05-766-000tt-Grcl\t60OA-2001 Q 7(j(0
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
_ Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: VAZCOR, INC. RESIDENCE Builder: VAZCOR, INC.
Address: 6002 SW 58 STREET Permitting Office: MIAMI-DADE
City, State: MIAMI, FL 33143- Permit Number:
Owner: VAZCOR, INC. Jurisdiction Number: 231000
Climate Zone: South
1. New construction or existing
New _
12. Cooling systems
2. Single family or multi -family
Single family _
a. Central Unit
Cap: 46.5 kBtu/hr _
3. Number of units, if multi -family
I _
SEER: 11.50 _
4. Number of Bedrooms
5 _
b. Central Unit
Cap: 53.5 kBtu/hr
5. Is this a worst case?
No _
SEER: 11.40 _
6. Conditioned floor area (ft')
3572 ft'
c. N/A
_
7. Glass area & type
Single Pane Double Pane
a. Clear glass, default U-factor
681.2 ft' 0.0 ft' _
13. Heating systems
b. Default tint
0.0 ft' 0.0 ft' _
a. Electric Strip
Cap: 9.8 kBtu/hr _
c. Labeled U or SHGC
0.0 ft' 0 0 ft'
COP: 1.00
8. Floor types
_
b. Electric Strip
Cap: 9.8 kBtu/hr _
a. Slab -On -Grade Edge Insulation
R=0.0, 312 0(p) ft _
COP: 1.00
b. N/A
_
c. N/A
_
c. N/A
9. Wall types
_
14. Hot water systems
a. Concrete, Int Insul, Exterior
R=3.0. 2014.4 ft' _
a. Electric Resistance
Cap. 80.0 gallons
b. Frame, Wood, Adjacent
R=11.0, 335.7 ft' _
EF: 0.87
c. N/A
_
b. N/A
d. N/A
_
e. N/A
c. Conservation credits
_
10. Ceiling types
_
(HR-Heat recovery. Solar
a. Under Attic
R=19.0, 3577.0 ft' _
DHP-Dedicated heat pump)
b. N/A
_
15. HVAC credits
PT, _
c. N/A
(CF-Ceiling fan, CV -Cross ventilation,
11. Ducts
_
HF-Whole house fan,
a. Sup: Unc. Ret: Con. AH: Interior
Sup. R=6.0, 80.0 ft _
PT -Programmable Thermostat,
b. Sup: Unc. Ret: Con. AH: Interior
Sup. R=6.0, 60.0 ft
NZ-C-Multizone cooling,
a
MZ-H-Multizone heating)
Glass/Floor Area: 0.19 Total as -built points: 54405 PASS
Total base points: 55197
I hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY: M.J. CHIU ARCHITECT, ,
DATE: ° • �.
I hereby certify that this building, as as ` e�! ii "k,y`�
compliance with the Florida Energy-C `
OWNERIAGENT:
DATE:
Review of the plans and 4z�sr
specifications covered by this
calculation indicates compliance r
with the Florida Energy Code.
Before construction is completed
,this building will be inspected for
compliance with Section 553.908
`10,lorida Statutes. °OD WE
UILDING OFFICIAL:
PATE:
EnergyGaugelp (Vftion: FLRCPB v3.30)
CORM 600A-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS: 6002 SW 58 STREET, MIAMI, FL, 33143- PERMIT #:
BASE
AS -BUILT
GLASS TYPES
.18 X Conditioned X BSPM = Points
Overhang
Floor Area
Type/SC
Omt
Len
Hgt
Area X SPM X SOF = Points
.18 3572.0 32.50 20896.2
Single, Clear
N
1.3
4.8
9.3
36.46
0.93
314.3
Single, Clear
N
1.3
10.8
34.5
36.46
0.99
1245.5
Single, Clear
N
1.3
9.3
34.5
36.46
0.98
1236.6
Single, Clear
N
1.3
9.3
34.5
36.46
0.98
1236.6
Single, Clear
S
1.3
6.0
23.9
66.93
0.90
1440.1
Single, Clear
S
1.3
6.0
62.6
66.93
0.90
3779.9
Single, Clear
S
127
118
114.6
66.93
0.51
39162
Single, Clear
S
127
11.8
24.3
66.93
051
828.8
Single, Clear
S
1.3
9.2
16.6
66.93
0.97
1083.5
Single, Clear
S
1.3
9.2
16.6
66.93
0.97
1083.5
Single, Clear
W
1.3
9.2
23.9
70.53
0.98
1651.2
Single, Clear
W
1.3
9.2
23.9
70.53
0.98
1651.2
Single, Clear
W
1.3
58
162
70.53
093
1065.2
Single, Clear
W
57.0
118
72.0
70.53
0.40
2053.5
Single, Clear
SE
63
118
93.8
7981
067
5033.6
Single, Clear
E
1.3
58
16.6
78.71
093
1219.6
Single, Clear
E
1.3
5.8
16.6
78.71
093
1219.6
Single, Clear
E
1.3
5.8
21.2
78.71
093
1553.3
Single, Clear
E
1.3
4.8
9.3
78.71
0.90
656.0
Single, Clear
E
1.3
5.8
16.6
78.71
0.93
1219.6
As -Built Total:
681.2
33488.1
WALL TYPES
Area X
BSPM =
Points
Type
R-Value Area
X SPM =
Points
Adjacent
335.7
1.00
335.7
Concrete, Int Insul, Exterior
3.0
2014.4
2.70
5438.9
Exterior
2014.4
2.70
5438.9
Frame, Wood, Adjacent
11.0
335.7
1.00
335.7
Base Total:
2350.1
5774.5
As -Built Total:
2350.1
M4.5
DOOR TYPES
Area X
BSPM =
Points
Type
Area
X SPM =
Points
Adjacent
21.3
2.60
55.5
Exterior Insulated
50.7
6.40
324.3
Exterior
50.7
6.40
324.3
Adjacent Insulated
21.3
2.60
55.5
Base Total:
77-0
379.8
As -Built Total:
72.0
379.8
CEILING TYPES Area X BSPM = Points
Type
R-Value
Area X SPM X SCM =
Points
Under Attic
3577.0
2.80
10015.6
Under Attic
19.0
3577.0 3.72 X 1.00
13306.4
Base Total:
3577.0
10015.6
As-Bullt Total:
3577.0
13306A
EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOlFlaRES'2001 FLRCPB v3.30
'P RM 600A-2001
SUMMER CALCULATIONS
Residential Whole Building Performance Method A - Details
I ADDRESS: 6002 SW 58 STREET, MIAMI, FL, 33143- PERMIT #:
BASE
AS -BUILT
FLOOR TYPES
Area X BSPM = Points
Type
R-Value Area
X SPM
= Points
Slab
312.0(p) -20.0
-6240.0
Slab -On -Grade Edge Insulation 0.0 312.0(p
-20.00
-6240.0
Raised
0.0 0.00
0.0
Base Total:
-6240.0
As -Bunt Total:
312.0
-6240.0
INFILTRATION
Area X BSPM = Points
Area X SPM
= Points
3572.0 18.79
67117.9
3572.0
18.79
67117.9
Summer Base Points:
97944.0
Summer As -Built Points:
113826.7
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)
113826.7
0 465
(1.067 x 1.165 x 0.90) 0.297
0.950
166805
113826.7
0.535
(1.067 x 1.165 x 0.90) 0 299
0 950
19359.9
979".0
0.4266
41782.9
113826.7
1.00
1.119 0.298
0.950
36039.8
EnergyGauge'' DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30
• �f
FORMt 600A-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
l ADDRESS: 6002 SW 58 STREET, MIAM1, FL, 33143- PERMIT #:
BASE
AS -BUILT
GLASS TYPES
.18 X Conditioned X BWPM =
Points
Overhang
Floor Area
Type/SC
Omt
Len
Hgt
Area X WPM X WOF = Poin
.18 3572.0 2.36
1517.4
Single, Clear
N
1.3
4.8
9.3
6.03
0.99
55.6
Single, Clear
N
1.3
10.8
34.5
6.03
1.00
207.3
Single, Clear
N
1.3
9.3
34.5
6.03
1.00
207.2
Single, Clear
N
1.3
9.3
34.5
6.03
1.00
207.2
Single, Clear
S
1.3
6.0
23.9
4.49
1.01
108.5
Single, Clear
S
1.3
6.0
62.6
