05-562(2)-000FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067 -0077
NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005
ELEVATION CERTIFICATE Z
Important Read the instructions on a es 1.7,
SECTION A - PROPERTY OWNER INFORMATION For insurarm comIarN lke.
JOHN AMAT # 05 -1
BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No) OR P.O. ROUTE AND BOX NO. I Company NAIC Number
5722 S W 53RD TERR
CITY STATE ZIP CODE
MIAMI FLORIDA 33155
PROPERTY DESCRIPTION (Cat and Block Numbers, Tax Parcel Number, Legal Descripton, etc.)
BUILDING USE (e.g., Residerdi -jl, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.)
RESIDENTIAL
LATr UDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type):
( #f✓'° - #ff - ##.#f✓?' or ##.#####� ❑ NAD 1977 ❑ NAD 1963 ❑ USGS Quad Map ❑ Other.
SECTION B - FLOOD INSURANCE RATE MAP (AM INFORMATION
81 NFIP COMMUMTY NAME & COMMUNITY NUMBER I B2 COUNTY NAME B3 STATE
UNINCORPORATED AREAS 120635 1 MIAMI —DADE I FLORIDA I
B4 MAP AND PANEL
137 FIRM PANEL
B9 BASE FLOOD ELEVATION(S)
NUvIBER
B5 SUFFIX
B6 FIRM INDEX DATE
EFFECTNEIREVISED DATE
B8 FLOOD ZONE(S)
(Zone AO, use depth offico ft
12025CO190
J
7/17/95
3/2/94
X
N/A
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9.
❑ RS Profile ® FIFA ❑ Community Determined ❑ Other (Desaibe):
B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe):
BIZ Is the building located in a Coastal Bonier Resources System (CBRS) area or Olherwise Protected Area (OPA)? ❑ Yes [KIND Desig nation Date
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
C1. Building elevations are based on: ❑ Construction Drawings" ❑ Bufidng Under Construction' ® Finshed
•A new Elevation Certificate wit be required when construdion of the building's eanplete.
C2. BWdng Diagram Number 1 peeled the building diagrarn mast similar to the building for which this oetilica is being completed • seepages 6 and 7. If no dagrarm
accurately represents the dining, preside a sketch or photograph.)
C3. Elevations — Za m Al4M, AE, AH, A (A BFE), VE, V1 V30, V (with BFE), AR AREA, ARAAE, AR/AI4 0, AR/AR ARIAO
Complete Items C3.-e i below aocaditg to the biking dagam specified in Item C2. State the datum used If the datum is drffeit from the datum used for the BFE in
Section B, convert the datl m to that used for the BFE Show field measurements and datum conversion calarlatian Use Cie space provided or thi3 , area of
Section D or Section G, as apprcpriek to doament the datum conversion.
Datum NGVD CamrersiordCornmenis j
Elevation mfaerce mark used BM Does the elevation reference mark used appear on the FIRM? ® Yes ❑ No
a) Top of bottom floor (including basement or enclosure) 13 ..3 5 ft(m)
b) Top of next higher fba _EO ft(m)
c) Bottom of lowest horizontal st wtral rnernber (Vzones only)
d) Attached garage (top of stab) e g
e) Lowest elevation of machinery ardor equpnent u,
servicing the burfiding Posaft in a Carnmtents area) 12.5 0 tt(m) E
Q Lowest adjacent (finished) grade (LAG) 12_15 t(m) i -0 � �� �` �► • •? e
g) Highest adacerd (finisfo Bade (HAG) 12_6.0 fL(m) ti Y • 1 b 5 `f
h) No. of permanent openings (flood vents) within 1 ft above adacent grade A
Total area of all permanent cpeni ngs (flood ve>nb) in C3.h N/A SQ . IN . (S Q . CM )
SECTION D - SURVEYOR, ENGINEER OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information.
1 certify that the information in Sections A, B, and C on this certificate represents my best el%rts to interpret the data available.
I understand that any false statement May be punishable by fine or imprisonment under 18 U.S. Code, Sedjon 1001.
CERTIFER'S NAME LICENSE NUMBER
ADIS N. NUNEZ 5924
TITLE COMPANY NAME
REGISTERED LAND SURVEYOR BLANCO SURVEYORS, INC.
ADDRESS CITY STATE ZIP CODE
FLORIDA 33141
TELEPHONE
FEMA Form 81 -31, January 2003 See reverse side for continuation Replaces all previous editions
IMPORTANT: In these spaces, copy the corresponding Infomration from Section A For Insurance Company Use
BUILDING STREET ADDRESS (Incudrng Apt, Unit, Sute, ardor Bldg No.) OR P.0 ROUTE AND BOX NO Polar Number
5722 S.W. 53RD TERR.
CITY STATE ZIPCODE CornpanyNAICN=W
MIAMI FLORIDA 33155
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of th's Elevation Certificate for (1) community offal, (2) insurance agenbcon4ov, and (3) building owner.
COMMENTS
CROWN OF ROAD ELEVATION: 12.74' ON CENTERLINE ON CENTER OF ROAD
BM# CG -9 LOCATOR# 4004 ELEVi 12.27'
❑' Check here if attachrrmts
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A ?M —THOUT BFE)
For Zone AO and Zone A (without BFE), compete Items E1 ftmough E4. If the Elevation Certificate is intended for use as supporting Mutation for a LOMA or LOMR -F,
Section C must be completed
E1. Bu iking Diagram Number _(Select the bueldng dragam most similar to the building for which this certificate's being completed - see pages B and 7. ff no dagam aa:us-ately
represents the buldnij; piovide a sketch a photograph.)
