RC-12-1675Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Number: INSP- 182000 Permit Number: RC -9 -12 -1675
Scheduled Inspection Date: November 27, 2012
Inspector: Bruhn, Norman
Owner: HARDWICKE, SUZAN
Job Address: 240 NE 97 Street
Miami Shores, FL 33138-
Project: <NONE>
Contractor: ARCO CONSTRUCTION
Permit Type: Residential Construction
Inspection Type: Miscellaneous
Work Classification: Addition /Alteration
Phone Number
Parcel Number
1132060134020
Phone: 305 -892 -6507
Building Department Comments
REPLACEMENT OF STEEL BEAM UNDER CARPORT
DUE TO A CAR CRASH
Infractio Passed Comments
INSPECTOR COMMENTS
False
Passed
Failed
Correction
Needed
Re- Inspection
Fee
No Additional Inspections can be scheduled until
re- inspection fee is paid.
Inspector Comments
CREATED AS REINSPECTION FOR INSP- 178265. ROOF TIE IN / TIE
DOWN
Not ready. NB
November 26, 2012
For Inspections please call: (305)762 -4949
Page 25 of 28
°IBIrL)-ILUti
PERMIT APPLICATION
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
INSPECTION'S PHONE NUMBER: (305) 762.4949
Permit Type: BUILDING
JOB ADDRESS:
City:
Folio/Parcel #:
Miami Shores
County:
R tCEI ED
SEP 0 7 2012
FBC 20
Permit No. A G'" 1(15
Master Permit No.
ROOFING
Miami Dade
Zip:
Is the Building Historically Designated: Yes
NO
Flood Zone: ciC5
OWNER: Name (Fee Simple Titlehol ""2 L � Oic! Phone #JOB° 7.57 %Cc-3
Address: `2 tt� (� c� ro
City: r_9.
State:
Zip:' S ! 3
Tenant/Lessee Name: Phone #:
Email:
CONTRACTOR: Company Name:
Address: / � s
City: fi ,11
Qualifier Name:
State Certification or Registration #:
Contact Phone #:
DESIGNER: Architect/Engineer:
y Cam/ Phone #: � g r2
State:
`(
Phone #:
`4-(7_ ISO 14
Certificate of Competency #:
Email Address:
Value of Work for this Permit: $ Square/Linear Footage of Work:
Type of Work: ❑Addition ❑Alteration UNew
Description of Work: am,
❑Repair/Replace
e
❑Demolition
Color thru tile:
J,
******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** es 7******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Submittal Fee $ Permit Fee $ CCF $ CO /CC $
Scanning Fee $ Radon Fee $ DBPR $ Bond $
Notary $ Training/Education Fee $ Technology Fee $
Double Fee $ Structural Review $
TOTAL FEE NOW DUE $ 2.44* �V
Bonding Company's Name (if applicable) ,//4
Bonding Company's Address
City State Zip
Mortgage Lender's Name (if applicable) ie/A6)
Mortgage Lender's Address
City State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS,
WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Signature
Owner or Agent
The fo goin. ' . '. e t was acknowledged befor- me this
day of .' t �, .1 �aby
who is pelrsonally known to me or who has pr ducedF
oat lc
The fo
day of
Contractor
was ackn. led ed b - for me this fl
20\ by
per onally known t
me or who has produced
identification and who did take an oath. as identification and who did take an oath.
NOTARY PUBLIC: . .
Sign:
Print:
My Co
Notary ' u'
3Eetq Comm. Expires Sep 23, 2015
�aQc Commission # EE 128810
pP• Bonded Through National Notary ssn.
APPROVED BY
Plans Examiner
NOTARY PUBLIC:
Sign:
Print:
My Commi
,•`SPµ B`�; 0, ices
. *z: My Commission # EE 12881 Qssn
c C National Notary
or,o�•. Bondeed d Through
01)
(e//;-
Zoning
Structural Review Clerk
(Revised 5 /2 /2012)(Revised 3/12/2012) )(Revised 06 /10 /2009)(Revised 3 /15 /09XRevised 7/10/2007)
Planning and Zoning Criteria
Miami Shores Village
10050 N.E. 2nd Avenue
Miami Shores, FL 33138 -0000
Phone: (305)795 -2204 Fax (305)756 -8972
Folio Number:11 32060134020
Owner's Name: SUZAN HARDWICKE
Job Address: 240 97 Street
Miami Shores, FL 33138-
Owner's Phone:
Total Square Feet:
Total Job Valuation:
0
$ 2,400.00
Contractor(s)
ARCO CONSTRUCTION
Phone Primary Contractor
305 - 892 -6507 Yes
1
Planning and Zoning Criteria and Comments
Approved: Yes Date Approved: 9/10/2012 : Yes
Comments:
PERMIT # � 12,_ 1` l
o•
CONTRACTOR: �JQ S
T V�'fh
SUBMITTAL DATE:
9
i�
ADDRESS: 2„� �' ��
NAME: jZCj fl fl ,
RESUBMITAL DATES:
PROJECT TYPE: t
I
"
n_
:41,4 - -- NG
, - . , ,
(FIRE
STRUCTURAL
IMPACT FEES
ELECTRICAL
FINS/BERM
PLUMBING
NOC
MECHANICAL
BLDG
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• • .
