05-141-000FORM 60OA -2001 C-16 — r
l
`_ FLORIDA ENERGY EFFICIENCY CO E
y P
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name 8370 SW 57AVE RESIDENCE Builder
" Address 8370 SW 57 AVE Permitting Office DADE
City, State- MIAMI, FL Permit Number
r Owner Jurisdiction Number 231000
Climate Zone South
1
New construction or existing
2
Single family or multi - family
3.
Number of units, if multi - family
4
Number of Bedrooms
5.
Is this a worst case?
6.
Conditioned floor area (111)
7.
Glass area & type
a Clear glass, default U- factor
b. Default tint
c. Central Unit
c. Labeled U or SHGC
8.
Floor types
a. Slab -On -Grade Edge Insulation
b N/A
c N/A
9
Wall types
a Electric Strip
a Concrete, Int Insul, Exterior
• •
b N/A
•
c. N/A
b. Electric Strip
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. 2 Others
Single Pane
1036 0 ft'
0.0 ft'
-0.0 ft=
New
Single family
1
6 _
No _
4917 W
Do ane
0 0 ft'
OOft' _
0.0 ft'
R =0.0, 330 0(p) ft =
5816 0 11' _
Rv0.0, 2938 0 ft' _
Suo. R= 0, 60 0 W _
86.0 ft
12. Cooling systems
a Central Unit
•
b. Central Unit
•
•
c. Central Unit
0000••
13. Heating systems
a Electric Strip
• •
• •
•
b. Electric Strip
•
• •
•
• 0
c Electric Strip
•
•
9
14. Hot water systems
• • 0.0
•
a Electric Resistance
000.0•
b. Electric Resistance
c Conservation credits
(HR -Heat recovery, Solar
DHP- Dedicated heat pump)
15. HVAC credits
(CF- Ceiling fan, CV -Cross ventilation,
HF -Whole house fan,
PT- Programmable Thermostat,
MZ- C- Multizone cooling,
MZ- H- Multizone heating)
Glass /Floor Area: 0.21_ Total as -built points 75254 PASS
Total base points 76502
I hereby certify that the ppt
by this calculation are in co
Energy Code
PREPARED BY:
DATE:
I hereby certify that thi 41
compliance with the Fl �aa
OWNER/AGENT:
DATE:
s and spec' i �Lions covered
npli�6jedWit Ytj 17Ierida
as
Review of the plans and
specifications covered by this
calculation indicates compliance
with the Florida Energy Code
Before construction is completed
this budding will be inspected for
compliance with Section 553 908
Florida Statutes
BUILDING OFFICIAL:
DATE:
1 EnergyGauge® (Version FLRCPB v3 30)
_ L
Cap: 41.5 kBtu?hr
SEER: 12 06: •
eapr4it5 kBhOu: :
� •;UR. 12 80 0 9 �
ii17 5 kBtuft. •�:
:\ $EER• 12 60
• ' 0000••
2ap*90 kBtulhr • �
• 9•COP:IOO.• :•
4%p 34.0 kBtu/hr
• COP. 100
TW:340 kBqft''' •
• •COP. 1 QO _:
0009 0000
eap h 0 galloas�. :
EF. 017
• -r
Cap 80.0 gallons _
F,F: 0 87
PT, _
FORM 60OA -2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #-
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 4917.0 32.50 28764.5
Single, Clear
E
1 0
65
• 100
7871
098
. • W 8U
Single, Clear
-E
1 0
100
. 91R7
78 7.1 • •
199
3j90 Q
Single, Clear
E
20
50
; 18 0 ;
7871*
00081
011495
Single, Clear
E
20
85
••4ba•
7874* ***g93
;29199
Single, Clear
E
00
00
9 0
78 71 • *
* * 1 00
V 3MB Z
Single, Clear
E
20
180
20 0 ;
78 7�
099
Single, Clear
E
20
21 0
',4AA
78 7:
;a 99
..1�§3.1
31303
Single, Clear
S
00
00
• 90
66W
oo 1 00
•• 6013
Single, Clear
S
20
60
480- -
664-*
-879
2553 2
Single, Clear
S
00
00
?3 0
6693
• 1 00
• 16062
Single, Clear
S
00
00
' 260
66 U...
j 00
.'16/301
Single, Clear
S
20
175
60
6 6 9�3
*0 99
399 S
Single, Clear
S
20
180
•16b
66 9e�
*0 99
* b69 4
Single, Clear
S
00
00
;FAQ;
66 93
1 00
1244
Single, Clear
S
05
85
400
6693
1 00
' ?68J 9
Single, Clear
S
05
60
100
6693
1 00
6667
Single, Clear
S
05
60
360
6693
1 00
2.4003
Single, Clear
S
220
85
240
6693
043
6940
Single, Clear
N
05
60
360
3646
099
13060
Single, Clear
N
05
85
400
3646
1 00
14533
Single, Clear
N
20
45
300
3646
086
9379
Single, Clear
N
20
55
150
3646
089
4867
Single, Clear
N
00
00
90
3646
1 00
3282
Single, Clear
N
20
55
150
3646
089
4867
Single, Clear
N
20
60
200
3646
090
6587
Single, Clear
N
20
65
100
3646
091
3335
Single, Clear
N
20
65
200
3646
091
6671
Single, Clear
N
10
145
200
3646
1 00
7262
Single, Clear
N
00
00
100
3646
1 00
3646
Single, Clear
N
10
60
100
3646
098
3559
Single, Clear
W
20
65
200
7053
088
12378
Single, Clear
W
20
85
400
7053
093
26174
Single, Clear
W
180
105
1200
7053
046
38629
Single, Clear
W
30
11 5
400
7053
091
25694
Single, Clear
W
00
00
80
7053
1 00
5642
Single, Clear
W
65
55
160
7053
052
5868
Single, Clear
W
65
85
400
7053
063
17660
Single, Clear
W
25
60
400
7053
080
22627
Single, Clear
W
20
55
80
7053
084
4725
Single, Clear
W
240
85
240
7053
040
6845
As -Built Total:
1036.0
64557.4
EnergyGauge® DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
EnergyGaugeTM' DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
BASE
AS -BUILT
WALL TYPES
Area X BSPM
= Points
Type
R -Value Area
X SPM
= Points
Adjacent
00 000
00
Concrete, Int Insul, Exterior
41 58160
232
134640
Exterior
58160 270
157032
'
Base Total:
5816.0
15703.2
As -Built Total:
58�g.b�.
• :
13464.
DOOR TYPES
Area XBSPM
= Points
Type
�• Area
X 4eV- _ Points
.
....
.....
Adjacent
00 000
00
Exterior Wood
. U0%
9 4d
357
Exterior
380 640
2432
:
• • •
Base Total:
38.0
243.2
As -Built Total:
•
.38.0..
. ..
;.' �'
•
•....•
357.2
CEILING TYPES Area X BSPM
= Points
Type
R -Value Ai'a X :SPM X SCM = 4wis
Under Attic
29380 280
8226 4
Under Attic
300 29a 0. 2 77 X q %:
• �8 3
Base Total:
2938.0
8226.4
As -Built Total:
• . .
dab.:
. .
:81 *4
FLOOR TYPES
Area X BSPM
= Points
Type
R -Value Area
X SPM
= Points
Slab
330 0(p) -200
-66000
Slab -On -Grade Edge Insulation 0 0 330 0(p
-2000
-66000
Rased
00 000
00
Base Total:
- 6600.0
As -Built Total:
330.0
- 6600.0
INFILTRATION
Area X BSPM
= Points
Area
X SPM
= Points
49170 1879
923904
49170
1879
923904
Summer Base Points: 138727.7
Summer As -Built Points:
162307.3
Total Summer
X System =
Cooling
Total X Cap
X Duct X System X
Credit =
Cooling
Points
Multiplier
Points
Component Ratio
Multiplier Multiplier
Multiplier
Points
(DM x DSM x AHU)
1623073 0 318
(1 067 x 1 165 x 0 90) 0 284
0 950
156261
1623073 0 318
(1 067 x 1 165 x 0 90) 0 284
0 950
156261
1623073 0 364
(1 073 x 1 165 x 0 90) 0 284
0 950
178853
138727.7
0.4266 59181.2
162307.3 1.00
1.121 0.284
0.950
49137.5
EnergyGaugeTM' DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS' 8370 SW 57 AVE, MIAMI, FL, PERMIT #
BASE
AS -BUILT
F PES
ditioned X BWPM = Points
Overhang
Floor Area
Type /SC
Ornt
Len
Hgt
Area X WPM X WOF = Point
.18 4917.0 2.36 2088.7
Single, Clear
E
1 0
65
*100
4 77 1 01
Single, Clear
E
1 0
100
5t 0•
4 77** 1.01
245 2
Single, Clear
E
20
50
18 0 ;
4 77 • • 0T04
• • 68980
Single, Clear
E
20
85
' 46 U"
4 7Z" "1.02
194 Q
Single, Clear
E
00
00
90
4 77 "•'1 00
:• W(I
Single, Clear
E
20
180
•20 0•
477 1 01
96 3
Single, Clear
E
20
21 0
• 09p.:
4 7j ... 01
19P•3
Single, Clear
S
00
00
. 90
442 .,1 00
...4pq
Single, Clear
S
20
60
.48 0..
444** .1'05
2264
Single, Clear
S
00
00
: 24 0:
449 • 1 00
. 1079
Single, Clear
S
00
00
:260 •
441 .... •00
. •t1689.
Single, Clear
S
20
175
' 60
440 -099
; 26 it
Single, Clear
S
20
180
.180'.
449 ... 10.99
' Y1'5
Single, Clear
S
00
00
181 :
4 49 • '*1 00
*80 9
Single, Clear
S
05
85
*4;;**
0 0
449 1 00
• .1 T9 3
Single, Clear
S
05
60
100
449 1 00
448
Single, Clear
S
05
60
360
449 1 00
161 2
Single, Clear
S
220
85
240
449 144
1554
Single, Clear
N
05
60
360
603 1 00
2168
Single, Clear
N
05
85
400
603 1 00
241 0
Single, Clear
N
20
45
300
603 098
1778
Single, Clear
N
20
55
150
603 099
892
Single, Clear
N
00
00
90
603 1 00
543
Single, Clear
N
20
55
150
603 099
892
Single, Clear
N
20
60
200
603 099
1192
Single, Clear
N
20
65
100
603 099
597
Single, Clear
N
20
65
200
603 099
1193
Single, Clear
N
1 0
145
200
603 1 00
1205
Single, Clear
N
00
00
100
603 1 00
603
Single, Clear
N
1 0
60
100
603 1 00
601
Single, Clear
W
20
65
200
549 1 00
1098
Single, Clear
W
20
85
400
549 1 00
2193
Single, Clear
W
180
105
1200
549 1 03
6804
Single, Clear
W
30
11 5
400
549 1 00
2194
Single, Clear
W
00
00
80
549 1 00
439
Single, Clear
W
65
55
160
549 1 03
905
Single, Clear
W
65
85
400
549 1 02
2241
Single, Clear
W
25
60
400
549 1 00
2204
Single, Clear
W
20
55
80
549 1 00
440
Single, Clear
W
240
85
240
549 1 03
1360
As -Built Total:
1036.0
5515.4
EnergyGauge® DCA Form 60OA -2001 EnergyGauge4D/FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
EnergyGaugeT" DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
BASE
AS -BUILT
WALL TYPES
Area X
BWPM
= Points
Type
R -Value Area X
WPM
= Points
Adjacent
00
000
00
Concrete, Int Insul, Exterior
41 58160
1 03
60196
Exterior
58160
060
34896
•
Base Total:
5816.0
3489.6
As -Built Total:
5aRi d'.
.". ;
6039.6
DOOR TYPES
Area X
BWPM
= Points
Type
' Ar &'a X
%M*. = FUnts
Adjacent
00
000
00
Exterior Wood
038 0•.
2800
1064
Exterior
380
1 80
684
: :
:.....
• • • .:
Base Total:
38.0
68.4
As -Built Total:
938.0 • •
0 • •'
•
11111.4
CEILING TYPES Area X
BWPM
= Points
Type
R -Value Area•X VJPM XWCM = kvis.
Under Attic
29380
010
2938
Under Attic
300 2538 0 0 10
X 1 00 *
: 293
.. .
....
....
Base Total:
2938.0
293.8
As -Built Total:
29��Q.;
' 291.
FLOOR TYPES
Area X
BWPM
= Points
Type
R -Value Area X
WPM
• e
= Points
Slab 330 0(p)
-21
-6930
Slab -On -Grade Edge Insulation 0 0 330 0(p
-210
-6930
Raised
00
000
00
Base Total:
-693.0
As -Built Total:
330.0
-693.0
INFILTRATION
Area X
BWPM
= Points
Area X
WPM
= Points
49170
-006
-2950
49170
-006
-2950
Winter Base Points:
4952.5
Winter As -Built Points:
10947.2
Total Winter X
System
= Heating
Total X Cap
X Duct X System X
Credit =
Heating
Points
Multiplier
Points
Component Ratio
Multiplier Multiplier Multiplier
Points
(DM x DSM x AHU)
109472 0 333
(1 085 x 1 137 x 0 91) 1 000
0 950
39132
109472 0 333
(1 085 x 1 137 x 0 91) 1 000
0 950
39132
109472 0 333
(1 099 x 1 137 x 0 91) 1 000
0 950
39132
4952.5
0.6274
3107.2
10947.2 1.00
1.129 1.000
0.950
11739.6
EnergyGaugeT" DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
F, —
FORM 60OA -2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
4
BASE
CODE
COMPLIANCE STATUS .•••• .:
AS -BUILT
WATER HEATING
BASE
AdAWI LT
•
Cooling + Heating +
Number of X Multiplier
= Total
Tank EF
Number of
X Tank X Multiplier X
Credit =
Total
Bedrooms
....
Points•
Volume
Bedrooms
Ratio
Multiplier
6 236900
142140
800 087
6
050 ' 2396 23
100
;841.
800 087
6
050 . We 23
.*?go :
71847
. .
. ...
.....
As -Built Total:
• • • • • •
• • • •
14877.4
PASS
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3 30
CODE
COMPLIANCE STATUS .•••• .:
...::
BASE
AdAWI LT
•
Cooling + Heating +
Hot Water
= Total
Cooling + Heating + Hot Water
Total
Points Points
Points
Points
.. . ....
Points Points ; taints •
....
Points•
• •
59181 3107
14214
76502
49137 11740 • • • • •1.4377
75;164.
PASS
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3 30
r
FORM 60OA -2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS. 8370 SW 57 AVE, MIAMI, FL, PERMIT #
6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS
SECTION
REQUIREMENTS FOR EACH PRACTICE
CHECK
Exterior Windows & Doors
606 1 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,
Swimming Pools & Spas
6121
foundation & wall sole or sill plate, joints between exterior wall panels at corners, utility
r
penetrations, between wall panels & top /bottom plates, between walls and floor
v
EXCEPTION Frame walls where a continuous infiltration barrier is installed that extends •
Shower heads
6121
from and is sealed to the foundation to the top plate ' 04
"•
Floors
606 1 ABC 1 2 2
Penetrations /openings >1/8" sealed unless backed by truss. Wi8lit.member%'.
EXCEPTION Frame floors where a continuous infiltration Berner 4installecjthaf • is sealed
• •'
000000 •••• .
to the perimeter, penetrations and seams 0 0 • 0
•
Ceilings
6061 ABC 1 2 3
Between walls & ceilings, penetrations of ceding plane of topfloo` around shafjs, chases!
Insulation
604 1, 602 1
soffits, chimneys, cabinets sealed to continuous air barrier; gaps irLgyp board & top plate,
.. �.
Common ceding & floors R -11
attic access EXCEPTION Frame ceilings where a continuous, m%Itration tUrner4`1s
. •
installed that is sealed at the perimeter, at penetrations ando seams • • • • 4
• • •
Recessed Lighting Fixtures
606 1 ABC 1 2 4
Type IC rated with no penetrations, sealed, or Type IC or nDn -IQ tiged, rota edlnside a
sealed box with 1/2" clearance & 3" from insulation, or Typi X rated with < 2 Tcfm from'
conditioned space, tested • • • • • • • • •
• • •
Multi-story Houses
606 1 ABC 1 2 5
Air barrier on perimeter of floor cavity between floors •
Additional Infiltration reqts
606 1 ABC 1 3
Exhaust fans vented to outdoors, dampers, combustion spice 7eajers cortiQlyitfi NFPA.
•
have combustion air .:
•
ew e� ATLIG� ��GQf��1�T1 \/G wAGA011117C0 I%- --# n. nve•nederl 1\u III racielancac 1
_.. -- _ 000_0 _ . . _ - - -.
COMPONENTS
_.. .. - — •-• —• - - -•
SECTION
- -- --- - -- -- - - -- - - - -
REQUIREMENTS
CHECK
Water Heaters
6121
Comply with efficiency requirements in Table 6 -12 Switch or clearly marked circuit
breaker electric or cutoff as must be provided External or built -in heat trap required
Swimming Pools & Spas
6121
Spas & heated pools must have covers (except solar heated) Non - commercial pools
r
must have a pump timer Gas spa & pool heaters must have a minimum thermal
0
efficienc 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
6071
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
i
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:
Address of New Home:
Date:
City/FL Zip:
*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 EPADOE EnergyStarn"designation),
your home may qualms for energy efficiency mortgage (EEII) 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* = 83.8
The higher the score, the more efficient the home.
~
,8370 SW 57
AVE, MIAMI, FL,
1
New construction or existing
New —
12. Cooling systems
2
Single family or multi - family
Single family _
a Central Unit
Cap 41.5 kBtu/hr _
3
Number of units, if multi- family
1
SEER 12.09 • ...
4
Number of Bedrooms
_
6 _
b Central Unit
• • • • • •
Cap• j 1.f kBtu/hr
5
Is this a worst case?
No _
• SEfR• 12 09 • •! •
6
Conditioned floor area (ft')
4917 ft'
c Central Unit
" ""
(A* 47 S kBtu/j
7
Glass area & type
Single Pane Double Pane _
• •
*SEER: 12.00
•
a. Clear - single pane
1036.0 ft' 0.0 ft' _
13 Heating systems
• •
b. Clear - double pane
0.0 ft' 0.0 ft' _
a. Electric Strip
43P., 3 4.9 kBtu/lir
c Tint/other SHGC - single pane
0.0 W 0.0 ft' _
•
• COP: 100
d Tint/other SHGC - double pane
b Electric Strip
• •
qV. 34 9 kBtu/hr _
8
Floor types
_
; �'
. COP: 1.OQ _
a. Slab -On -Grade Edge Insulation
R =0.0, 330 0(p) ft _
c Electric Strip
: •
Cap: 34.0 kBtu/hr... .
b. N/A
... Mp: 100 —
c. N/A
14 Hot water systems
• •
• • • • • . • •
9
Wall types
a Electric Resistance
Cep.40.0 gallons• T
a. Concrete, Int Insul, Exterior
_
R=4 1, 5816.0 ft' _
• • • • • •
EF 0 867 T
b N/A
_
b Electric Resistance
Cap 80 0 gallons
c N/A
_
EF 0 87
d N/A
_
c. Conservation credits
_
e N/A
(HR -Heat recovery, Solar
10. Ceiling types
_
DHP- Dedicated heat pump)
a. Under Attic
R =30 0, 2938.0 tP _
15. HVAC credits
PT, _
b. N/A
_
(CF- Ceiling fan, CV -Cross ventilation,
c N/A
HF -Whole house fan,
11
Ducts
_
PT- Programmable Thermostat,
a Sup- Unc Ret Unc. AH Interior
Sup. R=6.0,60.0 ft' _
MZ- C- Multizone cooling,
b. 2 Others
80 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:
Address of New Home:
Date:
City/FL Zip:
*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 EPADOE EnergyStarn"designation),
your home may qualms for energy efficiency mortgage (EEII) 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
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
4 1C MnnG
Location for weather data Miami -Defaults Latitude(25) Temp Range(L)
Load
Humidi data Interior RH 50%
Outdoor wet bulb 77F Humidity difference 56 r
Window total
1036
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
84278
Btuh
Total cooling load calculation'
105376
Btuh•
Submitted heating capacity
% of calc
Btuh
Submitted cooling capacity •;
% of �aiC•;Btuh
Duct gain
Total (Electric Strip)
121 0
10200
Sensible (SHR = 0 72) • • • •
1 *5.1•
177_4� 8
4013
Btuh
TOTAL HEAT LOSS
Latent • �'
1 g3'9
•93960
3654Q
Btuh
1380
Btuh
Total '
123.
1305
WINTER CALCULATIONS
Winfar I-lanfinn I and (fnr AQ17 cnff)
Load component
Load
Load
Window total
Window total
1036
sqft
27558
Btuh
Wall total
5816
sqft
27917
Btuh
Door total
38
sqft
402
Btuh
Ceiling total
2938
sqft
2350
Btuh
Floor total
330
ft
6138
Btuh
Infiltration
628
cfm
15900
Btuh
Subtotal
Duct gain
80265
Btuh
Duct loss
177_4� 8
4013
Btuh
TOTAL HEAT LOSS
22368
Btuh
84278
Btuh
Infu (t 9 %)
Doors(O %)
Fl=s(7 %)
Duets(5 %) ' • '
•
•
Wnd'6- 433.1)•
••••
cemnys(3 %)
Wess(33%)
SUMMER CALCULATIONS
CI Immar (`nniinn I rind (fnr AQ17 cnffl
Load component
Load
Window total
1036 sqft
38049
Btuh
Wall total
5816 sqft
18658
Btuh
Door total
38 sqft
395
Btuh
Ceding total
2938 sqft
4113
Btuh
Floor total
0
Btuh
Infiltration
587 cfm
9692
Btuh
Internal gain
3300
Btuh
Subtotal(sensible)
74207
Btuh
Duct gain
1 —
To tal sensible gain
177_4� 8
Btuh
Latent gain(infiltration)
22368
Btuh
Latent gain(internal)
1380
Btuh
Total latent gain
23748
Btuh
TOTAL HEAT GAIN
105376
Btuh
LoWd mternsl(1 %) %))
Lederd mid (Z1 %) / ,
WrKfows(36 %)
Wt Ow(3 %)
•i;a. o
Uxts(7%) .�
as �O, Oe
mm(s%)�
o V
e
o
EnergyGauge® ty ¢in e a CCA�°I (
PREPARED BY. •' Z?
DATE
EnergyGauge® FLRCPB v3 30
J
••••
•
System Sizing Calculations - Winter
Residential Load - Component Details
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
Reference City Miami (Defaults) Winter Temperature Difference 23 0 F 1/5/2005
Window
Panes /SHGC /Frame /U
Orientation
Area X
HTM=
Load
1
1,
Clear, Metal, DEF
E
100
266
266 Btuh
2
1,
Clear, Metal, DEF
E
51 0
266
1357 Btuh
3
1,
Clear, Metal, DEF
E
180
266
479 Btuh
4
1,
Clear, Metal, DEF
E
400
266
1064 Btuh
5
1,
Clear, Metal, DEF
E
90
266
239 Btuh
6
1,
Clear, Metal, DEF
E
200
266
• • • •
5-n EryD
7
1,
Clear, Metal, DEF
E
400
26.6
....:
1064 &wh
8
1,
Clear, Metal, DEF
S
90
266
2398tuh
9
1,
Clear, Metal, DEF
S
480
266
• •
1277 Btuh
10
1,
Clear, Metal, DEF
S
240
266
:
63a Axua
1 1
1 ,
Clear, Metal, DEF
S
26.0
266
• • • •
692 Btdh
12
1,
Clear, Metal, DEF
S
60
266
160 gtub
13
1,
Clear, Metal, DEF
S
16.0
266
• •;
414 Btuh
14
1,
Clear, Metal, DEF
S
180
266
•
;
4Z9 Btuh
15
1,
Clear, Metal, DEF
S
400
266
10Q4 BtGfl
16
1,
Clear, Metal, DEF
S
100
266
•.