E2. The top of the bottom floor (including basement or enclosure) of the building is _ to) _h(an) ❑ above or ❑ below (check one) the highest adaoent grade. (Use
natural grade, d available).
E3. For BWdng Diagrams 6-8 with openings (seepage 7), the next hoer floor or elevated floor (elevation b) of the buldi s _ tt(m) _m.(an) shwa the highest adpoent
grade. Complete ile s C3.h and C3j on front of form
E4. The top of the ptottam of machinery ardor servicing the building is _ 10) —h(an) ❑ above or ❑ below (check one) the highest adacent Bade. (Use
natural grade, if avalable).
E5. For Zone AO ony 9 no flood depth number is available, is the top of the bottom floor elevated in amaidartce Wth the amnurWs tloocoan maragmwd ordnance?
❑ Yes ❑ No ❑ Unknown. The bcal ot6dal must ooW this i dommation in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owrWs authorized reprmmt3We who completes Sections A, B. C (Items C3.h and C3.i ontA and E for Zone A (without a FBVrssued or win ux*-
issued BFE) or Zane AO must sign here. The stdernerds rn Sed di rs A Br C, andE are cared to -bbe best ofmy k wfedge
PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME
ADDRESS CITY STATE ZIP CODE
n
SIGNATURE DATE TELEPHONE
COMMENTS
❑ Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL) e
The local ollicel who isPaulhonuied by law or advance to adnird ter the co mnurvVs ficodplain maragem>ent ordnance can complete Sections A, B, C (or E), and G of this Elevation
Certificate. Comte to appicable ttem(s) and sign below.
G1. ❑ The nfrxxmmation in Section C was taken from other documentation that has been sued and embossed by a kersed surveyor, engineer, or architect who is authorized by state
ordocal law b off* elevation irdocrnatioa Ondicate the sauce and date of the elevation data into Comments area tslowr.) -
G2 ❑ A convnm* official carpleted Se dim E far a building located n Zone A (v ftut a FEMA-ssued or corrrruurutyissued BFE) or Zone A0.
G3. ❑ The following inbir ration (Items G4-G9) is provided for community floociplain management purposes.- .
G7. This permit has been issued for ❑ New Construction ❑ Substantial Improvement
G8. Elevation of as4xi t lowest floor (including basement) of the biking is — —ft(m) Datum.
G9. BFE or (in Zone AO) depth of flooding at the buildng site s* — _ ft(m) Datum:
LOCAL OFFICIAL'S NAME TITLE
COMMUNITY NAME TELEPHONE ,
SIGNATURE DATE
COMMENTS
FEMA Form E1 -31, January 2003 Replaces all previous editions
A. TAQUECHEL ASSOCIATES, INC.
` ARCHITECTS - ENGINEERS - PLANNERS
4848 S. W. 74 Court Mann, Flonda 33155
September 8, 2005
City of South Miami
6130 Sunset Drive
S. Miami, Fl 33143
Attn- Building Official
• • • • • Re John Amat Residence Addition
: : . 5722'S'V 53 Terrace
...... ... . . .
.... ......
• • • • • beaF $uilding Official
• • - Ths'is to Tertif�1hat I have conducted an inspection of the roof members and its anchorage
•: • • • • to.the. exterior masonry walls and they seem to have the required anchor strap to the concrete
tie beam •
'EuftWrmore, dining the construction, the roof anchorage shall be checked at all walls where
•. �*e- gdditiort oonnects to the existing structure If major deficiencies are found and the
'fir horage:i� nit in compliance with the minimum requirements of the code, the roof
anchorage saalf fie checked for all the existing roof Minimum anchorage shall be provided to
each member bearing on the exterior walls. Permanent roof bracing shall be provided at all
• ��s �� A'i° •o�yu 1, Pres.
Fl! Arop Ret• o 4668
TEL. (305)663 -9688 FAX (305)448 -1198 E -MAIL TAQUECHEL@ao1.00M
A
r
South Miami
Florid•
'nut,/
t ty
i
�� • •YI I�Alfl I••'
IGLU 1I �•
t'1,1", • :ool
CITY OF SOUTH MIAMI
SPECIAL INSPECTOR FORM
I (We) have been retained by 1104k AM to pmt= special im
services under the Florida Building Code at the S My -project on du' boa' listed
structures as of �— 8 - 2� S (date). I am a registered architect or pral`essional engineer licensed in the
State of Florida.
PROCESS NUMBERS:
• • • ; • , ❑ SPECIAL INSP.ECTOR FOR PTI.ING, FBC 1922.110
• SPECIAL AWECIOR FOR TRUSSES OVER 35FT LONG OR 6FT HIGH 2319.17.2.4.2
• • • ; • • SP'ECIAC INSPECTOR FOR REINFORCED MASONRY, FBC 2122 -4
• SPECIAL ACTOR FOR STEEL CONNECTIONS, FBC 22181
3 ^ - rutan INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1
• SPECIAlr INSUCTOR FOR PRECAST UNTTB & ATTACHMENTS PER FBC 1927.12
• • • • • • ,� SPpCIAI;' TAT CTOR FOR
• r • •a • • • • • Note: Only the marked boxes apply.
• • •
• • •The frollowsag indsv6.duM) employed by this firm or me are authorized representatives to perform
• peCtlOW •
• #••••
t.•
3.
