
64 0
449
•1.02
.2945
Single, Clear
S
20
6.3
026.0
4 49, • %1144
%w 0%
Single, Clear
S
20
175
'26.0
4.49 ' 0 ;9
o01162
Single, Clear
E
20
47
•10x0 0•
4 77. * f g4
0049,9
Single, Clear
E
20
63
•20 0
: 477 "**T03
Single, Clear
E
20
173
•••••
• 20 0 477
1 01
943
Single, Clear
E
2.0
175
200
477
1 01
965
As -Built Total:
812.0
4445.8
WALL TYPES
Area X
BWPM = Points
Type
R -Value
Area
X WPM
=
Points
Adjacent
2580
050 1290
Frame, Steel, Adjacent
110
2580
080
2064
Exterior
30000
060 18000
Concrete, Int Insul, Exterior
41
30000
1 03
31050
Base Total:
3258.0
1929.0
As -Built Total:
3258.0
3311.4
DOOR TYPES
Area X
BWPM = Points
Type
Area
X WPM
=
Points
Adjacent
240
1 30 312
Adjacent Insulated
240
1 30
31 2
Exterior
00
000 00
Base Total:
24.0
31.2
As -Built Total:
24.0
31.2
EnergyGauge® DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
•
•
,FORM 60OA -2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS- 5801 S.W 83rd STREET, SOUTH MIAMI, FL, 33143- PERMIT #-
BASE
AS -BUILT
CEILING TYPESArea X BWPM
= Points
Type
R -Value Area X WPM X WCM =
Points
Under Attic 28090 010
2809
Under Attic
190 2809.0 0 14 X 1 00
3933
Base Total: 2809.0
280.9
As -Built Total:
2809.0
393.3
FLOOR TYPES Area X BWPM
= Points
Type
R -Value Area X
WPM =
Points
Slab 244 0(p) -21
-5124
Slab -On -Grade Edge Insulation 0 0 244 0(p
-210
-5124
Raised 00 000
00
Base Total:
512.4
As -Built Total:
244.0
512.4
INFILTRATION Area X BWPM
= Points
Area X
WPM =
Poifltj
8888
•
42590 -006
-2555
• •
-066
-291 S
Winter Base Points:
3282.4
Winter As -Built Points:
••••••741ji8-
Total Winter X System =
Heating
Total X
Cap X Duct X Sys1 m
Credk••w
Heating
Points Multiplier
Points
Component
Ratio Multiplier Multilfll�t'•
Multiplier •
Points.
(DMxDSMxAHU) '
• 4 •
: �••�
••••
7413.8
0 227 (1 099 x 1 137 x 0 91) I.Vfj :
1 000 •
19156
7413.8
0 454 (1 099 x 1 137 x 0 91) 1'000
1 Q".-:
3831.1t 9 •
7413.8
0 318(1 00 x 1 137 x 1 00) 10000
1 odb '
26
3282.4 0.6274
2059.4
7413.8
1.00 1.137 1Lo00'�
1.000r ".84 3o- Y-
890490
EnergyGauge*"^ DCA Form 60OA -2001 EnergyGauge ® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS: 5801 S.W 83rd STREET, SOUTH MIAMI, FL, 33143- PERMIT #:
BASE
CODE
COMPLIANCE
STATUS
AS -BUILT
WATER HEATING
AS.-BUILT
Number of X Multiplier
= Total
Tank EF
Number of
X Tank X Multiplier X
Credit =
Total
Bedrooms
Points
Volume
Bedrooms
Ratio
Multiplier
41506
5 236900
118450
400 089
5
025 234238
100
29280
1200 083
5
075 251171
100
94189
As -Built Total:
12346.9
PASS
� �pj CHE 5 0
AN
EnergyGaugeTm DCA Form 60OA -2001 EnergyGauge®/FIaRES'2001 FLRCPB Q 30
:
CODE
COMPLIANCE
STATUS
BASE
AS.-BUILT
Cooling + Heating +
Hot Water
= Total
Cooling
+ Heating +• "Mat Water• • em Total
Points Points
Points
Points
Points
•
Points Points • • • • Points-
49634 2059
11845
63538
41506
8430 12347,••,•: 62283•
PASS
� �pj CHE 5 0
AN
EnergyGaugeTm DCA Form 60OA -2001 EnergyGauge®/FIaRES'2001 FLRCPB Q 30
:
.FORM 60OA -2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS: 5801 S.W 83rd STREET, SOUTH MIAMI, FL, 33143- PERMIT #:
6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS
SECTION
REQUIREMENTS FOR EACH PRACTICE
CHEC
Exterior Windows & Doors
6061 ABC 1 1
Maximum 3 cfm/sq ft window area 5 cfm/sq ft door area