4.49
1.01
284.7
Single, Clear
S
12.7
11.8
1146
4.49
1.35
693.5
Single, Clear
S
127
11.8
24.3
4.49
1.35
146.8
Single, Clear
S
1.3
92
166
4.49
1.00
74.5
Single, Clear
S
1.3
9.2
16.6
449
1.00
74.5
Single, Clear
W
13
9.2
23.9
5.49
100
130.7
Single, Clear
W
1.3
92
23.9
5.49
1.00
130.7
Single, Clear
W
1.3
5.8
16.2
5.49
1.00
88.8
Single, Clear
W
57.0
11.8
72.0
5.49
1.03
408.0
Single, Clear
SE
6.3
11.8
93.8
4.22
1 12
441.8
Single, Clear
E
1.3
58
166
4.77
1.02
80.9
Single, Clear
E
1.3
5.8
16.6
4.77
1.02
80.9
Single, Clear
E
1.3
5.8
21.2
4.77
1.02
103.0
Single, Clear
E
1.3
4.8
9.3
477
1.02
45.4
Single, Clear
E
1.3
5.8
16.6
4.77
1.02
80.9
As -Built Total:
681.2
3650.9
WALL TYPES
Area X BWPM
= Points
Type
R-Value Area X WPM =
Points
Adjacent
335.7 0.50
167.8
Concrete, Int Insul, Exterior
3.0
2014.4
1.20
2417.3
Exterior
2014.4 0.60
1208.6
Frame, Wood, Adjacent
11.0
335.7
0.50
167.8
Base Total:
2360.1
1376.5
As -Bulk Total:
2350.1
2585.1
DOOR TYPES
Area X BWPM = Points
Type
Area
X WPM =
Points
Adjacent
21.3 1.30
27.7
Exterior Insulated
50.7
1.80
91.2
Exterior
50.7 1.80
91.2
Adjacent Insulated
21.3
1.30
27.7
Base Total:
72.0
118.9
As -Built Total:
72.0
118.9
CEILING TYPES Area X BWPM
= Points
Type
R Value Area X WPM X WCM =
Points
Under Attic
3577.0 0.10
357.7
Under Attic
19.0
3577.0
0.14 X 1.00
500.8
Base Total:
3577.0
357.7
As -Bunt Total:
3577.0
600•8
EnergyGauge® DCA Form 60OA-2001 EnergyGaugegFIaREV2001 FLRCPB v3.30
6FORM 60OA-2001
WINTER CALCULATIONS
Residential Whole Building Performance Method A - Details
l ADDRESS: 6002 SW 58 STREET, MIAMI, FL, 33143- PERMIT #:
BASE
AS -BUILT
FLOOR TYPES
Area X BWPM
= Points
Type
R-Value Area X
WPM
= Points
Slab 312.0(p) -2.1
-655.2
Slab -On -Grade Edge Insulation 0.0 312.0(p
-2.10
-655.2
Raised
0.0 0.00
0.0
Base Total:
-655.2
As -Built Total:
312.0
-655.2
INFILTRATION
Area X BWPM = Points
Area X
WPM
= Points
3572.0 -006
-214.3
3572.0
-0.06
-214.3
Winter Base Points:
2501.0
Winter As -Built Points:
5986.2
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)
5986.2
0.500
(1.085 x 1.137 x 0 91) 1.000
0.950
3192.1
5986.2
0.500
(1.085 x 1.137 x 0.91) 1.000
0 950
3192.1
2501.0
0.6274
1569.1
5986.2
1.00
1.123 1.000
0.950
6384.2
V
EnergyGauge"' DCA Form 60OA-2001 EnergyGaugeV/FlaRE52001 FLRCPB v3.30
1 ORY 600A-2001
WATER HEATING & CODE COMPLIANCE STATUS
Residential Whole Building Performance Method A - Details
I ADDRESS: 6002 SW 58 STREET, MIAMI, FL, 33143- PERMIT #:
BASE
AS -BUILT
WATER HEATING
Number of X Multiplier
= Total
Tank EF
Number of X Tank X Multiplier X Credit = Total
Bedrooms
Volume
Bedrooms Ratio Multiplier
5 2369.00
11845.0
80.0 0.87
5 1.00 2396.23 1.00 11981.1
As -Built Total:
11981.1
CODE
COMPLIANCE STATUS
BASE
AS -BUILT
Cooling + Heating +
Points Points
Hot Water
Points
= Total
Points
Cooling + Heating + Hot Water = Total
Points Points Points Points
41783 1569
11845
55197
36040 6384 11981 54405
PASS
EnergyGauge"' DCA Form 60OA-2001 EnergyGaugegRaRES'2001 FLRCPB v3.30
'P01M 60OA-2001
Code Compliance Checklist
Residential Whole Building Performance Method A - Details
l ADDRESS: 6002 SW 58 STREET, MIAMI, FL, 33143- PERMIT #.
RA-91 INFII TRATInN RFntlCTI0M CAMPI IANCE CHECKLIST
COMPONENTS
SECTION
REQUIREMENTS FOR EACH PRACTICE
CHECK
Exterior Windows & Doors
606.1.ABC.1.1
Maximum: 3 cfm/s .ft. window area; .5 cfm/s .ft. door area.
Exterior & Adjacent Walls
606.1.ABC.1 2 1
Caulk, gasket, weatherstrip or seal between* windows/doors & frames, surrounding wall,
foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility
penetrations; between wall panels & top/bottom plates; between walls and floor.
EXCEPTION: Frame walls when: a continuous infiltration barrier is installed that extends
from and is sealed to the foundation to the to late.
✓
Floors
606.1 ABC.1.2.2
Penetrationstopenings >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
606.1.ABC.1.2.3
Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases,
soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate,
attic access. EXCEPTION. Frame ceilings where a continuous infiltration barrier is
/
installed that is sealed at the perimeter, at penetrations and seams.
Recessed Lighting Fixtures
606 1.ABC.1.2.4
Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a
sealed box with 1/2" clearance & 3" from insulation, or Type IC rated with < 2.0 cfm 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 space heaters comply with NFPA,
have combustion air.
r•w nn ATIJC� n�GC/+�1�T1\/C wlewcr ro c 4 F.e --# nr nv^&,mrinrl hu m11 racirlaneac 1
COMPONENTS
SECTION
REQUIREMENTS
CHECK
Water Heaters
612.1
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
612.1
Spas & heated pools must have covers (except solar heated). Non-commercial pools
must have a pump timer. Gas spa & pool heaters must have a minimum thermal
efficiency of 78%.
Shower heads
612.1
Water flow must be restricted to no more than 2. gallons per minute at 80 PSIG.
Air Distribution Systems
610.1�
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.
v
WAC Controls
607.1
Separate readily accessible manual or automatic thermostat for each system.
Insulation
604.1, 602.1
Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. /
Common ceiling & floors R-11. y
EnergyGaugel DCA Form 600A-2001 EnergyGauge&FIaRE52001 FLRCPB v3.30
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
-.
ESTIMATED ENERGY PERFORMANCE SCORE* = 83.8
The higher the score, the more efficient the home.
VAZCOR, INC., 6002 SW 58 STREET, MIAMI, FL, 33143-
1.
New construction or existing
New _
12. Cooling systems
2.
Single family or multi -family
Single family _
a. Central Unit
3.
Number of units, if multi -family
I _
4.
Number of Bedrooms
5 _
b. Central Unit
5.
Is this a worst case?
No _
6.
Conditioned floor area (ft')
3572 ft'
c. N/A
7.