2668tuh
17
1,
Clear, Metal, DEF
S
360
266
998 8ttih
18
1,
Clear, Metal, DEF
S
240
266
• • • • •
638 Btuh
19
1,
Clear, Metal, DEF
N
360
266
958 Btuh
20
1,
Clear, Metal, DEF
N
400
266
1064 Btuh
21
1,
Clear, Metal, DEF
N
300
266
798 Btuh
22
1,
Clear, Metal, DEF
N
150
266
399 Btuh
23
1,
Clear, Metal, DEF
N
90
266
239 Btuh
24
1,
Clear, Metal, DEF
N
150
266
399 Btuh
25
1,
Clear, Metal, DEF
N
20.0
266
532 Btuh
26
1,
Clear, Metal, DEF
N
100
266
266 Btuh
27
1,
Clear, Metal, DEF
N
200
266
532 Btuh
28
1,
Clear, Metal, DEF
N
200
266
532 Btuh
29
1,
Clear, Metal, DEF
N
100
266
266 Btuh
30
1,
Clear, Metal, DEF
N
100
266
266 Btuh
31
1,
Clear, Metal, DEF
W
200
266
532 Btuh
32
1,
Clear, Metal, DEF
W
400
266
1064 Btuh
33
1,
Clear, Metal, DEF
W
1200
266
3192 Btuh
34
1,
Clear, Metal, DEF
W
40.0
266
1064 Btuh
35
1,
Clear, Metal, DEF
W
80
266
213 Btuh
36
1,
Clear, Metal, DEF
W
16.0
266
426 Btuh
37
1,
Clear, Metal, DEF
W
40.0
266
1064 Btuh
38
1,
Clear, Metal, DEF
W
400
266
1064 Btuh
39
1,
Clear, Metal, DEF
W
8.0
26.6
213 Btuh
40
1,
Clear, Metal, DEF
W
240
266
638 Btuh
Window Total
1036
27558 Btuh
Walls
Type
R -Value
Area X
HTM=
Load
1
Concrete - Exterior
41
5816
48
27917 Btuh
Wall Total
5816
27917 Btuh
EnergyGauge® FLRCPB v3 30
rx-
Manual J Winter Calculations
Residential Load - Component Details (continued)
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
1/5/2005
Doors
Type
Area X
HTM=
Load
1
Wood - Exter
38
106
402 Btuh
Door Total
38
40213tuh
Ceilings
Type
R -Value
Area X
HTM=
Load
1
Under Attic
300
2938
08
2350 Btuh
Ceilina Total
2938
235 13 V
Floors
Type
R -Value
Size X
HTM=
Load • • -
1
Slab -On -Grade Edge Insul
0
330 0 ft(p)
186
6138 Btuh
:
•
Mali
Floor Total
330
• • • •
612W
Infiltration
Type
ACH X
Building Volume
CFM=
Load • • •
Natural
040
49170(sgft)
328
.':
83117 Btdh
Mechanical
300
• •
7590 Biuh
Infiltration Total
628
•
1590• wo
Subtotal •0. :. :80265 Btuh
Totals for Heating Duct Loss(using duct multiplier of 0.05) 4013 Btuh
Total Btuh Loss 1 84278 Btuh
Key Window types (SHGC - Shading coefficient of glass as SHGC numerical value or as clear or tint)
(Frame types - metal, wood or insulated metal)
(U - Window U- Factor or'DEF' for default)
(HTM - ManualJ Heat Transfer Multiplier)
Key Floor size (penmeter(p) for slab -on -grade or area for all other Floor types )
EnergyGauge® FLRCPB v3 30
System Sizing Calculations - Summer
Residential Load - Component Details
Project Title. Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
Reference City Miami (Defaults) Summer Temperature Difference 150 F 1/5/2005
Window
Type
Panes /SHGC /U /InSh /ExSh Ornt
Overhang
Len H t
Window Area(sqft)
Gross Shaded Unshaded
HTM
Shaded Unshaded
Load
1
1, Clear, DEF, R, N
E
1
6 5
100
0 0
100
21
64
640
Btuh
2
1, Clear, DEF, R, N
E
1
10
51 0
00
51 0
21
64
3264
Btuh
3
1, Clear, DEF, R, N
E
2
5
180
3 8
142
21
64
987
Btuh
4
1, Clear, DEF, R, N
E
2
8 5
400
0 0
400
21
6� • •
2560
Btuh
5
1, Clear, DEF, R, N
E
0
0
9 0
0 0
9 0
21
¢4
• 17Q •
ituh
6
1, Clear, DEF, R, N
E
2
18
200
0 0
200
21
$¢ • • •
1g §Q
Btuh
7
1, Clear, DEF, R, N
E
2
21
400
0 0
400
21
134
42669 •
NO
8
1, Clear, DEF, R, N
S
0
0
9 0
0 0
9 0
21
34
•
309
Btuh
9
1, Clear, DEF, R, N
S
2
6
480
480
00
21
-4
QO$ •
Ptuh
10
1, Clear, DEF, R, N
S
0
0
24 0
0 0
240
21
34*
' 816
Btuh
11
1, Clear, DEF, R, N
S
0
0
260
0 0
260
21
'd4
: 884 •
Btuh
12
1, Clear, DEF, R, N
S
2
175
6 0
6 0
00
21
84 • •
• 126 •
Btuh
13
1, Clear, DEF, R, N
S
2
18
160
160
00
21
V
• 336
Btuh
14
1, Clear, DEF, R, N
S
0
0
180
0 0
180
21
34
; 612;13tuh
15
1, Clear, DEF, R, N
S
0 5
8 5
400
182
21 8
21
349 .
1.124 •
Btuh
16
1, Clear, DEF, R, N
S
0 5
6
100
7 0
30
21
434 :
• 4249•
btuh
17
1, Clear, DEF, R, N
S
0 5
6
360
30 3
57
21
;4. • •
830
Btuh
18
1, Clear, DEF, R, N
S
22
85
240
24 0
00
21
34
504
Btuh
19
1, Clear, DEF, R, N
N
0 5
6
360
0 0
360
21
21
756
Btuh
20
1, Clear, DEF, R, N
N
0 5
8 5
400
0 0
400
21
21
840
Btuh
21
1, Clear, DEF, R, N
N
2
4 5
30 0
0 0
300
21
21
630
Btuh
22
1, Clear, DEF, R, N
N
2
5 5
150
0 0
150
21
21
315
Btuh
23
1, Clear, DEF, R, N
N
0
0
9 0
0 0
9 0
21
21
189
Btuh
24
1, Clear, DEF, R, N
N
2
55
150
0 0
150
21
21
315
Btuh
25
1, Clear, DEF, R, N
N
2
6
200
0 0
200
21
21
420
Btuh
26
1, Clear, DEF, R, N
N
2
6 5
100
0 0
100
21
21
210
Btuh
27
1, Clear, DEF, R, N
N
2
65
200
0 0
200
21
21
420
Btuh
28
1, Clear, DEF, R, N
N
1
145
200
0 0
200
21
21
420
Btuh
29
1, Clear, DEF, R, N
N
0
0
100
0 0
100
21
21
210
Btuh
30
1, Clear, DEF, R, N
N
1
6
100
0 0
100
21
21
210
Btuh
31
1, Clear, DEF, R, N
W
2
65
200
0 0
200
21
64
1280
Btuh
32
1, Clear, DEF, R, N
W
2
85
400
0 0
400
21
64
2560
Btuh
33
1, Clear, DEF, R, N
W
18
105
1200
1200
00
21
64
2520
Btuh
34
1, Clear, DEF, R, N
W
3
11 5
400
0 0
400
21
64
2560
Btuh
35
1, Clear, DEF, R, N
W
0
0
8 0
0 0
80
21
64
512
Btuh
36
1, Clear, DEF, R, N
W
6 5
55
160
156
04
21
64
354
Btuh
37
1, Clear, DEF, R, N
W
6 5
85
400
204
196
21
64
1684
Btuh
38
1, Clear, DEF, R, N
W
2 5
6
400
138
262
21
64
1965
Btuh
39
1, Clear, DEF, R, N
W
2
55
8 0
0 0
8 0
21
64
512
Btuh
40
1, Clear, DEF, R, N
W
24
85
24 0
240
00
21
64
504
Btuh
Window Total
1
1 1036
1
38049
Btuh
Walls
Type
R -Value
Area
HTM
Load
1
Concrete - Exterior
4 1
58160
32
18658
Btuh
Wall Total
58160
18658
Btuh
EnergyGauge® FLRCPB v3 30
r
r •
r
r•••••
P •
•
r•••••
•
r
r •
r •
r •
r •
r . .
Manual J Summer Calculations
Residential Load - Component Details (continued)
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
1/5/2005
Doors
Type
Area
HTM
Load
1
Wood - Exter
380
104
395 Btuh
Door Total
380
395 Btuh
Ceilings
Type /Color
R -Value
Area
HTM
Load
1
Under Attic/Dark
300
29380
1 4
4113 Btuh
Ceiling Total
29380
411 *'Btuh
Floors
Type
R -Value
Size
HT.M
Lb d.'
1
Slab -On -Grade Edge Insulation
00
330 0 ft(p)
0 0•
6 Btuh
Floor Total
3300
• • • •
• 0 eStuh
Infiltration
Type
ACH
Volume
CFM=
Lbad'.
Natural
035
49170
2814.
: 4342 *Btuh
Mechanical
+
4950 Btuh
Infiltration Total
5 V
-Btuh
Internal Occupants Btuh /occupant Appliance : L• :.
ain 6 X 300 + 140•: 3300 Btuh
Subtotal 74207 Btuh
Duct gain(using duct multiplier of 0.10) 7421 Btuh
Total sensible gain 81628 Btuh
Totals for Cooling Latent infiltration gain (for 56 gr. humidity difference) 22368 Btuh
Latent occupant gain (6 people @ 230 Btuh per person) 1380 Btuh
Latent other gain 0 Btuh
TOTAL GAIN 105376 Btuh
Key Window types (SHGC - Shading coefficient of glass as SHGC numerical value or as clear or tint)
(U - Window U- Factor or'DEF' for default)
(InSh - Interior shading device none(N), Blinds /Dapenes(B) or Roller Shades(R))
(ExSh - Exterior shading device none(N) or numerical value)
(Ornt - compass orientation)
EnergyGauge® FLRCPB v3 30
r/-
' FORM 60OA -2001
n, FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name 8370 SW 57AVE RESIDENCE Builder
Address 8370 SW 57 AVE Permitting Office DADE
City, State MIAMI, FL Permit Number
Owner Jurisdiction Number 231000
Climate Zone South
Glass /Floor Area: 0.21 Total as -built points- 75254 PASS
Total base points 76502
y fy p p fi�s�l�iq ';co,�gred
I hereby certify that the tans and s a ��� ',
1 New construction or existing
New _
12. Cooling systems
'
PREPARED BY:
2 Single family or multi - family
Single family —
a Central Unit
I hereby certify that this bud
Cap: 415 kBtu/hr _
compliance with the Flonda
3. Number of units, if multi - family
1 _
�a
OWNER/AGENT:
SEER: 12 00 _
DATE:
-4 Number of Bedrooms
6 _
b. Central Unit
Cap: 41.5 kBtu/hr _
5. Is this a worst case?
No _
SEER- 12 00 _
6. Conditioned floor area (R')
4917 ft'
c Central Unit
Cap: 47.5 kBtu/hr
- 7 Glass area & type
Single Pane Double Pane _
SEER: 12 00 _
a. Clear glass, default U- factor
1036.0 ft = 0.0 ft 1 _
13 Heating systems
'
b. Default tint
0 0 ft' 0.0 ft' _
a Electric Strip
•
Cap. 34 0 kBtuM :0' •
c. Labeled U or SHGC
0.0 ft' 0 0 ft'
00000 •
• 0 0 . %OP: 1.00: i
8 Floor types
b Electric Stnp
: i
d&p *34'0 kBtu%br —
a Slab -On -Grade Edge Insulation
_
R =0 0, 330 0(p) ft
0000••
�••• • �
• OP: 1 010
b. N/A
_
c Electric Stnp
**so 0+.
Cap X34 0 kBtw4r
c N/A
_
0 •
COP. I OP..,.,.
9 Wall types
14. Hot water systems
• •
0
:"' :' • `
a Concrete, Int Insul, Extenor
_
R =4 1, 5816 0 ft'
a. Electric Resistance
0 0
Fap ;,V 0 galloas •l •
b. N/A
_
_
0
. ••
:•0 •`EF. 0.87
c. N/A
_
b Electnc Resistance
; 0
Capv80 0 galloss _
d N/A
0
• •
0.8P099
e. N/A
_
c Conservation credits
•
a•••••EF' �
• • • •
10. Ceiling types
(HR -Heat recovery, Solar
_
•' • • 0 0 • "0
a Under Attic
_
R =30 0, 2938 0 ft'
DHP- Dedicated heat pump)
000000
: : :
000*
b. N/A
_
15 HVAC credits
0"000
A . •
c N/A
_
(CF-Ceiling fan, CV -Cross ventilation,
0 0
11 Ducts
_
HF -Whole house fan,
a Sup Unc Ret. Unc AH. Interior
Sup R=6.0,60.0 ft' _
PT- Programmable Thermostat,
b 2 Others
80 0 R
MZ- C- Multizone cooling,
MZ- H- Multizone heating)
Glass /Floor Area: 0.21 Total as -built points- 75254 PASS
Total base points 76502
y fy p p fi�s�l�iq ';co,�gred
I hereby certify that the tans and s a ��� ',
by this calculation are in comphart�wi t�lliE
=,
Energy Code
tr,V.' . :•....R9 ,;�
!I "-
'
PREPARED BY:
.. . ,
DATE:,t
I hereby certify that this bud
n , as desig ?% s im
compliance with the Flonda
;y' ��TE CFA ";"
�a
OWNER/AGENT:
DATE:
AI
Review of the plans and
specifications covered by this
calculation indicates compliance
with the Florida Energy Code
Before construction is completed
this budding will be inspected for
compliance with Section 553 908
Florida Statutes
BUILDING OFFICIAL:
DATE:
i n FLRCPB 3 30)
�nc� yyvauycw , � c� S 0 V
o TUE S''9T�D�op
HE
a
WE���a
FORM 60OA -2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #.
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 4917.0 32.50 28764.5
Single, Clear
E
1 0
65
100
7871
098
7687
Single, Clear
E
1 0
100
51 0
7871
099
39900
Single, Clear
E
20
50
180
7871
081
11455
Single, Clear
E
20
85
400
7871
093
29195
Single, Clear
E
00
00
90
7871
1 00
7084
Single, Clear
E
20
180
200
7871
099
• 15637
Single, Clear
E
20
21 0
• 400
7871
099
' 31 3C 3
Single, Clear
S
00
00
.*W.
66 9.3"
• ! 00
9021
Single, Clear
S
20
60
: 48 0 :
66 93
"a 79
2553 2
Single, Clear
S
00
00
24 0
66 98
00
; Jgq %j
Single, Clear
S
00
00
.26 0
: ::
6693
•t
• 1 00
' 1740 1
Single, Clear
S
20
175
; 6 0 ;
66 93
099
• • seas
Single, Clear
S
20
180
' •160.
66 4"'
:699
109 ?4
Single, Clear
S
00
00
• 180
6696
eel 00
•4104+?
Single, Clear
S
05
85
• 40p:
66 9; •
•1 00
26699
Single, Clear
S
05
60
; •1 E 0 ;
6693
' 1 00
' 6667
Single, Clear
S
05
60
' 36 0 '
66 9i • •
. •1.00
146e 3p
Single, Clear
S
220
85
0240
66 93
'0 43
694 0
Single, Clear
N
05
60
36 0
36 48
,.0-99
1106 Q
Single, Clear
N
05
85
; gQ per;
3646
1 00
1140 3
Single, Clear
N
20
45
300
3646
086
' •9314
Single, Clear
N
20
55
150
3646
089
4867
Single, Clear
N
00
00
90
3646
1 00
3282
Single, Clear
N
20
55
150
3646
089
4867
Single, Clear
N
20
60
200
3646
090
6587
Single, Clear
N
20
65
100
3646
091
3335
Single, Clear
N
20
65
200
3646
091
6671
Single, Clear
N
1 0
145
200
3646
1 00
7262
Single, Clear
N
00
00
100
3646
1 00
3646
Single, Clear
N
1 0
60
100
3646
098
3559
Single, Clear
W
20
65
200
7053
088
12378
Single, Clear
W
20
85
400
7053
093
26174
Single, Clear
W
180
105
1200
7053
046
38629
Single, Clear
W
30
11 5
400
7053
091
25694
Single, Clear
W
00
00
80
7053
1 00
5642
Single, Clear
W
65
55
160
7053
052
5868
Single, Clear
W
65
85
400
7053
063
17660
Single, Clear
W
25
60
400
7053
080
22627
Single, Clear
W
20
55
80
7053
084
4725
Single, Clear
W
240
85
240
7053
040
6845
As -Built Total:
1036.0
54557.4
EnergyGauge® DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
BASE
AS -BUILT
WALL TYPES
Area X BSPM
= Points
Type
R -Value Area
X SPM
= Points
Adjacent
00 000
00
Concrete, Int Insul, Exterior
41 58160
232
134640
Exterior
58160 270
157032
Base Total:
5816.0
15703.2
As -Built Total:
5816.0
13464.0
DOOR TYPES
Area X BSPM
= Points
Type
Area
X SPM
= Points
Adjacent
00 000
00
Exterior Wood
380
940
. 3572
Exterior
380 640
2432
0
so:***
Base Total:
38.0
243.2
As -Built Total:
38.0
• • •'
•'3ST'2
CEILING TYPES Area X BSPM
= Points
Type
R -Value Aiwa X SPM XS W = 1261ft:
Under Attic
29380 280
82264
Under Attic
300 19380 :2 77 X- 00
• 8t3&3
•
•
Base Total:
2938.0
8226.4
As -Built Total:
7938.0
; . "•
SAW
FLOOR TYPES
Area X BSPM
= Points
Type
R -Value :. Area
X SPM
= Points
Slab
330 0(p) -200
-66000
Slab -On -Grade Edge Insulation 0 0 330 0(p
-2000 •
66600
Raised
00 000
00
• ".'.
.••••.
.•••
@see
so
Base Total:
- 6600.0
As -Built Total:
330.0 •
• 600
INFILTRATION
Area X BSPM
= Points
Area X SPM
= Points
49170 1879
923904
49170
1879
923904
Summer Base Points: 138727.7
Summer As -Built Points:
162307.3
Total Summer
X System =
Cooling
Total X Cap
X Duct X System X
Credit =
Cooling
Points
Multiplier
Points
Component Ratio
Multiplier Multiplier
Multiplier
Points
(DM x DSM x AHU)
1623073 0 318
(1 067 x 1 165 x 0 90) 0 284
0 950
156261
1623073 0 318
(1 067 x 1 165 x 0 90) 0 284
0 950
156261
1623073 0 364
(1 073 x 1 165 x 0 90) 0 284
0 950
178853
138727.7
0.4266 59181.2
162307.3 1.00
1.121 0.284
0.950
49137.5
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
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 4917.0 2.36 2088.7
Single, Clear
E
1 0
65
100
477
1 01
483
_
Single, Clear
E
1 0
100
51 0
477
1 01
2452
Single, Clear
E
20
50
180
477
1 04
890
Single, Clear
E
20
85
400
477
1 02
1946
Single, Clear
E
00
00
90
477
1 00
429
Single, Clear
E
20
180
200
477
1 01
. 963
Single, Clear
E
20
21 0
. 400
477
1 01
0619204
Single, Clear
S
00
00
• 130,
4 420 • . too
:404
Single, Clear
S
20
60
•
; 48 0 ;
4490
09f05
22G4
Single, Clear
S
00
00
Nt'
4 49'
•'iOO
: 107 9
Single, Clear
S
00
00
26 0
4 490
• • •1 00
• 1161'
Single, Clear
S
20
175
6 0
442
099
...u%ri
Single, Clear
S
20
180
§..0.
4 49'
•';d99
7.105
Single, Clear
S
00
00
. 180
449
**1 00
• • 4&
Single, Clear
S
05
85
•40 0• •
4 J •
• •1 00
1793
Single, Clear
S
05
60
:1 @ 0
449
• 1 00
• 448
Single, Clear
S
05
60
:;60
4 4$ •
•..1.00
.'M%
Single, Clear
S
220
85
*24 0
449
'1 44
: 1554
Single, Clear
N
05
60
.5990o
6 03 •
1+00
*201108
Single, Clear
N
05
85
•40 ® •
603000.1
00
• 24:
•
Single, Clear
N
20
45
••••••
300
603
098
001790
Single, Clear
N
20
55
150
603
099
892
Single, Clear
N
00
00
90
603
1 00
543
Single, Clear
N
20
55
150
603
099
892
Single, Clear
N
20
60
200
603
099
1192
Single, Clear
N
20
65
100
603
099
597
Single, Clear
N
20
65
200
603
099
1193
Single, Clear
N
1 0
145
200
603
1 00
1205
Single, Clear
N
00
00
100
603
1 00
603
Single, Clear
N
1 0
60
100
603
1 00
601
Single, Clear
W
20
65
200
549
1 00
1098
Single, Clear
W
20
85
400
549
1 00
2193
Single, Clear
W
180
105
1200
549
1 03
6804
Single, Clear
W
30
11 5
400
549
1 00
2194
Single, Clear
W
00
00
80
549
100
439
Single, Clear
W
65
55
160
549
1 03
905
Single, Clear
W
65
85
400
549
1 02
2241
Single, Clear
W
25
60
400
549
1 00
2204
Single, Clear
W
20
55
80
549
1 00
440
Single, Clear
W
240
85
240
549
1 03
1360
As -Built Total:
1036.0
5515.4
EnergyGauge® DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge4D/FlaRES'2001 FLRCPB v3 30
r
r�
BASE
AS -BUILT
WALL TYPES
Area X
BWPM
= Points
Type
R -Value Area X
WPM
= Points
Adjacent
00
000
00
Concrete, Int Insul, Exterior
4 1 58160
103
60196
Exterior
58160
060
34896
Base Total:
5816.0
3489.6
As -Built Total:
5816.0
6019.6
DOOR TYPES
Area X
BWPM
= Points
Type
Area X
WPM
= Points
Adjacent
00
000
00
Exterior Wood
380
280
Exterior
380
1 80
684
Base Total:
38.0
68.4
As -Built Total:
• 38.0
• • •
CEILING TYPES Area X
BWPM
= Points
Type
dO6
R -Value Area X WPM X ddCM =
Under Attic
29380
010
2938
Under Attic
300 2938 0 O 10 X 4 00�
• •
Base Total:
2938.0
293.8
As -Built Total:
2938.0
FLOOR TYPES
Area X
BWPM
= Points
Type
R -Value :.Ared X
WPM
= mints
Slab 330 0(p)
-21
-6930
Slab -On -Grade Edge Insulation 0 0 336 0(p
-210 •
-6930
Raised
00
000
00
•' '
. •
""
Base Total:
-693.0
As -Built Total:
30.0
• 93.
INFILTRATION
Area X
BWPM
= Points
Area X
WPM
= Points
49170
-006
-2950
49170
-006
-2950
Winter Base Points:
4952.5
Winter As -Built Points:
10947.2
Total Winter X
System
= Heating
Total X Cap
X Duct X System X
Credit =
Heating
Points
Multiplier
Points
Component Ratio
Multiplier Multiplier Multiplier
Points
(DM x DSM x AHU)
109472 0 333
(1 085 x 1 137 x 0 91) 1 000
0 950
39132
109472 0 333
(1 085 x 1 137 x 0 91) 1 000
0 950
39132
109472 0 333
(1 099 x 1 137 x 0 91) 1 000
0 950
39132
4952.5
0.6274
3107.2
10947.2 1.00
1.129 1.000
0.950
11739.6
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge4D/FlaRES'2001 FLRCPB v3 30
r
r�
FORM 60OA -2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
BASE
CODE
COMPLIANCE STATUS
AS -BUILT
. . .•••• .••.:
. ....
WATER HEATING
BASE
AS- BUILT••••••
••••
Cooling + Heating +
Number of X Multiplier
= Total
Tank EF
Number of
X Tank X Multiplier X
Credit =
Total
Bedrooms
Points •
Volume
Bedrooms
Ratio
Multiplier
6 236900
142140
800 087
6
050 239623
1 00
71887
-
800 087
6
050 239623
1 00
71887
As -Built Total:
14377.4
PASS ...... .. . .
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
CODE
COMPLIANCE STATUS
. . .•••• .••.:
. ....
.....
BASE
AS- BUILT••••••
••••
Cooling + Heating +
Hot Water
= Total
Cooling + Heating +: Hot Watq . „a
Totar ":
Points Points
Points
Points
Points Points ... Points ' '
Points •
59181 3107
14214
76502
49137 11740 .10377"
75254
PASS ...... .. . .
EnergyGaugeTM DCA Form 60OA -2001 EnergyGauge® /FlaRES'2001 FLRCPB v3 30
FORM 60OA -2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
ADDRESS 8370 SW 57 AVE, MIAMI, FL, PERMIT #
6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST
COMPONENTS
SECTION
REQUIREMENTS FOR EACH PRACTICE
CHECK
Exterior Windows & Doors
606 1 ABC 1 1
Maximum 3 cfm/sq ft window area 5 cfm/sq ft door area
0000
Exterior & Adjacent Walls
6061 ABC 1 21
Caulk, gasket, weatherstrip or seal between windows /doors & frames, surrounding wall,
".
Swimming Pools & Spas
6121
foundation & wall sole or sill plate, joints 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
Shower heads
6121
from and is seated to the foundation to the top plate
Floors
6061 ABC 1 2 2
Penetrations /openings >1/8" sealed unless backed by truss or joint members
EXCEPTION Frame floors where a continuous infiltration barrier is installed that is sealed
to the perimeter, penetrations and seams
Ceilings
6061 ABC 1 2 3
Between walls & ceilings, penetrations of ceding plane of top floor, around shafts, chases,,
Insulation
604 1, 602 1
soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate,.
...
attic access EXCEPTION Frame ceilings where a continuoqjgfjgtration barjWr is*
•
installed that is sealed at the perimeter, at penetrations and eams: • . :.: •
% • •
Recessed Lighting Fixtures
606 1 ABC 1 2 4
Type IC rated with no penetrations, sealed, or Type IC or nan.ICra6ed, mstaliedemside a •
sealed box with 1/2" clearance & 3" from insulation, or TypeaC rated with < 210 Cft'n from ;'
•
conditioned space, tested • •
0
Multi-story Houses
606 1 ABC 1 2 5
Air barrier on perimeter of floor cavity between floors • ' '
•
Additional Infiltration reqts
606 1 ABC 1 3
Exhaust fans vented to outdoors, dampers, combustion space 9ealers comply pit* NFPA,
• .
have combustion air
6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residenees_1 0.06
COMPONENTS
SECTION
REQUIREMENTS . . •
CHE
Water Heaters
6121
Comply with efficiency requirements in Table 6 -12 Switch or dearly marked amen
0000
breaker electric or cutoff as must be provided External or bui A heat tra 14 uired
".
Swimming Pools & Spas
6121
Spas & heated pools must have covers (except solar heated? MT %dbmmercial pools
must have a pump timer Gas spa & pool heaters must have a minimum thermal
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
6071
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
EnergyGauge"" DCA Form 60OA -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3 30
i
ol
ENERGY PERFORMANCE LEVEL (EPL)
_ DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE SCORE* = 83.8
The higher the score, the more efficient the home.