Exterior & Adjacent Walls
606 1 ABC 1 2 1
Caulk, gasket, weatherstrip or seal between windows /doors & frames, surrounding wall;
7CHECK
Swimming Pools &Spas
612 1
foundation & wall sole or sill plate, points between exterior wall panels at corners; utility
penetrations, between wall panels & top /bottom plates, between walls and floor
EXCEPTION Frame walls where a continuous infiltration barrier is installed that extends
from and is sealed to the foundation to the top plate
• •
Floors
606 1 ABC 1 2 2
Penetrations/openings >1/8" sealed unless backed by truss or point members
•
Air Distribution Systems
6101
EXCEPTION Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams
Ceilings
606 1 ABC 1 2.3
Between walls & ceilings, penetrations of ceding plane of top floor, around shafts, chases,
HVAC Controls
607 1
soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate;
Insulation 604 1, 602 1 Ceilings -Min R -19 Common walls -Frame R -11 or CBS R -3 both sides
attic access EXCEPTION Frame ceilings where a continuous infiltration barrier is
installed that is sealed at the perimeter, at penetrations and seams
Recessed Lighting Fixtures
606 1 ABC 1 2 4
Type IC rated with no penetrations, sealed, or Type IC or non -IC rated, installed inside a
sealed box with 1/Z' clearance & 3" from insulation, or Type IC rajd"dfi < 2 0 cfnv kom .
•
• • _
• • •
conditioned space, tested. • • *60
. • • •
Multi-story Houses
6061 ABC 1.2 5
Air barner on perimeter of floor cavity between floors 669664 • • • •
•
Additional Infiltration reqts
606 1.ABC 1.3
Exhaust fans vented to outdoors, dampers, combustion space heaters th
comply wi•I�FpA,
• • • •
• •
have combustion air • • •
• •
•
6A -22 OTHER PRESCRIPTIVE MFARI IRFR lmnc4 ha mn4 •\ • •
COMPONENTS
SECTION
REQUIREMENTS • • • ' • •
Water Heaters
612.1
Comply with efficiency requirements in Table 6 -12 Switch or cliarly maiked circuit
breaker electric or cutoff as must be rovided. External or tfuilt -m Oat tra r wed•
7CHECK
Swimming Pools &Spas
612 1
Spas & heated pools must have covers (except solar heated) IJon- commercial pools
must have a pump timer Gas spa & pool heaters must have a n nunSre therms
•
efficiency of 78% : : : ' • • •
• •
Shower heads
6121
Water flow must be restricted to no more than 2 5 gallons per minute at 80 PSIG
•
Air Distribution Systems
6101
All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically
attached, sealed, insulated, and installed in accordance with the criteria of Section 610
Ducts in unconditioned attics R-6 min insulation.
HVAC Controls
607 1
Separate readily accessible manual or automatic thermostat for each system
Insulation 604 1, 602 1 Ceilings -Min R -19 Common walls -Frame R -11 or CBS R -3 both sides
Common ceding & floors R -11.
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
I certify that this home has complied with the Florida Energy Efficiency Code For Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based.on installed Code compliant features
Builder Signature* Date-
Address of New Home
City/FL Zip.
Cap 18 7 kBtu/hr —
SEER 10 45 _
Cap 55 0 kBtu/hr —
SEER 12 00 —
Cap 41 0IcBtu/hr —
SEER 12 05 —
Cap 17 1 kBtu/hr —
COP 1.00 —
Cap 34 1 kBtu/hr •
COP 1 00 • • • • .