Glass area & type
Single Pane Double Pane _
a. Clear - single pane
681.2 ft' 0 0 ft' _
13. Heating systems
b. Clear - double pane
0.0 ft' 0.0 ft' _
a. Electric Strip
c. Tint/other SHGC - single pane
0.0 ft' 0.0 ft' _
d. Tint/other SHGC - double pane
b. Electric Strip
8.
Floortypes
_
a Slab -On -Grade Edge Insulation
R=0.0, 312.0(p) ft _
c. N/A
b. N/A
-
c. N/A
14. Hot water systems
9.
Wall types
_
a Electric Resistance
a. Concrete, Int Insul, Exterior
R=3.0, 2014.4 ft' _
b. Frame, Wood, Adjacent
R=l 1.0, 335.7 ft' _
b. N/A
c. N/A
_
d. N/A
_
c. Conservation credits
e. N/A
(HR-Heat recovery, Solar
10. Ceiling types
_
DHP-Dedicated heat pump)
a. Under Attic
R=19.0, 3577.0 ft' _
15. HVAC credits
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: Con. AH: Interior
Sup. R=6.0, 80.0 ft _
MZ-C-Multizone cooling,
b. Sup: Unc. Ret: Con. AH: Interior
Sup. R= 6.0, 60.0 ft
MZ-H-Multizone heating)
��Ah DEy1Gc �v
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 co p i t features.
Builder Signature: Date:
_ Address of New Home:
City/FL Zip:
Cap: 46.5 kBtu/hr _
SEER:11.50 _
Cap: 53.5 kBtu/hr _
SEER: 11.40
Cap: 9.8 kBtu/hr _
COP: 100 _
Cap: 9.8 kBtu/hr
COP: 1.00
Cap 80 0 gallons _
EF: 0 87
*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 EPAIDOE EnergyStar'"designation),
your home may qualms for energy efficiency mortgage (EE* incentives ifyou 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 A,f'ai►g ** Mprsion: FLRCPB v3.30)
PT.
Residential System Sizing Calculation
Summary
VAZCOR, INC. Project Title, Code Only
6002 SW 58 STREET VAZCOR, INC RESIDENCE Professional Version
MIAMI, FL 33143- Climate: South
LML/7nna
Location for weather data: Fort Lauderdale - User customized: Latitude(26) Temp Range(L)
Humidity data: Interior RH 50%
Outdoor wet bulb 78F Humidity difference 60 r.
Winter design temperature
46
F
Summer design temperature
90
F
Winter setpoint
70
F
Summer setpoint
75
F
Winter temperature difference
24
F
Summer temperature difference
15
F
Total heating load calculation
61508
Btuh
Total cooling load calculation
82697
Btuh
Submitted heating capacity
% of talc
Btuh
Submitted cooling capacity
% of calc
Btuh
Total (Electric Strip)
31.9
19600
Sensible (SHR = 0.73)
118.2
73000
Latent
128.9
27000
Total
120.9
10000
WINTER CALCULATIONS
Winter Heatino Load (for 3572 soft
Load component
Load
Window total
681
sqft
18870
Btuh
Wall total
2350
sqft
14705
Btuh
Door total
72
sqft
772
Btuh
Ceiling total
3577
sqft
4650
Btuh
Floor total
312
ft
6053
Btuh
Infiltration
512
cfm
13529
Btuh
Subtotal
58579
Btuh
Duct loss
2929
Btuh
TOTAL HEAT LOSS
61508
Btuh
DUCW5%)
hs=
0 SUMMER CALCULATIONS
3572 soft)
Load component
Load
Window total
681 sqft
26848
Btuh
Wall total
2350 sqft
9380
Btuh
Door total
72 sqft
763
Btuh
Ceiling total
3577 sqft
8227
Btuh
Floor total
0
Btuh
Infiltration
480 cfm
7914
Btuh
Internal gain
3000
Btuh
Subtotal(sensible)
56133
Btuh
Duct gain
Btuh
Total sensible gain
:5613
746
Btu
Latent gain(infiltration)
Btuh
Latent gain(intemal)
1380
Btuh
Total latent gain
20950
Btuh
I..atut rtwnmk2%)
Latart nnl:
tt.Den(4%)
Ductg"
aows(71 %)
s
XkWAKM%)
P(1 D%)
Doar8(1%) Waft"1%)
EnergyGauge® System Sizing based on ACCA Manual J.
PREPARED BY: M � \ . Gf l lA
DATE:
FLRCPB v3.30
FORM 60OA-2001 � -
FLORIDA ENERGY EFFICIENCY CODE
FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
Residential Whole Building Performance Method A
Project Name: VAZCOR, INC. RESIDENCE Builder: VAZCOR, INC.
Address: 6002 SW 58 STREET Permitting Office: MIAMI-DADE
City, State- MIAMI, FL 33143- Permit Number:
Owner: VAZCOR, INC. Jurisdiction Number: 231000
Climate Zone: South
1.
New construction or existing
New _
12. Cooling systems
2.
Single family or multi -family
Single family _
a. Central Unit
Cap: 46.5 kBtu/hr _
3.
Number of units, if multi -family
1 _
SEER:1,11.50 _
4.
Number of Bedrooms
5
b. Central Unit
Cap: 53.515Btu/hr _
`TI40
5.
Is this a worst case?
No _
SEER _
6.
Conditioned floor area (112)
c. N/A
_
7.
Glass area & type
Single Pane Double Pane
a. Clear glass, default U-factor
1.2 ft2 0.0 ft2
13. Heating systems
b. Default tint
to.10112 0.0 ft2 =
a. Electric Strip
Cap: 9.8 kBtu/hr _
c. Labeled U or SHGC
0.0 ft2 0.0 ft2
COP: 1.00 _
8.
Floor types
_
b. Electric Strip
Cap: 9.8 kBtu/hr _
a. Slab -On -Grade Edge Insulation
R=0.0, 312.0(p) ft _
COP: 100 _
b. N/A
_
c. N/A
_
c. N/A
_
9.
Wall types
_
14. Hot water systems
a. Concrete, Int Insul, Exterior
R=3.0, 2014.4 ft2
a Electric Resistance
Cap: 80 0 gallons _
b. Frame, Wood, Adjacent
_
R=11.0, 335.7 ft2
EF: 0.87
c. N/A
_
�% _
b. N/A
d. N/A
e. N/A
c. Conservation credits
_
10. Ceiling types
_
(HR-Heat recovery, Solar
a. Under Attic
R=19.0, 3577.0 ft2
DHP-Dedicated heat pump)
b. N/A
_
_
15. HVAC credits
PT.
c. N/A
(CF-Ceiling fan, CV -Cross ventilation,
11.
Ducts
_
HF-Whole house fan,
a. Sup: Unc. Ret: Con. AH: Interior
Sup /R=6 0 80.0 ft _
PT -Programmable Thermostat,
b. Sup: Unc. Ret: Con. AH: Interior
°
Sup �.;:'60.0 ft
MZ-C-Multizone cooling,
MZ-H-Multizone heating)
Glass/Floor Area: 0.19 Total as -built points: 54405 PASS
Total base points: 55197
I hereby certify that the plans and specifications covered
by this calculation are in compliance with the Florida
Energy Code.
PREPARED BY: M.J. CHIU ARCHIT -CT&i__
DATE:
hereby certify thg Jiisgri
at this buildin ,,aV a
na•aj,A�compli compliance with the Florida Eod.�
t
OWNERIAGENT: '��� ;
DATE: ;rs` rn`.isef:
Review of the plans and
specifications covered by this
calculation indicates compliance
with the Florida Energy Code.
Before construction is completed
this building will be inspected for
compliance with Section 553.908
Florida Statutes.
BUILDING OFFICIAL:
DATE:
i
FLRCPB v3.30)
.lOd :05-7266 LOCATION SKETCH
SCALE •1"= 200'
z
• d— •' y W17m, / nb n/�N / JG IF-C Po ` PO/ /B93 �G ,
W 6 z / , r AVE . „lgOoJ -2
L
Vo /A r,' ,. 1. �' �`-¢t J�OtPb� •I l I T P PG QI�
8,
4.