1 New construction or existing
2 Single family or multi - family
3 Number of units, if multi-family
-4. Number of Bedrooms
5 Is this a worst case?
6 Conditioned floor area (ft')
- 7 Glass area & type
a Clear - single pane
b Clear - double pane
c Tint/other SHGC - single pane
d. Tint/other SHGC - double pane
8 Floor types
a Slab -On -Grade Edge Insulation
b N/A
c N/A
9 Wall types
a Concrete, Int Insul, Exterior
b N/A
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. Ref Unc AH. Interior
b. 2 Others
,8370 SW 57 AVE, MIAMI, FL,
New —
12. Cooling systems
Single family —
1
a. Central Unit
—
6 —
b Central Unit
No —
4917 ft'
c Central Unit
Single Pane Double Pane —
1036.0 ft' 0.0 ft' —
13. Heating systems
0 0 ft' 0.0 ft' —
a Electric Strip
'
OOft' OOft' —
•���
b Electric Strip
• •
•
R =0.0, 330 0(p) ft _
c Electric Strip
14 Hot water systems
' ... •'
—
a Electric Resistance
•
R= 41,58160ft' _
• ••
b Electric Resistance
•
_
c Conservation credits
•
(HR -Heat recovery, Solar
• • •
—
DHP- Dedicated heat pump)
;
R =30 0, 2938.0 ft' —
15. HVAC credits
"' •'
—
(CF- Ceiling fan, CV -Cross ventilation,
HF -Whole house fan,
—
PT- Programmable Thermostat,
Sup R =6.0, 60.0 ft' —
MZ- C- Multizone cooling,
80.0 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:
Address of New Home:
Date:
City/FL Zip:
F
e
a,
c
Cap. 41.5 kBtu/hr —
SEER- 12.00 —
Cap: 41.5 kBtu/hr —
SEER 12.00 —
Cap- 47 5 kBtu/hr —
SEER- 12.00
Cap: 34.0 kBtu/hr •_ •
. • . •COP 100 •
••••�COP.1.0�•,�•;
Cap 3,4 0 kBtuAJ —
COP: 100.•••.•
:000:6 •
• •
Cap- 840 gallon!p • • • •
•EF 087 _
Cap- 80 0 gallon! _
.... tF• 0 87..... •
PT • •
we
*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 EPADOE EnergyStarn"designation),
your home may qual ify for energy efficiency mortgage (EEM incentives f 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
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
i rrronna
Location for weather data Miami - Defaults Latitude(25) Temp Range(L)
••
Load
Humidity data Interior RH 50%
Outdoor wet bulb 77F Humidity difference 56 r
Window total
1036
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
84278
Btuh
Total cooling load calculation
105376
Btuh
Submitted heating capacity
% of calc
Btuh
Submitted cooling capacity
% of calc
Btuh
Total (Electric Strip)
121 0
10200
Sensible (SHR = 0 72)
1151
93960
4013
Btuh
TOTAL HEAT LOSS
Latent
1539
36540
Btuh
1380
Btuh
Total
1238
13050
WINTER CALCULATIONS
Winter HPatinn I nari lfnr 4917 snffl
Load component
••
Load
Load
Window total
Window total
1036
sqft
27558
Btuh
Wall total
5816
sqft
27917
Btuh
Door total
38
sqft
402
Btuh
Ceiling total
2938
sqft
2350
Btuh
Floor total
330
ft
6138
Btuh
Infiltration
628
cfm
15900
Btuh
Subtotal
Duct gain
•
80265
Btuh
Duct loss
•
81628
4013
Btuh
TOTAL HEAT LOSS
22368
Btuh
1 84278
Btuh
Intl) (19 %)
Doors(O %)
Roors(7 %)
DL44&(s %)
WeUS(33%)
SUMMER CALCULATIONS
Summer Cnnl(nn I and (fnr 4817 snffl
Load component
••
Load
Window total
1036 sqft
38049
Btuh
Wall total
5816 sqft
18658
Btuh
Door total
38 sqft
395
Btuh
Ceiling total
2938 sqft
4113
Btuh
Floor total
0
Btuh
Infiltration
587 cfm
9692
Btuh
Internal gain
3300
Btuh
Subtotal(sensible)
74207
Btuh
Duct gain
•
7421
Btuh
Total sensible gain
•
81628
Btuh
Latent gain(infiltration)
Celllnpstive e •
22368
Btuh
Latent gain(internal)
1380
Btuh
Total latent gain
23748
Btuh
TOTAL HEAT GAIN
105376
Btuh
L•tmi rdernel(1 %)
Letern infd (21 %)
sees
••
......
....
•
s e
YNntlows(33 %)
a
•
•
Celllnpstive e •
Wv,aows(36 %)
Int Oe (3 %)
Duas(7 %)
•t
tnw199rai ° s cla. ,(A %)
• %) u• i
• ^
EnergyGauge® Sy Viz} 1b � OriFACCA Manual J
PREPARED BY �° n
DATE 1
EnergyGauge® FLRCPB Q 30
•
•sass•
•
sees
see•
System Sizing Calculations - Winter
Residential Load - Component Details
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
Reference City Miami (Defaults) Winter Temperature Difference 230 F 1/5/2005
Window
Panes /SHGC /Frame /U
Orientation
Area X
HTM=
Load
1
1,
Clear, Metal, DEF
E
10.0
266
266 Btuh
2
1,
Clear, Metal, DEF
E
51 0
266
1357 Btuh
3
1,
Clear, Metal, DEF
E
180
266
479 Btuh
4
1,
Clear, Metal, DEF
E
400
266
1064 Btuh
5
1,
Clear, Metal, DEF
E
90
266
239 Btuh
6
1,
Clear, Metal, DEF
E
200
266
532 Btuh
7
1,
Clear, Metal, DEF
E
400
266
1064 Btuh
8
1,
Clear, Metal, DEF
S
90
266
239 Btuh
9
1,
Clear, Metal, DEF
S
480
26.6
1277 Btuh
10
1,
Clear, Metal, DEF
S
240
266
638 Btuh
11
1,
Clear, Metal, DEF
S
260
266
• • • • 692 Sjuo
12
1,
Clear, Metal, DEF
S
60
266
160 131611
13
1,
Clear, Metal, DEF
S
160
266
• • "" 4W SIN
14
1,
Clear, Metal, DEF
S
180
266
479• N
15
1,
Clear, Metal, DEF
S
400
266
1064 Btuh
16
1,
Clear, Metal, DEF
S
100
266
26$ -15fQN
17
1,
Clear, Metal, DEF
S
360
266
sees:
958 Btuh
18
1,
Clear, Metal, DEF
S
24.0
266
.. 638•AtutT
19
1,
Clear, Metal, DEF
N
360
266
: 958 Btuh
20
1,
Clear, Metal, DEF
N
400
266
: 106J,Q"�6
21
1,
Clear, Metal, DEF
N
300
266
798 BtA
22
1,
Clear, Metal, DEF
N
150
266
"' -.'. 399Wuir
23
1,
Clear, Metal, DEF
N
90
266
: 239 VtU
24
1,
Clear, Metal, DEF
N
150
266
399 Btuh
25
1,
Clear, Metal, DEF
N
200
266
532 Btuh
26
1,
Clear, Metal, DEF
N
100
266
266 Btuh
27
1,
Clear, Metal, DEF
N
200
266
532 Btuh
28
1,
Clear, Metal, DEF
N
200
266
532 Btuh
29
1,
Clear, Metal, DEF
N
100
266
266 Btuh
30
1,
Clear, Metal, DEF
N
100
266
266 Btuh
31
1,
Clear, Metal, DEF
W
200
266
532 Btuh
32
1,
Clear, Metal, DEF
W
400
266
1064 Btuh
33
1,
Clear, Metal, DEF
W
1200
266
3192 Btuh
34
1,
Clear, Metal, DEF
W
400
266
1064 Btuh
35
1,
Clear, Metal, DEF
W
80
266
213 Btuh
36
1,
Clear, Metal, DEF
W
160
266
426 Btuh
37
1,
Clear, Metal, DEF
W
400
266
1064 Btuh
38
1,
Clear, Metal, DEF
W
400
266
1064 Btuh
39
1,
Clear, Metal, DEF
W
80
26.6
213 Btuh
40
1,
Clear, Metal, DEF
W
240
266
638 Btuh
Window Total
1036
27558 Btuh
Walls
Type
R -Value
Area X
HTM=
Load
1
Concrete - Exterior
41
5816
4 8
27917 Btuh
Wall Total
5816
27917 Btuh
EnergyGauge® FLRCPB v3 30
•.••
••
. •
• •
Manual J Winter Calculations
Residential Load - Component Details (continued)
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
1/5/2005
Doors
Type
Area X
HTM=
Load
1
Wood - Exter
38
106
402 Btuh
Door Total
38
402Btuh
Ceilings
Type
R -Value
Area X
HTM=
Load
1
Under Attic
300
2938
08
2350 Btuh
Ceilina Total
2938
235013tuh
Floors
Type
R -Value
Size X
HTM=
Load
1
Slab -On -Grade Edge Insul
0
330 0 ft(p)
186
6138 Btuh
Floor Total
330
• • • • 613-& B u
Infiltration
Type
ACH X
Building Volume
CFM=
Lold "'
Natural
040
49170(sgft)
328
" "' 831If Bluh
Mechanical
300
7590•AJ*uh
Infiltration Total
628
p* 15900 Btuh
*0000" •..••.
Subtotal ..8026 • Btuh
Totals for Heating Duct Loss(using duct multiplier of 0.06) : 4013:Mutu
Total Btuh Loss 84278.8�u�i
�.y vrnwUw rypva kanv%. - anaumy wemuem ur giass as arnju numenu i vaiue ur as clear or uny
(Frame types - metal, wood or insulated metal)
(U - Window 1.1-Factor or'DEF' for default)
(HTM - ManualJ Heat Transfer Multiplier)
Key Floor size (penmeter(p) for slab -on -grade or area for all other floor types )
EnergyGauge® FLRCPB v3 30
•
System Sizing Calculations - Summer
Residential Load - Component Details
Project Title- Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate. South
Reference City Miami (Defaults) Summer Temperature Difference 15 0 F 1/5/2005
Window
Type
Panes /SHGC /U /InSh /ExSh Ornt
Overhang
Len Hot
Window Area(sgft)
Gross Shaded Unshaded
HTM
Shaded Unshaded
Load
1
1, Clear, DEF, R, N
E
1
65
100
00
100
21
64
640 Btuh
2
1, Clear, DEF, R, N
E
1
10
51 0
00
51 0
21
64
3264 Btuh
3
1, Clear, DEF, R, N
E
2
5
180
38
142
21
64
987 Btuh
4
1, Clear, DEF, R, N
E
2
85
400
00
400
21
64
2560 Btuh
5
1, Clear, DEF, R, N
E
0
0
90
00
90
21
64
576 Btuh
6
1, Clear, DEF, R, N
E
2
18
200
00
200
21
64
1280 Btuh
7
1, Clear, DEF, R, N
E
2
21
400
00
400
21
64
2560 Btuh
8
1, Clear, DEF, R, N
S
0
0
90
00
90
21
34
306 Btuh
9
1, Clear, DEF, R, N
S
2
6
480
480
00
21
34
1008 Btuh
10
1, Clear, DEF, R, N
S
0
0
240
00
240
21
34900
9816 $tuh
11
1, Clear, DEF, R, N
S
0
0
260
00
260
21
'j4
W * btuh
12
1, Clear, DEF, R, N
S
2
175
60
60
00
21
54
. 126 Btuh
13
1, Clear, DEF, R, N
S
2
18
160
160
00
21
34
33i Btuh
14
1, Clear, DEF, R, N
S
0
0
180
00
180
21
24
•612 Btuh
15
1, Clear, DEF, R, N
S
05
85
400
182
218
21
3J.,
•
Zt2d:6tuh
16
1, Clear, DEF, R, N
S
05
6
100
70
30
21
34
•249• *Btuh
17
1, Clear, DEF, R, N
S
05
6
360
303
57
21
%4
•
9830 *Btuh
18
1, Clear, DEF, R, N
S
22
85
240
240
00
21
34 •
504' Btuh
19
1, Clear, DEF, R, N
N
05
6
360
00
360
21
Ae
•
;7.W. auh
20
1, Clear, DEF, R, N
N
05
85
400
00
400
21
21
0840 *Btuh
21
1, Clear, DEF, R, N
N
2
45
300
00
300
21
2.10 .
•
*' Btuh
22
1, Clear, DEF, R, N
N
2
55
150
00
150
21
2i :
315 Btuh
23
1, Clear, DEF, R, N
N
0
0
90
00
90
21
21
189 Btuh
24
1, Clear, DEF, R, N
N
2
55
150
00
150
21
21
315 Btuh
25
1, Clear, DEF, R, N
N
2
6
200
00
200
21
21
420 Btuh
26
1, Clear, DEF, R, N
N
2
65
100
00
100
21
21
210 Btuh
27
1, Clear, DEF, R, N
N
2
65
200
00
200
21
21
420 Btuh
28
1, Clear, DEF, R, N
N
1
145
200
00
200
21
21
420 Btuh
29
1, Clear, DEF, R, N
N
0
0
100
00
100
21
21
210 Btuh
30
1, Clear, DEF, R, N
N
1
6
100
00
100
21
21
210 Btuh
31
1, Clear, DEF, R, N
W
2
65
200
00
200
21
64
1280 Btuh
32
1, Clear, DEF, R, N
W
2
85
400
00
400
21
64
2560 Btuh
33
1, Clear, DEF, R, N
W
18
105
1200
1200
00
21
64
2520 Btuh
34
1, Clear, DEF, R, N
W
3
115
400
00
400
21
64
2560 Btuh
35
1, Clear, DEF, R, N
W
0
0
80
00
80
21
64
512 Btuh
36
1, Clear, DEF, R, N
W
65
55
160
156
04
21
64
354 Btuh
37
1, Clear, DEF, R, N
W
65
85
400
204
196
21
64
1684 Btuh
38
1, Clear, DEF, R, N
W
25
6
400
138
262
21
64
1965 Btuh
39
1, Clear, DEF, R, N
W
2
55
80
00
80
21
64
512 Btuh
40
1, Clear, DEF, R, N
W
24
85
240
240
00
21
64
504 Btuh
Window Total
1
1
1036
38049 Btuh
Walls
Type
R -Value
Area
HTM
Load
1
Concrete - Extenor
41
58160
32
18658 Btuh
Wall Total
58160
18658 Btuh
EnergyGauge® FLRCPB v3 30
•
or
Manual J Summer Calculations
Residential Load - Component Details (continued)
Project Title Code Only
8370 SW 57 AVE 8370 SW 57AVE RESIDENCE Professional Version
MIAMI, FL Climate South
1/5/2005
Doors
Type
Area
HTM
Load
1
Wood - Exter
380
104
395 Btuh
Door Total
380
395 Btuh
Ceilings
Type /Color
R -Value
Area
HTM
Load
1
Under Attic/Dark
300
29380
1 4
4113 Btuh
Ceiling Total
29380
4113 Btuh
Floors
Type
R -Value
Size
HTM
Load
1
Slab -On -Grade Edge Insulation
00
330 0 ft(p)
00
0 Btuh
Floor Total
330.0
• ••'
.*0• Ekuh
Infiltration
Type
ACH
Volume
CFN �
Lois
Natural
035
49170
2874
..
4742. Biuh
Mechanical
300
4950 *Btuh
Infiltration Total
587
9652 Btuh
see*
Internal Occupants Btuh /occupant Applia>gce Lopd,••.
gain 6 X 300 + 150Q • : 3301) Btuh
Subtotal 742 716•BSeh
Duct gain(using duct multiplier of 0.10) • • • • • 742.T *Btuh
Total sensible gain ; • •; 81628 Btuh
Totals for Cooling Latent infiltration gain (for 56 gr. humidity difference) 22368 Btuh
Latent occupant gain (6 people a@ 230 Btuh per person) 1380 Btuh
Latent other gain 0 Btuh
TOTAL GAIN 105376 Btuh
Key Window types (SHGC - Shading coefficient of glass as SHGC numerical value or as clear or tint)
(U - Window U- Factor or'DEF' for default)
(InSh - Intenor shading device none(N), Blinds /Dapenes(B) or Roller Shades(R))
(ExSh - Exterior shading device none(N) or numerical value)
(Ornt - compass orientation)
EnergyGaugeO FLRCPB v3 30
...••
ogee..
goes
••
STRUCTURAL CALCULATIONS
FOR
PRIVATE RESIDENCE AT
8370 S.W. 57TH AVENUE
SOUTH MIAMI, FLORIDA
;"";
•;•;,;
.,•.:
0*0000 . •
•
0600
•0669•
•
• 6
.
9.9.99
0000••
6
•
. ••
•
• 9 •
0
•
•09•
• •
• •
•9 •
6669
• •
9904
• • •
09.9
09 •
January 17, 2005
"'•"
9 •
(74 TO 149)
IGNACIO J. CALVO, P.E * ' '
STRUCTURAL ENGINE i�, "y�0 ;�'' '. "� �'•�I
FLORIDA P.E. #567,
1800 SW 27 AVE #40I'1;
MIAMI FL 33145;e
r1
' R
w
r
IGNACIO J. CALVO, P.E.
ENGINEER
STRUCTURAL
1800 S W 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERYIFICATE N0.56755
PH-(305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
JOB �•�. I D
SHEET NO OF
CALCULATED BY DATE I r US
CHECKED BY _ _ DATE
�'
ACC
■"H
ME
ilEME.0
No
IN
0
am
ON
MEME
MEN
No
MEN
ME
0
0
MEN
0
M
IPMIq
ME
um
MENNEN
No
0
MEN
��i
NUNN
a
M
MENEM
moon
No
E
No
M
MEN
R
on-
No
gapm
Now
wwwwMM
mmm
"Wo
ME
Nam
a
I
MER
ME,
so
NOMMENIMME
INEENNEMOMMMMMM
IN
SPIN
0
MMIMMIMIAMN
Imsol
MEMMEMEMMIN
O"WEEMIMEME
ME
In
ago
NINE
ME
no
WEN
MUM
0
ME
a
loom
004
ii��
MINE
M
mammon
0
No
'IMES
ON
0
ON
ON'
0
f7
V
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software
of PORTLAND
CEMENT ASSN. Page 2
11:17:33 AM Licensed to: I.C., MIAMI, FL
'
FILE NAME C:\PROGRA-I\ADOSS\DATA\PRIV2B-I.ADS
PROJECT ID. PRIV RESIDENCE 8370
-----------------------------------
SPAN ID. 2B -1
-------¢------- - - --
ENGINEER TC
DATE 1/11/2005
TIME 17 :47:44
UNITS U.S. in -lb
CODE ACI 318 -95
SLAB SYSTEM CONTINUOUS BEAM
FRAME LOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
NUMBER OF SPANS 3
CONCRETE FACTORS SLABS SEAMS
COLUMNS
'
DENSITY(pcf ) 150.00 150.00
150.00
TYPE NORMAL WGT NORMAL WGT
NORMAL WGT
•� ��� ;
V c (ksi) 3.00 3.00
3.00
•
0.000
density factor 1100 1.00
1.00
•00*0• ��•���
fr (psi) 410.80 410.80
410.80
0
REINFORCEMENT DETAILS: NON - PRESTRESSED
.
.. ••• * **
YIELD STRENGTH (flexural) Fy a 60.00 ksi
:.' .'
YIELD STRENGTH (stirrups) Fyv = 60.00 ksi
•.�
�••
DISTANCE TO RF CENTER FROM TENSION FACE:
•
..••
AT BEAM TOP - 2.50 in OUTER LAYER
•
:��•:•
AT BEAM BOTTOM m 2.50 in
•• •
00.0 �••••�
FLEXURAL EAR SIZES: MINIMUM I MAXIMUM
• •
0.00 •• •
AT BEAM TOP = # 4 #14
"•'•'
• • •
AT BEAM BOTTOM = # 4 #14
• •
MINIMUM SPACING:
IN BEAM = 1.00 in
J
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3
.� 11:17:33 AM Licensed to: I.C., MIAMI, FL
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
ISPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI
PARTIAL LIVE
LOADS I•
SPAN /LOADING
DATA
La Lb I•';•••
1---- 1---- 1---- i-------------------------- 1---- 1---- 1---------
0000 T---
s..� -� - -1
•
I I I
•
I I I I
i 1 *S I I I I )
•
I SPAN ILENGTH
Tslab I
WIDTH
L2 * * *I
SLAB
I DESIGN
COLUMN
I UNIFORM
LOADS I
INUMBERI
L1
I
LEFT
RIGHT I
SYSTEM
I STRIP
STRIP * *I S. DL
LIVE I
I I
1------ I--------------
(ft)
(in) I
(ft)
i--------------
(ft) I
1--------
I (ft)
1----------------
(ft)
1 (psf )
1---------------
(psf ) I
1
I I
I 1* 1
.5
7.0
I
1 3.2
I
.7 I
5
I
1 1.3
1.3
I
1 .0
I
.0 I
I 2 1
23.0
7.0
I 3.2
.7 1
5
I 3.8
3.8
1 38.0
40.0 1
I 3* I
I I
.5
7.0
1 3.2
I
.7 I
I
5
! 1.3
I
1.3
I .0
I
.0 I
I
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
ISPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI
PARTIAL LIVE
LOADS I•
_
I No.1 No.1 I Wa Wb La Lb I No.1 I
Wa �Wb
La Lb I•';•••
1---- 1---- 1---- i-------------------------- 1---- 1---- 1---------
0000 T---
s..� -� - -1
•
I I I
•
I I I I
i 1 *S I I I I )
•
1 2 1 1 IUNIFI 1356.0 .0 .0 23.01 1 IUNIFI
638.0 ;0
.0.9723.01:*
**0:
1 3 *1 1 1 1 1 1
1......
I I I I I I I
'0000'
•••••• I
..
0000..
* - Indicates cantilever span information.
UNITS FOR:
0000
UNIFORM LOAD: Wa ....... plf La & Lb... ft
.
:•��:�
; ;
CONCENTRATED LOAD: Wa ....... kips La........ ft
�••�••
0.00
�....•
TRAPEZOIDAL LOAD: Wa & Wb..plf La & Lb... ft
• •
x•0.0•
..
MOMENT: Wa ....... ft -k La........ ft
••••••
NOTE: Local effects of partial loadings are NOT considered by
• .
• •
ADOSS, compute manually.
J
M
.0
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4
11:17:33 AM Licensed to: I.C., MIAMI, FL
BEAMS ALONG SPAN DATA
7-31
I SPAN I
BEAM I
BEAM DEPTHS
I HAUNCH
LENGTHS I
INUMBERI
WIDTH l
LEFT
CENTER
RIGHT
1 LEFT
RIGHT I
I I
(in) I
(in)
(in)
----------
(in)
i (ft)
I-----------
(ft) I
- - - - -I
I I
1 1
I
16.0 I
18.0
18.0
18.0
I
I .0
I
.0 I
I 2T I
16.0 I
18.0
18.0
18.0
I .0
.0 I
3 1
I I
16.0 I
i
18.0
18.0
18.0
I .0
I
.0 1
I
L - Indicates L -beam.
T - Indicates T -beam.
. .
. ...
.....
......
....
. .
.
....
.....•
......
.. .
....
....
. . .
....
.. .
.r ..
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5
. 11:17:33 AM Licensed to: I.C., MIAMI, FL
COLUMN /TORSIONAL DATA
COLUMN I
COLUMN ABOVE
SLAB I COLUMN BELOW
SLAB
I CAPITAL **
ICOLUMN
MIDDLEI
I NUMBER I
C1 C2
HGT I C1 C2
HGT
IEXTEN. DEPTHISTRIP*
STRIP *I
I f
' I-------- 1-------------------
(in) (in)
(ft) I (in) (in)
1-------------------
(ft)
1 (in) (in)
1-------------
I (ft)
1---------
(ft) I
- - - - -I
I I
1 1 I
.0 .0
I
.0 1 8.0 8.0
8.0
I
I .0 .0
I
1 1.3
I
.0 1
I 2 I
I I
.0 .0
.0 I 8.0 8.0
I
8.0
I .0 .0
I
1 1.3
I
.0 I
I
Columns with zero "C2"
are round columns-
* -Strip width used for
negative flexure.
* *- Capital
extension distance
measured from
face
of column.
I COLUMN I SUPPORT
I
NUMBER I FIXITY*
I
-------- I-----
- - - -
-1
I I
1 I
0%
I
--
I 2 I
0%
I
.....
* - Support
fixity of 0%
denotes pinned condition.
••••••
Support
fixity of 999%
denotes fixed end
condition.
••••••
.. .
....
....
. . .
....
.. .
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PO N. Page 6
11:17:33 AM Licensed to: I.C., MIAMI, FL
LATERAL LOAD /OUTPUT DATA
* * * * * * * * * * * * * * * * * * * * * * **
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75%
LOAD FACTORS:
U = 1.40 *D + 1.70 *L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D + 1.30 *W
OUTPUT OPTION(S):
Input Echo
Column Service Load Table
Centerline Moments and Shears
Shear Table
Reinforcing Required
Deflections
* *TOTAL UNFACTORED DEAD LOAD = 46.686 kips
LIVE LOAD = 18.207 kips
•
sees.
sees
..
. .
. ...
sees.
•sees.
sees
•
sees
sees..
• •
•
sees..
sees..
.
sees
,
.s
sees..
ee
.. .
sees
sees..
.. .
sees
sees
. . .
sees
.. .
sees..
01 -14 -2005 ADOSS(tm) 7.01
Proprietary Software of PORTLAND
CEMENT ASSN. Page 7
• 11:17:33 AM Licensed to:
I.C., MIAMI, FL
SERVICE LOAD TABLE
FOR INPUT TO PCACOL SLENDER COLUMN DESIGN
COLUMN NUMBER 1
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
80T (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
23.3
.0
.0
LIVE
6.8
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
23.3
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
23.3
.0
.0
LIVE
6.8
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
23.3
.0
.0
LIVE
9.1
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER 2
AXIAL LOAD MOMENT AT
MOB AT
�•��'
•
s) TOP
(ft -k)
8 (f �- k(ki
•.
:.a
----------------------------------------------------
- -
- - -- - - -•-
e0.e.