Cap 119 k$tu/hr —�
'Cbr100 •••••
•••• ••••••
Cap 40 0 gallons , •
• EF• 0 89 '
Cal? j20- .OEallons •
—•
• �F 083
•
•
.
*NOTE- The home's estimated energy performance score is only available through the FLARES computer program
This is not a Building Energy Rating If your score is 80 or greater (or 86 for a US EPA /DOE EnergyStar designation),
your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating
Contact the Energy Gauge Hotline at 3211638 -1492 or see the Energy Gauge web site at www fsec ucf edu for
information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487 -1824
EnergyGauge® (Version FLRCPB v3.30)
_ ESTIMATED ENERGY PERFORMANCE SCORE* = 84.0
The higher the score, the more efficient the home.
MS. TERESA
RIOS, 5801 S.W 83rd STREET, SOUTH MIAMI, FL, 33143-
1
New construction or existing
New —
12 Cooling systems
2
Single family or multifamily
Single family —
a Central Unit
3
Number of units, if multifamily
1
4
Number of Bedrooms
_
5
b Central Unit
5
Is this a worst case9
_
No _
6
Conditioned floor area (ft')
4259 ft'
c Central Unit
7
Glass area & type
Single Pane Double Pane —
a Clear - single pane
812 0 ft' 0 0 ft' —
13 Heating systems
b Clear - double pane
0 0 ft' 0 0 ft' —
a Electric Strip
c Tint/other SHGC - single pane
0 0 ft' 0.0 ft' —
d Tintlother SHGC - double pane
b. Electric Strip
8
Floor types
a Slab -On -Grade Edge Insulation
R=0.0, 244.0(p) ft _
••••
c Electric Strip • •
b N/A
c N/A
14 Hot water systems •
9
Wall types
—
a Electric Resistance •
a Frame, Steel, Adjacent
R =11.0, 258 0 ft' —
•
0
b Concrete, Int Insul, Exterior
R =4 I, 3000.0 ft' _
b Electric Resistance 0000
c N/A
d N/A
_
c Conservation credits • • •
e N/A
• • •
(HR -Heat recovery, Solar • • •
•
10
Ceding types
—
DHP- Dedicated heat pump) • •
a Under Attic
R =19 0, 2809 0 ft' _
15. HVAC credits '
b N/A
—
(CF- Ceiling fan, CV -Cross venti{pti(Iri, '
c N/A
HF -Whole house fan,
11
Ducts
—
PT- Programmable Thermostat, • • • • •
a Sup- Unc Ret Unc AH Interior
Sup R =6.0, 7 Oft _
MZ- C- Multizone cooling,
b Sup Unc Ret Unc. AH Interior
Sup R =6 0, 30 0 ft
MZ- H- Multizone heating)
I certify that this home has complied with the Florida Energy Efficiency Code For Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based.on installed Code compliant features
Builder Signature* Date-
Address of New Home
City/FL Zip.
Cap 18 7 kBtu/hr —
SEER 10 45 _
Cap 55 0 kBtu/hr —
SEER 12 00 —
Cap 41 0IcBtu/hr —
SEER 12 05 —
Cap 17 1 kBtu/hr —
COP 1.00 —
Cap 34 1 kBtu/hr •
COP 1 00 • • • • .
Cap 119 k$tu/hr —�
'Cbr100 •••••
•••• ••••••
Cap 40 0 gallons , •
• EF• 0 89 '
Cal? j20- .OEallons •
—•
• �F 083
•
•
.
*NOTE- The home's estimated energy performance score is only available through the FLARES computer program
This is not a Building Energy Rating If your score is 80 or greater (or 86 for a US EPA /DOE EnergyStar designation),
your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating
Contact the Energy Gauge Hotline at 3211638 -1492 or see the Energy Gauge web site at www fsec ucf edu for
information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,
contact the Department of Community Affairs at 8501487 -1824
EnergyGauge® (Version FLRCPB v3.30)
Residential System Sizing Calculation
Summary
MS. TERESA RIOS Project Title: Code Only
5801 S W 83rd STREET NEW RESIDENCE FOR MS. TERESA RIOS Professional Version
SOUTH MIAMI, FL 33143- Climate: South
n r n rnnnr
Location for weather data. Miami - Defaults: Latitude(25) Temp Range(L)
. . .