''Special Inspectors utlhz g authorized repraswrtatives shag wnre the authorized repamtOw
sly mcd hb
education or iicwuure to perform the duties assigned by the Special Inter- the 4 o'u
&,ouwv as a professional engineer or architect, graduation from an engineering edil"d n prrogr+mm► to civil or
sbvchrral amginewzn$; graduation from an mcWtactural akcatlon program„ sumcafid coarlef on of the NCEES
Fundamentallss Examination; or re ' trndon as building inspector or general contractor
I, (are) grill notify Miami-Dade County Building Department of any changes regarding authorized persomwl
performing inspection services. ,
l0 for each building must be displayed in a coavement
T, (are) uadsrst$nd that a Special Inspector inspection g Department Inspector. All mandatory
location on the site for reference by the Miami -Dade County Building building
inspections, as required by the Florida Building Code, must be by the County. The County g
must be called for on all mandatory inspections. Inspections pwformed by the Special Inspector hired
inspections h do are it addition to the mandatary inspections performed by the Department. Further, upon wmple
the under each Building Permit I azII submit to the Building Inspector at the time of final kvec
y n log form and a sealed statement indicating that, to the best of my knowledge, belief and
tempi
:7 � those pc of the project cudined above nvet the intent of the Florida Building Code and
antial��scordance the approved plans.
Engineer /Architect
Name
Address 8 SGU- N C011Z7
r--
..... ed Phone No. s �t03 6
T S Ep d®' 9 2005
4
N
• A. Ta4Uechel Associates, Ino. Q z) 4
Architects - Engineers- Planners ADDRESS
4849 S.W. 74th Ct. Miami, FL 33155 PROJECT No SHEET No of
Tel: 13051663 -9688 CALCULATED BY DATE
CHECKED BY DATE
'
T Gil
l ,fir —I� Iz►Q cif ;�2 $d'Of�.� — iQ '4 5Or -
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6• 33155
TN 13o5) 663.9688
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ADDRESS
PROJECT No SHEET No OF
CALCULATED BY DATE
CHECKED BY DATE
A=-41 4aW-
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WIND98 v3-01
Wind Load Design per ASCE 7 -98
Figure 6-6 - External Pressure Coefficients, GCo
Loads on Components and Cladding for Buildings w/ Ht <= 60 ft
%i.L
�a
w .
a= %.2
-a
a
-a
Hipped Roof
10 < Theta <= 30
5.20 ft
9/1/2005
CornpOftlit
• •
ryath
• •
$pen
ft )
Area
(ft "2)
Zone
GCp
Wind Press
(Ib/f A2
Max
Min
Max
Min
GTA
3.5
22
161.33
2
0.30
-1.40
39.37
-90.33
GTA
3.5
22
161.33
1
0.30
-0.80
39.37
-62.54
GT -2
3.5
13
56.33
2
0.35
-1.57
41.68
-98.41
GT -2
3.5
13
56.33
1
0.35
-0.82
41.68
-63.69
-1
2
22
161.33
2
0.30
-1.40
39.37
-90.33
-1
2
22
16133
1
0.30
-0.80
39.37
-62.54
0.00
0.00
0.00
Wall
1
10
33.33
5
0.91
-1.22
67.52
-81.77
all
1
10
1 33.33
4
0.91
-1.01
67.52
-72.16
0.00
0.00
0.00
0.00
Note: • Enter Zone 1 through 5, or 1 H through 3H for overhangs.
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3/2.0
••Y••• ..
•Y•YYY •
0000•• •Y
. •
•
0000 ••
•Y•• ..
•• ••
• •
WIND98 v3 -01
Wind Load Design per ASCE 7 -98
Fissure 6-4 - External Pressure Coefficients. GCof
Loads on Main Wind -Force Resisting Systems w/ Ht <= CO ft
Kh = 2.01'(15/zg) "(2/Alpha) = 0.85
Kht = Topographic factor (Fig 6 -2) = 1.00
Qh = 0.00256'( V)"2'ImpFac'Kh'Kht'Kd = 46.32
Case B
-Surface
•
• rGCpf
+GCpi
-GCpi
qh
Min P
Max P
• • 1
•0 0045
0.55
-0.55
46.32
-46.32
4.63
' 2
-0'69
0.55
-0.55
46.32
-57.44
-6.49
3
437
0.55
-0.55
46.32
-42.62
8.34
• 4
-0.45
0.55
-0.55
46.32
-46.32
4.63
5 •
0140
0.55
-0.55
46.32
- 6.95
44.01
• ; 6
-0.29
0.55
-0.55
46.32
-38.91
12.04
1 E
'.-%48
0.55
-0.55
46.32
-47.71
3.24
2E -_
N07
0.55
-0.55
46.32
-75.04
-24.09
• 3E
-0.53
0.55
-0.55
46.32
-50.03
0.93
• 4E
•,0.48
0.55
-0.55
46.32
-47.71
3.24
• 5E
0-,61
0.55
-0.55
46.32
2.78
53.73
6E
'743
0.55
-0.55
46.32
1 -45.40
5.56
' p = qh ' (GCpf - GCpQ
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9/l/2005
Page No. 5 of 6
20
..