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Mechanical Anchoring Systems
KINIK Bolt 3 Expansion Anchor 3.3.6
Table 6 - Carbon Steel KIM Bolt 3 Allowable Loads in Normal - Weight Concrete'
Anchor
Diameter
in. (mm)
Embedment
Depth
In. (mm)
f' ° 2000 psi (13.8 MPa)
f'a ° 3000 psi (20.7 MPa)
1/4
(6.4)
1-1/8 (29)
Tension
lb (kN)
300
(1.3)
Shear
lb (kN)
2 (51)
635
(22)
3 (76)
3/8
(9.5)
1-5/8 (41)
2 -1/2 (64)
755
(3.4)
730
(32)
1260
(5.5)
530
(2.43
Tension
lb (kN)
365
(1-)
Shear
lb (kN)
f' = 4000 psi (27.6 MPa)
715
(3.2)
1135
(5.0)
3 -1/2 (89)
1580
(7.0).
1315
(5.8)
795
(3.5)
910
(4.0)
1555
(6.9)
530
(2.4)
Tension
lb (kN)
430
(1.9)
800.
(3.5)
1275
1770
(7.9)
(5.7)
1315
(5.8)
840
(3.7)
1095
(4.9)
1850
(8.2)
Shear
lbw
530
(2.43
° 6000 psi: (41.4 MPa)
Tension
lb (kN)
550
(2-4)
845
(3.8)
Shear
Ib (kN)
530
(2-4)
1965
(6.7)
1315
(5.8)
1090.
(4.8)
2080
(92)
2-1/4 (57)
3 -1/2 (89)
1235
(5.5)
1930
(8.6)
4-3/4 (121)
5/8
(16.9)
2 -3/4 (70)
4 (102)
2135
(9.5)
1920
(8.5)
2660
(11.8)
1865
(8.$)
1430
(6.4)
2300
(10.2)
2185
(9.7)
2750
(122) .
2355
(10.5)
2065
(92)
2415
(10.7)
1620
(7.2)
2440
(10.9)
3410
(152)
5 -1/2 (140)
3/4
(19.1)
3 -1/4 (83)
4-3/4 (121)
3285
(14.6)
2120
(9.4)
3240
(14.4)
3910
(17.4)
3020
(13.4)
4090
(18.2)
6 -1/2 (166)
1
(25.4)
4 -1/2 (114)
4535
('20.2)
3330
(14.8)
4930
5340
(23.8)
3695
(16.4)
2425
(10.8)
4260
(18.9)
3910
(17.4)
2575
(11.5)
2210
(8.8)
3385
(15.1)
2405
(10.7)
2415
(10.7)
2150
(9.6)
1315
(5.8)
1975
(8.8)
3240
(14.4)
4900
(21.8)
7070
(31.4)
5860
(26.1)
4050
(18.0)
5340
(23.8)
4100
(18.2)
2730
(12.1)
5285
(23.5)
3785
(16.8)
3910
(17.4)
3620
(16.1)
2830
(i2.6)
4770
(2.12)
2415
(10-7)
7600
(33.8)
7185
(32)
4670
(20.8)
5310
(23.6)
5495
(24.4) •
5325
(23.7)
3785
(16.8)
6155
(27.4)
3910
(17.4)
8140
(382)
7005
(31.2)
5070
(22.8)
5310
(236)
6225
(27 -7)
6 (152) 6000
9200 (26.7) 9200
9 (229) 6670 (40.9) 7670 (40.9) 8670
(21.9)
7070
(31.4)
(29.7) (34.1) (38.6)
1 Intermediate load values for other concrete strengths and embedments can be calculated by linear Interpolation.
84O
(37 -4)
9200
(40.9) 10670
(47.5)
Hilts, Inc. (US) 1-800-879-8000 1 w w.usAll .00m I en espa8o11 -800- 879 -5000 I Hid! (Canada) Corp.1- 800-363 -4458 1 werwhHti ca I An
9200
(40-'
■ Anchoring Systems
KWIK Bolt 3 Expansion Anchor 3.3.6
Influence of Edge Distance and Anchor Spacing on Anchor Pe
Load Adjustment Factors for 1/4" Diameter Anchors
Adjustment
1
Factor
1/4 In.