•
Humidity data: Interior RH 50%
Outdoorwet bulb 77F Humidity difference 56 r
Window total
812
Winter design temperature
47
F
Summer design temperature
90
F
Winter setpoint
70
F
Summer setpoint
75
F
Winter temperature difference
23
F
Summer temperature difference
15
F
Total heating load calculation
63271
Btuh
Total cooling load calculation
93985
Btuh
Submitted heating capacity
% of calc
Btuh
Submitted cooling capacity
% of calc
Btuh
Total (Electric Strip)
118.7
75080
Sensible (SHR = 0.68)
119.9
77996
3013
Btuh
TOTAL HEAT LOSS
Latent
126.9
36704
Btuh
•
• • •
Total
122.0
11470
WINTER CALCULATIONS •
Winter Heating Load for 4259 sqft)
0000
Load component
. . .
•
Load
Window total
Window total
812
sqft
18676
Btuh
Wall total
3258
sqft
14864
Btuh
Door total
24
sqft
226
Btuh
Ceiling total
2809
sqft
3371
Btuh
Floor total
244
ft
4538
Btuh
Infiltration
735
cfm
18583
Btuh
Subtotal
Duct gain
60258
Btuh
Duct loss
•000
Floors(75G)
3013
Btuh
TOTAL HEAT LOSS
16
B
1 63271
Btuh
Dun :cs %) • �
. . .
•
Window total
812 sqft
26747
0000
Wall total
3258 sqft
9959
Btuh
Door total
•...
000000
>;r,�;
Ceiling total
2809 sqft
„ ' `ss "s`s �; �/ iii ��`
s • . ..
0000..
•
Btuh
`
699 cfm
11532
f%f f%i ifjif% ' f
r,ii
•
• • •
• •
•
909000
4200
00
Subtotal(sensible)
— 55,4
Btu
Duct gain
15`
uh
.. ..
•000
Floors(75G)
• • •
• •
16
B
WM e(7e %)
0 0 0 0
•
• • •
•
0000
• • •
•
000.
TOTAL HEAT GAIN
SUMMER CALCULATIONS •
Summer Conlinn I nari (for 4959 snff)
Load component
Load
Window total
812 sqft
26747
Btuh
Wall total
3258 sqft
9959
Btuh
Door total
24 sqft
254
Btuh
Ceiling total
2809 sqft
6461
Btuh
Floor total
0
Btuh
Infiltration
699 cfm
11532
Btuh
Internal gain
4200
uh
Subtotal(sensible)
— 55,4
Btu
Duct gain
15`
uh
Total sensible gain
70
q2,
Btuffi
Latent gain(infiltration)
16
B
Latent gain(internal)
2300
Btuh
Total latent gain
28916
Btuh
TOTAL HEAT GAIN
93985
Btuh
Letent fternel(2 9%)
Udent infd (28 %) /-1
R Oein(4%)
EnergyGauge® FLRCPB v3 30
Duct4%)
Wneo- s(28%)
+, /t4
_ 7N ;
ALLSTATE
CNGINEERING All State Engineering & Testing Consultants, Inc.
TESTING LABORATORIES- ENGINEERS - INSPECTION SERVICES - CHEMISTS- DRILLING- ENVIRONMENTAL SERVICES
March 2, 2005
Terri Rios
P.O Box 557219
Miami, Florida 33255 -7219
RE. Subsurface investigation for vacant lot
located at 5801 SW 83rd Street, Miami, Florida.
Dear Sir or Madam-
- Pursuant to your authorization, All State Engineering 8 Testing Consultants, Inc.(ASETC),
conducted a subsurface investigation at the above referenced project The investigation was
performed on March 2, 2005.
The purpose of the investigation was to develop preliminary information about the site and the
subsurface conditions existing in the vicinity of the proposed construction.
To achieve the desired objective three (3) standard penetration test borings were performed and
the logs are enclosed in this report.