/00
7 10 LI/
J.
5 yi
.Sa• �lh / /V�'b aK AY s'4a�y! •1401 �" ,',.
I
M/AM•
f, SOU7
,gam
so /n9/a5 X'': /7aAf CDUN7 I'
LEGAL DESCRIPTION:Lot 14,Block 1,CAMBRIDGE LAWNS PARR,according to the Plat thereof as
recorded in Plat Book 50,page 4 of the Public Records of Dade County,Florida.-
GENERAL NOTES
1) OWNERSHIP IS SUBJECT TO OPINION OF TITLE.
2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED
INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY.
3) (Z22) DENOTES THOSE ELEVATIONS REFERRED TO NGV DATUM.
4) LOCATION AND IDENTIFICATION OF UTILITIES ON AND/OR ADJACENT TO THE PROPERTY WERE NOT
SECURED AS SUCH INFORMATION WAS NOT REQUESTED.
AE
THIS PROPERTY IS WITHIN TJ'IE LIMITS OF FLO2 Z E
CERTIFIED TO- azcor, nc. , ar os A. 1riay,Esq.1Attorneys-i e insurance runa.,inc.,
Uhi:jon Planters Bank,N.A.,D/B/A Regions Mortgage,ISAOA/ATIMA DATE :March
14,2005
APPLICABLE ZONING, UNDERGROUND, ZONING AND BUILDING SET BACKS. MUST BE CHECKED BY OWNER.
ARCHITECT OR BUILDER BEFORE DESIGN OR CONSTRUCTION BEGINS ON THIS PROPERTY.
CERTIFIED O:
1 HEREBY CERTIFY: That the attached Plan of Survey of the above described property
is true
and correct to the best of my knowledge, information and belief, as recently surveyed
and
platted under my direction, also that there are not above -ground encroachments other than
those shown. This survey meets the minimum technical standards set forth by the
Florida
Board of Land Surveyors pursuant to chapter 61G17-6,Florida trative
SIIRVEYING,INC. Code,Section 472-027,Florida Statutes
L-B. No_ 3333
147 ALHAMBRA CIRCLE No. 241 LAZARO D. ALONSO
CORAL GABLES, FLORIDA ,33134 PROFESSIONAL LAND SURVEYOR
Phone. (3051 448-9488 THIS IS A BOUNDARY SURVEY CERTIFICATE NO.3590
STATE OF FLORIDA
NOT VALID UNLESS SEALED WITH AN EMBOSSED SURVEYOR'S SEAL
P1DE cep)
n�
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PLAN OF SURVEY
I��= 20'
�0U001/2`\
OT . 5 O' P,QF-
35 >r
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PIPE C►)e(LA10 P1 CCnP)
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't M e
� h
C,16 CA1.3c��Pj'cock-'K �c,0cco .�
tiJ iZ LIVE Q. C60\v AL /�1JCo�[
CO U C CD lJ C.2Q�`� 'Y c 4: •vc N & c f +
h MI, V1
UCfI C•'i o r I
Y � _^4• AG4=fts QA
2001
CITY OF SOUTH MIAMI
SPECIAL INSPECTOR FORM
I (a'e) have been retained by 2C4DA� C- to perform special inspector
services under the Florida Butldin- Code at the S' project on the below listed
structures as of (o / / / Or V (date). I am a registered architect or professional engineer licensed in the
State of Florida.
PROCESS NUMBERS:
❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.1-20
54 SPECIAL INSPECTOR FOR TRUSSES OVER 35FT LONG OR 6FT HIGH 2319.17.2.4.2
® SPECIAL INSPECTOR FOR REINFORCED MASONRY. FBC 2122.4
%SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 22192
❑ SPECIAL INSPECTOR FOR SOIL COWAMON, FBC 1820-3.1
❑ SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS PER FBC 1927.12
❑ SPECIAL INSPECTOR FOR
Note-- Only the marked boxes apple.
The fallowing individual(s) employed by this firm or me are authorized representatives to perform
inspection
2.
3. 7•
*,special %specters utilLung authorized representatives shall insure the authorized representative is qualified by
education or iicensure to perform the duties assigned 4, the Special Inspector. 27te qualifications shall inchrde
licensure as a professional engineer or architect; graduation from an engineering education program in civil or
,4w,,-firml anvi K1R inn - graduation from an anchitactural education program; successful completion of the MCFES
Fundamentals Examination; or registration as building inspector a general contracror.
I, (we) will notify Mianri Dade County Building Department of any changes regarding authorized personnel
performing inspection services.
I, (we) understaud that a Special Inspector inspection log for each building must be displayed in a convenient
location on the site for reference by the Miami -Dade County Budding Department Inspector -All mandatory
inspections, as required by the Florida Building Code, must be performed by the County. The Connty building
inspections must be called for on all mandatory inspections. luspections performed by the Special hspector hired
by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion
of the work under each Building Permit I Will submit to the Building Inspector at the time of final inspection the
completed inspection log form and a sealed statement indicating that. to the best of my knowledge, belief and
pro&ssiopa1 judg�t those portions of the project outlined above meet the intent of the Florida Building Code and
ae in anti dance with the approved plans_ - - - - -
•\ ENS••••/� o,
I. • 01
tJ o� .
Engineer/Architect
`gZoui
Name
Address'' 3?L
+?
. 0
Phone No. 5��
wl
05/14/2005
WIND98 v3-04
Wind Load Design per ASCE 7-98
II Descripton:
Eugenio M. Santia oRFEE RESIDENCE II
Red values should he charmed nnly thrrvinh 'Main Menu"
Type of Structure
Height/Least Horizontal Dim
0.30
Flexible Structure
No
k.
Gust1
For rigid structures Nat Fre > 1 Hz use 0.85
0.85
�,._ t, J0f�
m
Zmin
15.00
ft
Izm
Cc * 33/z ^0.167
0.2281
Lzm
I* zm/33 ^Epsilon
427.06
ft
Q
1/ 1+0.63* (Min B,L +Ht)/Lzm "0.63 ^0.5
0.9037
Gust2
0.925* 1+1.7*Izm*3..4*Q / 1+1.7*3.4*Izm
0.8743
'091-MM...IONOR Y.F. ' _ 6 .o➢ } ° tp ^
i ,•n '`R
G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85
Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com
Page No. 1 of
W2
05/14/2005
WIND98 v3-04
Wind Load Design per ASCE 7-98
6.5.12.2.1 Design Wind Pressure = Buildings of All Heights
Elev
ft
Kz
Kzt
qz
Ib/ft"2
Pressure Ibt t"2
Windward Wall*
+GC I
-GC I
25
0.95
1.00
43.84
22.37
37.26
20
0.90
1.00
41.83
21.00
35.90
19
0.89
1.00
41.38
20.69
35.59
15
0.85
1.00 1
39.37
1 19. 33=
34.22
Table 6-7 Internal Pressure Coefficients for Buildings. Gcni
Condition
Gc I
Max +
Max -
Open Buildings
Partially Enclosed Buildings
Enclosed Buildings
0.00
0.55
0.18
0.00
-0.55
-0.18
Enclosed Buildings
1 0.18
-0.18
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Page No. 2 of?