WIND98 v3 -01
Wind Load Design per ASCE 7 -98
Fissure 6-4 - External Pressure Coefficients, GCuf
Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft
Kh = 2.01 •(15 /zg)"(2/Alpha) = 0.85
Kht = Topographic factor (Fig 6 -2) 1.00
Oh = 0.00256'( A2'lmpFac'Kh•Kht'Kd = 46.32
Case A
Surface
GCpf
+GCpI
-GCpI
qh
Min P
Max P
• 1
•4.52
0.55
-0.55
46.32
-1.57
49.39
• 2
-069
0.55
-0.55
46.32
-57.44
-6.49
• 3
• x @., 47
0.55
-0.55
46.32
-47.17
3.79
' 4
-0'42
0.55
-0.55
46.32
-44.70
6.25
5
0.00
0.55
1 - 0.55
46.32
-25.48
25.48
• 6
0. 0
0.55
-0.55
46.32
-25.48
25.48
1E-
6.78
0.55
-0.55
46.32
10.64
61.60
• 2E
-1.07
0.55
-0.55
46.32
-75.04
-24.09
3E
-.;.0.-67
0.55
-0.55
46.32
-56.65
-5.69
4E -:
X62
0.55
-0.55
46.32
-54.09
-3.13
• 5E
0,00
0.55
-0.55
46.32
-25.48
25.48
• 6E
• 0.00
0.55
-0.55
1 46.32
-25.48
25.48
p = qh: (TCaf - GCpi)
0000••
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www.mecaconsulting.com
9/l/2005
Page No. 4 of 6
^
°
~ °
°
°
°
°
°
° ~
B0
"y
° °°
°
~°=
°
°
-
WIND98 0-01
Wind Load Design peKASCE 7-98
Figure 6-3 - External Pressure Coefflclents,.22
Loads on Main Wind-Force
T
FF
�
u�
---��.
= °
-~- '
Wall Pf9ssum'CoefflclwvWi,CP.-
I [Su Cp
sward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8
B22LArea (sq. ft.)
lReduction Factor
-7
777u-
remeward Waft (Wind Dir Normal to 67.5 ft wall)
-0.50
-1�k-t
Topographic factor (Fig 6-2)
1.00
Roof -Wind Normal to Ridge (Theta>-10) -for Wind Normal to 67-.5 ftface
-
Kqcc
Comp & Clad: Table 6-5 Case 2
0.85
11.13
1.00256*VA2*1*KhceKht*Kd
46.32±
=Sf
---��.
= °
-~- '
Wall Pf9ssum'CoefflclwvWi,CP.-
I [Su Cp
sward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8
B22LArea (sq. ft.)
lReduction Factor
'HpmzontaN distance Ynxmqavinawmnxmmge
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Page No. 3mY6
may
remeward Waft (Wind Dir Normal to 67.5 ft wall)
-0.50
- 6
5 7-9
Roof -Wind Normal to Ridge (Theta>-10) -for Wind Normal to 67-.5 ftface
-
Windward - Max Negative
-0.36
-39-81
11.13
Windward - Max Positivo
0.14
-20.12
30.83
Leeward Normal to Ridge
-0.57
-47.84
3.11
Overhang Top (Windward)
-0.36
-14.33
-14.33
Overhang Top (Leeward)
-0.57
-22.36
-22.36
Overhang Bottom (Applicable on Windward only)
0.80
31.50
31.50
Roof - Wind Parallel to Ridge (Ali Theta) - for Wind Normal to 67.5 ft face
Dist from Windward Edge: 0 ft to 6.5 ft
-0.90
-60.91
-9-96
Dist from Windward Edge: 6.5 ft to 13 ft
-0.90
-60.91
-9.96
Dist from Windward Edge: 13 ft to 26 ft
-0.50
-45.16
5.79
Dist from Windward Edge: > 26 ft
-0.30
-37.29
13.67
'HpmzontaN distance Ynxmqavinawmnxmmge
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Page No. 3mY6
0000.
0000.
0000..
0000..
0000..
0000
0000
WIND98 0 -01
Wind Load Design per ASCE 7 -98
6.6.12.2.1 Desian Wind Pressure - Buildinas of All Helahts (Non- flexible)
1000
goes
. 00
00 0
0000
0000
0000
El ev
ft
Kz
Kzt
qz
lbJft "2
Pressure IWft "2
Windward Wall*
+GC I
-Gc I
16
0.86
1.00
46.96
6.45
5 .41
15
0.85
1.00
46.32
6.02
56.98
Table 6 -7 Internal Pressure Coefficients for Buildings, Gcoi
Condition
Gc I
Max +
Max -
Open Buildings
0.00
0.00
Partially Enclosed Buildings
0.55
-0.55
Enclosed Buildi s
0.18
-0.18
Pardaft Enclosed Buildings
0.55
.A99- Tot Area of Openings in Bldg Envelope - ft"2
Vi Unpartitioned internal volue - ft"3
..Ri =. 0. 5 '((1 +1/(1 +(Vd(22800'Aog)) "0.5)) 0.0
0000..
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MND98 v3 -01
Wind Load Design per ASCE 7 -98
Description: Amat Addition
Anah►sis by: O.G. •�a�; id VCS USES,
: Paramete rs"
ofStrcture
ffHeigWCeaMHoriz4ftI
Urn
0.23
lemble Structure ..