Spacing
Tension/Shear
f,.„
Edge
Distance
Tension
f
Spacing
Shear
IA,
Edge Distance Shear
1
Toward
Edge
f.,,
II
Toward
Edge
f
1.
Away
from
Edge
f.
Embedment
Depth, in.
1 -1/8
a 2
1 -1/8
a 2
1 -1/8
a 2
a 1 -1/8
a 1 -1/8
a 1 -1/8
c
w
.
°
1-1/8
0.60
0.80
0.80
0.90
0.90
43/4
2 -1/2
1-11/16
0.75
.. . ; .
0.93
. ...
0.94
..,
0.50
0.60
0.83
1-3/4
0.78
. _
0.95
.. . •
0.94
.
0.52
0.61 .
_ 0.84
2
0.85
0.60
1.00
0.80
0.96
0.90
0.59
0.67
0.88
2 -1/4
0.92
0.64
1.00
0.83
0.98
0.91
0.67
0.73
0.89
2 -1/2
0.99
0.68
0.86
0.87
1.00
0.92
0.74
0.79
0.91
3
1.00
0.76
0.90
0.93
0.99
0.94
0.89
0.91
0.96
3 -3/8
1.00
0.82
0.91'`•
0.98
1.00
0.96
1.00
1.00
1.00
3 -1/2
0.81
0.84
0.97
1.00
. 0:95
0.96
1.00
1.00
1.00
4
0.83
0.92
1.00
1.00
0.96
0.98
,
0.92
0.94
0.97.
1.00
4 -1/2
0.87
1.00
0.97
1.00
1.00
1.00
5-5/8
4 -3/4
1.00
1.00
1.00
1.00
1.00
5-3/4
5
1.00
1.00
Load Adjustment Factors for 3/8" Diameter Anchors
/
Adjustment
3/8 ie.
Tension/Shear
on/Shear
fN,
Edge
Distance
Tension
f,„
Spacing
Shear
14,
Edge Distance Shear
1
Toward
Edge
f„„
II
Toward
Edge
fav,
1
Away
from
Edge
Am
Embedment
min
1 -5/8
a 2 -1/2
1 -5/8
a 2..1/2
1 -5/8
a 2 -1/2
a 1 -5/8
a 1 -5/8
a 1-5/8
c
a'
t
a
m
1 -5/8
0.60
0.80
0.80
0.90
0.90
43/4
2 -1/2
2
0.67
0.83
0.86
0.91
0.92
3
2 -1/4
0.72
0.89
0.90
0.93
0.93
3-3/8
2 -1/2
0.77
0.60
0.94
0.80
0.94
0.90
0.51
0.61
0.83
3
0.87
0.66
1.00
0.85
0.97
0.92
0.62
0.69
0.87
3-1/4
0.92
0.70
0.86
0.88
0.98
0.92
0.87
0.73
0.89
3-1/2
0.97
0.73
0.90
0.91
0.99
0.93
0.72
0.77
0.90
3-3/4
1.00
0.76
0.91'`•
0.93
1.00
0.94
0.77
0.82
0.92
4
0.81
0.79
0.97
0.96
. 0:95
0.95
0.82
0.86
0.94
4-1/2
0.83
0.86
1.00
1.00
0.96
0.96
,
0.92
0.94
0.97.
1.00
5
0.87
0.92
0.97
0.98
1.00
1.00
5-5/8
1.00
1.00
1.00
1.00
1.00
5-3/4
1.00
1.00
-
Adjustment
Factor
1/2 in.
Load Ad ustment
Spacing
Tension/Shear
fa„
Factors for
Edge
Distance
Tension
fr
1/2' Diameter Anchors
Spacing
Shear
fav
Edge Distance Shear
1
Toward
Edge
fe„
II
Toward
Edge
f,an
1
Away
from
Edge
f,,
Embedment
Depth, In.
2 -1/4
a 3-1/2
2 -1/4
a 3-1/2
2 -1/4
a 3-1/2
a 2 -1/4
a 2 -1/4
a 2 -1/4
c
a,
a.
co
2 -1/4
0.60
. :.:.:..