LOAD PTRN 1 DEAD
23.3
.0
0000 .0008:
LIVE
6.8
.0
. ..0
LATL
.0
.0
: :0
. 000000
e
ease
...... .
. .
LOAD PTRN 2 DEAD
23.3
.0
• .0
•
0 s. 00.0:0
LIVE
.0
.0
e•q0
..a .�
LATL
.0
.0
�•• Z0
LOAD PTRN 3 DEAD
23.3
.0
.0
LIVE
6.8
.0
0••0•r 0
0'• "a '••••'
LATL
.0
.0
' 0
e . 0.
•••• •• •
. .
LOAD PTRN 4 DEAD
23.3
.0
.0
a •
LIVE
9.1
.0
.0
LATL
.0
.0
.0
NOTE: Add dead, live
and lateral axial loads
as appropriate.
Top moments are
those at joint bottom.
Bottom moments
are those at joint top.
Moments are positive
when counter - clockwise.
Axial forces po
*3tive when compressive.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8
11:17:33 AM Licensed to: I.C., MIAMI, FL
. - - -- STATICS PRINT-OUT FOR GRAVITY LOAD ANALYSIS - - --
J O I N T S H E A R S
----------------- - - - - --
JOINT PATTERN -1 PATTERN -2
NUMBER LEFT RIGHT LEFT RIGHT
---------------------------------------------
1 -.3 44.0 -.3 32.4
2 -44.0 .3 -32.4 .3
------------------------------------- - - - - --
( kips )
PATTERN -3 PATTERN -4
LEFT RIGHT LEFT RIGHT
---------------------------------
-.3 44.0 -.3 47.9
-44.0 .3 -47.9 .3 •
------------------ '--------- - - - - -- .....
. . .....
. ...
......
•
......
.. . .... ....
. . . .... .. .
J 0 I N T
M O M E N
T S ( ft
- kips )
JOINT
-----------------------------------------
PATTERN -1
PATTERN -2
NUMBER
LEFT
RIGHT TOP
BOTTOM
LEFT
RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
-.1
.1
.0
.0
-.1
.1
.0
.0
' 2
-.1
.1
.0
.0
-.1
.1
.0
.0
JOINT
PATTERN -3
PATTERN -4
NUMBER
LEFT
RIGHT TOP
BOTTOM
LEFT
RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
-.1
.1
.0
.0
-.1
.1
.0
.0
2
-.1
.1
.0
.0
-.1
.1
.0
.0
J O I N T S H E A R S
----------------- - - - - --
JOINT PATTERN -1 PATTERN -2
NUMBER LEFT RIGHT LEFT RIGHT
---------------------------------------------
1 -.3 44.0 -.3 32.4
2 -44.0 .3 -32.4 .3
------------------------------------- - - - - --
( kips )
PATTERN -3 PATTERN -4
LEFT RIGHT LEFT RIGHT
---------------------------------
-.3 44.0 -.3 47.9
-44.0 .3 -47.9 .3 •
------------------ '--------- - - - - -- .....
. . .....
. ...
......
•
......
.. . .... ....
. . . .... .. .
j ..
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9
• 11:17:33 AM Licensed to: I.C., MIAMI, FL
B E A M S H E A R R E Q U I R E M E N T S (kips, sq.in. /in., ft.)
************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
82
NOTE -- Allowable shear stress in beams - 109.54 psi (see "CODE").
------------------------------------------------------------------------------
BEAM LEFT SIDE I-- FRACTIONAL DIST. ALONG SPAN-1 RIGHT SIDE LEFT
SPAN PATT. Vu @d Av /s Av /s Av /s Av /s Av /s Av /s Vu @d Vc /2.
NO. No. SHEAR @d .175 .375 .625 .825 @d SHEAR DIST.
------------------------------------------------------------------------------
1 * * Span shear requirements negligible or zero
2 4 41.2 .023 .013* .013* .013* .013* .023 -41.2 9.77
3 * * Span shear requirements negligible or zero
------------------------------------------------------------------------------
NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value above.
2.) To obtain stirrup area, multiply spacing by Av /s value.
3.) Local effects due to loadings applied at other segments
along beam span must be calculated manually.
4.) Symbols following Av /s values:
* - Code required minimum shear reinforcement.
x - Vs exceeds 2 *Vc, maximum stirrup spacing must be halved.
_ + - Av /s value at segment located within effective depth.
! - Vs exceeds 4 *Vc, section geometry has to be cedes hgned.
_ 0000.. 0000
• 0000
0000..
0000
0000..
.. . ....
. . 0000
0000..
0000.
0000.
0000..
0000..
0000..
.
0000
.f �•
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
11:17:33 AM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
* B E A M
COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL
NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH
* (ft -k) * (sq.in) (in) * (sq.in) (in)
--------------------------------------------------------------
1 ** 4 L II -.1 1.36 16.0
2 ** 4 it R .1 1.36 .0
* - No doubly reinforced section is required.
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
*
B E
A M
SPAN *PATT *LOCATION *
TOTAL
* BOTTOM
STEEL
* TOP
STEEL
NUMBER* NO. *FROM LEFT*
DESIGN
* AREA
WIDTH
* AREA
WIDTH
(ft) *
(ft -k)
* (sq.in)
(in)
* (sq.in) (in)
---------------------------------------------------------------
2 4 12.1
276.0
4.25
16.0
•
0*
0000.
0000
..
* - No doubly reinforced
section is
required.
•• ;•�
NOTE: Beam reinforcement areas
are based
on one
layer.
'
0000..
0000
�•••�
. .
•
.
0000
:sees:
0000..
.
0000..
000900
.
0000
.
•
..
00
0000..
0000
0000..
.. .
.
0000
0
0000
. . .
• • .
0000
.. .
• • s
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11
11:17:33 AM Licensed to: I.C., MIAMI, FL
D E F L E C T I O N A N A L Y S I S
agr
NOTES - -Spans 1 and 3 are cantilevers.
- -Time- dependent deflections are in addition to those
shown and trust be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of elasticity of concrete, Ec = 3321. ksi
* * C O L U M N S T R I P * M I D D L E S T R I P
* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN* LOAD *--------------------------------------------------------
NUMBER * Ieff. DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL
* (in ^4) (in) * (in) (in) (in) (in) * (in)
--------------------------------------------------------------------------
1 7776. -.021 -.008 -.030 N o t a p p l i c a b l e
2 7910. .484 .195 .679 N o t a p p l i c a b l e
3 7776. -.021 -.008 -.030 N o t a p p l i c a b l e
sees ..
* Program completed as requested * •• �•�
_ sees.. sees
• sees
sees..
sees
. •
•
•foes•
s• a sees
. sees
sees..
sees.
sees.
sees..
sees..
sees..
sees
.f
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERYIFICATE NO.56755
PH- (305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
Boa �. �. 34--b
SHEET NO �`� OF r
CALCULATED By DATE
CHECKED
_ DATE
14
1
A
I
I
•
•J
•
•
-
-d
.
00,000
1*0400
'00
ORO-
...v
�
-
s
IRA
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software
of PORTLAND
CEMENT
ASSN.
Page 2
11:33:12 AM Licensed to: I.C., MIAMI, FL
FILE NAME C: \PROGRA- 1 \ADOSS \DATA \PRIV2B32.ADS
5�
PROJECT ID. PRIV RESIDENCE 8370
-----------------------------------
SPAN ID. 2B -32
--------------- - - --
ENGINEER IC
DATE 1/11/2005
TIME 17:47:44
UNITS U.S. in -lb
CODE ACI 318 -95
SLAB SYSTEM CONTINUOUS BEAM
FRAME LOCATION INTERIOR
DESIGN METHOD STRENGTH DESIGN
NUMBER OF SPANS 3
CONCRETE FACTORS SLABS BEAMS
COLUMNS
DENSITY(pcf ) 150.00 150.00
150.00
0000
•����
TYPE NORMAL WGT NORMAL WGT
NORMAL WGT
•
•
•
_ V c (ksi) 3.00 3.00
3.00
. .
0000,,
• 000 00000
,,,e
density factor 1.00 1.00
1.00
0000 „•,��
fr (psi) 410.80 410.80
410.80
;
0000..
0000..
0000
REINFORCEMENT DETAILS: NON - PRESTRESSED
•• 0000:.
YIELD STRENGTH (flexural) Fy = 60.00 ksi
•
YIELD STRENGTH (stirrups) Fyv = 60.00 ksi
o
•
09•
DISTANCE TO RF CENTER FROM TENSION FACE:
•
•
• ••••
AT BEAM TOP m 2.50 in OUTER LAYER
•0.000
• • •
AT BEAM BOTTOM 2.50 in
..
.
,
0000 •....�
. •
FLEXURAL BAR SIZES: MINIMUM I MAXIMUM
"'• •••� ;
AT BEAM TOP = # 4 #14
�����•
• ' 0
AT BEAM BOTTOM = # 4 #14
'
MINIMUM SPACING:
IN BEAM = 1.00 in
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of POPTLAND CEMENT ASSN. Page 3
11:33:12 AM Licensed to: I.C., MIAMI, FL
SPAN /LOADING DATA
1 SPAN ILENGTH Tslab I WIDTH L2 * * *I SLAB I DESIGN COLUMN I UNIFORM LOADS I
INUMBERI L1 I LEFT RIGHT I SYSTEM I STRIP STRIP * *I S. DL LIVE I
I I (ft) (in) I (ft) (ft) I I (ft) (ft) I (psf ) (psf ) I
I------ I-------------- I-------------- I-------- 1---------------- 1---------- - - - - -1
I I I I I I
I
I 1* I .5 7.0 1 3.0 3.0 I 5 I 1.3 1.3 I .0 .0 I
I 2 1 23.0 7.0 I 3.0 3.0 1 5 1 5.8 5.8 1 38.0 40.0 I
I 3* I .5 7.0 ) 3.0 3.0 I 5 I 1.3 1.3 ) .0 .0 I
I I I I I I I
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
* * * * * * * * * * * * * * * * * * **
PARTIAL LOADINGS ARE NOT SPECIFIED
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4
11:33:12 AM Licensed to: I.C., MIAMI, FL
BEAMS
ALONG SPAN DATA
8d
I SPAN I
BEAM I
BEAM DEPTHS
I
HAUNCH
LENGTHS I
INUMBERI
WIDTH I
LEFT
CENTER
RIGHT I
LEFT
RIGHT I
I I
------ I-------
(in) I
I-------------------------
(in)
(in)
(in) I
I-----------
(ft)
(ft) I
- - - - -1
I 1 1
16.0 1
14.0
14.0
14.0 I
.0
.0 1
I 2T I
16.0 1
14.0
14.0
14.0 I
.0
.0 I
I 3 1
I I
16.0 I
I
14.0
14.0
14.0 1
I
.0
.0 I
I
L - Indicates L -beam.
T - Indicates T -beam.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5
11:33:12 AM Licensed to: I.C., MIAMI, FL
COLUMN /TORSIONAL DATA
I COLUMN
I COLUMN ABOVE
SLAB I
COLUMN
BELOW
SLAB
I CAPITAL ** ICOLUMN
MIDDLEI
NUMBER
I CI
C2
HGT I
C1
C2
HGT
IEXTEN.
DEPTHISTRIP*
STRIP *1
I
1--------
I (in)
1-------------------
(in)
(ft)
1 (in)
I-------------------
(in)
(ft)
I (in)
(-------------
(in) I (ft)
(--------------
(ft) I
1
I
I 1
I
I .0
.0
.0
I
I 8.0
8.0
8.0
I
I .0
I
.0 I 1.3
I
.0 I
I 2
I
I .0
I
.0
.0
I 8.0
I
8.0
8.0
1 .0
I
.0 I 1.3
I
.0 1
I
Columns with zero "C2" are round columns.
* -Strip width used for negative flexure.
* *- Capital extension distance measured from face of column.
I COLUMN I SUPPORT
I NUMBER I FIXITY* I
i I % I
--------
I----- - - - - -I
I I I
I 1 I 0% I
I 2 1 0% i
--------
I----- - - - - -I
* - Support fixity of 0% denotes pinned condition.
Support fixity of 999% denotes fixed end condition.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6
11:33:12 AM Licensed to: Y.C., MIAMI, FL
LATERAL LOAD /OUTPUT DATA 9�
k * *kk # *kk * # # * * * # # * * * * * **
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75$
LOAD FACTORS:
U = 1.40 *D + 1.70 *L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D + 1.30 *W
OUTPUT OPTION(S):
Input Echo
Column Service Load Table
Centerline Moments and Shears
Shear Table
Reinforcing Required
Deflections
* *TOTAL UNFACTORED DEAD LOAD = 20.411 kips
LIVE LOAD - 5.520 kips
01 -14 -2005 ADOSS(tm) 7.01
Proprietary Software of
PORTLAND
CFMF.NT ASSN. Page 7
11:33:12 AM Licensed to:
I.C., MIAMI, FL
SERVICE LOAD TABLE
FOR INPUT TO PCACOL SLENDER
COLUMN DESIGN 91
COLUMN NUMBER 1
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
10.2
.0
.0
LIVE
2.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
10.2
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
10.2
.0
.0
LIVE
2.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
10.2
.0
.0
LIVE
2.8
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER 2
AXIAL LOAD MOMENT AT
MOMENT AT
------------------------------------------------------------------
(kips) TOP
(ft -k)
BOT (ft -k)
-
LOAD PTRN 1 DEAD
10.2
10
.0
LIVE
2.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
10.2
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
10.2
.0
.0
LIVE
2.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
10.2
.0
.0
LIVE
2.8
.0
.0
LATL
.0
.0
.0
NOTE: Add dead, live
and lateral axial loads
as appropriate.
Top moments are
those at joint bottom.
Bottom moments
are those at joint top.
Moments are positive
when counter- clockwise.
Axial forces positive
when compressive.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8
11:33:12 AM Licensed to: I.C., MIAMI, FL
- - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - -- 9Z
J O I
N T M O M E N T
S ( ft a kips )
JOINT
-----------------------------------------
PATTERN -1
PATTERN -2
NUMBER
LEFT
RIGHT
TOP BOTTOM
LEFT RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
-.1
.1
.0 .0
-.1 .1
.0 .0
2
-.1
.1
.0 .0
-.1 .1
.0 .0
JOINT
PATTERN -3
PATTERN -4
NUMBER
LEFT
RIGHT
TOP BOTTOM
LEFT RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
-.1
.1
.0 .0
-.1 .1
.0 .0
2
-.1
.1
.0 .0
-.1 .1
.0 .0
J O
I N T S H E A R
S ( kips )
JOINT
----------------------------------
PATTERN -1
PATTERN -2
PATTERN -3
PATTERN -4
NUMBER
'
LEFT
RIGHT
LEFT RIGHT
LEFT RIGHT
LEFT RIGHT
------------------------------------------------------------------------------
1
-.4
17.4
-.4 13.9
-.4 17.4
-.4 18.6
2
----------------------------------------------------------------------
-17.4
.4
-13.9 .4
-17.4 .4
-18.6 .4
- - - - --
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9
11:33:12 AM Licensed to: I.C., MIAMI, FL
B E A M S H E A R R E Q U I R E M E N T S (kips, sq.in. /in., ft.)
NOTE -- Allowable shear stress in beams = 109.54 psi (see "CODE ").
------------------------------------------------------------------------------
BEAM LEFT SIDE (--FRACTIONAL DIST. ALONG SEAN-1 RIGHT SIDE
LEFT
SPAN PATT. Vu @d AV /s AV /s AV /s Av /s AV /s Av /s Vu @d
Vc /2.
NO. NO. SHEAR @d .175 .375 .625 .825 @d SHEAR
DIST.
------------------------------------------------------------------------------
1 * * Span shear requirements negligible or zero
2 4 16.6 .013* .013* .000 .000 .013* .013* -16.6
6.32
3 * * Span shear requirements negligible or zero
------------------------------------------------------------------------------
NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value
above.
2.) To obtain stirrup area, multiply spacing by Av /s value.
3.) Local effects due to loadings applied at other segments
along beam span must be calculated manually.
4.) Symbols following Av /s values:
* - Code required minimum shear reinforcement.
x - Vs exceeds 2 *Vc, maximum stirrup spacing must be halved.
+ - Av /s value at segment located within effective depth.
! - Vs exceeds 4 *Vc, section geometry has to be redesigned.
r
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
11:33:12 AM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
* B E A M
COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL
NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH
* (ft -k) * (sq.in) (in) (sq.in) (in)
--------------------------------------------------------------
1** 4 L (I -.1 1.01 16.0
2 ** 4 II R .1 1.01 .0
* - No doubly reinforced section is required.
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
* B E A M
SPAN *PATT *LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL
NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH
(ft) * (ft -k) * (sq.in) (in) * (sq.in) (in)
---------------------------------------------------------------
2 4 12.1 107.3 2.14 16.0
* - No doubly reinforced section is required.
NOTE: Beam reinforcement areas are based on one layer.
01 -14 -2005 ADOSS(tm.) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11
11 :33:12 AM Licensed to: I.C., MIAMI, FL
D E F L E C T I O N A N A L Y S I S
**** kk* *k * * * * * * * *k *k *k *kkkkkk *k *k *kk **
OUN
NOTES - -Spans 1 and 3 are cantilevers.
-- Time - dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of elasticity of concrete, Ec = 3321. ksi
* * C O L U M N S T R I P * M I D D L E S T R I P
* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN* LOAD *--------------------------------------------------------
NUMBER * Ieff. * DEAD * DIVE * TOTAL * DEAD * DIVE * TOTAL
*
(in ^4) * (in) * (in) * (in) * (in) * (in) (in)
--------------------------------------------------------------------------
1 3659. -.016 -.005 -.021 N o t a p p l i c a b l e
2 3689. .446 .150 .596 N o t a p p l i c a b l e
3 3659. -.016 -.005 -.021 N o t a p p l i c a b l e
* Program completed as requested *
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W. 27 AVE #401
MIAMI FL. 33145
FLORIDA CERYIFICATE N0.56755
PH (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB A"e, &3 --t-v
SHEET NO yV OF
CALCULATED BY A-P _ DATE
CHECKED BY _- _ DATE
SCAT F
(o
D
L
s`
L
I
f
-
-
_
6
27f
/Z
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2
6:21:57 PM Licensed to: I.C., MIAMI, FL
FILE NAME C: \PROGRA- I \ADOSS \DATA \PRIV2529.ADS
PROJECT ID. PRIV RESIDENCE 8370
-----------------------------------
SPAN ID. 2829
------------- - - - - --
ENGINEER
DATE
TIME
UNITS
CODE
SLAB SYSTEM
FRAME LOCATION
DESIGN METHOD
NUMBER OF SPANS 3
CONCRETE FACTORS
DENSITY(pcf )
TYPE
f'c (ksi)
density factor
fr (psi)
IC
1/11/2005
17 :47:44
U.S. in -lb
ACI 318 -95
CONTINUOUS BEAM
INTERIOR
STRENGTH DESIGN
SLABS
150.00
NORMAL WGT
3.00
1.00
410.80
BEAMS
150.00
NORMAL WGT
3.00
1.00
410.80
REINFORCEMENT DETAILS: NON- PRESTRESSED
YIELD STRENGTH (flexural) Fy = 60.00 ksi
YIELD STRENGTH (stirrups) Fyv a 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT BEAM TOP 2.50 in OUTER LAYER
AT BEAM BOTTOM m 2.50 in
FLEXURAL BAR SIZES: MINIMUM 4 MAXIMUM
AT BEAM TOP = # 4 #14
AT BEAM BOTTOM = # 4 #14
MINIMUM SPACING:
IN BEAM = 1.00 in
COLUMNS
150.00
NORMAL WGT
3.00
1.00
410.80
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3
6:21:57 PM Licensed to: I.C., MIAMI, FL
SPAN /LOADING DATA 9�
* * * * * * * * * * * * * * * **
I SPAN ILENGTH
Tslab I
WIDTH
L2 * * *I
SLAB I
DESIGN
COLUMN
I UNIFORM
LOADS I
INUMBERI
L1
I
LEFT
RIGHT I
SYSTEM I
STRIP
STRIP * *I
S. DL
LIVE I
I I
1------ 1--------------
(ft)
(in) I
1--------------
(ft)
(ft) I
1--------
I
1----------------
(ft)
(ft)
1 (psf )
I----------
(psf ) I
- - - - -1
I I
I 1* 1
.5
I
8.0 1
2.0
I
.3 1
I
5 1
.7
.7
I
I .0
I
.0 1
I 2 1
13.0
8.0 I
2.0
.3 I
5 I
1.8
1.8
1 38.0
100.0
I 3* i
I I
.5
8.0 I
I
2.0
.3 I
I
5 I
I
.7
.7
) .0
I
.0 I
I
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
*** * * * ** * * * ** * * ** * **
ISPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI PARTIAL LIVE LOADS I
I No.1 No.1 I Wa Wb La Lb I No.1 I Wa Wb La Lb I
1---- I---- I---- I-------------------------- 1---- I---- I--------------------- - - - - -I
{ 1 *I { I I I { {
1 2 1 1 IUNIF1 680.0 .0 .0 13.01 1 IUNIFI 400.0 .0 .0 13.01
1 3 *1 1 1 1 1 1 1
1 1 1 1 1 I 1 1
* - Indicates cantilever span information.
UNITS FOR:
UNIFORM LOAD: Wa ....... plf
CONCENTRATED LOAD: Wa ....... kips
TRAPEZOIDAL LOAD: Wa & Wb..plf
MOMENT: Wa ....... ft -k
NOTE: Local effects of partial 1i
ADOSS, compute manually.
La & Lb...
La........
La a Lb...
La........
Dadings are
ft
ft
ft
ft
NOT considered by
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4
6:21:57 PM Licensed to: I.C., MIAMI, PL
BEAMS ALONG SPAN DATA
I SPAN I
BEAM I
BEAM DEPTHS
I
HAUNCH
LENGTHS 1
INUMBERI
WIDTH I
LEFT
CENTER
RIGHT I
LEFT
RIGHT 1
I I
1------ I-------
(in) I
1-------------------------
(in)
(in)
(in) I
(ft)
I-----------
(ft) I
- - - - -I
I I
1 1 1
I
8.0 I
16.0
16.0
16.0
I
I .0
I
.0 I
1 2L 1
8.0 1
16.0
16.0
16.0
I .0
.0 1
1 3 1
I I
8.0 1
I
16.0
16.0
16.0
1 .0
I
.0 1
I
L - Indicates L -beam.
T - Indicates T -beam.
� r
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5
6:21:57 PM Licensed to: I.C., MIAMI, FL
COLUMN /TORSIONAL DATA
+ * + + + + + + + + + + + + + + + + + ++ /mod
I COLUMN I
COLUMN ABOVE
SLAB I
COLUMN
BELOW
SLAB
I CAPITAL ** ICOLUMN
MIDDLEI
NUMBER (
C1
C2
HGT I
C1
C2
HGT
IEXTEN.
DEPTHISTRIP*
STRIP *I
I I
I-------- 1-------------------
(in)
(in)
(ft) I
I-------------------
(in)
(in)
(ft)
( (in)
I--------
(in) I (ft)
- - - - -I --------
(ft) I
- - - - -- I
I
I 1 I
I
.0
.0
I
.0 i
8.0
8.0
8.0
I
I .0
I
.0 I .7
I
.0 I
I 2 I
I I
.0
.0
.0 I
I
8.0
8.0
8.0
I .0
I
.0 I .7
I
.0 I
I
Columns with zero ^C2^ are round columns.
* -Strip width used for negative flexure.
* *- Capital extension distance measured from face of column.
I COLUMN I SUPPORT I
I NUMBER I FIXITY*
I I % I
--------
I----- - - - - -I
I I I
I 1 I 0% I
I 2 I 0% I
-------- I ----- - - - - -
I
* - Support fixity of 0% denotes pinned condition.
Support fixity of 999 denotes fixed end condition.
f �
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6
6:21:57 PM Licensed to: I.C., MIAMI, FL
LATERAL LOAD /OUTPUT DATA
* * * * * * * * * * * * * * * * * * * * * * **
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75%
LOAD FACTORS:
U = 1.40 *D + 1.70 *L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D + 1.30 *W
OUTPUT OPTION(S):
Input Echo
Column Service Load Table
Centerline Moments and Shears
Shear Table
Reinforcing Required
Deflections
* *TOTAL UNFACTORED DEAD LOAD = 14.015 kips
LIVE LOAD = 8.233 kips
01-13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7
6:21:57 PM Licensed to:
I.C., MIAMI, FL
SERVICE LOAD `FABLE FOR INPUT TO PCACOL SLENDER
COLUMN DESIGN
COLUMN NUMBER 1
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
7.0
.0
.0
LIVE
3.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
7.0
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
7.0
.0
.0
LIVE
3.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
7.0
.0
.0
LIVE
4.1
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER 2
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN I DEAD
7.0
.0
.0
LIVE
3.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
7.0
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
7.0
.0
.0
LIVE
3.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
7.0
.0
.0
LIVE
4.1
.0
.0
LATL
.0
.0
.0
NOTE: Add dead, live
and lateral axial loads
as appropriate.
Top moments are those at joint bottom.
Bottom moments
are those at joint top.
Moments are positive when counter - clockwise.
Axial forces positive when compressive.
01 -12 -2005 ADOSS(tm) 1.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8
11:21:15 AM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
/v3
COLUMN*
NUMBER*
1 **
2
3 **
PATT *LOCA'
NO. *@COL
4 L I
4 I
4 I
LION * TOTAL * SLAB STRIP
FACE* DESIGN * AREA WIDTH
* (ft -k) * (sq.in) (ft)
----------------------------
.0 .15 1.0
I R 3.7 .15 1.0
R .0 .15 1.0
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
SPAN *PATT *LOCATION * TOTAL * SLAB STRIP
NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH
(ft) * (ft -k) * (sq.in) (ft)
--------------------------------------------
2 4 4.7 2.9 .15 1.0
3 ** 1 5.4 .3 .15 1.0
** - Negative reinforcement required, compute manually.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9
6:21:57 PM Licensed to: I.C., MIAMI, FL
B E A M S H E A R R E Q U I R E M E N T S (kips, sq.in. /in., ft.)