No
9/1/2005
y _ ..:.. Bust Factor- 0 1: Rigid Struct<m'- 8 w"d. ;;
Usti • • For ri idtisbucures, Nat Freq > 1 Hz use 0.85
0.85
•-• • tilt actor ,1111: W Stnu�ures'- Com - "
m
Zmin
15.00
ft
Izm
Cc' (33/z )"0.167
0.2281
Lzm
I• zm/33)A E silon
427.06
ft
Q
(1/ 1 +0.63•((Min(B,L) +Ht)/Lzm) "0.63)) ^0.5
0.9123
Gust2
0.925' 1 +1.7•lzm•3.4•Q / 1 +1.7.3.4•lzm
0.8788
Dust Factor Summa
`
G
Since this is not a fle)dble structure the lessor of Gust1 or Gust2 are used
0.85
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• �io
..••.•
MND98 0 -01
Wind Load Design per ASCE 7 -98
Fissure 6-6 - External Pressure Coefficients, GCc
Loads on Components and Cladding for Buildings w/ Ht <= 60 ft
..
. wrm
• • R
.*69
Area
(ft "2)
Zone
GCp
Wind Press (Ib/fM2
Max
Min
Max
Min
GT -1
3.5
•
.a •
2
0.30
- 1.40
22.23
-73.19
GT -1
• w•
••••
161.33
1
0.30
- 0.80
22.23
-45.40
GT -2
3.5
13
56.33
2
0.35
-1.57
24.54
. .
GT -2
• • •
a = 5.2
••••
. ••
It
2. 1
� a
a
a
Hipped Roof
10 < Theta <= 30
5.20
9/1/2005
pdMft .
•
. wrm
• • R
Span
ft )
Area
(ft "2)
Zone
GCp
Wind Press (Ib/fM2
Max
Min
Max
Min
GT -1
3.5
22
161.33
2
0.30
- 1.40
22.23
-73.19
GT -1
3.5
22
161.33
1
0.30
- 0.80
22.23
-45.40
GT -2
3.5
13
56.33
2
0.35
-1.57
24.54
-81.27
GT -2
3.5
13
56.33
1
0.35
-0.82
24.54
-46.55
-1
2
22
161.33
2
0.30
- 1.40
22.23
-73.19
-1
2
22
161.33
1
0.30
-0.80
22.23
-45.40
0.00
0.00
0.00
Wall
1
10
33.33
5
0.91
-1.22
50.38
-64.64
Wall
1
10
33.33
4
0.91
-1.01
50.38
-55.02
0.00
0.00
0.00
0.00
Note: ' Enter Zone 1 through 5, or 1 H through 3H for overhangs.
Copyright 2002 - MECA Enterprises, Inc. www.mecaconsurdng.com
Page No. 6 of 6
a
•
66.66
0000.. ..
..0006
0
6.6.66 as
0
*000
. .
0
0000 ..
• V 6
0
WIND98 v3 -01
Wind Load Design per ASCE 7 -98
Fissure 8-4 - External Pressure Coefficients. GCaf
Loads on Main Wind -Force Resisting Systems w/ Ht <= QO ft
Kh = 2.01 •(15/zg)"(2/AJpha) = 0.85
KM = Topographic factor (Fig 6-2) = 1.00
Oh = 0.00256•(V)"201mpFac'Kh•Kht•Kd = 46.32
Case
B
Sjurfacq
6
• 6C
+�GCpi
-G pl
qh
Min
Max P
. 1
.45
0.18
-0.18
46.32
-29.18
-12.51
2
_0169
0.18
-0.18
46.32
-40.30
-23.62
3 •
-0 87
0.18
-0.18
46.32
-25.48
-8.80
• • 4 6
0 0-Q!45
0.18
-0.18
46.32
-29.18
-12.51
. 5 '
0.60
0.18
-0.18
46.32
10.19
26.87
. • 6
-0,29
0.18
-0.18
46.32
-21.77
-5.10
1 E
•0!48
0.18
- 0.18
46.32
-30.57
-13.90
• 2E ''
-1407
0.18
-0.18
46.32
-57.901
41.23
6 3E
-0153
0.18
-0.18
46.32
-32.89
-16.21
' . 4E
.0 -0.,48
0.18
-0.18
46.32
-30.57
-13.90
5E
. 011
0.18
-0.18
46.32
19.92
36.59
6E
43
0.18
-0.18
46.32
-28.26
-11.58
- p = qrh - (uupt - uupi)
9/1/2005
Copyright 2002 - MECA Enterprises, Inc. www.mecaconsurdng.com Page No 5 of 6
WIND98 v3 -01
Wind Load Design per ASCE 7 -98
Fissure 6-4 - External Pressure Coefficients, GCO
Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft
Kh = 2.01•(15 /zg)"(2/Alphs) = 485
Kht = Topographic factor (Fig 6 -2) = 1.00
Oh = 0.00256'(V)"2'ImpFac'Kh'Kht'Kd = 46.32
Case A
Surface
GCpf
+GCpi
-GCpI
qh
Min P
Max P
' . 1
•'0:¢2
0.18
- 0.18
46.32
15.57
32.25
' 2
-OT9
0.18
-0.18
46.32
-40.30
-23.62
• 3
M.
0.18
- 0.18
46.32
-30.03
-13.35
4.