0.80
0.90
h deep
43/4
2 -1/2
0.64
.
0.83
0.91
3
0.71
0.89
0.93
3-3/8
0.76
0.93
0.94
0.50
0.60
0.83
3-3/4
0.81
04
0.98
0.82
_
0.95
0.91
0.56
0.64
0.85
4 -1/4
0.88
0.67
1.00
0.86
0.97
0.92
0.63
0.70
0.87
4 -3/4
0.96
0.71
0.90
0.99 -
0.93
0.70
0.76
0.90
5
1.00
0.74
0.91'`•
- 1.00
0.93
0.74
0.79
0.91
5-3/4
0.81
0.97
. 0:95
0.85
0.88
0.95
6
0.83
1.00
0.96
0.89
0.91
0.96
6 -1/2
0.87
0.97
0.96
0.97
0.99
7-1/4
0.94
0.99
1.00
1.00
1.00
7-3/4
1.00
1.00
Standard Anchor Ernbedrnents (m.)
h„,,.
1 -1/8
1/4 .
hum
2
hd,
3
h g,
1'4/8
3/8
h„",,,
2 -1/2
h
deep
3-1/2
hta,
2 -1/4
1/2
h
h deep
43/4
Note: Tables apply for meted embedment
depths. Reduction factors for
other embedment depths must be
calculated using equations below.
Spacing - Tension
h„n„ s hws 4==
as%h� +0.88
3.13
h .tah,®
fAN a s/h,. + 0.88
3.13
• Edge Distance - Tension
hmi,s hash
fRNmc/' 3. +2
75
har,t a h„�
414= 3.75 +2
3.75
Spacing - Shear
h,i„ s h jh„. hce a h„�
f ,, s/h, + 1025 e s/h + 1025
" 12.5 AV 12.5
Edge Distance - Shear
hact
perpendicular toward edge
f a C
avt
"tln
parallel to edge
fen a c/h„N, + 0.75
3.75
perpendicular away from edge
f c/h., +5.8'2
a`s 8.82
Note: Edge distance and anchor spacing for
all lightweight and sand-lightweight concrete
are obtained by dividing the normal- weight
dimensions by 0.75 and 0.85, respectively.
HUti, Inc. (US)1- 800-878 -8000 I www.usAMI.com I en espanol 1- 810-879-5000 I Hill (Canada) Cons. 1-600-383-4458 I www.hllti as 1 Anchor Fastening Technical Guide 2011 309
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Edward A.
LANDERS RE
• P.E.,#038=
(30)823-3938
•
CONSULTING ENGIN
•
MECAWind Version 2.1.0.6 per ASCE 7 -10
Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com
Date : 8/9/2012
Company Name : Edward A. landers, P.E.
Address : 7850 NW 146th Street
City : Miami Lakes,
State : Florida 33016
Project No. : 1212361
Designed By : Edward A. Landers, P.E.
Description : RESIDENCE
Customer Name : 240 NE 97th Street
Proj Location : Miami Shores, FLORIDA
File Location: C: \Program Files \MECAWind \1212361- 01.wnd
Envelope Procedure per ASCE
All pressures shown are based upon ASD
Basic Wind Speed(V) = 175.00 mph
Structural Category = II
Natural Frequency = N/A
Importance Factor = 1.00
Damping Ratio (beta) _
Alpha =
At =
Am =
Cc =
Epsilon =
Slope of Roof =
Ht: Mean Roof Ht
RHt: Ridge Ht =
OH: Roof Overhang at Eave=
2
Bldg Length Along Ridge =
0.01
11.50
0.09
0.11
0.15
0.13
0 : 12
10.00 ft
10.00 ft
1.00 ft
55.00 ft
7 -10 Chapter 28 Part 1
Design, with a Load Factor of .6
Exposure Category =
Flexible Structure =
Kd Directional Factor =
Zg
Bt
Bm
1
Zmin
Slope of Roof(Theta)
Type of Roof
Eht: Eave Height
Roof Area
D
No
0.85
• 700.00 ft
= 1.07
• 0.80
• 650.00 ft
= 7.00 ft
_ .00 Deg
= Monoslope
• 10.00 ft
= 2805.00 ft"
Bldg Width Across Ridge=
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq. >1 Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6 *Ht
lzm: Cc *(33 /Zm) ^0.167
Lzm: 1 *(Zm /33) ^Epsilon
Q: (1/(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5
Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm))
50.00 ft
= 7.00 ft
= 0.19
= 535.47 ft
= 0.93
= 0.89
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure Coefficient = +/ -0.18
MECAWind Version 2.1.0.6 ASCE 7 -10
Developed by MECA Enterprises, Inc. Copyright 2012
Date : 8/9/2012 Project No. .