NOTE -- Allowable shear stress in beams = 109.54 psi (see "CODE "). /or
-----------------------------------------------------------------------------
BEAM LEFT SIDE ( -- FRACTIONAL DIST. ALONG SPAN -i RIGHT SIDE
LEFT
SPAN PATT. Vu @d Av /s Av /s Av /s Av /s Av /s Av /s Vu @d
Vc /2.
NO. NO. SHEAR @d .175 .375 .625 .825 @d SHEAR
DIST.
---------------------------------------------------------------------------
` 1 * * Span shear requirements negligible or zero
2 4 13.0 .007* .007* .000 .000 .007* .007* -13.0
4.88
3 * * Span shear requirements negligible or zero
------------------------------------------------------------------------------
NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value
above.
2.) To obtain stirrup area, multiply spacing by Av /s value.
3.) Local effects due to loadings applied at other segments
along beam span must be calculated manually.
4.) Symbols following Av /s values:
* - Code required minimum shear reinforcement.
x - Vs exceeds 2 *Vc, maximum stirrup spacing must be halved.
+ - Av /s value at segment located within effective depth.
! - Vs exceeds 4 *Vc, section geometry has to be redesigned.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
6:21:57 PM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
***++*******+ * * * * * * + * * + * * + + + * * + + * * + + + + + + + + ++
/O
* B E A M
COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL
NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH
* (ft -k) * (sq.in) (in) * (sq.in) (in)
--------------------------------------------------------------
1 ** 4 L II .0 .59 8.0
2 ** 4 II R .0 .59 .0
* - No doubly reinforced section is required.
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
* B E A M
SPAN *PATT *LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL
NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH
(ft) * (ft -k) * (sq.in) (in) * (sq.in) (in)
---------------------------------------------------------------
2 4 6.8 54.3 .93 8.0
* - No doubly reinforced section is required.
NOTE: Beam reinforcement areas are based on one layer.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11
6:21:57 PM Licensed to: I.C., MIAMI, FL
D E F L E C T I 0 N A N A L Y S I S
/O G
NOTES - -Spans 1 and 3 are cantilevers.
- -Time- dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of elasticity of concrete, Ec = 3321. ksi
* * C O L U M N S T R I P * M I D D L E S T R I P
* DEAD * DEFLECTION DUE TO: * DEFLECTION DUE TO:
SPAN * LOAD *--------------------------------------------------------
NUMBER * Ieff. * DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL
* (in ^4) (in) (in) (in) (in) * (in) (in)
--------------------------------------------------------------------------
1 2731. -.006 -.004 -.010 N o t a p p l i c a b l e
2 2635. .078 .073 .152 N o t a p p l i c a b l e
3 2731. -.006 -.004 -.010 N o t a p p l i c a b l e
* Program completed as requested *
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERtIFiCATE No.56755
PH- (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB �• �• PJ aJ
SHEET NO /U 7 OF
CALCULATED BY /7�` DATE
CHECKED BY _ _ DAB
SCALE
/
S
3
a
2,
o
30
09
-F
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
FLORIDA CERItIF ATE No 56755
PH: (305)6489008 FAX: (305) 6W28
DESIGN CALCULATIONS
JOB V"f. '03+6
SHEET NO A 8 OF
CALCULATED BY ff ' DATE
CHECKED
-0
I
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ME
-
OMNI,
En
MINI
No
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mm�mlmm
M
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M
MM
ME
NEE
IGNACIO J. CALVO, P.E. JOB et) +0
STRUCTURAL ENGINEER SHEET NO Z49 OF
1800 S.W 27 AVE. #401 F DA7F /- i3 S�
- FLORIDA CERIYIFICATE No.56755 CALCULATED BY
PH (305)648900B FAX: (305) 6489128 CHECKED BY _ _ DATF
DESIGN CALCULATIONS scALE
M
0
NON
ME
MEN
Ego
ONE
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,lei
ON
MEN
0
N
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31,
M
mom
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100.9mmml
ON
Bill
mom
WENIME
MEN
MENWASC
NONE
on
0
0
1 -0
0411
V_ z
fa
W
M
ONE
JOE!
Brim
ON
No
MOM
mom
MENEM
ME
slim
INEMEM
M
ME
M1
ONE
M
ON
MENIME
ME
Emnaamas
0
El
mom',
Emum�u
OEM
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11min
Elm
rw
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�!Z.IOMMMIMM
No
M
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IMEMERMEMME
nualmom
MENEM
0
MMMMEMMMMMMMMMMIM
0
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M
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ON
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No
M
M
ME
00
mom
No
MEN
0
IGNACIO J. CALVO, P.E. J013 A
STRUCTURAL ENGINEER SHEET N OF
1800 SM 27 AVE. #401
MIAMI FL 33145 CALCULATED BY DATE
FLORIDA CERtIFIdATE No.56755 CHECKED BY DATE
PH- (305)6489008 FAX. (305) 6489128 SCAB F
DESIGN CALCULATIONS
474
VE,
14
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2
9:30:19 AM Licensed to: I.C., MIAMI, FL
FILE NAME C: \PROGRA- 1 \ADOSS \DATA \PRIV25-5.ADS
PROJECT ID. PRIV RESIDENCE 8370
-----------------------------------
SPAN ID. 2B -5
------------- - - - - --
ENGINEER
DATE
TIME
UNITS
CODE
SLAB SYSTEM
FRAME LOCATION
DESIGN METHOD
NUMBER OF SPANS 3
CONCRETE FACTORS
DENSITY(pcf )
TYPE
V c (ksi)
density factor
fr (psi)
IC
1/11/2005
17:47:44
U.S. in -lb
ACI 318 -95
CONTINUOUS BEAM
INTERIOR
STRENGTH DESIGN
SLABS
150.00
NORMAL WGT
3.00
1.00
410.80
BEAMS
150.00
NORMAL WGT
3.00
1.00
410.80
REINFORCEMENT DETAILS: NON- PRESTRESSED
YIELD STRENGTH (flexural) Fy 60.00 ksi
YIELD STRENGTH (stirrups) Fyv = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT BEAM TOP 2.50 in OUTER LAYER
AT BEAM BOTTOM = 2.50 in
FLEXURAL BAR SIZES: MINIMUM I MAXIMUM
AT BEAM TOP = # 4 #14
AT BEAM BOTTOM = # 4 #14
MINIMUM SPACING:
IN BEAM = 1.00 in
COLUMNS
150.00
NORMAL WGT
3.00
1.00
410.80
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3
9:30:19 AM Licensed to: I.C., MIAMI, FL
SPAN /LOADING DATA
* * * * * * * * * * * * * * * **
I SPAN ILENGTH
Tslab
I WIDTH
L2 * * *I
SLAB I
INUMBERI L1
Wa Wb
I LEFT
RIGHT I
SYSTEM I
I I (ft)
I------ I--------------
(in)
I (ft)
1--------------
(ft) I
I---
I
- - - - -1
I I
I 1* 1 .5
.0
I
1 .3
I
.3 I
I
5 1
- 1 2 1 16.7
.0
1 .3
.3 1
5 1
1 3* 1 .5
11
.0
1 .3
1
.3 1
1
5 1
1
//I-
DESIGN COLUMN I UNIFORM LOADS I
STRIP STRIP * *1 S. DL LIVE 1
(ft) (ft) 1 (psf ) (psf ) I
--------------- I---------- - - - - -I
I I
.7 .7 1 .0 .0 1
.7 .7 I .0 .0 1
.7 .7 1 .0 .0 I
i I
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
* * * * * * * ** * * * * * * * * * **
ISPANILOADITYPEI
PARTIAL
DEAD LOADS ILOADITYPEI
PARTIAL LIVE LOADS 1
•I No.1
1---- 1----
No.1 I
1---- 1--------------------------
Wa Wb
Le Lb I No.1 I
1---- 1---- 1---------------------
Wa Wb La Lb 1
- - - - -1
I 1 *I
I {
I I I
I
1 2 1
1 IUNIFI
1475.0
.0 .0 9.71 1 1UNIF1
585.0 .0 .0 9.71
1 2 1
2 IUNIFI
120.0
.0 9.7 16.71 2 IUNIFI
120.0 .0 9.7 16.71
1 2 1
3 ICONCI
20.5
.0 9.7 .01 3 ICONCI
6.0 .0 9.7 .01
1 3 *1
1 1
1 1
11
1 1 1
1 I 1
1
1
* - Indicates cantilever span information.
UNITS FOR:
UNIFORM LOAD: Wa ....... plf
CONCENTRATED LOAD: Wa ....... kips
TRAPEZOIDAL LOAD: Wa & Wb..plf
MOMENT: Wa ....... ft- k
NOTE: Local effects of partial 1
ADOSS, compute manually.
La & Lb...
La........
La & Lb...
La........
:)adings are
ft
ft
ft
ft
NOT considered by
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4
9:30:19 AM Licensed to: I.C., MIAMI, FL
BEAMS ALONG SPAN DATA
I SPAN I
BEAM I
BEAM DEPTHS
I
HAUNCH
LENGTHS I
INUMBERI
WIDTH I
LEFT
CENTER
RIGHT I
LEFT
RIGHT I
I I
- ----- I-------
(in) I
I-------------------------
(in)
(in)
(in)
I (ft)
I-----------
(ft) I
- - - - - I
I I
I 1 1
I
8.0 I
29.0
29.0
29.0
I
1 .0
I
.0 I
I 2 1
8.0 I
29.0
29.0
29.0
1 .0
.0 I
I 3 1
1 I
8.0 I
1
29.0
29.0
29.0
1 .0
I
.0 1
I
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5
9 :30:19 AM Licensed to: I.C., MIAMI, FL
COLUMN /TORSIONAL DATA
11q
I COLUMN I COLUMN ABOVE SLAB ) COLUMN BELOW SLAB I CAPITAL ** ICOLUMN MIDDLEI
NUMBER I C1 C2 HGT I C1 C2 HGT IEXTEN. DEPTHISTRIP* STRIP *I
I i (in) (in) (ft) I (in) (in) (ft) I (in) (in) I (ft) (ft) I
1-------- 1------------------- 1------------------- I------------- I--------- - - - - -1
I I I I I I
1 I .0 .0 .0 I 8.0 8.0 8.0 I .0 .0 I .7 .0 I
I 2 I .0 .0 .0 I 8.0 8.0 8.0 I .0 .0 1 .7 .0 I
I 1 I I I I
Columns with zero ^C2^ are round columns.
* -Strip width used for negative flexure.
* *- Capital extension distance measured from face of column.
COLUMN I SUPPORT 1
I NUMBER I FIXITY*
I I % I
--------
I----- - - - - -I
I I I
1 I 0% I
I 2 I 0%
-------- I----- - - - - -1
* - Support fixity of 0% denotes pinned condition.
Support fixity of 999 denotes fixed end condition.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6
9:30:19 AM Licensed to: I.C., MIAMI, FL
LATERAL LOAD /OUTPUT DATA
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75%
LOAD FACTORS:
U = 1.40 *D + 1.70 *L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D + 1.30 *W
OUTPUT OPTION(S):
Input Echo
Column Service Load Table
Centerline Moments and Shears
Shear Table
Reinforcing Required
Deflections
* *TOTAL UNFACTORED DEAD LOAD = 39.551 kips
LIVE LOAD = 12.497 kips
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7
9:30:19 AM Licensed to:
I.C., MIAMI, FL
SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER
COLUMN DESIGN
COLUMN NUMBER 1
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
• LOAD PTRN 1 DEAD
21.0
.0
.0
LIVE
5.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
21.0
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAL
21.0
.0
.0
LIVE
5.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
21.0
.0
.0
LIVE
6.7
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER 2
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
18.6
.0
.0
LIVE
4.3
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
18.6
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
18.6
.0
.0
LIVE
4.3
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
18.6
.0
.0
LIVE
5.8
.0
.0
LATL
.0
.0
.0
NOTE: Add dead, live
and lateral axial loads
as appropriate.
Top moments are those at joint bottom.
Bottom moments
are those at joint top.
Moments are positive when counter - clockwise.
Axial forces positive when compressive.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8
9:30:19 AM Licensed to: I.C., MIAMI, FL
- - -- STATICS PRINT -OUT FOR GRAVITY LOAD ANALYSIS - - --
J O I
N T M O M E N T
S ( ft - kips )
JOINT
-----------------------------------------
PATTERN -1
PATTERN -2
NUMBER
LEFT
RIGHT
TOP BOTTOM
LEFT RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
.0
.0
.0 .0
.0 .0
.0 .0
2
.0
.0
.0 .0
.0 .0
.0 .0
JOINT
PATTERN -3
PATTERN -4
NUMBER
LEFT
RIGHT
TOP BOTTOM
LEFT RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
.0
.0
.0 .0
.0 .0
.0 .0
2
.0
.0
.0 .0
.0 .0
.0 .0
J 0
I N T S H E A R
S ( kips )
JOINT
----------------------------------
PATTERN -1
PATTERN -2
PATTERN -3
PATTERN -4
NUMBER
LEFT
RIGHT
LEFT RIGHT
LEFT RIGHT
LEFT RIGHT
------------------------------------------------------------------------------
1
-.1
37.9
-.1 29.3
-.1 37.9
-.1 40.8
2
----------------------------------------------------------------------
-33.3
.1
-25.9 .1
-33.3 .1
-35.7 .1
- - - - --
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9
9 :30:19 AM Licensed to: I.C., MIAMI, FL
B E A M S H E A R R E Q U I R E M E N T S ( kips, sq. in. /in. , ft.)
************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
NOTE -- Allowable shear stress in beams - 109.54 psi (see "CODE "). //6
------------------------------------------------------------------------------
BEAM
LEFT
SIDE 1 -- FRACTIONAL DIST. ALONG SPAN -1 RIGHT
SIDE
LEFT
SPAN PATT.
Vu @d
Av /s
Av /s Av /s Av /s AV/8
Av /s
Vu @d
Vc /2.
NO. NO.
SHEAR
@d
.175 .375 .625 .825
@d
SHEAR
DIST.
------------------------------------------------------------------------------
1 * *
Span
shear requirements negligible
or zero
2 4
32.3
.009
.008 .007* .009 .010
.011
-34.0
-1.00
3 * *
------------------------------------------------------------------------
Span
shear requirements negligible
or zero
- - - - --
NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value above.
2.) To obtain stirrup area, multiply spacing by Av /s value.
3.) Local effects due to loadings applied at other segments
along beam span must be calculated manually.
4.) Symbols following Av /s values:
* - Code required minimum shear reinforcement.
x - Vs exceeds 2 *Vc, maximum stirrup spacing must be halved.
+ - Av /s value at segment located within effective depth.
! - Vs exceeds 4 *Vc, section geometry has to be redesigned.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
9:30:19 AM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
X19
* B E A M
COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL
NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH
* (ft -k) * (sq.in) (in) * (sq.in) (in)
-------------------------------------------------------------
1 ** 9 L II
.0 .71 8.0
2 ** 4 II R .0 .71 8.0
* - No doubly reinforced section is required.
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
* B E A M
SPAN *PATT *LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL
NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH
(ft) * (ft -k) * (sq.in) (in) * (sq.in) (in)
---------------------------------------------------------------
2 4 9.6 236.1 2.26 8.0
* - No doubly reinforced section is required.
NOTE: Beam reinforcement areas are based on one layer.
01 -14 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11
9:30:19 AM Licensed to: I.C., MIAMI, FL
D E F L E C T I O N A N A L Y S I S
******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
NOTES - -Spans 1 and 3 are cantilevers.
- -Time- dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for .range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of elasticity of concrete, Ec = 3321. ksi
* * C O L U M N S T R I P
* DEAD * DEFLECTION DUE TO:
SPAN * LOAD *--------------------------
NUMBER * Ieff. * DEAD * LIVE * TOTAL
* (in ^4) * (in) * (in) * (in)
--------------------------------------------
1 16259. -.009 -.003 -.012
2 11063. .147 .052 .199
3 16259. -.009 -.003 -.012
* M I D D L E S T R I P
* DEFLECTION DUE TO:
-----------------------------
* DEAD * LIVE * TOTAL
* (in) * (in) * (in)
-----------------------------
N o f a p p l i c a b l e
N o t a p p l i c a b l e
N o t a p p l i c a b l e
* Program completed as requested *
IGNACIO J. CALVO, P.E.
JOB Ad. Pam
STRUCTURAL ENGINEER
sHEET NO OF
1800 S.W. 27 AVE. #401
BY ,/ ' DATE
MIAMI FL. 33145
- FLORIDA CERYIFICATE No.56755
CALCULATED
PH- (305)6489008 FAX: (305) 6489128
CHECKED BY _ DATE
DESIGN CALCULATIONS
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W. 27 AVE. #401
MIAMI FL 33M
FLORIDA C RtIFICATE No 56755
PH* (305)6489008 FAX: (305)6489128
DESIGN CALCULATIONS
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•IGNAACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
MIAMI FL. 33145
• FLORIDA CERYIFICATE No.56755
PH: (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB /./1. :ra
SHEET NO �Z OF
CALCULATED BY A77- DATE x-12 '4K
CHECKED BY _ _ DATE
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01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2
7:34:48 PM Licensed to: I.C., MIAMI, FL
FILE NAME C: \PROGRA- 1 \ADOSS \DATA \PRIV28 -B.ADS
PROJECT ID. PRIV RESIDENCE 8370 /0-/r
-----------------------------------
SPAN ID. 2B -8
------------- - - - - --
ENGINEER
DATE
TIME
UNITS
CODE
SLAB SYSTEM
FRAME LOCATION
DESIGN METHOD
- NUMBER OF SPANS 3
CONCRETE FACTORS
DENSITY(pef )
TYPE
f'c (ksi)
density factor
fr (psi)
IC
1/11/2005
17:47:44
U.S. in -lb
ACI 318 -95
CONTINUOUS BEAM
INTERIOR
STRENGTH DESIGN
SLABS
150.00
NORMAL WGT
3.00
1.00
410.80
BEAMS
150.00
NORMAL WGT
3.00
1.00
410.80
REINFORCEMENT DETAILS: NON - PRESTRESSED
YIELD STRENGTH (flexural) Fy = 60.00 ksi
YIELD STRENGTH (stirrups) Fyv = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT BEAM TOP - 2.50 in OUTER LAYER
AT BEAM BOTTOM = 2.50 in
FLEXURAL RhR SIZES: MINIMUM I MAXIMUM
AT BEAM TOP = # 4 #14
AT BEAM BOTTOM = # 4 #14
MINIMUM SPACING:
IN BEAM = 1.00 in
COLUMNS
150.00
NORMAL WGT
3.00
1.00
410.80
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3
7:34:48 PM Licensed to: Y.C., MIAMI, FL
SPAN /LOADING DATA
I SPAN ILENGTH
Talab
I WIDTH
L2 * * *I
SLAB I
DESIGN
INUMBERI Ll
I LEFT
RIGHT I
SYSTEM I
STRIP
I I (ft)
I- -----I--------------(--------------I--------►-------
(in)
I (ft)
(ft) I
I
(ft)
I I
I 1* 1 .5
.0
I
I .3
I
.3 1
I
5 I
.7
I 2 1 9.0
.0
I .3
.3 I
5 I
.7
I 3* I .5
I I
.0
I .3
I
.3 I
I
5 I
I
.7
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
IN-
COLUMN I UNIFORM LOADS I
STRIP * *I S. DL LIVE 1
(ft) I(psf ) (psf )1
-
------ I---------- - - - - - I
i I
.7 1 .0 .0 I
.7 I .0 .0 1
.7 I .0 .0 I
I I
ISPANILOADITYPEI PARTIAL DEAD LOADS ILOADITYPEI PARTIAL LIVE LOADS I
I No.1 No.1 I Wa Wb La Lb I No.1 I Wa Wb La Lb I
---- I---- I---- I-------------------------- I---- 1---- I--------------------- - - - - -1
• I I I I I I I I
{ 1 *{ { I { I 1 I
1 2 1 1 IUNIFI 1190.0 .0 .0 3.51 1 IUNIFI 230.0 .0 3.5 9.01
I 2 1 2 ICONCI 13.4 .0 3.5 .01 2 ICONCI 5.7 .0 3.5 .01
1 2 1 3 IUNIFI 790.0 .0 3.5 9.01 3 IUNIFI 450.0 .0 .0 3.51
13 *1 I 1 I 1 1 I
1 I I 1 I I I I
* - Indicates cantilever span information.
UNITS FOR:
UNIFORM LOAD: Wa ....... plf
CONCENTRATED LOAD: Wa ....... kips
TRAPEZOIDAL LOAD: Wa & Wb..plf
MOMENT: Wa ....... ft -k
NOTE: Local effects of partial 1
ADOSS, compute manually.
La & Lb...
La........
La & Lb...
La........
:)adings are
ft
ft
ft
ft
NOT considered by
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4
7:34:48 PM Licensed to: I.C., MIAMI, FL
BEAMS ALONG SPAN DATA
* * * * * * * * * * * * * * * * * * * **
/Z&
I SPAN I
BEAM I
BEAM DEPTHS
I HAUNCH
LENGTHS I
INUMBERI
WIDTH I
LEFT
CENTER
RIGHT
I LEFT
RIGHT I
' I I
- ----- I-------
(in) I
I-------------------------
(in)
(in)
(in)
i (ft)
i-----------
(ft) 1
- - - - - I
I I
I 1 1
I
8.0 I
16.0
16.0
16.0
I
1 .0
I
.0 I
I 2 (
8.0 1
16.0
16.0
16.0
I .0
.0 I
I 3 1
1 1
8.0 I
1
16.0
16.0
16.0
1 .0
I
.0 I
I
01-13-2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5
7:34:48 PM Licensed to: I.C., MIAMI, FL
COLUMN /TORSIONAL DATA
* * * * * * * * * * * * * * * * * * * **
I2�
COLUMN
! COLUMN ABOVE
SLAB
I COLUMN
BELOW
SLAB
I CAPITA -. ** ICOLUMN
MIDDLEI
I NUMBER
I Cl
C2
HGT
I CI
C2
HGT
IEXTEN. DEPTHISTRIP*
STRIP *I
I I
• I- -------
(in)
I-------------------
(in)
(ft)
I (in)
i-------------------
(in)
(ft)
I (in) (in) I (ft)
I------------- I---------
(ft) I
- - - - - I
I
I 1
I
1 .0
.0
.0
!
I 8.0
8.0
8.0
I I
I .0 .0 I .7
I
.0 I
I 2
I
1 .0
I
.0
.0
! 8.0
I
8.0
8.0
I .0 .0 I .7
I I
.0 I
I
Columns with zero ^C2^ are round columns.
* -Strip width used for negative flexure.
* *- Capital extension distance measured from face of column.
COLUMN I SUPPORT I
I NUMBER I FIXITY* I
I I % I
I-------- I----- - - - - -I
I I I
I 1 I 0% 1
I 2 I 0% I
--------
I----- - - - - -I
* - Support fixity of 0% denotes pinned condition.
Support fixity of 999% denotes fixed end condition.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6
7:34 :48 PM Licensed to: I.C., MIAMI, FL
LATERAL LOAD /OUTPUT DATA
/?,a
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75%
LOAD FACTORS:
U = 1.40 *D + 1.70 *L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D + 1.30 *W
OUTPUT OPTION(S):
Input Echo
Column Service Load Table
Centerline Moments and Shears
Shear Table
Reinforcing Required
Deflections
* *TOTAL UNFACTORED DEAD LOAD = 23.066 kips
LIVE LOAD = 8.540 kips
1.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7
7:34:48 PM Licensed to:
I.C., MIAMI, FL
SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER
COLUMN DESIGN
COLUMN NUMBER 1
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
13.6
.0
.0
LIVE
3.9
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
13.6
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
13.6
.0
.0
LIVE
3.9
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
13.6
.0
.0
LIVE
5.2
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER 2
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
9.4
.0
.0
LIVE
2.5
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
9.4
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
9.4
.0
.0
LIVE
2.5
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
9.4
.0
.0
LIVE
3.3
.0
.0
LATL
.0
.0
.0
NOTE: Add dead, live
and lateral axial loads
as appropriate.
Top moments are those at joint bottom.
Bottom moments
are those at joint top.
Moments are positive when counter - clockwise.
Axial forces positive when compressive.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8
7:34:48 PM Licensed to: I.C., MIAMI, FL
- - -- STATICS PRINT-OUT FOR GRAVITY LOAD ANALYSIS - - --
PATTERN -4
LEFT RIGHT
-------- - - - - --
.0 27.9
-18.8 .0
-------- - - - - --
J 0
I N T S H E A R S
( kips )
JOINT
----------------------------------
PATTERN -1
PATTERN -2
PATTERN -3
/34�
LEFT RIGHT
LEFT RIGHT
J O I N T
------------------------------------------------------------
1
M O M E N
T S (
ft - kips )
2
----------------------------------------------------
-17.4 .0
JOINT
-17.4 .0
- - - - --
-----------------------------------------
PATTERN -1
PATTERN -2
NUMBER
LEFT
RIGHT TOP
BOTTOM
LEFT
RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
.0
.0
.0
.0
.0
.0
.0
.0
2
.0
.0
.0
.0
.0
.0
.0
.0
JOINT
PATTERN -3
PATTERN -4
NUMBER
LEFT
RIGHT TOP
BOTTOM
LEFT
RIGHT TOP
BOTTOM
--------------------------------------------------------------------------
1
.0
.0
.0
.0
.0
.0
.0
.0
2
.0
.0
.0
.0
.0
.0
.0
.0
PATTERN -4
LEFT RIGHT
-------- - - - - --
.0 27.9
-18.8 .0
-------- - - - - --
J 0
I N T S H E A R S
( kips )
JOINT
----------------------------------
PATTERN -1
PATTERN -2
PATTERN -3
NUMBER
-
LEFT RIGHT
LEFT RIGHT
LEFT RIGHT
------------------------------------------------------------
1
.0 25.7
.0 19.1
.0 25.7
2
----------------------------------------------------
-17.4 .0
-13.2 .0
-17.4 .0
- - - - --
PATTERN -4
LEFT RIGHT
-------- - - - - --
.0 27.9
-18.8 .0
-------- - - - - --
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEKENT ASSN. Page 9
7:34:48 PM Licensed to: I.C., MIAMI, FL
B E A M S H EAR R EQU I REMEN T S (kips, sq.in. /in., ft.)