-0.42
0.18
-0.18
46.32
-27.57
-10.89
• 5
0.90
0.18
-0.18
46.32
-8.34
8.34
.' 6
..4.00
0.18
-0.18
46.32
-8.34
8.34
. 1 E *
0.78
0.18
- 0.18
46.32
27.78
44.46
• • 2E
-147
0.18
- 0.18
46.32
-57.90
-41.23
3E
67
0.18
-0.18
46.32
-39.51
-22.83
• • 4E '•
-0462
0.18
-0.18
46.32
-36.95
-20.27
' 5E
0.00
0.18
-0.18
46.32
-8.34
8.34
'.6E
.'ODO
0.18
- 0.18
1 46.32
L -8.34
8.34
p = qh: . (�f CQf - GCpi)
Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulbng.com
9/l/2005
Page No. 4 of 6
9/112005
WIND98 0 -01
Wind Load Design per ASCE 7 -98
Fissure 6-3 - External Pressure Coefficients, Ca
Loads on Main Wind -Force
t
z
L
a ae
Formula ' 77=
y =.
ddltibneP�Runs-rn be 'V- r.otherwind'directions
2.01'(15 /zg)"(2/Alpha)
0.85
-0. 0
Ktrt
Topographic factor (Fig 6 -2 )
.....
.... .
.. f2h
*eve
46.32
psf
Kbcc
Comp & Clad: Table 6-5 Case 2
......
....
Qhcc
00256'V"2'1'Khcc'Kht'Kd
46.32
esf
Leeward Normal to Ridge
-0.57
-30.70
-14.03
Overhang Top (Windward)
-0.36
-14.33
. ••
Overhang Top (Leeward)
-0.57
-22.36
-22.36
Overhang Bottom (Applicable on Windward on
0.80
31.50
31.50
_ Roof - Wind Parallel to Rid AU Theta - for Wind Normal to-67.5 ft face
t
z
L
a ae
Formula ' 77=
y =.
ddltibneP�Runs-rn be 'V- r.otherwind'directions
2.01'(15 /zg)"(2/Alpha)
0.85
-0. 0
Ktrt
Topographic factor (Fig 6 -2 )
1.00
-0.70
.. f2h
*eve
46.32
psf
Kbcc
Comp & Clad: Table 6-5 Case 2
t
z
L
a ae
Formula ' 77=
y =.
ddltibneP�Runs-rn be 'V- r.otherwind'directions
2.01'(15 /zg)"(2/Alpha)
0.85
-0. 0
Ktrt
Topographic factor (Fig 6 -2 )
1.00
-0.70
.. f2h
.00256*MA 2*1*Kh*Kht*Kd
46.32
psf
Kbcc
Comp & Clad: Table 6-5 Case 2
0.85
-5.99
Qhcc
00256'V"2'1'Khcc'Kht'Kd
46.32
esf
. .
..
�Walft P,ressirre Coefficients C ' �; ; : F,
Miard C Wall See Figure 6.5.12.2.1 for Pressures 0.8
..
• _ ti Roof Pressure Coeffichob C 21;1
Roof Area . ft. Reduction Factor
IMF. Nortrto;67,.6itFace. ` ,_
Cp_..
-r+sure
ddltibneP�Runs-rn be 'V- r.otherwind'directions
Leeward a (Wind nor Normal to 67. 5 ft wall)
-0. 0
-28.03
-11.3
Side Walls
-0.70
-35.90
-19.22
Roof - Wind Normal to Ride eta > =10 - for Wind Normal to 67.5 ft face
Windward - Max Negative
-0.36
-22.67
-5.99
Windward - Max Positive
0.14
-2.98
13.69
Leeward Normal to Ridge
-0.57
-30.70
-14.03
Overhang Top (Windward)
-0.36
-14.33
-14.33
Overhang Top (Leeward)
-0.57
-22.36
-22.36
Overhang Bottom (Applicable on Windward on
0.80
31.50
31.50
_ Roof - Wind Parallel to Rid AU Theta - for Wind Normal to-67.5 ft face
Dist from Windward Edge: 0 ft to 6.5 ft
-0.90
-43.77
-27.10
Dist from Windward Edge: 6.5 ft to 13 ft
-0.90
-43.77
-27.10
Dist from Windward Edge: 13 ft to 26 ft
-0.50
-28.03
-11.35
Dist from Windward Edge: > 26 ft
-0.30
-20.15
-3.47
Monzontai aistance trom winawara eage
Copyright 2002 - MECA Enterprises, Inc. www.mecaconsulbng.com Page No. 3 of 6
�yLO
0000.
0000.
0000..
0.0000
0000..
0000
0000
WIND98 v3 -01
Wind Load Design per ASCE 7 -98
6.6.12.2.1 Desian Wind Pressure - Buildings of All Heights (Non - flexible)
0000
0000
0000
0000
0000
Elev
R
Kz
Kzt
qz
Ib/f A2
Pressure IbHtA2
Windward Walr
+GC I
-GC l
16
0.86
1.00
46.96
2.59
40.27
15
0.85
1.00
46.32
23.16
39.84
Table 6 -7 Internal Pressure Coefficients for Buildings. Gcui
ondidon
Gc i
Max +
Max -
Open Buildings
Parially Enclosed Buildings
tEnt—sed Buildings
0.00
0.55
0.18
0. 0
-0.55
-0.18
End osed Buildings
0.18
-018
0000
0000..
Copyright 2002 - MECA Enterprises, Inc.
www.mwaconsutting.com
9/1/2005
Page No. 2 of 6
• li /io
•
•• •
WIND98 v3 -01
Wind Load Design per ASCE 7 -98
Description: Amat Addition
Analysis by: O.G.