w3
T
B
05/14/2005
WIND98 0-04
Wind Load Design per ASCE 7-98
Figure 6-3 - External Pressure Coefficients, Cu
Loads on Main Wind -Force
E
T
L
'.i/, ��
O�Md�4�;' _ i4•` *'��t81z � ��ie
>�jal' e�%,�-,�
�� V��_
Kh
2.01 * Ht/zg ^ 2/AI ha
0.89
Kht
Topographic factor Fig 6-2
1.00
Qh
.00256* ^2*1*Kh*Kht*Kd
41.38
psf
Khcc
Comp & Clad: Table 6-5 Case 1
0.89
Qhcc
.00256*V^2*1*Khcc*Kht*Kd
41.38
psf
Q?►rL� _►.. _ .3 nth,
',
G r T,0 IMP
Leeward Walls (Wind Dir Normal to 82 ft wall)J
-0.50
-25.04
-10..14
Side Walls
-0.70
-32.07
-17.17
Roof - Wind Normal to Ride heta>=10 - for Wind Normal to 82 ft face
Windward - Max Negative
-0.21
-14.94
-0.04
Windward - Max Positive
0.28
2.44
17.34
Leeward Normal to Ridge
-0.60
-28.55
-13.66
Overhang Top (Windward)
-0.21
-7.49
-7.49
Overhang Top (Leeward)
-0.60
-21.11
-21.11
Overhang Bottom (Applicable on Windward only)
0.80
26.77
26.77
Roof - Wind Parallel to Ride All Theta
- for Wind Normal to 82 ft face
Dist from Windward Edge: 0 ft to 9.5 ft
-0.90
-39.11
-24.21
Dist from Windward Edge: 9.5 ft to 19 ft
-0.90
-39.11
-24.21
Dist from Windward Edge: 19 ft to 38 ft
-0.50
-25.04
-10.14
Dist from Windward Edge: > 38 ft
-0.30
-18.00
-3.10
- nonzontai aistance rrom wnnawara eage
Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting.com Page No. 3 of
WIND98 v3-04
Wind Load Design per ASCE 7-98
Figure 6-4 - External Pressure Coefficients, GCaf
Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft
Kh = 2.01*(Ht/zg)^(2/Alpha) = 0.89
Kht = Topographic factor (Fig 6-2) = 1.00
Qh = 0.00256*(V)^2*lmpFac*Kh*Kht*Kd = 41.38
Case
A
Surface
GCpf
+GCpi
-GCpi
qh
s
Min P
s
Max P
s
1
.5
0.18
-0.18
41.38
15.30
30.20
2
.10
0.18
-0.18
41.38
-11.57
3.33
3
&Ab
0.18
-0.18
41.38
-25.96
-11.06
4
.39
0.18
-0.18
41.38
-23.62
-8.72
5
0.00
0.18
1 -0.18
41.38
-7.45
7.45
6
0.00
0.18
-0.18
41.38
-7.45
7.45
1 E
0.73
0.18
-0.18
41.38
22.67
37.57
2E
-0.19
0.18
-0.18
41.38
-15.35
-0.45
3E
-0.59
0.18
-0.18
41.38
-31.66
-16.76
4E
-0.54
0.18
-0.18
41.38
-29.59
-14.69
5E
0.00
0.18
-0.18
41.38
-7.45
7.45
6E
0.00
1 0.18
1 -0.18 1
41.38
-7.45
7.45
* p = qh * (GCpf - GCpi)
4E
Wind Direction
w 4-
05/14/2005
Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulting com
Page No. 4 of 7
WIND98 v3-04
Wind Load Design per ASCE 7-98
W
Figure 6-4 - External Pressure Coefficients, GCnf
Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft
Kh = 2.01 *(Ht/zg)"(2/Alpha) = 0.89
Kht = Topographic factor (Fig 6-2) = 1.00
Qh = 0.00256*(V)^2*lmpFac*Kh*Kht*Kd = 41.38
Case
B
Surface
GCpf
+GCpI
-GCPI
qh
s
Min P
s
Max P
s
1
-0.45
0.18
-0.18
41.38
-26.07
-11.17
2
-0.69
0.18
-0.18
41.38
-36.00
-21.11
3
-0.37
0.18
-0.18
41.38
-22.76
-7.86
4
-0.45
0.18
-0.18
41.38
-26.07
-11.17
5
0.40
0.18
-0.18
41.38
9.10
24.00
6
-0.29
0.18
-0.18
41.38
-19.45
-4.55
1 E
-0.48
0.18
-0.18
41.38
-27.31
-12.42
2E
-1.07
0.18
-0.18
41.38
-51.73
-36.83
3E
-0.53
0.18
-0.18
41.38
-29.38
-14.48
4E
-0.48
0.18
-0.18
41.38
-27.31
-12.42
5E
0.61
0.18
-0.18
41.38
17.79
32.69
6E
-0.43
0.18
-0.18
41.38
-25.24
-10.35
- p = qn - tucpr - ucpq
4E
Wind Direction
(fir%'
05/14/2005
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Page No. 5 of?
WIND98 v3-04
Wind Load Design per ASCE 7-98
4`�
Figure 6-6 - External Pressure Coefficients, GCa
Loads on Components and Cladding for Buildings w/ Ht <= 60 ft
a
a = 6.4
it
,a
Hipped Roof
10 < Theta <= 30
6.40 ft
a
w cP
05/14/2005
Component
width
ft
span
ft
Area
ft"2
Zone
GCp
Wind Press IbflM2
Max
Min
Max
Min
TRUSS
2
45
675.00
1
0.30
-0.80
19.86
-40.56
TRUSS
2
45
675.00
2
0.30
-1.40
19.86
-65.39
TRUSS
2
45
675.00
2H
0.30
-2.20
12.42
-91.04
TRUSS
2
28
261.33
1
0.30
-0.80
19.86
-40.56
TRUSS
2
28
261.33
2
0.30
-1.40
19.86
-65.39
TRUSS
2
28
261.33
2H
0.30
-2.20
12.42
-91.04
WALL
1
11
40.33
4
0.89
-0.99
44.41
-48.54
WALL
1
11
40.33
5
0.89
-1.19
44.41
-56.53
WALL
1
14
65.33
4
0.86
-0.96
42.88
-47.01
WALL
1
14
65.33
5
0.86
-1.11
42.88
-53.47
WINDOW
2
5
10.00
4
1.00
-1.10
48.83
-52.97
WINDOW
2
5
10.00
5
1.00
-1.40
48.83
-65.39
DOOR
3
8
24.00
5
0.93
-1.27
46.05
-59.83
DOOR
3
8
24.00
5
0.93
-1.27
46.05
-59.83
DOOR
3
6.7
20.10
4
0.95
-1.05
46.62
-50.75
DOOR
3
6.7
20.10
5
0.95
-129
46.62
-60.95
GARAGE DOOR
16
8
128.00
4
0.80
-0.90
40.74
-44.88
GARAGE DOOR
16
8
128.00
5
0.80
-1.01
40.74
F-49.20
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f I
W,
05/14/2005
WIND98 0-04
Wind Load Design per ASCE 7-98
GARAGE DOOR
8
8
64.00
4
0.86
-0.96
42.94
-47.08
GARAGE DOOR
8
8
64.00
5
0.86
-1.1-2
42.94
-53.60
ROOFING
1
1
1.00
1
0.50
-0.90
28.14
-44.69
ROOFING
1
1
1.00
2
0.50
-2.10
28.14
-94.35
ROOFING
1
1
1.00
2H
0.50
-2.20
20.69
-91.04
Note: * Enter Zone 1 through 5, or 1 H through 3H for overhangs.
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I
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Prjct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 11 FT. WALL Date: 05/14/2005
Page: Chkd: EMS
Design of a Reinforced Masonry Wall with Out -of -Plane Loads
Using the 2002 MSJC Strength Design Code
Material and Construction Data
8 in. CMU, Partial grout, running bond
Wall Weight = 41 psf (From Tables)
Type S mortar Masonry cement / Air -entrained PCL Mortar, Coarse Grout
CMU Concrete Density = 115 pcf
Unit Compressive Strength = 1900 psi
fm = 1500 psi (From Tables)
Em = 900F'm = 1350000 psi
Wall Design Details
Thickness = 7.625 in.
Height = 132 in. (Simply Supported Wall, Effective height = H)
x = 3.813 in.