NOTE -- Allowable shear stress in beams a 109.54 psi (see "CODE ").
------------------------------------------------------------------------------
' BEAM
LEFT
SIDE 1 -- FRACTIONAL DIST. ALONG SPAN -1 RIGHT
SIDE
LEFT
SPAN PATT.
Vu @d
Av /s
AV/5 Av /s Av /s Av /s
Av /s
Vu @d
Vc /2.
NO. NO.
SHEAR
@d
.175 .375 .625 .825
@d
SHEAR
DIST.
------------------------------------------------------------------------------
1 * *
Span
shear requirements negligible
or zero
2 4
24.2
.021
.020 .000 .007* .009
.009
-16.4
3.38
3 * *
------------------------------------------------------------------------
Span
shear requirements negligible
or zero
- - - - --
NOTES: 1.) To obtain stirrup spacing, divide stirrup area by Av /s value above.
2.) To obtain stirrup area, multiply spacing by Av /s value.
3.) Local effects due to loadings applied at other segments
along beam span must be calculated manually.
4.) Symbols following Av /s values:
* - Code required minimum shear reinforcement.
x - Vs exceeds 2 *Vc, maximum stirrup spacing must be halved.
+ - Av /s value at segment located within effective depth.
! - Vs exceeds 4 *Vc, section geometry has to be redesigned.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 10
7:34:48 PM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
* B E A M
COLUMN *PATT *LOCATION * TOTAL * TOP STEEL * BOTTOM STEEL
NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH * AREA WIDTH
* (ft -k) * (sq.in) (in) * (sq.in) (in)
--------------------------------------------------------------
1** 4 L II .0 .36 8.0
2 ** 4 II R .0 .36 8.0
* - No doubly reinforced section is required.
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* B E A M
SPAN *PATT *LOCATION * TOTAL * BOTTOM STEEL * TOP STEEL
NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH * AREA WIDTH
(ft) * (ft -k) * (sq.in) (in) * (sq.in) (in)
---------------------------------------------------------------
2 4 3.4 79.6 1.58 8.0
* - No doubly reinforced section is required.
NOTE: Beam reinforcement areas are based on one layer.
01 -13 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 11
7:34:48 PM Licensed to: I.C., MIAMI, FL
D E F L E C T I O N A N A L Y S I S
******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
NOTES - -Spans 1 and 3 are cantilevers. 133
- -Time- dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of
* *
* DEAD
SPAN * LOAD *-
NUMBER * Ieff.
* (in ^4)
-------------------
1 2731.
2 1838.
3 2731.
elasticity of concrete, Ec = 3321. ksi
C O L U M N S T R I P * M I D D L E S T R I P
DEFLECTION DUE TO: * DEFLECTION DUE TO:
------------------------------------------------------
DEAD * LIVE * TOTAL * DEAD * LIVE * TOTAL
(in) * (in) (in) (in) * (in) (in)
------------------------------------------------------
-.010 -.004 -.013 N o t a p p l i c a b l e
.078 .033 .111 N o t a p p 1 i c a b 1 e
-.008 -.003 -.012 N o t a p p l i c a b l e
* Program completed as requested *
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
FLORIDA CERY FICATE No 56755
PH (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB
SHEET NO 37' OF
CALCULATED BY DATE- /— /3 -a S
CHECKED
_ DATE
Ell-ME" mm"Im.- --m ilm I mm
m m m m m mmmmmm mmmImm
Emn
ammid
mm
Im No.
m I mm mm Imimomr mm m
Im I m lillm
Emm mmloompmmmmmm ommmmimmmm
momEmmm ME -, omm"70-immmmm mmmmilli
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERWICATE No.56755
PH - (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB A/1. 65?�)
SHEET W Z3 a r
OF
CALCULATED BY 4-F DATE /-/ -3-0V
CHECKED
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IGNACIO J. CALVO, P.E. JOB '00. d. gr;!) +-y
STRUCTURAL ENGINEER SHEET NO _ / 30 OF
1800 S W. 27 AVE. #401
MIAMI FL 33145 CALCULATED BY DATE / — / -.)— Ci S
FLORIDA CERTIFICATE No.56755 CHECKED BY _DATE
PH: (305)6489008 FAX: (305) 6489128 —
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STRUCTURAL ENGINEER SHEET NO OF
1800 S.W 27 AVE. #401
FLORIDMIAMI YFL 33 E No 56755 CALCULATED BY /f /' DATE,—/ - i - -O S-
PH- (305)6489008 FAX: (305) 6489128 CHECKED BY — _ DATE
DESIGN CALCULATIONS SCALE
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERtIFICATE No.56755
PH (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB �0, ole, P 3 -�b
SHEET NO q X36 OF
CALCULATED BY oa I' DATE I —P D —O C
CHECKED BY — _ DATE
SCAl F
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IGNACIO J. CALVO, P.E. JOB /Z y
STRUCTURAL ENGINEER SHEET / 9 OF
1800 S.W 27 AVE. #401
FLORIDMIAMI FL Y 331E No -56755 CALCULATED BY A " DATE
PH- (305)6489008 FAX: (305) 6489128 CHECKED BY _ _DATE
DESIGN CALCULATIONS ScA� F
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE. # 401
MIAMI FL. 33145
FLORIDA CERtIFICATE No.56755
PH • (305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
JOB
SHEET NO �� OF
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W. 27 AVE. #401
FLORIDA CERIYIFICATE No 56755
PH (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB �0.w, g'J�
SHEET NO OF -
CALCULATED CALCULATED B DATE / - / tO - dT
CHECKED BY __ _ DATE
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iGNACIO J. CALVO, P.E. JOB - A /1. &3
STRUCTURAL ENGINEER SHEET OF
1800 S.W 27 AVE. #401
MIAMI FL 33M CALCULATED BY DATE
FLORIDA CERtlAdATE No.56755
PH, (305)6489008 FAX: (305) 6489128 CHECKED DATE---
DESIGN CALCULATIONS SCALE
s 6 -
A 13.:5
3
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----------
IGNACIO J CALVO RE
1800 SW 27 AVE #401
MIMAI, FL 33145
• ph 305 648 W08
STEEL COLUMN PLATE Project:-PRIVATE RESIDENCE 8370
Bement—ST-1 BOTT PL—
Comp. Abal Load P 6 Lips
• Plate Width B:= 12 in
Plate Height N:- 12 in
Plate cantilever m m := 4 in
Specified compression fc := 3 ksi
concrete strength
Specified minimum Fc := 36 ksL
yield stress
Area = B•N Arw = 144
fp := P ip = 0.042
. Area
Fp := 0.35•fc FP = 1.05 ksi
fp =0.042 tp6Fp Fp= 105
tp :_ ("2 •m)•I R tp = 0 272 in
Plate thickness should be >= tp
1
X03
IGNACIO J CALVO P -E_
1800 SW 27 AVE #401
MIMAI, FL 33145
• ph 305 648 9008
STEEL. COLUMN PLATE
Project: -PRIVATE RESIDENCE 8370
Element—ST-11 TOP PL—
Comp. A)aai Load P:- 6
hips
Plate Width B:= 12
in
Plate Height N:= 7 625
m
Plate cantilever m m:- 4
in
Specified compression fc 3
ksi
concrete strength
Specified minimum Fc = 36
ksi
yield stress
Area := B•N Am= 91.5
fp:= P
s 0 066
Area
Fp := 0.35•fc Fp = 1.05 ksi
fp = 0.066 fp < Fp Fp = 105
1p := (2 -my L F.• tp = 0,341 in
Plate thickness should be >= tp
1
/N4
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W. 27 AVE. #401
IAMI FLORIDA CERtIFICATE No.56755
PH: (305)64890DB FAX: M 6489128
DESIGN CALCULATIONS
JOB P, 2 6-*�
SHEET NO 14y OF
CALCULATED BY DATE—J-= 1 33 - or
CHECKED BY __ _— DATA
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STRUCTURAL CALCULATIONS
FOR
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PRIVATE RESIDENCE AT
8370 S.W. 57T" AVENUE "....
SOUTH MIAMI, FLORIDA
0000
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January 17, 2005
(1 TO 43)
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
FLORIDA P.E. #56755
1800 SW 27 AVE # 401
MIAMI FL 33145
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DESIGN REFERENCES
FLORIDA BUILDING CODE, 2001 EDITION AND 2003 REVISION.
ASCE 7 —98 MIN. DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES
SEI /ASCE 37 -02 DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION
A%C 1 318 -99 (ACI 3188 -99)
CRSI, 1996 HANDBOOK
Z
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI 530- 99/TMS 402 -99 0.6 � .0 .
0000 ..
SPECIFICATION FOR MANSORY STRUCTURES ASC 530.1 /ASCE 6- 99/TMS 602 -99
.a•w•• 6606 • •
COMMENTARY ON BLDG.CODE REQUIREMENTS FOR MASONRY STITVCTURE!SrNcl 530
�a9 /ASCE 5- 99ITMS 402 -99 6 a 0 0
0 .0000.
0000
COMMENTARY ON SPECIFICATION FOR MANSORY STRUCTURES ACI 530 1- 99 /MpE 6••00:-
99/TMS 602 -99 • • • • •
USP CONNECTORS MANUAL 0.0900 a •
to 0 6.66 0000
"H1LT1" CONNECTORS MANUAL
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NATIONAL DESIGN SPECIFICATIONS FOR WOOD 1997 0 '
NCMA 2000 CONCRETE MASONRY STRUCTURES
MANUAL OF STEEL CONSTRUCTION, 9 TH EDITIONS
°ADOSS" SLAB AND BEAM DESIGN COMPUTER PROGRAM
PSI DESIGN HANDBOOK EDITION 5
"MATHCAD° COMPUTER PROGRAM
:-A
1
DESIGN LOADS:
ROOF
DEAD LOADS
PREFAB WOOD TRUSSES (t! 24"
5 PSF
5/8" " CDX" PLYWOOD DECKING
2 PSF
CLAY ME ROOFING
13 PSF
CEILING, MECK, ELECTRICAL
10 PSF
TOTAL
30 PSF
- LIVE LOAD
30 PSF
- SECOND FLOOR
DEAD LOADS
6, 7, 8 "CONC. SLAB
75 88 100 PSF
• •
• •
• •
PARTITIONS
12 PSF
.
.
•
. ...
.....
CEILING. MECH, ELECT.
10 PSF
' • •
• • •
• • • •
• •
CERAMIC TILE FLOORING
16 PSF
.
•
....
•
......
`
TOTAL
113 126 138 PSF
•
•
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• •' • : •
LIVE LOAD
••
••••••
STAIRS & TERRACES
100 PSF
•
ELSEWHERE
40 PSF
• • • • • •
•
BALCONIES LESS THAN 100 SFT.
60 PSF
•. •
• •
• •. •
• • •
.
. .
....
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
FLORIDA CERItIFICATE N05955
PH- (305)6489008 FAX- (305) 6489128
DESIGN CALCULATIONS
JOB
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WIND LOAD DESIGN ( ASCE 7 -98) for Exp C Rf slope 10 <sl <30 SUCCION
y COMPONENTS AND CLADDING S
PROJECT - Private Res at 8370sw 57 Ave -- Lenght of overhang L.=
Zone a•10% min width, 0.4 h (not less than 4% min width or 3 feet a •= 3
Kzt := 1 Kd := 0 85
h:= 25 25 I •= 10 V:= 146 Kz = 2 01 Kz = 0 947
900 L)9
qz := 0 00256 • Kz- Kzt -Kd- V` -1 qz = 43 937
MWFRS Cp .= 9 Ga = 85
pN4WFRS := qz -Ga -Cp + qz- 18 pMWFRS = 41 52
pMWFRSo% := [qz-Ga -Cp + (qz-0a- 8)] pMWFRSo%- = 63 489
TRUSSES area < =10 sq.ft_ L =5 ft
NET UPLIFT zonal, zone 2 &3 and overhang
- P ►l := qz.( -9 - 0 18) + 10
Pit = -37 5
P123 = qz -( -2 10 - 0 18) + 10
P123 = -91) 2
Plo%erg := qz. 1 -2 2) + 10
'
Plover2 = -86 7 •
Pio%er3 = qz•( -3.7) + 10
PlovcO = -152 6 ; •. ;•;
TRUSSES area =30 sq -It. L =10 It
NET UPLIFT zonel, zone 2 &3 aii8 Nefhang. " ".
0000
• Ppl := qz -(- 86 - 0 18) + 10
Pill = -35 7 •
Pj123 := qz -( -1 8 - 0 18) + 10
PJ123 = -77 •.�..• ;•••;•
- Pl►oNer2 := qz- (-2 2) + 10
PlloNer2 = -86 7 •'
.. ..
Pljo%er3 := qz. (-3 2) + 10
PllovcO = -130 6 :. • : •
TRUSSES area =50 sq -ft L =12 ft
NET UPLIFT zone 1, zone 2 &3 bpd overhang .••;.
Pml : 82 - 0 18► + 11►
Pml = -33 9
. 0000
Pm23 := qz -(-1.6 - 1) 18) + 10
Pm23 = -68.2 �••�•�
Pmo%erg := qz -(m2 2 ) + 10
Pmmerg = -86 7
Pmo%-er3 := qz -(-2 87) + 10
Pmox-er3 = -116 1
TRUSSES area > =100 sq.R L >17.3 R
NET UPLIFT zone 1, zone 2 &3 and overhang
Pgl := qz -(- 8 - 0 18) + 10
Pgl = -33 I
Pg23 — qz 1 -1 4 - 0 18► + 10
Pg23 = -59 4
Pgo, erg := qz. ( -2 2 ) + 10
Pgover2 = -867 -
PgoN era = qz. (-2 5) + 10
Pgover; = -99 8
COEF TO ADD TO JACK TRUSSES
COEF TO ADD TO GIRDERS AND TR L >17.3
Kok = L- 2.1P►over2 - Pj1) + [a- 2 -(P123 - Pj1)]• 1Kgi := L- 2- (Pgo,--er2 - Pg1) + [a- 2•(Pg23 - Pgl)]•2
Klk = -513 181
Kgi = -530 756
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COMPONENT AND CLADDING VERT SURFACE
h = 25 25 qz = 43 937
- AREA 10 SQ.FT
p10tt45 .= q7-(1 + 18)
plutt45 = 51 845
plOtt4 •= qz.( -1 I —
18)
pl0tt4 = —56 239
p l Ott-5 := qz- I — 14 —
18)
p 10tt-5 = —69 42
AREA 20 SQ.FT
p20tt45 .= qz -( 94 +
18)
p20tt45 = 49 209
p20tt 4 := qz. ( -1 05 —
18)
p20tt 4 = —54 042
p201%5.= qz-l-1 3 —
18)
p2utt-5 = —65 026
- AREA 30 SQ.FT
p3utt45 := qz -( 91 +
18)
pi0tt45 = 47 891
p301t4 = qz-( -1 02 —
18)
p3utt4 = —52 724
p30%%-5 = qz-( -1 24 —
18►
p30tt5 = 41.' 39
AREA 50 SQ.FT
•••••
p50n45 •= qz ( 87 +
18)
p50tt45 = 46 134
'• f.: ..:..•
p50%% 4 .= qz. i— 97 —
18)
p50tt4 = —50 527
...... .... . .
•
. .... ......
p50tt5 = qz•( -1 16 —
18)
p5ott-5 = —58 875
.• •.
AREA 100 SQ.FT
••••
pI Oft 45 •= qz ( 82 +
18)
pI00w45 = 41937
. . .. ......
p100%%4 •= qz.(— 92 —
18)
p100"4 = —48 3;
•
pI00tt•5 •= qz ( -1 05 — 18)
pl(10tt-5 = —54 042
AREA 150 SQ.FT
e Goof
•
. . . .... .. .
p150ht45 := qz.( 8 +
18)
p150n45 = 43 058
•••••• •
•
pl50tt4 •= qz (— 9 — .18►
p150tt4 = —47 452
pl5utt-5 := qz -( -1 0 —
18)
p150w5 = —51 845
AREA 200 SQ.FT
p20Ott-45 := qz -(.76 +
18)
p2o t•45 = 41 101
p200%i 4 = qz. (— 86 —
18)
p200m-4 = —45 694
p200a 5 := qz -( — 94 —
18 ►
p200tt 5 = —49 209
AREA 500 SO FT
p500tt-45 .= qz -( 7 +
18)
p500%%45 = 18 664
p500%%4 := qz -(— 8 —
18)
p50Utt4 = —43 058
p500%%-5.= qz.(— 9 —
18)
p5O(ht-5 = —43 058
WIND LOAD DESIGN (ASCE 7 -98) for Exp C Rf slope 10 <sl <30 SUCCION
COMPONENTS AND CLADDING
PROJECT - Private Res at 8370sw 57 Ave -- Lenght of overhang L:= 2
Zone a:10% min. width, 0.4 h (not less than 4% min width or 3 feet a:= .3
Kzt := 1 Kd := 1.0 95
h:= 25 25 1:= 10 V:= 146 Kz .= 2 O1(�00) Kz = 0 947
qz = 0 00256- Kz- Kzt- Kd -V 2 •I qz = 5169
MWFRS Cp := .9 Ga.= .85
ph4WFRS := qz -Ga -Cp + qz- 18 pMWFRS = 48 847
pNlWFRSo%-:= [qz- Ga -Cp+ (gz.Ga. 8)] pN4WFRSoN = 74.692
TRUSSES area < =10 sq.ft. L =5 ft
P)1 := qz -( -9 — 0 18) + 10
Pj23 := qz -1 -2 10 — 0 18) + 10
Pjo%er2 := qz.( -2.2) + 10
P1over3 := qz.( -3 7) + 10
TRUSSES area =30 sq.ft. L =10 ft
Ptl 1 := qz.(— 86 — 0 18) + 10
Pjj23 := qz -('-1.8 — 0 18) + 10
P6over2 := qz.( -2 2) + 10
P)joNer3 := qz•( -3.2) + 10
TRUSSES area =50 sq.ft L =12 ft
Pml := qz.( —.82 — 0 18) + 10
Pm23 := qz•1 -1.6 — 0.18) + 10
Pmo,. erg := qz- ( -2.2) + 10
Pmover3 .= qz -1 -2 87) + 10
NET UPLIFT zonel , zone
2 &3 and overhang
Pg23 -= qz -( -1 4 — 0 18) + 10
Pj 1 = -45.8
Pgover2 := qz.( -2.2) + 10
Pgover2 = —103 7
Pj23 = -107 9
Pgover3 = —119 2
Pjover2 = —103.7
Pjover3 = —181.3
0000 ..
•
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NET UPLIFT zonel , zone
2 0 9f1d%%trhan8• • • •
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P)I =-43.8
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Pp23 = -92 3
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Ppover2 = —103 7
.•••
••••�•
PAo,,-er3 = —155 4
. •
.
NET UPLIFT zone 1, zone
2 &3 and overharg.. :.