. •; �• •= Calculat�l •Parameters:' -'- -. . - -
. T tnucture
e' Horizontal m
EFlexibl
0.23
cture .• • •
No
9/l/2005
Copyright 2002 - MECA Enterprises, Inc. www.mocaconsulting.com Page No. 1 of 6
- /9°/w
: • Factor I: Stucturfes •
For ri es,�Nat�Fre > 1 Hz use 0.85Q�.�,�
0.85
acU i Strucb r�s,v
rGust2
min
15.00
ft
Cc • (33/z) "0.167
0.2281
h (zm /33) "E silon
427.06
ft
1/ 1 +0.63•((Min(13L +Ht /zm ^063)) "05
0.9123
0.925. 1 +1.7'Izm•3.4•Q / 1 +1.7.3.4•lzm
0.8788
Gust Factor &ahma `
-a
Since this is not flexible structure the lessor of Gust1 or Gust2 are used
0.85
Copyright 2002 - MECA Enterprises, Inc. www.mocaconsulting.com Page No. 1 of 6
- /9°/w
/o/ WA/
A, Tequechel Assodate& Ina ADDRESS
Archkeate• Engineers- Planners PROJECT No SHEET No OF
484e I.W. i141 ?3155
305) 663 -9688
CALCULATED BY DATE
CHECKED BY DATE
J i
� T i ! � ' - - • -- - - -- - - -P _ mot- �� - "Z � Z ?
I
• V • I • • • '
.:... ; .. �.el�,c,_ f�% "�► � �; /SAO �bj�s� * �� �� �►/ �� __' - ' �.�Q - . - - - - --
i
- rte• : • ' I ��"• I ! ,
• • _- + i- i
I
I
T-
woaosw ®ra... r. aui.
0,,
V
%'
'
;�R' n r
Tale:
Dsgnr.
Description
Scope :
Job S
Date: 6.49AM, 2 SEP 05
u e �5358.Ver580,1- Dw -2W3 Multi -Span Concrete Beam Page 1
(c)1963.2093 ENERCALC Enoineerina Software 8CWcakulations
Description RB-1 Conc. Beam Design
.Results •
General information
�fl
Code Ref: ACI 318 42,1897 UISC, 2003 IBC, 2003 NFPA 61100
Fy 60,000.0 psi
Spans Considered Contnuous Over Supports ACI Dead Load Factor 1.40
Pc 3,000.0 psi
Stirrup Fy
40,000.0 psi ACI Live Load Factor 1.70
o Mn . Phi
.
concrete Member information
" Max C Right End
k -ft
Mn • Phi
Description
S-1
S-2
S-3
Span ft
8.50
8.50
8.00
Beam Width in
12.00
12.00
12.00
Beam Depth In
12.00
12.00
12.00
End Fbdty
Pin-Pin
Pin -Pin
Pin -Pin
Reinforcing Center Area
0.88in2
0.88in2
0.88in2
• • • • Gair NO
9.75in
9.75in
9.75in
• •
• • LeDeSSAM
0
0.881n2
0.881n2
0.881n2
• •
..... ... . .Ow Der
2.25in
2.25in
2.25in
• . .... Right... 08
0.88in2
0.88in2
0.88in2
• • • • em Depth
2.25in
2 25in
2.251n
oads . . .
'; •... Us1n%1!W td ThisSpan ??
Yes
Yes
Yes
00 Dead Load a "' idft
0.400
0.400
0.400
09 00" Live Lim. ; k1ft
0.120
0.120
0.120
.Results •
.••••. Mmas�Criti
�fl
®.x =•
.fl
.... MnW "
•
&01End
:
. . Max ®e6
k ft
o Mn . Phi
.
• ... Vft
" Max C Right End
k -ft
Mn • Phi
k -ft
Shear a Left It
Shear Q Right k
Reactions & Deflections
DL ® Left
k
LL ® Left
k
Total Left
k
DL ® Right
k
LL ® Right
k
Total ® Right
k
Max Deflection
in
®X=
ft
Inertia: Eff etive
In4
Shear Stirrups
0.00
Stirrup Rebar Area
In2
Spacing ® Left
in
Spacing ® .2'L
in
Spacing ® .4•L
in
Spacing 0 .6'L
in
Spacing 0 .8'L
in
Spacing C Right
in
Bearn OK
Beam OK
Beam OK
4.37
1.55
37
3.40
4.36
4.85
35.15
35.15
35.15
0.00
-5.63
-5.07
35.15
35.15
35.15
-5.63
-5.07
0.00
35.15
35.15
3515
Bending OK
Bending OK
Bending OK
2.58
3.31
3.69
3.91
3.18
2.42
1.35
3.78
3.60
0.41
1.13
108
1.76
4.92
468
3.78
3.60
1.27
1.13
1.08
0.38
4.92
4.68
1.65
-0.006
-0.001
-0.005
3.80
4.36
4.48
1,728.00
1,728.00
1,728.00
0.220
0.220
0.220
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Req'd
Not Raq'd
Not Req'd
Title: Job 0
Dsgnr. Date: 6.49AM, 2 SEP 05
Description
Scope:
�: Kw-0e�se. vats s o. ,•o•o-zoa3 Multi -Span Concrete Beam Page 2
_(x)1683200.3 ENERCALC Engfneerin6 SoRware ecwCakuWOOns
Description RB -1 Conc. Beam Design
Location
It
0.00
Moment
k -ft
0.0
Shear
k
2.6
Deflection
in
0.0000
D
0.00 0.00
-5.6 -51
3.3 3.7
0.0000 0.0000
I rl"
.0000
• .