#6 Bars, Grade 60
Reinforcement Spacing = 48 in. On -Center
Ao = 162.8 sq.in. on design width
So = 348.4 in3 on design width
Wall Support- Simply Supported Wall
Specified Load Components
Load P (lb) a (in)
W1(psf)
W2 (psf)
L (in)
h1 (in)
h2 (in)
Dead 350 0
0
0
0
0
132
Live 420 0
0
0
0
0
132
Soil 0 0
0
0
0
0
132
Fluid 0 0
0
0
0
0
132
Wind 0 0
56.5
56.5
0
0
132
Seismic 0 0
0
0
0
0
132
Roof 0 0
0
0
0
0
132
Rain 0 0
0
0
0
0
132
Snow 0 0
0
0
0
0
132
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Poct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 11 FT. WALL Date: 05/14/2005
Page: Chkd: EMS
f1 = 0.5
f2 = 0.2
Controlling Load Cases
Section Forces with Controlling Flexure and Axial Load-0.9D + 1.6W
x/H = 0.460 from bottom of wall
Vu = 39.776 Ib/ft
MLu = 16302.591 lb-in./ft
Pu = 534.186 Ib/ft at en = 0 in
Deltau = 0.755383 in
MTu = MLu + Puen + Pu(Deltau) = 16706.107 lb-in/ft
P = 356.124 lb/ft at en = 0 in
V = 24.86 Ib/ft
ML = 10189.1 lb-in/ft
Ultimate Moment Capacity = 23065.74 lb-in/ft (1922.145 lb-ft/ft) at this axial load
Ultimate Shear Capacity = 2908.5724 Ib/ft
The wall is adequate for these-aitical section forces. ��
Section Forces with Controlling Shearing Force--0.9D + 1.6W
x/H = 0.940 from bottom of wall
Vu 437.536Ib/ft
Pu = 339.354 Ib/ft at en = 0 in
Deltau = 0.144811 in
MTu = MLu + Puen + Pu(Deltau) = 3750.6981 lb -in/ t
P = 226.236 Ib/ft at an = 0 in
V =-273.46 Ib/ft
MIL = 2313.47 lb-in/ft
Ultimate Moment Capacity = 22418.807 lb-in/ft at this axial load
. Ila:___A_ nV__- n____:a.. — nnnn Ce%An IL. MX
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Prjct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 11 FT. WALL Date. 05/14/2005
Page: Chkd: EMS
ununaie anrser ',dPdcuy = c00t.0a140 iuni
The wall is adequate for these critical section forces.
These were found to be load cases that controlled the design.
The flexural, shear and axial forces shown are those occuring
at the critical section for the case controlled by flexure and
at the critical section for the case controlled by shear.
The following design calculations are for the section with controlling bending moment
Section Design Forces Used
Vu = 39.776 Ib/ft (Computed from Loads)
ML = 16302.591 lb-in./ft (Computed from Loads)
Pu = 534.186 Ib/ft at e = 0 in (Computed from Loads)
Wall Axial Design Data
Pu max = 3.075e+004 Ibs/ft (Code Equation 3-16 or 3-17)
Pmax = 1.03e+004 Ibs/ft for unfactored axial load combinations that include earthquake
(See Code Section 3.2.3.5.1 and Commentary Section 3.2.3.5.2)
Wall Flexural Design Data
As Required = 0.31 sq.in. in each grouted cell
As Provided = 0.44 sq.in.
Rhomin = 0
Wall Flexural Capacity with Specified Steel
a = 0.4996 in.
d = 3.813 in.
Mn = 25628.5998 lb-in/ft
Mu available = 0.9(25628.6) = 23065.74 lb-in/ft (1922.145 lb-ft/ft)
fr = 48.83 psi
Mcr = frSo = 4253.3833 lb-in/ft
I = q1*7 in41ft
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Pdct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 11 FT. WALL Date: 05/14/2005
Page: Chkd: EMS
.gr --- -, , -.
ler = 22.66272 in
4/ft
Shear Design Data
Vn max: 6305 Ibs/ft (Section 3.2.4.1.2)
Vm = 3769 Ibs/ft (Section 3.2.4.1.2.1)
Maximum available Vu is the lesser of:
Vu max = 0.8(6305) = 5044 Ibs/ft
Vu max:" 0.8(3769 + 0) = 3015 Ibs/ft CONTROLS (Note: Vs = 0 for walls with out -of -plane loading.)
Vu max = 3015 Ibsfft (for developing 1.25Mn) (Section 3.1.3)
Service Load Deflection Limitations (MSJC 3.2.5.6)
Deltamax = 0.007(H) = 0.007(132) = 0.924 in
1
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Prjct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 14 FT. WALL Date: 05/14/2005
Page: Chkd: EMS
Design of a Reinforced Masonry Wall with Out -of -Plane Loads
Using the 2002 MSJC Strength Design Code
Material and Construction Data
8 in. CMU, Partial grout, running bond
Wall Weight = 42.5 psf (From Tables)
Type S mortar Masonry cement / Air -entrained PCL Mortar, Coarse Grout
CMU Concrete Density = 115 pcf
Unit Compressive Strength = 1900 psi
fm = 1500 psi (From Tables)
Em = 900F'm = 1350000 psi
Wall Design Details
Thickness = 7.625 in.
Height = 168 in. (Simply Supported Wall, Effective height = H)
x = 3.813 in.
#6 Bars, Grade 60
Reinforcement Spacing = 40 in. On -Center
Ao = 142.7 sq.in. on design width
So = 294.3 in3 on design width
Wall Support: Simply Supported Wall
Specified Load Components
Load P (lb) a (in) W1(psf) W2 (psf) L (in) hl (in) h2 (in)
Dead 350 0 0 0 0 0 132
Live 420 0 0 0 0 0 132
Soil 0 0 0 0 0 0 132
Fluid 0 0 0 0 0 0 132
Wind 0 0 53.5 53.5 0 0 132
Seismic 0 0 0 0 0 0 132
Roof 0 0 0 0 0 0 132
Rain 0 0 0 0 0 0 132
Snow 0 0 0 0 0 01 132
�y
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Prjct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 14 FT. WALL Date: 05/14/2005
Page: Chkd: EMS
f1 = 0.5
f2 = 0.2
Controlling Load Cases
Section Forces with Controlling Flexure and Axial Load- 0.9D + 1.6W
x/H = 0.420 from bottom of wall
Vu = 68.3577 Ib/ft
MLu = 22580.732 lb-in./ft
Pu=625.59lb/ftaten=0in
Deltau = 1.56751 in
MTu = MLu + Puen + Pu(Deltau) = 23561.351 lb-in/ft
P=417.06lb/ftaten=0in
V = 42.7236 Ib/ft
ML = 14113 lb-in/ft
Ultimate Moment Capacity = 27241.188 lb-in/ft (2270.099 lb-ft/ft) at this axial load
Ultimate Shear Capacity = 3067.1584 Ib/ft
The wall is adequate for these critical section forces. Or
Section Forces with Controlling Shearing Force-0.91) + 1.6W
x/H = 0.050 from bottom of wall
Vu = 511.766 Ib/ft
Pu = 823.725 Ib/ft at an = 0 in
Deltau = 0.261299 in
MTu = MLu + Puen + Pu(Deltau) = 4765.7345 lb-in/ft
P=549.15lb/ftatan=0in
V = 319.854 Ib/ft
ML = 2844.06 lb-in/ft
Ultimate Moment Capacity = 27876.525 lb-in/ft at this axial load
1 I,a:..--A- - L---- ^----;a.. — nnnn c-I?A 14. WA
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Pdct 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 14 FT. WALL Date: 05/14/2005
Page: Chkd: EMS
uuundUl anesdi t,dNdcny = 0Va0.0104f iunL
The wall is adequate for these critical section forces.
These were found to be load cases that controlled the design.
The flexural, shear and axial forces shown are those occuring
at the critical section for the case controlled by flexure and
at the critical section for the case controlled by shear.