TEST METHOD:
If he borings were conducted in accordance with procedures outlined for standard penetrations
test and split spoon sampling of soils by ASTM Method D -1586
A two (2) feet long two (2) inches O.D. Split Spoon - Sampler was driven into the ground by
successive blows with 140 lb Hammer dropping thirty -(30) inches The soil sampler was driven
two (2) feet at a time then extracted for visual examination and classification of the retained soil
samples.
The number of blows required for a one (1) foot penetration of the sampler is designated as "N"
(known as the standard penetration resistance value). The "N" value provides an indication of
• the relative density of non - cohesive soils and the consistency of cohesive soils.
I
Suitable corrections are applied to this number in order to include the effects of soil overburden
pressure and other factors A general evaluation of soils is made from the established
correlation between "N" and the relative density or consistency of soils
This dynamic method of soil testing has been widely accepted by foundation engineers and
architects to conservatively evaluate the bearing capacity of soils A continuous drilling and
sampf ?,ig procedures was used therefore, the samples were taken at intervals of two (2) feet or
' at every change in soil characteristics.
2380 West 78th street 1 Hialeah, Florida. 33016 / Phone: 305 - 888 -3373 Fax 305 - 888 -7443
Page 2 - March 2, 2005
Terri Rios
The types of foundation material encountered have been visually classified and are described in
detail in the boring logs The results of the field penetration tests are presented in the boring
logs in numerical forms The average ground water level at the site was found at seven (7) fees
zero (0) inches below the existing surface (see logs) Fluctuation in the observed ground water
level should be expected due to seasonal climatic changes, rainfall variation, surface water run-
off and other specific factors related to the site in question.
FOUNDATION RECOMMENDATIONS:
Our recommendations are based on the information provided from the client as to the type of
structure planned and on our subsurface investigation performed on the proposed site Our
recommendations are as follows:
1. Clear entire building area plus 5 -0" outside the perimeter of construction and remove all
top soil, and subsurface material to the necessary depth. We anticipate an average
clearance depth of approximately six (6) inches
2. Compact cleared area to a minimum compaction of 98% of the optimum dry density as
per AASHTO T -180. Verify densification procedures by taking an adequate number of
field density compaction test. The cleared area should be inspected prior to the
commencement of the backfilling operation to ensure that all the unsuitable material has
been removed.
3. Backfill building area, plus 6 -0" outside the perimeter of the structure to the required
elevation with a clean mixture of sand, lime rock and lime sand fill (or approved fill
material) in compacted layers not to exceed 12" in thickness. Compact each layer to a
minimum of 98% of the optimum dry density as per AASHTO T180 Verify densification
procedures by taking an adequate number of field density tests, especially by the footing
area.
4. Excavate footing trenches to the required depth from the ground elevation.
5. Compact the bottom of the footing trench to a minimum compaction of 98% of the
optimum dry density as per AASHTO T -180. Verify densification procedures by taking
an adequate number of field density compaction tests.
DESIGN RECOMMENDATIONS:
The above foundation recommendation having been achieved and verified we anticipate that
the foundation and footings may be appropriately proportioned for a safe soil bearing capacity
not to exceed 3000 pounds per square foot The use of spread footings and single column pads
is suggested A monolithic slab foundation may also be adopted.
Page 3 - March 2, 2005
Terri Rios
Conclusion:
Regardless of the thoroughness of our geotechnical exploration there is always a possibility that
conditions on the subject property (site) may be different from those at the test locations
Therefore, should any subsoil condition different from those reported in our boring logs be
encountered during construction, ALL STATE ENGINEERING AND TESTING CONSULTANTS,
INC , should be notified immediately
This report was prepared exclusively for the use of Ms Terri Rios The conclusions provided by
All State Engineering & Testing Consultants, Inc are based solely on the information presented
in this report As a mutual protection to clients, the public and ourselves, all reports are
submitted as the confidential property of clients, and authorization for publication of statements,
conclusions or extracts from or regarding our reports is reserved pending our written approval.
We appreciate the opportunity to have been of service to your company. Please feel free to
contact us if there are any questions or comments pertaining to this report.
Sincerely yours,
- 03
Waseem Quadri, P.E. #51481
Special Inspector
Threshold bldg. #1154
All State Engineering And
Testing Consultants, Inc.