• •
Pm l = -41.7
.. . 0000
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Pm23 = —82
:..:.:
Pmover2 = —103 7
•
Pmover3 = —138 4
TRUSSES area > =100 sq -R L >17.3 ft NET UPLIFT zone 1, zone 283 and overhang
Pgl := qz.( —.8 — 0.18) + Ill
Pgl = —40 7
Pg23 -= qz -( -1 4 — 0 18) + 10
Pg23 = —71 7
Pgover2 := qz.( -2.2) + 10
Pgover2 = —103 7
Pgover3 := qz.(-2 5) + 10
Pgover3 = —119 2
COEF TO ADD TO JACK TRUSSES COEF TO ADD TO GIRDERS AND TR L >17.3
Kok:= L 2 (Plover2 — Pal) + [a- 2 -(Pj23 — Pal)]- lKgr:= L- 2- (Pgover2 — Pgl) + [a- 2 -(Pg23 — Pgl)] 2
Kjk = —603 742 Kgi = —624 419
COMPONENT AND CLADDING VERT SURFACE
AREA 10 SQ.FT
p l Ow45 := qz -(1 + 181
p10w4 := qz -( -1 1 — .18)
p10Av5 := qz.( -1.4 —.18)
AREA 20 SQ.FT
p20w45 := qz -( 94 + 18)
p20"4:= qz.( -1 05 — 18)
p20w5 := qz.( -1 3 — .18)
AREA 30 SQ.FT
p30w45 := qz -( 91 +.18)
p30x%4 := qz -( -1 02 — .18)
p30Av5 .= qz.( -1.24 — 18)
AREA 50 SQ.FT
p50xv45 .= qz•( 87 + 18)
p5O%%4:= qz -( -97 — 18)
p50w5 -= qz -( -1 16 — 18)
AREA 100 SQ.FT
plWiA45 -= qz -( 82 + 18)
pl00-,v4 qz -(— 92 — 18)
p100",5:= qz.( -1 05 — 18)
AREA 150 SQ.FT
p150x%45 := qz -( 8 + 18)
pl5Ow4 := qz•( —.9 — .18)
p150%v5 -= qz -( -1 0 — .18)
AREA 200 SQ.FT
p200w45 := qz -( 76 + 18 )
Wft-4 = qz (— 86 — 18)
p200w5 := qz•(— 94 — .18)
AREA 500 SQ.FT
p500w45 := qz -( 7 + 18)
p500"-4:= qz•( —.8 — .18)
p500w5 := qz•(— 8 — 18)
p IOw45 = 60 995
p I Ow4 = —66 164
p1Ow5 = —81671
p20%v45 = 57 893
p20%v4 = —63 579
p20w5 = —76 502
p30w45 = 56 342
p30-,v4 = —62 028
p30w5 = —73 4
p50w45 = 54 275
p50Av4 = —59 444
p50w5 = —69 265
p 100w45 = 5169
p10Ow4 = —56 859
p100w5 = —63 579
pI50w45 = 50656
pl50%v4 = — 55.825
p150w5 = —60 995
p200%%45 = 48 589
p200w4 = —53 758
p200%N 5 = —57 893
p5001v45 = 45 487
p5OOw4 = —50 656
p500w5 = —50 656
h= 25 25 qz = 5169
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STRUCTURAL ENGINEER
1800 S W 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERWICATE No.56755
- PH- (305)6489008 FAX- (305) 6489128
DESIGN CALCULATIONS
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STRUCTURAL ENGINEER
1800 S W 27 AVE. # 401
MOM FL 33145
FLORIDA CERTIFICATE No -56755
PH- (305)6489008 FAX- (305) 6489128
DESIGN CALCULATIONS
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STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERYIFICATE No56755
PH- (305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
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STRUCTURAL ENGINEER
MIAMI FL 33145
PH (305)6489008 FAX- (305) 6489128
DESIGN CALCULATIONS
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CALCULATED BY DATE _C)
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE #401
MIAMI FL 33145
FLORIDA CER'f IFICATE No 56755
PH (305)6489008 FAX (305) 6489128
DESIGN CALCULATIONS
JOB -
SHEET NO OF-
CALCULATED BY DATE -1- l r - U y
CHECKED BY-- _ -_ _ DATE-
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IGNACIO J CALVO P E
1800 S W 27 AVE
MIAMI FL 33145 P E #56755
ph 305 6489008
HOLLOW MASONRY WALL DESIGN w/ wind increase 1.33 �6
• LOCATION - -- -WALL at 2 floor - --
PROJECT -- Private R at 8370-
Masoan Steel
•=
Area of empty
fin := 1500 Ern 90)•tm
Em = I i5 x 1()G
mas. wall (in2 per ft)
Fs .= 24000 Es .= 2904000
Faceshell thickness tfs := 1 23
A«—e:= 30
Bar Spacing b = 48
Area of 1 rebar areb := 0 31
Height of wall hiN = 9 25 ft
h = h%N•12
h = 11 I Radius
r.= 2 9
Grav load Pd1ft = 1233 lbs
(per linear ft)
Moment (Wind) M«tt = 6933 in -lbs
Lenght of wall SOLID
(per linear ft)
h b
Neel •= 1
Pdl.= Pdltt Mx% = M%x-ft-
1 I)
bv..= Neel 8
• Pdl =4932. 1O' Mix =277 - 104
b,% =8
Width of wall H:= 7 625 d.= H
2
d =381;
Steel area As •= Neel (areb)
As = 0.31
—
Net Masonry Area An = H. b%% + A" (h bi% )
12
Net Masonry Area
An = 161
D-= -= Es n = 21 481 ro:= AS ro = 1 694x 10
Em (b -d ►
— [— A.,n— [tts•(b— b%N)]]+ As•n +[tfs(b— b")]]2 + tfs2[b%%(b —b"c)j +2dh%%ASn
id•bw) id b«•)
IGNACIO J CALVO P E
1800 S W 27 AVE
MIAMI FL 33145 P E #56755
ph 305 6488008
k= 0246 tt k-d tt = 0 938 In
(k-d btt-) + Ctfs-Ib — bw) 12 — [Ik d)]]]
IJ2 — LI d — d I-Ik -bwli + I2 tfs ►h — b%%)] rr►k•d — tfs) (d — I'll + r s rd — ( 1111
J. =u1112
1►I = U 024 p2 = 38 402 J = )) 9.1
to
Pdl
= An
la = 30 634
Fa := fm O 25 1 — h Fa = 344 932
r
I ( 140 r )'-
Fb := CI 3.',.(!)-fin] — to Fb = 63.1 366
IvLn = 5 Fb k d bit (d — 1'd) + [Fb tts Ib — htt IJ r(I — kts (d 24) + (2 k d) (d — tfsl1
l j L /IJ
Ms .= As Fs- I-d• 1 33
Mm = •1 6.14 x 10 4
Ms =35d7x 104
C1,i(I)Iml
Mmas • Mtt
Fh
M�
Mmax = 2 90 . lo d Mmax should be less than Mm and Ms h
- S
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W. 27 AVE. #401
FLORIDA
MIAMI t FICA E No 56755
PH- (305)6489008 FAX (305) 6489128
DESIGN CALCULATIONS
J, /C ��
JOB d to
— --- -- - - - --- -
SHEET NO OF-- n C-
CALCULATEDBY F DATE
CHECKED BY —__ _ _ . __ DATE
SCAT E
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SOLID MASONRY WALL DESIGN w/ wind increase 1.33
2/
LOCATION —AT HALL 2 FLOOR --- PROJECT --- PRIVATE R 8370 --
- Mason% Steel
fm := 150f) Em .= 91 0.fm Em= 1 15 x II1�
Fs := 24000 Es := 2900(N)(x►
Grav load Pdl = 3.195 lbs Moment (Wind) M%% ._ 38370 rn Ibs
Lenght of wall b .= 16
Width of wall H,= 7 625 d, H d = 3 813
2
Steel area As := 79 2
Net Masonry Area An .= 122
Radius r:= 2 8 Height of wall h = 111
11.= Es n = 21 481 ro = As ro = 0 026
Em (b -d)
k:= 12 -ro -n) + 1 ro -n►2 - ro-n k = 0 636 k -d 2.126 in
. k
► := i - - = 0 78H
fa .= Ydl to = 28 648
An
2
Fa := tin•►► 25 I — h Fa = 344 932
(� (!�-tin] 140 -r
Fb .= I 1 33 — fa Fb = 636 352
Mm := b•Fb -d`- k —.I Mm = 3 709 x 104
2
Ms := As Fs- I d -1 33 Ms= 1 515 f 10'
1
1.33 � � I•im
Mmax = Fb J -M%N- Mmax = d 01 7C-1 x I u� �i �► (J ��
Mmax should be less than Mm and Ms
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE. #401 FL. 33145
FLORIDA ERY FICATE No 56755
PH- (305)6489008 FAX- (305) 6489128
DESIGN CALCULATIONS
JOB GJ'�- -- -- -
SHEET NO_ OF_
CALCULATED BY A �� DATE-
CHECKED BY __ _ DATE_
SCAT F _
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3
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HOLLOW + SOLID MASONRY COLUMN DESIGN w/ wind increase 1.33
LOCATION- --- -AT HALL 2 FLOOR 3.58 OP - -- PROJECT --- PRIVATE R 8370 - --
- Masonn Steel
Area of empty
fm •= 15M Em = 910fm Em = 1 35 Y IOf,
mas. wall (in2 per ft)
Fs .= 24(00 Es = 290A0000
iO
Faceshell thickness tfs = 1.25
Lenght of wall TOTAL b.= 16
# of grout.eells w/ rebars Neel = t
Lenght of wall SOLID
Grav load Pdl •= 1870 lbs
bit '= Neel 8
bit =8
Moment (Wind) Mtt .= 21978 to Ibs
H
Width of wall H •= 7 625 d.- d =3 813
2
Steel area
Area of 1 rebar areh -_ () 31
As .= Neel (areb )
Net Masonry Area An •= H•btt +
-
Att•e (h bit )
Net Masonry Area
12
Radius r:= 2 8 Height of wall h:=925 12 h= I I I
An = 81
Es As
n:= n = 21 481 ro = ru = 5.082 x 10
Em (b•d)
( -As•n - Itf,•(b -bit )J ]
As n +ifs 1 h -hit) ]2
+
tfs`•[btc•( h - b%%)]]
+ (2 d bit As n)
- +
(d• bit-) ( d• bit)
k= 0 372 x%-:= k d AN- = 1 417 in
I
111 •_
S
(k d bit-) + tts• (b - bit-) • 2 - 111
[(kitdj
1 + 12 ifs (b - bit )]
112 _ Td - (�-k- -(k btv [ [1k•d) - tts] [d - + [d - rtfs1]JJ / (k- d2) 2J ' l
1 = III .1.12 t11 = 0 044
.1.12 = 19 76 1 = 0 878
fa = Y111
An Z �f
1_, ll
` Fa '=
fin-0 25• ! - C 1 r) Fb :_ Cl 33 �; tmJ - fa
M = 23 086 Fa = 344 932 Fh = 641 914
Mm := 5 Fh-k-d b%A -Cd - 2± + Fb tfs•) h - bA% ).CCI - \ k d)].[d - (±)] + (--2 L* —) Cd - \ 'f"')]]
Ms = As Fs I - d 1 3.3
2418. 104
Ms =3311x 11)
1 3 3 I �) tin
Mmax :_ Fb M%% Mmax = 2 277 x 104 1`l
3 O�c�
Mmax should be less Than Mm and Ms w 4 S
. IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S w 27 AVE. #401
MIAMI FL. 33145
FLORIDA CERTIFICATE No.56755
PH: (305)6489008 FAX- (305) 6489128
DESIGN CALCULATIONS
JOB e Pi 3
SHEET NO - - - -- 2� OF- - -- -
CALCULATED BY DATE S
CHECKED BY ___ _ _ DATE _
SCALE__
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE #401
MIAMI FL 33145
FLORIDA CERYIFICATE No 56755
PH (305)6489008 FAX (305) 6489128
DESIGN CALCULATIONS
JOB All 6-3"
SHEET NO lti OF_____ -_
CALCULATED BY DATE -� - � S D
CHECKED BY _ DATE
SCALE __ - -- -- ----
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IGNACIO J CALVO P E
1800 S W 27 AVE
MIAMI FL 33145 P E.#56755
ph 305 6489008
HOLLOW MASONRY WALL DESIGN w/ wind increase 1.33
LOCATION -- -WALL at G FLOOR - PROJECT -- Private R at 8370-
Masonn Steel
fm = 1500 Em •= 9tH)-tin Em= 1 35 x 101 Area of empty
etas. wall (in2 per ft)
Fs := 24001) Es := 29000000
Faceshell thickness tfs -= 1 25 Awe .= 30
Bar Spacing b - 48
Area of 1 rebar areb = 0 44
Height of wall Im = 11 5 ft
h h"-12
h = 138 Radius r:= 2 8
Grav load
Pdlft = 2913 lbs
(per linear ft)
Moment (Wind)
Mn-ft = 10455 (n_Ibs
(per linear ft)
Pdl := Pdlft- b
Mic := Nh%it- h
P
17
Pdl = 1 165 x 104
M" = 4 182 x 104
Width of wall H:= 7 625 d = H
-
d =3813
Steel area As = Neel-(areb)
As 044
- h
Net Masonry Area An - H. b%% + [A%% e (h
12 1%)
Net Masonry Area
An = 161
Lenght of wall SOLID
Neel = 1
bw = Neel 8
bAN = 8
U:= Es n= 21 481 ro •= As ro = 2 404 x 10 3
Em (b-d)
- ( -As n - [tfs•(b - bN% )] ] + L As u + [Ifs (b - bix )] ]2 + tts2•[b1% (b - M%)] + 2 d bNA Ab n
I d• bw) (d• b« )
IGNACIO.I CALVO RE
1800 S W 27 AVE
MIAMI FL 33145 RE #56755
ph 305 6489008
k= 0 277 tt := k•d tt = 1 057 In
! Zb
I_i 1 •_
tfs
- - ( k•d•htt ) + tts � b — btt )• 2 —
C kk'd)
[(d dk — h►] C►1 u tf' Cd U2 t k•bt k•d — tfs► d — + — \ t`JJJJ �) (k.A J f
III =1) 02 112 =45058 1 =0914
fa
Ydl
:_ An
fa = 72 373
2 )]
Fa = tin 0 25• 1 — h Fa = 328 525
l 1411•r
Fb = CI 33 ( 3 I tin — to Fb = 592 627
Mm = i• Fb •kdbtt•(d— dl +[Fhtf'sIh— Mt►)CCI— kj1Cd_ ts� +C2td)rd— tt.11
MS := As Fs j•d 1 33 J \ \ /
Mm = 5 09 • I1:)4
Ms = 4 994 X 11) 4
1 33 ( )fni
MMJ., _ ` JJ J Mtt
Fb
Mmax = 4 691 , 104 Mmax should be less than Mm and Ms
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE # 401
MIAMI, FL 33145
FLORIDA CERTIFICATE No 56755
PH (305)6489008 FAX: (305) 6489128
DESIGN CALCULATIONS
JOB -- / >/z cl-,) /Z) - - - -- —
SHEET NO OF -_ _
CALCULATED BY y DATE /- j f
CHECKED BY--- _ _ _ DATE -__— _ _ —
SCALE_—
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IGNACIO J CALVO P E
1800 S W 27 AVE
MIAMI FL 33145 P E #56755
ph 305 6489008
HOLLOW MASONRY WALL DESIGN w/ wind increase 1.33
LOCATION - --WALL at GARAGE -- PROJECT — Private R at 8370 -
Mas<xnn Steel
tin := 1500 Em 90) tin Em= 1 35 Y 11)x' Area of empty
mas. wall (in2 per ft)
Fs = 2400o Es = 2900000
A\Ce •= 30
Faceshell thickness tts — 1.25
Bar Spacing b:= 40
Area of 1 rebar arch = 0 31
Height of wall h%% = 10 75 ft
h,= hN% • 12
h = 129
Radros r = 2 8
Grav load
Pdlft = 1115 lbs
(per linear ft)
Moment (Wind)
Mix-ft = 9136 in lbs
(per linear ft)
b
h
Pdl .= Pdlft•
M" = MIN-ft
I�
I�
Pd1 =3717 10
M%N =3(W5- It
Width of wail H.= 7 625 d = H
d= 3 813
Steel area As = Ncel- (areb)
As = 0 31
Net Masonry Area An ll•b%% + A��e
12
Net Masonry Area
An = 141
Lenght of wall SOLID
Ncel •= I
bAA = Ncel 8
bw = 8
W= Es a = 21 481 ro = As ro = 2 033 x I(► 3
Em (b d)
�— ( -As u— Itf,(b— h,�•) ]] + As•n +(tfs(b— b«)]]2 + tfs21 h,N•(h —bn)J +2•d•b"Asn
( d• b«) t d• bi% )
IGNACIO J CALVO P E
• 1800 S W 27 AVE
MIAMI FL 33145 P E #56755
ph 305 6489008
k= 0 261 a := k -d U 995 in
:9/
I
r
I k -d hxr) + I tts ► b — b%,.)- 2 — Lt l: dl]]]
d k (' tfs (h — M% ►] 1[( tts tfs tts
[(d — / ►] + ( k -d — tfs► Cd — 2 /] + C ` d — ( 3 1111
J 1� � j L ` jJJJ
J •= 111.112
II I = () 1127 112 = 34 887 1 = 0 925
to
PLO
•_ An
fa =26359
[ ( )2]
Fa •= fm 0 15 I — h Fa = 334 3R9
140-r
Fb .= CI 33 (I 1 -fml — fa Fb = 638 (,11
L ``,jj JJ
k• d _ ttv _ tts tts ttS
Mtn = 5 Fh k d bx% - d — I + (Fh tf (h — bi% l] f k d) I (d 2) + (2 k d) (d 3 )
Ms .= As.Fs- j d -1 33 J l
Mm = •12.1.7 x 104
Ms= 3 49 x 1(14
CI 33.1 I fmJ
Mmax
Fb
Mmax = 3 171 r 110 Mmax should be less than Mm and Ms
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE #401
MIAMI FL 33145
FLORIDA CERtIFICATE No 56755
PH- (305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
JOB -- -e- - - - -- -- - - - -- --
SHEET
CALCULATED BY ' DATE_. S-
CHECKED BY _ DATE_ -_
SCALE_
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HOLLOW + SOLID MASONRY COLUMN DESIGN wf wind increase 1.13
�3
LOCATION —OP 4.83 AT FAMILY GFLOOR' --- PROJECT— PRIVATE R 8370 --
Mason
Steel
fin = MINI
Ent = 900-fm
Fs .= 24(N)1)
Es := 29000(H))
Facesheil thickness
tfs .= 1 25
Lenght of wall TOTAL
b.= 36
# of grout.cells wl rebars
Ncel .= 2
Grav load Pdl := 3686 lbs
Moment (Wmd) Mx% = 42265
in lbs
Width of wall H:= 7 625
d.= H
Area of 1 rebar areb — (► 31
Em = 1 15 x 0
d = 3 813
(b - bN% 1
I
Net Masonry Area An = H•bv% + Awe
12
Radius r.= 2 8 Height of wall h = 10 5 12 h = 126
Area of empty
mas. wall (in2 per ft)
A%,.•e := 30
Lenght of wall SOLID
b" = Neel -8
bA� = 16
Steel area
As -= Ncel•tareb)
Net Masonry Area
An = 172
n= Ea n =21481 ro•= As ro =4517X 10 3
Em (b-d)
k - [ -As n - [tt ( b - bx% 1] ] + As•n + tfs -( b - b%N) ]2 + tfs2 [bN% (b - b%A )) + (2 d -b%% As n)
( d- blv) ( d- bIc )
k = 0 355 xN .= k-d NN = 1 352 in
I
I (k-d b« ) + Ctfs-I b - bw)-2 - F ifs ►)]]
II '= d•k 1 2 tfs ( b - bN% rr (� d) -ifs rd + ifsll rd tfs l
2 . d- (k.bx, + [ )] L[ ]•L - (Is Cl 2 l.L - C 3) J
(k d`)
1:=.131 112 1.11 = 0021
1.12 = 42 805 1 = 1) 883
to :_ Pdl -
An
(b (I)-fin] Fa .= fn -0 25 1 - Fb -= 1 13 - fa 35<
14t1•r
fit =21.13 Fa= 336256 Fh =04357
Mm = 5 -Fb -k d bxx--Cd - Lk— ,d)1 + Fh -tfs -i h - h« ► -CCI - \ ` JJ Cd - l Z�JJ + (-LL�'-)-[d d - tts1JJ
Ms = As Fs 1 d 1 33
Mm = 5 251 a 104
Ms = 6 659x 0
1
133 - tin
Mmas _ •MA\ Mmax = 4 167 x 104
Fb
Mmax should be less than Mm and Ms
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE. #401
MIAMI FL 33145
FLORIDA CERYIFICATE No 56755
PH (305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
JOB - - -- �)_J_PJ �7z) - -
SHEET NO - 3 r Or -- -- _ - - --
CALCULATED BL -_ DATE
CHECKED BY .- DATE-
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HOLLOW + SOLID MASONRY COLUMN DESIGN w/ wind increase 1 33 3�
LOCATION - - -OP 2.33 AT GUEST GFLOOR' --- PROJECT --- PRIVATE R 8370 - --
Mason, Steel
Area of empty
fm = 1501) Em = 9(4).fm Em= 1 35 X 1116
mas. wall (in2 per ft)
Fs = 24(0) Es = 290(000
Aae.= ,U
Faceshell thickness tfs = 1 25
Lenght of wall TOTAL h — 28
# of grout.cells w/ rebars Ncel = 1
Lenght of wall SOLID
M, = Ncel 8
Grav load Pd] •= 102(4) Ibs
h„ =8
Moment (Wind) Mn- = 36590 Ln_lbs
H
Width of wall H.= 7 625 d.= d = 3 813
2
Steel area
Area of 1 rebar areb := 44
As— Ncel (areb )
( h - bix) l
I
Net Masonry Area An •= H b„ + A„e
J
Net Masonry Area
1 L
Radius r — 2 8 Height of wall 6 •= 1 1 5.12 h = 138
An= 1 I 1
n = Es n = 21 481 ro := As ro = 4 122 x 10 3
Em (b d)
— As•n— (tfs- (b— b„►]]+ L As- n +tfs•(h —h„)]2 j + tfs2(M,•(b —b„1] +(2db„Asn)
(d.b„ ') (d -bn )
k=0342 „ = k -d „ = 1.303 in
I
U1 = r
Td — (dkl + (2tfs)b— bc)] - t2 - 1kh„� (( k- d)— tfti]— +- [d— (tf')]JJ J (k d-) L l2J 2
I 1.11.112 III = ( ) 1)27
.112 = 32 289 1 = 0 886
Pdl
An
Fa := fin-0 25- 1 - (_±_)2
Fb = 1 3; (' I -fn] - fa 140r IJ
fa = 91 892 Fa = 328.525 Fh = 573 108
r tt� 1 tts
l k dI 1 l
Mm 5Fb-kd-b" d- : +FhtfsIb- hAN►CCI- I— I�fd- ( tf3 —1] +(--�L) d (;`k-dJ \ 2 2-k -d
Ms.= As Fs .1-d 1 33
Mm = 3 528 10'
Ms = d 746 10 4
CI 3, I � •tin�
Mmax ._ ` ) mm Mmax = d 246 w 10 4
Fh
Mmax should be less than Mm and Ms
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE #401
MIAMI FL 33145
FLORIDA CERtIFICATE No 56755
PH (305)8489008 FAX (305) 6489128
DESIGN CALCULATIONS
JOB - _ PGl _05 ye) - - - -
SHEET NO _ 15A OF
CALCULATED BY r DATE v J
CHECKED BY _ _ DATE
SCALE
1 � r
4-1 -
J
1
r y
y
14
WIND LOAD DESIGN (ASCE 7 -98) for Exp C (Fences)
PROJECT - -P. RESIDENCE 8370 PRIVACY WALL - -- J�
gust effect factor crust = x5
for v < =3 (ratio of height to width) Cf = 1 2
Kzt = 1 Kd — 35 2
95
h = 15 1.= 1 1) V •= 146 Kz := 2 01 h a = U 849
9111)
qz := 1) 00256 Kz•Kzt-Kd V` I qz = 39 374
p\\ .= qz Chisl-Cf p\N = 40 162 psf
CONCENTRIC FOOTING FOR A PRIVACY WALL
PROJECT PRIVATE RESIDENCE 8370 - - - --
Wind pressure
p„ = 40 162
Railing Equiv. Wind pressure
prail _ 0
Wall height (from grade to TB top)
hN%all _ 6
Railing Height (above)
hrail .= 0
Allowable soil pressure
psoil := 2000
CC/TB depth
hth = I
CC/TB width
„tb = 67
Mas wall width(# of 8 "CMU together)
nb = I
Top of footing depth
prof = 1 33
Depth of conc. footing
hfix := 1
Width of conc. footing
wftV1 .= 3
Additional load
„a = 0
4v
Moment in footing
C Mfxot t p" hwall ► +prof + hix�1J 1 J + ( prad broil hxval + prof + hik)t +
uuit,
2 Lal
2
Mfool = 1 284 x 103
Overturning Moment Mo% •= 1 5 Mfm Mox = 1 927 x 10'
Weight of wall P%vall := (](hrall + prof) - hth] 60 nh] + hth ivtb. 150 + „a Phxall = 490 3
Weight of soil Psod := ( "If K)t prof l l l0) - ( prof 60)
Weight of footing Pfoot = vsfoot hfoot 1 150
Total weight Ptotal = P%%all + Psod + Ptix)t
Resisting Moment Mres = Ptotal
2 J
Mop = 1 927 r 103 shall be less than
1
Mres = 1 934 x 103
Psoil = 359 1
Ptix)t = 450
Ptotal = 1 299 x 10
Mres = 1 934 X 10
Ovt
Mti�ot foot 41
ecc •= ecc = u 996 ecclun = ecclun = 0 5
NOW 6
qmax (d•Ptotal) x = 1 706 x 1O' Iloxx := soft 1 25 allo%v = 2 5 , 10'
3 1.1 "foot — 2 ecc ► � p �
ymax = 1 706 x 1U' shall be less than yatlo" = 2 5 x 103
Moment for
masonry design CL h�2 �il
Mmas = p%%.h „aU) r + prof1] + (pral•hrad) ( hA�A+ prof+ 2)]
12
Minas= 1 252 x 1(14 Ibs in.
2
IGNACIO J CALVO P E
1800 S W 27 AVE
' MIAMI FL 33145 P E #W55
ph 305 6489008
HOLLOW MASONRY WALL DESIGN wl wind
increase 1.33 !fZ
LOCATION —FENCE 6' HIGH—
PROJECT - - -P RESIDENCE
8370 SW
Masoun Steel
Area of empty
ftn = 1500 Em := 900-fin
Em = 1 35), I()G
mas. wall (in2 per ft)
Fs := 24(00 Es = 290411000
Faceshell thickness tts := 1 25
Awe •= 30
Bar Spacing b = ;2
Area of 1 rebar areb = 31
Height of wall hu = 8 ft
h=hu•l2
h= 96 Radius
r.= 2 8
Grav load Pd1ft := 521) lbs
(per linear ft)
Moment (Wind) Mutt •= 12520 in
-lbs
(per linear ft)
Lenght of wall SOLID
n.
Pdl:= Pdlft• h
h
Neel =
N l I
u M = Mutt
8
• Pdl = 1 387 x 10' Mu = 3 339 � 104
bu• = 8
Width of wall H = 7 625 d = H
d =381.
Steel area As = Neel ( areb )
As =031
Net Masonry Area An :- H•bu + CAue
L 12 J
Net Masonry Area
An = 121
Es As - 3
u •_ — u = 21 .1R1 m := ro = 2 5-1 l r lU
Em (b d)
- ( -As n - [tip t b - hu )) J + As•n + [tfs•I b - bu-)] ]2 + tfs2 [M� 1 h - hu )] + 2 d•tm As n
Idbu► (d•bu)
IGNACIO J CALVO P E
• 1800 S W 27 AVE
MIAMI FL 33145 P E 1156755
ph 305 6489008
k = 0 2113 k -d xv = 1 077 in
Ill =_ rr
- t k.d.b...l + tts 1 b — 1 bN. - >•L2 — [t l d >] a3
]]
�Cd — d kl 1k -hw) + 12 tfsth h�� )] k -d — tfs) -(d — �
(k. d` � + , Ld
J J 1� ` /// /IJI J
l = LI1-112
111 = 0 01 112 = 30 772 1 = I) 91
Ca
YdI
= An
fa = 1146
2
Fa .= tin 0 25 I — h Fa = 352 509 140-r)
Fb = C1 13. fm] — fa Fb = 653 54
J
k•d l l ttJ
Min = iFb dbm- (d-- 1 +[Fb- tfstb- b%%-)]•r(I - ttS, I(d ttSl ! + t1J ( IId -U -11
r
Ms.= As F •d• 1 33
Mm = 1 934 x 104
Ms = 3 433 x V)
133 — tm 4
Mmaa := 3 M\\ N M dX �,'�`�� x,10 L ] N
Fb 1
' Jet✓ �S�JZI�rt�x
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W. 27 AVE #401 FL. 33145
FLORIDA I ER f IFICA E No 56755
PH (305)6489008 FAX (305) 6489128
DESIGN CALCULATIONS
JOB /U %l "D-ii o _
SHEET NO _ OF _
--
CALCULATED BY /I DATE
CHECKED BY __ _ DATE
SCAT E
ITI�
I
II
I
F
r
tr
I�
Af
F
t
{
O1- 12-7 005 DOES ( tm) .nl Propr ic tul.l Soft.. _ c� ., f nOnT u1 n r M I m Page
_
10:52:12 AM Licensed to: I.C., MIAMI, FL
FT LE NAME r: \ PROCRA- I \ADOSS\ DATA\ PRIL1 .AI)S
PROJECT ID. PRIV RESIDENCE 8370 4s
SPAN 1D. SIABL1
------------- - - - - --
ENGINEER
DATE
TIME
UNITS
CODE
SLAB SYSTEM
FRAME LOCATION
DESIGN METHOD
NUMBER OF SPANS 3
CONCRETE FACTORS
DENSITY(pr_f )
TYPE
f'c (k,i )
density factor
fr (psi)
I C
1/11/2005
17:47:44
U.S. in -lb
ACI 318 -95
ONE WAY SLAB
INTERIOR
STPENGTH DESIGN
S_T N5S
150.00
NORMAL WGT
3.00
1.00
410.80
BEAMS
150.00
NORMAL WGT
3. nn
1.00
410.80
REINFORCEMENT r)FTATLr,: NON - PRESTRESSED
YIELD STRENGTH! Fy - 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP 7 . 10 1 n OUTER LAYER
AT SLAB BOTTOM = 1.10 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP - 4# 4
AT SLAB BOTTOM - }I 4
MINIMUM SPACING:
IN SLAB = 6.00 in
COLUMNS
150.00
NORMAL WGT
3.00
1.00
410.80
01 -12 -2005 ADC)SS(tra) 1.01 Proprietary Software ^f PO.RTILAND CEMENT ASSN. Page 3
10:52:12 AM Licensed to: I.C., MIAM1, 1.'L
SPAN /1,0Ab1NG DATA
I SPAN ILENGTH Tslab I WIDTH L2 * * +I SLAB I DESIGN COLUMN I UNIFORM LOADS
INUMBERI L1 I LEFT RIGHT I SYSTEM 1 STRIP STRIP * +I S. DL LIVE !
I I (ft) (in) I (ft) (ft) I I (ft) (ft) I(psf ) (psf )I
1- I ------------- I-------------- I-------- 1---------------- I---------- - - - - -1
I I ! I I I I
I 1* I .5 8.0 I .5 .5 I 6 I 1.0 1.0 I .0 .0 I
I 2 I 17.0 8.0 I .5 .5 I F ► 1.0 1.0 ( 38.0 40.0
I 3* ! .5 8.0 ! .5 .5 I 6 I 1.0 1.0 .0 .0 I
I I I I I I I
* - Indicates cantilever span information.