The following design calculations are for the section with controlling bending moment
Section Design Forces Used
Vu = 68.3577 Ib/ft (Computed from Loads)
MIL = 22580.732 lb-in./ft (Computed from Loads)
Pu = 625.59 Ib/ft at e = 0 in (Computed from Loads)
Wall Axial Design Data
Pu max = 2.928e+004 Ibs/ft (Code Equation 3-16 or 3-17)
Pmax = 8756 lbs/ft for unfactored axial load combinations that include earthquake
(See Code Section 3.2.3.5.1 and Commentary Section 3.2.3.5.2)
Wall Flexural Design Data
As Required = 0.38 sq.in. in each grouted cell
As Provided = 0.44 sq.in.
Rhomin = 0
Wall Flexural Capacity with Specified Steel
a = 0.5983 in.
d = 3.813 in.
Mn = 30267.98722 lb-in/ft
Mu available = 0.9(30267.987) = 27241.188 lb-in/ft (2270.099 lb-ft/ft)
fr = 51 psi
Mcr = frSo = 4503.3 lb-in/ft
I = 11A 7 in4/t
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Pdct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: DESIGN OF 14 FT. WALL Date: 05/14/2005
Page: Chkd: EMS
.gr ,,, -,.
Icr = 26.175512 in4/ft
Shear Design Data
Vn max = 6631 Ibs/ft (Section 3.2.4.1.2)
Vm = 3990 Ibs/ft (Section 3.2.4.1.2.1)
Maximum available Vu is the lesser of:
Vu max = 0.8(6631) = 5304 Ibs/ft
Vu max = 0.8(3990 + 0) = 3192 Ibs/ft CONTROLS (Note: Vs = 0 for walls with out -of -plane loading.)
Vu max = 3192 Ibs/ft (for developing 1.25Mn) (Section 3.1.3)
Service Load Deflection Limitations (MSJC 3.2.5.6)
Deltamax = 0.007(H) = 0.007(168) = 1.176 in
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Pdct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: 11 FT. WALL, 3'-0" OPENING Date: 05/14/2005
Page: Chkd: EMS
Design of a Reinforced Masonry Wall with Out -of -Plane Loads
Using the 2002 MSJC Strength Design Code 7
Material and Construction Data
8 in. CMU, Partial grout, running bond
Wall Weight = 55.7 psf (From Tables)
Type S mortar Masonry cement / Air -entrained PCL Mortar, Coarse Grout
CMU Concrete Density = 115 pcf
Unit Compressive Strength = 1900 psi
fm = 1500 psi (From Tables)
Em = 900F'm = 1350000 psi
Wall Design Details
Thickness = 7.625 in.
Height = 132 in. (Simply Supported Wall, Effective height = H)
x = 3.813 in.
#5 Bars, Grade 60
Reinforcement Spacing = 16 in. On -Center
Ao = 82.67 sq. in. on design width
So = 132.4 in3 on design width
Wall Support: Simply Supported Wall
Specified Load Components
Load P (lb) a (in) W1(psf) W2 (psf) L (in) h1 (in) h2 (in)
Dead 575 0 0 0 0 0 132
Live 690 0 0 0 0 0 132
Soil 0 0 0 0 0 0 132
Fluid 0 0 0 0 0 0 132
Wind 0 0 92.8 92.8 0 0 132
Seismic 0 0 0 0 0 0 132
Roof 0 0 0 0 0 0 132
Rain 0 0 0 0 0 0 132
Snow 0 0 0 0 0 0 132
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Prjct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: 11 FT. WALL, V-0" OPENING Date: 05/14/2005
Page: Chkd: EMS
f1 = 0.5
f2 = 0.2
Controlling Load Cases
Section Forces with Controlling Flexure and Axial Load-0.913 + 1.6W
x/H = 0 440 from bottom of wall
Vu = 97.9968 Ib/ft
MLu = 26561.053 lb-in./ft
Pu = 826.301 Ib/ft at en = 0 in
Deltau = 0.701196 in
MTu = MLu + Puen + Pu(Deltau) = 27140.452 lb-in/ft
P = 550.867 Ib/ft at en = 0 in
V = 61.248 Ib/ft
ML = 16600.7 lb-in/ft
Ultimate Moment Capacity = 44108.061 lb-in/ft (3675.6717 Ib-ft/ft) at this axial load
Ultimate Shear Capacity = 4432.4229 Ib/ft
The wall is adequate for these critical section forces.
Section Forces with Controlling Shearing Force--0.91) + 1.6W
x/H = 0.940 from bottom of wall
Vu =-718.643 Ib/ft
Pu=550.5861b/ftaten=0in
Deltau = 0.135784 in
MTu = MLu + Puen + Pu(Deltau) = 6154.4843 lb-in/ft
P = 367.057 Ib/ft at en = 0 in
V =-449.152 Ib/ft
ML = 3799.83 lb-in/ft
Ultimate Moment Capacity = 43338.642 lb-in/ft at this axial load
..____:1.. - A-1NC K-as
11
MASONRY = Concrete Masonry Design System
National Concrete Masonry Association
Prjct: 6002 S.W. 58TH STREET Name: S 8 A ENGINEERS, INC.
Topic: 11 FT. WALL, 3'-0" OPENING Date: 05/14/2005
Page: Chkd: EMS
UILHINAa andai L dpdcuy = 1+0t00.000V W/It
The wall is adequate for these critical section forces.
These were found to be load cases that controlled the design.
The flexural, shear and axial forces shown are those occuring
at the critical section for the case controlled by flexure and
at the critical section for the case controlled by shear.
The following design calculations are for the section with controlling bending moment
Section Design Forces Used
Vu = 97.9968 Ib/ft (Computed from Loads)
ML = 26561.053 lb-in./ft (Computed from Loads)
Pu = 826.301 Ib/ft at e = 0 in (Computed from Loads)
Wall Axial Design Data
Pu max = 4.55e+004 Ibs/ft (Code Equation 3-16 or 3-17)
Pmax = 2203 Ibs/ft for unfactored axial load combinations that include earthquake
(See Code Section 3.2.3.5.1 and Commentary Section 3.2.3.5.2)
Wall Flexural Design Data
As Required = 0.18 sq.in. in each grouted cell
As Provided = 0.31 sq.in.
Rhomin = 0
Wall Flexural Capacity with Specified Steel
a = 1.033 in.
d = 3.813 in.
Mn = 49008.95636 lb-in/ft
Mu available = 0.9(49008.956) = 44108.061 lb-in/ft (3675.6717 lb-ft/ft)
fr = 70.5 psi
Mcr = frSo = 7000.65 lb-in/ft
i = 147R A in4/R
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Prjct: 6002 S.W. 58TH STREET Name- S & A ENGINEERS, INC.
Topic: 11 FT. WALL, 3'-0" OPENING Date: 05/14/2005
Page: Chkd: EMS
,gr ..- ,,, "'
Icr = 40.031985 in
4/ft
Shear Design Data
Vn max: 9605 Ibs/ft (Section 3.2.4.1.2)
Vm = 5747 Ibs/ft (Section 3.2.4.1.2.1)
Maximum available Vu is the lesser of:
Vu max = 0.8(9605) = 7684 Ibs/ft
Vu max = 0.8(5747 + 0) = 4598 Ibs/ft CONTROLS (Note: Vs = 0 for walls with out -of -plane loading.)
Vu max = 4598 lbs/ft (for developing 1.25Mn) (Section 3.1.3)
Service Load Deflection Limitations (MSJC 3.2.5.6)
Deltamax = 0.007(H) = 0.007(132) = 0.924 in
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Pdct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: 14 F_ LL, LO" OPENING Date: 05/14/2005
Page* Chkd: EMS
As Required = 0.32 sq.in. in each grouted cell
As Provided = 0.6 sq.in.
Rhomin = 0 L�
Wall Flexural Capacity with Specified Steel
a=1.865in.
d = 3.813 in.