WQ /fs
' ALL STATE
`cNGINEERING
All State Engineering & Testing Consultants, Inc.
TESTING LABORATORIES- ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES
2380 West 78`h street, Hialeah, Florida. 33016
TFST Rnpwr; RFPr)PT
CLIENT
Terri Rios
Order No.
05 -202
ADDRESS
PROJECT
P.0 Box 557219, Miami, FL 33255 -7219
Vacant lot
Report No.
Hole No.
1
B -1
ADDRESS
5801 SW 83rd Street, Miami
Date
3/02/05
LOCATION
Center of lot
Driller
MP & LT
T31DESCRIPTION
OF MATERIALS
0" to 2' -6" brown medium silica sand
Sample
No
0'-2'
2' -4'
4' -6'
6' -8'
8' -10'
10' -12'
12'14'
14'16'
Hammer
on sam
2
2
2
21
20
19
16
16
15
14
13
13
12
12
12
blow
pier
3
2
20
20
18
18
15
15
14
13
14
12
13
11
10
I
'N'
5
41
37
31
28
27
25
Hammer blows
on cash
4
2' -6" to 4' -0" yellowish lime rock
5
4' -0" to 15-0" tan lime rock & lime sand
6
7
8
9
10
11
12
13
14
15
16
End of boring @ 15' -0"
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
L
35
IA /ATC�
" . r —v ucivvv JuiidGC espeCtTUlly 5 ted,
At Date: 03/02/05
aseem Quad i, .E. #51481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the nfldentlal property of clients, and authorization for puolication of
statements Conclusions or extracts from or regarding our reports Is reserved pending our w tten approval
I
I
i
' ALL STATE
ENGINEERING
All State Engineering & Testing Consultants, Inc.
TESTING LABORATORIES- ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES
2380 West 78`h street, Hialeah, Florida. 33016
TFRT Rr1RIAtr: RGOnCT
CLIENT
ADDRESS
PROJECT
ADDRESS
Terri Rios
P.O. Box 557219, Miami, FL 33255 -7219
Vacant lot
5801 SW 83rd Street, Miami
Order No.
Report No.
Hole No.
Date
05 -202
1
B -2
3/02/05
LOCATION
DEPTH
FEE
1
2
North side of lot
DESCRIPTION OF MATERIALS
0' -0" to 0' -4" backfill -dark brown sand with rock fragments
0' -4" to 3' -0" yellowish lime rock
Sample
No
0' -2'
2' -4'
4' -6'
6' -8'
8' -10'
10'-12'
12'14'
14'16'
Hammer
on sampler
10
19
21
20
19
18
17
16
14
14
12
10
11
10
11
i
Driller
blow
18
20
20
18
18
17
16
14
13
13
11
10
10
11
10
I
'N'
37
40
36
32
27
21
20
f
MP 8 LT
Hammer blows
on casing
3
4
3' -0" to 15' -0" tan lime rock & lime sand
5
6
7
8
9
10
11
12
13
14
15
16
End of boring @ 15' -0"
I m /ci -7,
17
11$
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
L35 I
1A ATIZD
JUI IQVC espectruiiy 5upm d,
At Date. 03/02/05
aseem Quadri, P.E. #51481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the i al property of clients, and authorization for publication of
statements Conclusions or extracts from or regarding our reports is reserved pending our tten approval
ALL STATE
cNGINEERING
All State Engineering & Testing Consultants, Inc
TESTING LABORATORIES- ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING- ENVIRONMENTAL SERVICES
2380 West 781" street, Hialeah, Florida 33016
TFRT RCIRIMr; RFpnGT
CLIENT
Terri Rios
Order No.
05 -202
ADDRESS
PROJECT
P.0 Box 557219, Miami, FL 33255 -7219
Vacant lot
Report No.
Hole No.