�*
-Strip width used foz positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL 7,OADINC DATA
PARTIAL LOADINGS ARE NOT SPECIFIED
01 -12 -2005 anpcc(tm.,' -7 _01 1 PrCr°1et_a ry "eftw„« c PnamrnNID CEMSNT ASSN. Page 4
10:52:12 AM Licensed to: I.C., MIAMI, FL
COLUMN/TORSIONAL DATA
* * * * A * * ; * * * * * * * * * * 3 s * `
I COLUMN I COLUMN ABOVE SLAB I COLUMN BELOW SLAB I CAPITAL"" ICOLLUMN MIDDLEI
I NUMBER I C1 C2 HCT I C1 C� H"T IEXTEN. DEPTHISTRIP* STRIP *I
I I (in) (in) (ft) I (in) (in) (ft) I (in) (in) I (ft) (ft) I
I- - - - - -- 1------------------- I------------------- I------------- I--------------
I
I I I I I I
I 1 I .0 .0 .0 I 8.0 8.0 8.0 I .0 .0 1 1.0 .0 I
I 2 1 .0 .0 .0 1 8.0 8.0 8.0 I .0 .0 1 1.0 .0 1
I I I I I I
Columns with zero "C2" are round columns.
* -Strip width used for negative flexure.
* *- Capital extension distance measured from face of column.
I COLUMN I SUPPORT I
I NUMBER I FIXITY* I
1- - - - - -- I----- - - - - -I
I I I
I 1 I 0- I
I 2 I 0• I
1-------- I ----------
I
* - Support fix.Ity of Or denotes pinned condition.
Support fixity of 999° denotes fixed end condition.
01 -12 -2005 ADOSS (tm) 7.01 Proprietary Software cf PORTLAND CEMENT .ASSN. Page 5
10:52:12 AM Licensed to: I.C., MIAMI, FL
T,ATERAL ISAD /OUTPUT DATA ��
** i• * *iA * *+ **A * * *** * * *** i
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75•
LOAD FACTORS:
U = 1.401D + 1.70'L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D i 1.30*W
OUTPUT OPTION(S):
Input Echo
Column Service Load Table
Sheat Table
Reinfoicing Required
Deflections
0*BEAM DEPTH IN SPAN 2 IS INADEQUATE W/O A DEFLECTION CHECK
REQUIRED DEPTH = 8.5 in
"TOTAL UNFACTORED DEAD LOAD _ 2.357 yips
LIVE LOAD - .580 kips
01-L2 2005 A170SS (trr;) 1. Ol
Proprietary Software of
PORTLAND CEMENT ?ASSN. Page 6
10:52:12 AM Licensed to:
I.C., MIAM1, FL
SERVICE LOAD TA}31 YF FOR INPUT TO PCACOL SLENDER
C;OI,UMN OE ST GN
.... a . ���a� +�� { + {�tfii�
{ {ar���i�a { +� 4f 19
. COLUMN NUMBER 1
AXIAL LOAD MOMENT
AT
MOMENT AT
(kips) TOP (ft
-k)
BOT (ft -k)
------------------------------------------------------------------
LOAD
PTRN 1 LEAD
1.2
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
LOAD
PTRN 2 DEAD
1.2
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD
PTRN 3 DEAD
1 -2
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
LOAD
PTRN 4 DFFk D
1.2
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER ?
AXXIAL LOAD MOMENT
AT
MOMENT AT
(kips) TOP (ft
-k)
BOT (ft -k)
------------------------------------------------------------------
LOAD
PTRN i DFAD
1.2
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
LOAD
PTPV 2 DEAD
1.2
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD
PTRN 3 DEAD
1.2
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
LOAD
PTPN 4 T)PAD
1.2
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
NOTF:
Add dead, lave
and lateral amial leads as
appropriate.
Top moments are
those at ]oint bottom.
Bottom moments
are those at joint top.
Moments are positive
when counter - clockwise.
Axial forces positive
when compressive.
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7
10:52:12 AM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
++*+****++*++ * + * + + * + * + + * + + + + + + + + + + + + * + + + + * +*
COLUMN *PATT *LOCATION * TOTAL * SLAB STRIP
NUMBER* NO.* @COL FACE* DESIGN * AREA WIDTH
* ( ft -k) * (sq. in) ( ft)
--------------------------------------------
1** 4 L II .0 .17 1.0
2 ** 4 II R .0 .17 1.0
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
SPAN *PATT *LOCATION * TOTAL * SLAB STRIP
NUMBER* NO. *FROM LEFT* DESIGN * AREA WIDTH
(ft) * (ft -k) * (sq.in) (ft)
--------------------------------------------
2 4 6.1 9.4 .32 1.0
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8
10:52:12 AM Licensed to: I.C., MIAMI, FL
D E F L E C T I O N A N A L Y S I S ✓r�
******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
NOTES - -Spans 1 and 3 are cantilevers.
-- Time - dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of elasticity of concrete, Ec = 3321. ksi
* * C O L U M N S T
* DEAD * DEFLECTION DUE
SPAN * LOAD *-------------- - - - --
NUMBER * Ieff. * DEAD * LIVE
* (in ^4) * (in) * (in)
1 512. -.014 -.004
2 429. .181 .141
3 512. -.014 -.004
R I P
T0:
TOTAL
(in)
-.018
.322
-.018
* M I D D L E S T R I P
* DEFLECTION DUE TO:
-----------------------------
* DEAD * LIVE * TOTAL
* (in) * (in) * (in)
-----------------------------
N o f a p p l i c a b l e
N o t a p p l i c a b l e
N o t a p p l i c a b l e
* Program completed as requested *
IGNACIO J. CALVO, P.E. ,roe Alt ell)
STRUCTURAL ENGINEER SHEET 2 of
1800 S.w. 27 AVE_ #401 P DArE / — �'—��
VAM FL. 33145 CALCULATED BY
FLORIDA CERTIFICATE No.WM CHECKED BY DATE
PH: (305A489008 FAX: M 6489128
DESIGN CALCULATIONS e��'
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2
11:21:15 AM Licensed to: I.C., MIAMI, FL
FILE NAME C: \PROGRA-I \ADOSS \DATA \PRIL2.ADS
PROJECT ID. PRIV RESIDENCE 8370 Y3
-----------------------------------
SPAN ID. SLABL2
------------- - - - - --
ENGINEER
DATE
TIME
UNITS
CODE
SLAB SYSTEM
FRAME LOCATION
DESIGN METHOD
IC
1/11/2005
17:47:44
U.S. in -lb
ACI 318 -95
ONE WAY SLAB
INTERIOR
STRENGTH DESIGN
NUMBER OF
SPANS
4
CONCRETE
FACTORS
SLAMS
DENSITY(pcf
)
150.00
TYPE
NORMAL WGT
f'c
(ksi)
3.00
density
factor
1.00
fr
(psi)
410.80
BEAMS
150.00
NORMAL WGT
3.00
1.00
410.80
REINFORCEMENT DETAILS: NON- PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP v 1.10 in OUTER LAYER
AT SLAB BOTTOM - 1.10 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP = # 4
AT SLAB BOTTOM = # 4
MINIMUM SPACING:
IN SLAB = 6.00 in
COLUMNS
150.00
NORMAL WGT
3.00
1.00
410.80
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3
11:21:15 AM Licensed to: I.C., MIAMI, FL
SPAN /LOADING DATA
* * * * * * * * * * * * * * * **
I SPAN ILENGTH
Talab
I WIDTH
L2 * * *I
SLAB
I DESIGN
COLUMN
I UNIFORM
LOADS I
INUMBERI
L1
I LEFT
RIGHT I
SYSTEM
I STRIP
STRIP * *I S. DL
LIVE I
I I
(------(--------------
(ft)
(in)
I (ft)
I--------------
(ft) I
I---
- - - - -1
I (ft)
----------
(ft)
- - - - --
1(psf )
I ---------
(psf )1
- - - - -- l
I I
I 1* I
.5
7.0
I
I .5
I
.5 I
6
I
I 1.0
1.0
I
I .0
I
.0 I
I 2 1
12.5
7.0
I .5
.5 I
6
I 1.0
1.0
I 38.0
40.0 1
I 3 1
7.0
7.0
I .5
.5 I
6
I 1.0
1.0
I 38.0
40.0 I
I 4* I
I I
.5
7.0
I .5
I
.5 I
I
6
I 1.0
I
1.0
I .0
I
.0 I
I
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
* * * * * * * * * * * * * * * * * * **
PARTIAL LOADINGS ARE NOT SPECIFIED
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4
11:21:15 AM Licensed to: I.C., MIAMI, FL
COLUMN /TORSIONAL DATA
I COLUMN I
COLUMN ABOVE
SLAB
I COLUMN
BELOW
SLAB
I CAPITAL **
ICOLUMN
MIDDLEI
NUMBER I
C1
C2
HGT
I C1
C2
HGT
1EXTEN.
DEPTHISTRIP*
STRIP *1
I I
I- ------- I-------------------(-------------------
(in)
(in)
(ft)
I (in)
(in)
(ft)
I (in)
I-------------
(in)
I (ft)
(---------
(ft) I
- - - - - I
I I
I 1 1
.0
.0
.0
I
I 8.0
8.0
8.0
I
1 .0
.0
I
I 1.0
I
.0 I
I 2 I
.0
.0
.0
I 8.0
8.0
8.0
i .0
.0
I 1.0
.0 I
I 3 I
.0
.0
.0
I 8.0
8.0
8.0
I .0
.0
I 1.0
.0 I
Columns with zero "C2" are round columns.
* -Strip width used for negative flexure.
* *- Capital extension distance measured from face of column.
COLUMN I SUPPORT I
NUMBER I FIXITY* I
I I % I
--------
I----- - - - - -I
I I I
I 1 I 0% I
I 2 I 0% I
I 3 I 0% I
-------- I ----- - - - - -
I
* - Support fixity of 0% denotes pinned condition.
Support fixity of 999% denotes fixed end condition.
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5
11:21:15 AM Licensed to: I.C., MIAMI, FL
LATERAL LOAD /OUTPUT DATA 5G
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75%
LOAD FACTORS:
U = 1.40 *D + 1.70 *L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D + 1.30 *W
OUTPUT OPTION(S):
Input Echo
Column Service Load Fable
Shear Table
Reinforcing Required
Deflections
* *TOTAL UNFACTORED DEAD LOAD = 2.418 kips
LIVE LOAD = .780 kips
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 6
11:21:15 AM Licensed to: I.C., MIAMI, FL
SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN
COLUMN NUMBER
1
AXIAL LOAD
MOMENT AT
MOMENT AT
------------------------------------------------------------------
(kips)
TOP (ft -k)
BOT (ft -k)
LOAD
PTRN
1
DEAD
.6
.0
.0
LIVE
.2
.0
.0
LATL
.0
.0
.0
LOAD
PTRN
2
DEAD
.6
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
LOAD
PTRN
3
DEAD
.6
.0
.0
LIVE
.2
.0
.0
LATL
.0
.0
.0
LOAD
PTRN
4
DEAD
.6
.0
.0
LIVE
.2
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER
2
AXIAL LOAD
MOMENT AT
MOMENT AT
------------------------------------------------------------------
(kips)
TOP (ft -k)
BOT (ft -k)
LOAD
PTRN
1
DEAD
1.7
.0
.0
LIVE
.4
.0
.0
LATL
.0
.0
.0
w LOAD
PTRN
2
DEAD
1.7
.0
.0
LIVE
.1
.0
.0
LATL
.0
.0
.0
LOAD
PTRN
3
DEAD
1.7
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
LOAD
PTRN
4
DEAD
1.7
.0
.0
LIVE
.5
.0
.0
LATL
.0
.0
.0
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 7
11:21:15 AM Licensed to: Y.C., MIAMI, FL
SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER COLUMN DESIGN
COLUMN NUMBER 3 AXIAL LOAD MOMENT AT MOMENT AT
(kips) TOP (ft -k) BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD .1 .0 .0
LIVE .1 .0 .0
LATL .0 .0 .0
LOAD PTRN 2 DEAD .1 .0 .0
LIVE .1 .0 .0
LATL .0 .0 .0
LOAD PTRN 3 DEAD .1 .0 .0
LIVE -.1 .0 .0
LATL .0 .0 .0
LOAD PTRN 4 DEAD .1 .0 .0
LIVE .0 .0 .0
LATL .0 .0 .0
NOTE: Add dead, live and lateral axial loads as appropriate.
Top moments are those at joint bottom.
Bottom moments are those at joint top.
Moments are positive when counter - clockwise.
Axial forces positive when compressive.
---------------------------------------------------------------------- - - - - --
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9
11:21:15 AM Licensed to: I.C., MIAMI, FL
D E F L E C T I O N A N A L Y S I S
NOTES - -Spans 1 and 4 are cantilevers.
- -Time- dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of elasticity of concrete, EC = 3321. ksi
* *
* DEAD
SPAN * LOAD
NUMBER * Ieff.
* (in ^4)
------------------
1 343.
2 343.
3 343.
4 343.
C 0 L U M N S T R I P
DEFLECTION DUE TO:
------------------ - - - - --
DEAD * LIVE * TOTAL
(in) * (in) * (in)
------------------ - - - - --
-.004 -.001 -.006
.029 .009 .038
-.004 -.001 -.005
.001 .000 .001
* M I D D L E S T R I P
* DEFLECTION DUE TO:
-----------------------------
* DEAD * LIVE * TOTAL
* (in) * (in) * (in)
-----------------------------
N o f a p p l i c a b l e
N o t a p p l i c a b l e
N o t a p p l i c a b l e
N o t a p p l i c a b l e
* Program completed as requested *
IGNACIO J. CALVO, P.E. .m
STRUCTURAL ENGINEER SHEET No �d of
1800 S.W. 27 AVE. #401 CALCULATED
MIAM FLORIDA CERWICATE Pb.5 M
PH: (305f 989008 FAX: M 6489128 CHECKED BY DAB
en� C
DESIGN CALCULATIONS
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 2
11:16:32 AM Licensed to: I.C., MIAMI, FL
FILE NAME C: \PROGRA- 1 \ADOSS \DATA \PRIT3.ADS
PROJECT ID. PRIV RESIDENCE 8370 G�
-----------------------------------
SPAN ID. SLABT3
------------- - - - - --
ENGINEER
DATE
TIME
UNITS
CODE
SLAB SYSTEM
FRAME LOCATION
DESIGN METHOD
NUMBER OF SPANS 5
CONCRETE FACTORS
DENSITY(pcf )
TYPE
V c (ksi)
density factor
fr (psi)
IC
1/11/2005
17:47:44
U.S. in -lb
ACI 318 -95
ONE WAY SLAB
INTERIOR
STRENGTH DESIGN
SLABS
150.00
NORMA.T, WGT
3.00
1.00
410.80
BEAMS
150.00
NORMAL WGT
3.00
1.00
410.80
REINFORCEMENT DETAILS: NON- PRESTRESSED
YIELD STRENGTH Fy = 60.00 ksi
DISTANCE TO RF CENTER FROM TENSION FACE:
AT SLAB TOP = 1.10 in OUTER LAYER
AT SLAB BOTTOM - 1.10 in OUTER LAYER
MINIMUM FLEXURAL BAR SIZE:
AT SLAB TOP = # 4
AT SLAB BOTTOM = # 4
MINIMUM SPACING:
IN SLAB = 6.00 in
COLUMNS
150.00
NORMAL WGT
3.00
1.00
410.80
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 3
11:16:32 AM Licensed to: I.C., MIAMI, FL
SPAN /LOADING DATA
+ + + + * + + * + + + * + + + ++
I SPAN ILENGTH
Tslab I
WIDTH
L2 * * *1
SLAB I
DESIGN
COLUMN
I UNIFORM
LOADS 1
INUMBERI
L1
I
LEFT
RIGHT I
SYSTEM I
STRIP
STRIP * *I
S. DL
LIVE
I I
I------ I--------------
(ft)
(in) I
I--------------
(ft)
(ft) I
1--------
I
I----------------
(ft)
(ft)
1(psf )
I----------
(psf )1
- - - - -I
I I
I 1* 1
.5
I
7.0
I .5
I
.5 1
I
6 I
1.0
1.0
I
I .0
I
.0 1
I 2 1
17.0
7.0
1 .5
.5 1
6 I
1.0
1.0
1 38.0
40.0 1
1 3 I
22.5
7.0 1
.5
.5 1
6 1
1.0
1.0
1 38.0
40.0 1
I 4 I
9.5
7.0 I
.5
.5 I
6 I
1.0
1.0
I 38.0
40.0 I
I 5* I
.5
7.0 I
.5
.5 I
6 I
1.0
1.0
I .0
.0 I
* - Indicates cantilever span information.
** -Strip width used for positive flexure.
* * * -L2 widths are 1/2 dist. to transverse column.
"E "- Indicates exterior strip.
PARTIAL LOADING DATA
PARTIAL LOADINGS ARE NOT SPECIFIED
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 4
11:16:32 AM Licensed to: I.C., MIAMI, FL
COLUMN /TORSIONAL DATA
* * * * * * * * * * * * * * * * * * * **
X03
I COLUMN
{ COLUMN ABOVE
SLAB
{ COLUMN
BELOW
SLAB
I CAPITAL **
ICOLUMN
MIDDLE{
NUMBER
1 C1
C2
HGT I
CI
C2
HGT
IEXTEN.
DEPTHISTRIP*
STRIP *I
I
--------
i (in)
I-------------------
(in)
(ft)
I (in)
1-------------------
(in)
(ft)
I (in)
I-------------
(in)
I (ft)
I---------
(ft) I
- - - - -I
I
1 1
I
1 .0
.0
.0
I
1 8.0
8.0
8.0
I
1 .0
.0
I
1 1.0
I
.0 I
I 2
I .0
.0
.0
1 8.0
8.0
8.0
1 .0
.0
1 1.0
.0 1
1 3
1 .0
.0
.0
1 8.0
8.0
8.0
1 .0
.0
1 1.0
.0 1
I 4
I
1 .0
I
.0
.0
1 8.0
I
8.0
8.0
► .0
I
.0
1 1.0
I
.0 I
I
Columns with zero "C2" are round columns.
* -Strip width used for negative flexure.
* *- Capital extension distance measured from face of column.
1 COLUMN I
SUPPORT 1
NUMBER I
FIXITY* 1
I I
1--------
% I
1----- - - - - -I
I
I 1
I I
I 0% I
i 2 I
0% I
I 3 I
0% I
I 4 I
{--------
0% I
I ----- - - - - - {
* - Support fixity of 0% denotes pinned condition.
Support fixity of 999% denotes fixed end condition.
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 5
11:16:32 AM Licensed to: I.C., MIAMI, FL
LATERAL LOAD /OUTPUT DATA
* * * * * * * * * * * * * * * * * * * * * * **
LATERAL LOADS ARE NOT SPECIFIED
OUTPUT DATA
PATTERN LOADINGS: 1 THRU 4
PATTERN LIVE LOAD FACTOR (1 -3) = 75%
LOAD FACTORS:
U = 1.40 *D + 1.70 *L
U = .75( 1.40 *D + 1.70 *L + 1.70 *W)
U = .90 *D + 1.30 *W
OUTPUT OPTION(S):
Input Echo
Column Service Load Table
Shear Table
Reinforcing Required
Deflections
* *BEAM DEPTH IN SPAN 2 IS INADEQUATE W/O A DEFLECTION CHECK
REQUIRED DEPTH = 8.5 in
* *BEAM DEPTH IN SPAN 3 IS INADEQUATE W/O A DEFLECTION CHECK
REQUIRED DEPTH = 9.6 in
* *TOTAL UNFACTORED DEAD LOAD _ 6.081 kips
LIVE LOAD = 1.960 kips
01 -12 -2005 ADOSS(tm) 7.01
Proprietary Software of PORTLAND CEMENT ASSN. Page 6
11:16:32 AM Licensed to:
I.C., MIAMI, FL
SERVICE LOAD TABLE
FOR INPUT TO
PCACOL SLENDER
COLUMN DESIGN
�S
COLUMN NUMBER 1
AXIAL LOAD
MOMENT AT
MOMENT AT
(kips)
TOP (ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
.7
.0
.0
LIVE
.2
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
.7
.0
.0
LIVE
-.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
.7
.0
.0
LIVE
.2
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
.7
.0
.0
LIVE
.2
.0
.0
LATL
.0
.0
10
COLUMN NUMBER 2
AXIAL LOAD
MOMENT AT
MOMENT AT
(kips)
TOP (ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
2.9
.0
.0
LIVE
.7
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
2.9
.0
.0
LIVE
.4
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
2.9
.0
.0
LIVE
.3
.0
.0
LATL
.0
.0
.0
LOAD PTP.N 4 DEAD
2.9
.0
.0
LIVE
.9
.0
.0
LATL
.0
.0
.0
01 -12 -2005 ADOSS(tm) 7.01
Proprietary Software of PORTLAND
CEMENT ASSN. Page 7
11:16:32 AM Licensed to:
I.C., MIAMI, FL
SERVICE LOAD TABLE FOR INPUT TO PCACOL SLENDER
COLUMN DESIGN 6(o
COLUMN NUMBER 3
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
2.4
.0
.0
LIVE
.6
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
2.4
.0
.0
LIVE
.5
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
2.4
.0
.0
LIVE
.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
2.4
.0
.0
LIVE
.8
.0
.0
LATL
.0
.0
.0
COLUMN NUMBER 4
AXIAL LOAD MOMENT AT
MOMENT AT
(kips) TOP
(ft -k)
BOT (ft -k)
------------------------------------------------------------------
LOAD PTRN 1 DEAD
.1
.0
.0
LIVE
.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 2 DEAD
.1
.0
.0
LIVE
-.1
.0
.0
LATL
.0
.0
.0
LOAD PTRN 3 DEAD
.1
.0
.0
LIVE
.2
.0
.0
LATL
.0
.0
.0
LOAD PTRN 4 DEAD
.1
.0
.0
LIVE
.0
.0
.0
LATL
.0
.0
.0
NOTE: Add dead, live
and lateral axial loads
as appropriate.
Top moments are
those at joint bottom.
Bottom moments
are those at joint top.
Moments are positive
when counter - clockwise.
Axial forces positive when compressive.
----------------------------------------------------------------------
- - - - --
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 8
11:16 :32 AM Licensed to: I.C., MIAMI, FL
N E G A T I V E R E I N F O R C E M E N T
************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
COLUMN*
NUMBER*
1 **
2
3
4 **
PATT *LOCH'
NO.* @COL
4 L 1
4 L 1
4 I
2 L I
PION * TOTAL * SLAB STRIP
FACE* DESIGN * AREA WIDTH
* (ft -k) * (sq.in) (ft)
----------------------------
1 .0 .15 1.0
I -10.7 .44 1.0
1 R 8.1 .32 1.0
1 .0 .15 1.0
** - Positive reinforcement required, compute manually.
P O S I T I V E R E I N F O R C E M E N T
************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
SPAN *
NUMBER*
2
3
4 **
PATT *LOCATION * TOTAL * SLAB STRIP
N0. *FROM LEFT* DESIGN * AREA WIDTH
(ft) * (ft -k) * (sq.in) (ft)
-------------------------------------
3 6.4 4.2 .16 1.0
4 11.8 5.3 .21 1.0
3 7.4 .4 .15 1.0
** - Negative reinforcement required, compute manually.
4 I I
01 -12 -2005 ADOSS(tm) 7.01 Proprietary Software of PORTLAND CEMENT ASSN. Page 9
11:16:32 AM Licensed to: I.C., MIAMI, FL
D E F L E C T I O N A N A L Y S I S
NOTES- -Spans 1 and 5 are cantilevers.
-- Time - dependent deflections are in addition to those
shown and must be computed as a multiplier of the dead
load(DL) deflection. See "CODE" for range of multipliers.
-- Deflections due to concentrated or partial loads may be larger
at the point of application than those shown at the centerline.
-- Modulus of
* *
* DEAD
SPAN * LOAD *-
NUMBER * Ieff.
*
(in ^4)
-------------------
1 343.
2 310.
3 285.
4 318.
5 343.
elasticity of concrete,
C 0 L U M N S T R I P
DEFLECTION DUE TO:
------------------ - - - - --
DEAD * LIVE * TOTAL
(in) * (in) * (in)
------------------ - - - - --
-.007 -.002 -.009
.047 .016 .063
.158 .075 .233
-.020 -.007 -.027
.002 .001 .003
Ec a 3321. ksi
* M I D D L E S T R I P
* DEFLECTION DUE TO:
------------------------------
* DEAD * LIVE * TOTAL
* (in) * (in) * (in)
------------------------------
N o f a p p l i c a b l e
N o t a p p l i c a b l e
N o t a p p l i c a b l e
N o t a p p l i c a b l e
N o t a p p l i c a b l e
* Program completed as requested *
4 . 1
IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S W 27 AVE. #401
FLORIDA CERtIFICATE No 56755
PH (305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
,r? &5. Stu
SHEET NO 12!j OF
CALCULATED 8Y A-r- DATE
CHECKED
_ DATE
8
30� 1
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IGNACIO J. CALVO, P.E.
STRUCTURAL ENGINEER
1800 S.W 27 AVE. #401
FLORIDA CERIY FL. No.56755
PH, (305)6489008 FAX. (305) 6489128
DESIGN CALCULATIONS
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IGNACIO J. CALVO, P.E. Jos Alt. 0 3 -�d
STRUCTURAL ENGINEER SHEET NO of
1800 S.W. 27 AVE. #401 .�- DATE /—
FLORIDA CERIYIFICATE No 56755 CALCULATED BY
PH - (305)6489008 FAX: (305) 64M CHECKED BY __ _DATE
DESIGN CALCULATIONS scA� F
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IGNACIO J. CALVO, P.E. JOB 19./l e34t)
STRUCTURAL ENGINEER SHEET NO :?5 OF
1800 S.W 27 AVE. #401 CALCULATED BY A- r� - DATF � � � -0 s—
FLORIDA CERYIFICATE No.56755
PH- (305)6489008 FAX: (305) 6489128 CHECKED BY __- — DATF
DESIGN CALCULATIONS scaLE
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