.•••
see••9
•0009.
sees
.
•
•
0 s
• e
•
9 • •
e 9
•
. 00
0e00
00
0
e•
.• •
e ••
sees
0e00
• ••
•
• • s
• 9•
0000
s 0 e
D
0.00 0.00
-5.6 -51
3.3 3.7
0.0000 0.0000
I rl"
A. Taquecirel Associates, Inc.
Arohkeob.Enptneers- Planners
484 IS^ 74th Ct. Miami, FL 23155
Tel: 18061663 -9688
ADDRESS
PROJECT No SHEET No OF
CALCULATED BY DATE
CHECKED BY DATE
49 /��
AE
-- --
•
• ••
— +- I --
•
r
t
or • • '
•••
L•••
• ••
- -. r --
-s -- i- • -.
• .
I
I
J'
rY
Ttde :
Dsgnr:
Description
Scope:
Job #
Date: 6:53AM, 2 SEP 05
"°r S8•Ver580.1-0ea2003 Masonry Wall Design Page 1
(c)1981200i ENERCALC Engineering Software ecwCalcuiabone
Description 8" Reinf. C.M.U. Wall Design
General Information Code Rot ACI 530-02
Waft Height
10.00 ft
Seismic Factor
0.0000
fm
1,500.0 psi
Parapet Height
0.00 ft
Calc of Em = I m •
900.00
Fs
24,000.0 psi
. • • . , • 0 • • •
Moment
Duration Factor
1.330
Special Inspection
Compression
Thickness
8.0 in
Well Wt Mult.
1.000
Grout Q Rebar Only
psi
Rebar Size
5
DL +LL :•:••:
0.0
Medium Weight Block
0.0
Reber Spacing
40 in
' •' •'
DL + LL + Wind
Equivalent
497.0
Depth to Rebar
3.810 in
@ Center
Solid Thickness
4.700 in
4970
Loads
0.0
8.81
Between Base 3 Top of Wall
Uniform Load
Concentric Axial Load
Wind Load
64.600 psf
• Dead Load
497.000 #1ft
Dead Load
0.000 #/it
19.36
• • • : • Lice Load •
330.000 Vft
Lh a Load
0.000 Vft
476.6
13.51
•LoapjEccw*icity...
0.000 in
Roof Load
782.0
0.0
0.0
• • • Coed • •
i 2 Uesilfl values, • • • • • •
• E 1,3 0,000 psi Rebar Area 0.093 In2 np 0.04370 i 0.91495
n: *Es / Em • .481 Radius of Gyration 2.521 in It 0.25514 2 / kj 8.56756
• • •' 141IN Veight : • • • 52.000 psf Moment of Inertia 358.350 In4
**see* MVLAlbi Axial Stress a 0.25 fm (1- (h/140r) "2) • Spinsp 331.64 psi
Itllgw4�es mry Banding tress - 0.33 f m • Spinsp = 495.00 psi
_ A * Steel Bend_hVSb%s = 24,000.00 psi
.... j
Load C.ombinatibn S Stress Details Summary
Axial
Bending stresses
Axial
see 0
. • • . , • 0 • • •
Moment
Load
steel
Masonry
Compression
• • •
Tsp a #Wall • • •
In-#
Ibs
psi
psi
psi
DL +LL :•:••:
0.0
827.0
0.0
0.0
14.66
' •' •'
DL + LL + Wind
0.0
497.0
0.0
0.0
8.81
DL + LL + Seismic
0.0
4970
0.0
0.0
8.81
Between Base 3 Top of Wall
DL + LL
0.0
1,092.0
0.0
0.0
19.36
DL + LL + Wind
9,690.0
762.0
29,889.3
476.6
13.51
DL + LL + Seismic
0.0
782.0
0.0
0.0
13.51
10.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 40.00ino.c. at center
Max. Bending Compressive Stress ......... 490.11 OK
Allowable .................... 658.35 OK
Max. Axial Only Compressive Stress ........ 19.36 psi
Allowable .......... 331.64 OK
Max Steel Bending Stress ............. 29,889.34 psi
Allowable .......... 31,920.00 OK
/9/2a
I
Title :
Dsgnr.
Description
scope:
Job 0
Date: 6.53AM, 2 SEP 05
Rer �N
User KW-0B0535"' Ver 5 8 0. 1-Oea2003 Masonry Wall Design Page 2
(e)19832003 ENERCALC Engineering Software ecwCekulaborre
Description 8" Reinf. C.M.U. Wall Design
Final Loads & Moments
•••••
Wail Weight moment ® Mid Ht
265.00 Ibs
Wind Moment ® Mid Ht
9,690.00 in-#
Seismic Moment Q Mid Ht
0.00 in-*
Dead toad Moment Top of Wall
0.00 in-#
•••••
Dead Load Moment @ Mid Ht
0.00 M4
Total Dead Load
497.00 Ibs
• •
Total Live Load
330.00 Ibs
Live Load Moment ® Top of Wag
0.00 in-#
••••••
LireLoad Moment @ Mid Ht
0.00 i"
Maximum Allow Moment for Applied Axial Load =
7,780.70 in-#
Maximum Allow Axial Load for Applied Moment =
18,704.38 Ibs
••••••
•
•••••
e
•••••
••• •
• •
• •
••••
••••••
••••••
••••
•
••••••
• ••
• •
••••
••••
• ••
• ••
••••
• • •