Mn = 67748.03882 lb-in/ft
Mu available = 0.9(67748.039) = 60973.235 lb-in/ft (5081.1029 lb-ft/ft)
fr = 70.5 psi
Mcr = frSo = 7000.65 lb-in/ft
Igr = 378.6 in4/ft
Icr = 62.131869 in4fft
Shear Design Data
Vn max = 9605 Ibs/ft (Section 3.2.4.1.2)
Vm = 6529 Ibs/ft (Section 3.2.4.1.2.1)
Maximum available Vu is the lesser of:
Vu max = 0.8(9605) = 7684 Ibs/ft
Vu max = 0.8(6529 + 0) = 5223 Ibs/ t CONTROLS (Note: Vs = 0 for walls with out -of -plane loading.)
Vu max = 5223 Ibs/ft (for developing 1.25Mn) (Section 3.1.3)
Service Load Deflection Limitations (MSJC 3.2.5.6)
Delta
max = 0.007(H) = 0.007(168) = 1.176 in
- � r
MASONRY — Concrete Masonry Design System
National Concrete Masonry Association
Pdct: 6002 S.W. 58TH STREET Name: S & A ENGINEERS, INC.
Topic: 14 FT. WALL, 3'-0" OPENING Date: 05/14/2005
Page: Chkd: EMS
Design of a Reinforced Masonry Wall with Out -of -Plane Loads
Using the 2002 MSJC Strength Design Code
Material and Construction Data
8 in. CMU, Partial grout, running bond
Wall Weight = 55.7 psf (From Tables)
Type S mortar Masonry cement / Air -entrained PCL Mortar, Coarse Grout
CMU Concrete Density = 115 pcf
Unit Compressive Strength = 1900 psi
fm = 1500 psi (From Tables)
Em = 900F'm = 1350000 psi
Wall Design Details
Thickness = 7.625 in.
Height = 168 in. (Simply Supported Wall, Effective height = H)
x = 3.813 in.
#7 Bars, Grade 60
Reinforcement Spacing = 16 in. On -Center
Ao = 82.67 sq.in. on design width
So = 132.4 in3 on design width
The following design calculations are for the specified section forces
Section Design Forces Used
Vu = 310.15 Ib/ft (Specified)
ML = 42875.191 lb-in./ft (Specified)
Pu = 1679.49 Ibfft at e = 0 in (Specified) '
Wall Axial Design Data
Pu max = 4.05e+004 Ibs/ft (Code Equation 3-16 or 3-17)
Pmax = -1.411 a+004 Ibs/ft for unfactored axial load combinations that include earthquake
(See Code Section 3.2.3.5.1 and Commentary Section 3.2.3.5.2)
Wall Flexural Design Data
TABLE 2910.2A
� TABLE 2910.2A
ALLOWABLE SHEAR (PLF) FOR HORIZONTAL WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING
OF DOUGLAS FIR -LARCH OR SOUTHERN PINE CnR WINn I nenlunl
1. )
eLMCMo D aAv1IAaLMs
talLoeNED aAnauM
NO ttpwings (In.) at dlaphngM bounded" (aa caws),
Ndb Spaced 6 In mm d
At COIdb11 m panel edges paaMON to load (aeses 7 a 4)
supported edge
OW at all paml edges (Caws a a 6)
MNMI®aW
g
4
7 112
7
MMOIeIY
MIIaw
NIOMIUL
Cer t pb
wowNOMINAL
�1IOTIIOAL
STAPLE OR
PENETRATION
IIOIIIAL
PANEL
wlrx OF
FRAMING
N.D. P.dna (r.l t ear Pen/ eear
Ede. e.
AS."
PANEL
COMMON
01 FRAMM
THXXM 9
NENM
UNES OF
Re..e 1,M,7 a 4)
CeeL JOIMS
CASED
GRADE
NAFL GME
lk1
Pal
Pn•)
FASTENERS
8
6
1 6 7
PenAl m
R.e,IM a Q
7
7
Lere1
6d
11/4
1/4 Or
2-
1
195
250
375
420
165
125
8d
11/x
5/16
3/7
3
2
1
1
210
280
420
475
185
140
Structure) I
3
I
270
360
530
600
240
190
Sheaddng
10d
I /8
15h2
2
1
300
320
400
425
ow
640
675
265
200
F.xp 1 or Ext
3
l
60
20
730
820
285
320
215
240
10d
15/8
23/32
3
4
2
2
650
870
940 1,230
755
980
1.080 1,410
14 ga
4
3
3
2
1 305
l 3 81
Staples
2
23h2
4
3
600
600
840 900
1,040
1,200
840
900
1,140 1,350
1,440
1,800
6d
1114
5116
2
3
1
1
170
190
225
1 250
335
380
380
150
110
C-D Sheathing,
3/g
2
3
1
185
250
375
430
420
170
165
125
125
and other grades
1
210
290
420
475
1
185
140
8d
11/2
3/7
2
3
1
1
240
270
320
360
480
545
215
160
covered in PS I
and PS 2
Th6
2
1
255
340
540
505
610
575
2qp
230
180
170
3
1
285
380
570
645
255
190
15h2
2
3
1
1
270
360
530
600
240
Igo
300
400
600
675
265
200
IS&
2
3
1
1
290
395
575
655
255
190
325
430
650
735
1
290
215
C-D Sheathing
lod
15/8
19/32
2
3
l
320
360
425
490
640,
730
285
215
and odieT grades
3
2
645
870
720
935 1,225'
820
320
240
covered In PS 1
23h2
4
2
750
990
1,075 1,395
and PS 2
4
3
935
1305
1,390 1,510
rl14a
les
2
23h3
3
2
600
600
820 900
1,020
1,200
4
3
820
900
1,120 050
1,400
1,510
For SI: 1 in = 25.4 nun, 1 plf = 14.5939 N/m.
Note:
1. These values are for short-term loads from wind and must be reduced 25% for normal loading.
EmMmmINEm
—��f �l 1 11111111►_ 1 1 1 1 _-- ma,
I I 11111111►I !III
1111111111..= 111111111 = IIII! Immm■-----MINI = 1 1 1 1 �� _ _ _EEE- r
t --► ------ 1111�111111..
23.20 FLORIDA BUILDING CODE — BUILDING
S & A ENGINEERS, INC.
104 CRANDON BLVD. #322 KEY BISCAYNE, FL 33149 (305)361-1121
Copyright 2000 by Tondelli Engineering, P.A. Tampa, Florida
',) CUFMER : 6002 S.W. 58th Street Residence
J0 JUMBER 05-102 DATE : 05/14/2005
DESCRIPTION : MWFRS UPLIFT IN REAR TERRACE
*** DESIGN WIND LOADS - ASCE 7-98 ***
*** MAIN WIND FORCE RESISTING SYSTEMS ***
WIND VELOCITY = 146 MPH
EXPOSURE CATEGORY = C
BUILDING CATEGORY = 2'
IMPORTANCE FACTOR = 1.00
Kzt = 1.00
BUILDING DIMENSION NORMAL TO WIND DIRECTION = 82.0 FT
BUILDING DIMENSION PARALLEL TO WIND DIRECTION = 64.0 FT
HEAN ROOF HEIGHT = 19.0 FT Kh = 0.892 qh = 48.7 PSF
DISTANCE, Z = 19.0 FT Kz = 0.892 qz = 48.7 PSF
ROOF SLOPE = 6.00 : 12 (26.56 DEG)
ROOF WIND LOADS
CASE A, WIND PERPENDICULAR TO RIDGE
INTERIOR ZONE
END ZONE
2
3
2
3
GCp
-0.10
-0.45
-0.19
-0.58
PRESSURE (psf)
-31.6
- 8.5
-36.0
-55.3
CASE B, WIND PARALLEL TO RIDGE
GCp
-0.69
-0.37
-1.07
-0.53
PRESSURE (psf)
-60.4
-44.8
-78.9
-52.6
2E
3E
2
3
2a
2a
P = gh(GCp - GCpi)
GCpi = +0.55/-0.55
CORNER DISTANCE, a = 6.40 FT
¢g,sxa, bS = 41,Z -to F�p b.L'. _ �3I 2 F5F