1
B -3
ADDRESS
5801 SW 83rd Street, Miami
Date
3/02/05
LOCATION
South side of lot
Driller
MP & LT
DEPTH
FEET
1
DESCRIPTION OF MATERIALS
0' -0" to 0' -8" backfll -brown medium silty sand with rock frag
Sample
No
0' -2'
2'4'
4' -6'
6' -8'
8' -10'
10' -12'
12'14'
14'16'
Hammer
on sampler
3
18
21
20
18
17
15
14
13
13
12
10
12
10
10
blow
13
' 20
22
18
17
15
14
13
12
12
11
12
10
9
9
'N'
31
42
34
28
25
21
20
l
Hammer blows
on casino
2
0' -8" to 3' -0" yellowish lime rock
3
4
3' -0" to 15' -0" tan lime rock & lime sand
5
6
7
8
9
10
11
12
13
14
15
16
End of boring @ 15' -0"
-I'l i riri _ �i n
17
ti8
19
')0
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
IAIATt
I UU Uvv aul!CIL& 7onfintial ectTUlly 5ubr i to
At Date- 03/02/05
J—
em Quadri, P. #51483
As a mutual protection to clients, the public and ourselves, all reports are submitted as tperty of clients, and autho rization for publication of
statements Conclusions or extracts from or regarding our reports is reserved pending ou
4 IL JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
,. Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
CUSTOMER :
JOB NUMBER �r �� ,ti As -.6 'S DATE : 3/21/2005
DESCRIPTION
Co L� T p u-
DEIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY
EXPOSURE CATEGORY
BUILDING CATEGORY
IMPORTANCE FACTOR
Kzt
ROOF SLOPE
TRIBUTARY AREA
MEAN ROOF HEIGHT
DISTANCt, Z
s
Je
146 MPH
C
2
1.00
1.00
= 3.00 : 12
= 64.0 FT2
= 25.0 FT
= .0 FT
(14.04 DEG)
Kh = 0.945
Kz = 0.849
WIND LOADS
WALL AREA
4
5
GCp ( +)
0.858
0.858
GCp ( -)
-0.958
-1.115
PRESSURE
(psf)
53.5
53.5
SUCTION
(psf)
-58.7
-66.8
a 4 5 a 4 b
qh = 51.6 PSF
qz = 46.3 PSF
P
G
= qh [ ( GCp ) - ( GCp i) )
Cpi = t 0.18
B
UILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT
``6111111t11lI/,��
0 24P.A �,•
SIC JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
• Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
CUSTOMER :
JOB NUMBER
DESCRIPTION
r�
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
ROOF SLOPE = 3.00 : 12
TRIBUTARY AREA = 20.0 FT2
MEAN ROOF HEIGHT = 25.0 FT
DISTANCE, Z = .0 FT
(14.04 DEG)
Kh = 0.945
Kz = 0.849
WIND LOADS
WALL AREA
4
5
GCp ( +)
0.947
0.947
GCp ( -)
-1.047
-1.294
PRESSURE
(psf)
58.1
58.1
SUCTION
(psf)
-63.3
-76.0
DATE : 3/21/2005
qh = 51.6 PSF
qz = 46.3 PSF
= qh [ ( GCp ) - ( GCpi) ]
;Cpi = t 0.18
fUILDING WIDTH = 52.3 FT
:ORNER DISTANCE, a = 5.2 FT
JSA GROUP, INC.
13465 SW 91 TERR. MIAMI, FL 33186 (305)408 -8357
• Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
CUSTOMER :
JOB NUMBER DATE : 3/21/2005
DESCRIPTION
* ** DESIGN WIND LOADS - ASCE 7 -98 * **
* ** COMPONENTS AND CLADDING * **
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
ROOF SLOPE = 3.00 : 12
TRIBUTARY AREA = 10.0 FT2
MEAN ROOF HEIGHT = 25.0 FT
DISTANCE, Z = .0 FT
(14.04 DEG)
Kh = 0.945
Kz = 0.849
WIND LOADS
WALL AREA
4
5
GCp ( +)
1.000
1.000
GCp ( -)
-1.100
-1.400
PRESSURE
(psf)
60.9
60.9
SUCTION
(psf)
-66.0
-81.5
P
G
a 4 tj a 4 b
qh = 51.6 PSF
qz = 46.3 PSF
= gh[(GCp) - (GCpi))
Cpi = t 0.18
BUILDING WIDTH = 52.3 FT
CORNER DISTANCE, a = 5.2 FT