Company Name : Edward A. landers, P.E. Designed By .
Address : 7850 NW 146th Street Description .
City : Miami Lakes, Customer Name :
State : Florida 33016 Proj Location :
File Location: C: \Program Files \MECAWind \1212361- 01.wnd
www.mecaenterprises.com
1212361
Edward A. Landers, P.E.
RESIDENCE
240 NE 97th Street
Miami Shores, FLORIDA
2'
aj3
1
2
2
1
1 '2
1
1
2 13
Gable Roof 0 <= 7
Wind Pressure on Components and Cladding
All pressures shown are based upon ASD Design, with
Description
Width of Pressure Coefficient Zone "a"
Width Span Area Zone Max Min
ft ft ft ^2 GCp GCp
(Ch 30 Part 1)
a Load Factor of .6
= 4 ft
Max P Min P
psf psf
UPLIFT
UPLIFT
UPLIFT
2.00 10.00 33.3 1
2.00 10.00 33.3 2
2.00 10.00 33.3 3
Khcc:Comp. & Clad. Table 6 -3 Case 1
Qhcc:.00256 *V ^2 *Khcc *Kht *Kd
0.25 -0.95
0.25 -1.43
0.25 -1.91
17.62 -46.45
17.62 -66.48
17.62 -86.14
= 1.03
= 41.19 psf
RESIDENCE
240 N.E. 97 ST.
MIAMI, FLORIDA
25 S1'50 51- N 50 1 1'32 e2' V. elev
Nom LOCATION PLAN
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AREA OF WORK
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STATE AND CCt�fV i f „U AND PLIES AND REGULATIONS
INDEX
COVER SHEET
C-1 COVER
SITE PLAN
ARCHITECTURAL
A -1 PROPOSE FLOOR PLAN, ELEV.
STRUCTURAL
S-1 STRUCTURAL NOTES
S-2 FOUNDATION PLAN
SCOPE OF WORK
ALTERATION II
- REPLACE EXISTING WOOD BEAM
BY NEW STEEL BEAM AS PER
PLANS.
-NO ELECTRICAL
-NO MECHANICAL
-NO PLUMBING
APPLICABLE CODES:
- FLORIDA BUILDING CODE -2010 EDITION
EcJ v Eri
SEP 072012
BY:
Edward A.
LANDERS, P.E.
CONSULTING ENGINEERS
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Tel. 305 823 -3938
Fax 305 823 -9355
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APPROVEISBY
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EXISTING ROOF —
LINE ABOVE
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ExiS ZING STEEL
COLUMN
10' -8'
N— EXISTING STEEL
COLUMN
FLOOR PLAN
SCALE 114° =1` -0"
EXISTING ROOF
LINE ABOVE
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EXISTING ROOF
LINE ABOVE
EXISTING ROOF
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SIDE ELEVATION
SCALE: 1I4 = T - 0`
EXISTING ROOF
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NEW STEEL
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COLUMN
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COLUMN
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COLUMN
SIDE ELEVATION
SCALE: 1I4 = T - 0`
EXISTING ROOF
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BACK ELEVATION
SCALE: 1/4° =1' - 0°
Edward A.
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Tel. 305 823 -3938
Fax 305 823 -9355
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BACK ELEVATION
SCALE: 1/4° =1' - 0°
Edward A.
LANDERS, P.E
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Fax 305 823 -9355
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G E N E R A L:
1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT,
DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY
ARE NOT INTENDED TO BE SCALED FOR ROUGH -IN MEASUREMENTS. OR TO
SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF.
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE
TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION
ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION
IS SHOWN.
3. PRIOR TO START OF CONSTRUCTION, THE CONTRACTOR AND ALL THE
SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES LEVELS, DIMENSIONS AND
COORDINATE EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND
SPECIFICATIONS. THEY SHALL REPORT ANY INCONSISTENCIES OR ERRORS IN
THE ABOVE TO THE ARCHITECT/ENGINEER BEFORE COMMENCING WINK. THE
CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT THEIR WORK FROM
ESTABLISHED Rlrtl¢NCE POINTS ANO BE RESPONSIBLE FOR ALL LINES,
ELEVATIONS AND MEASUREMENTS IN CONNECTION WITH THEIR WORK.
4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, GENERAL NOTES
OR OTHER DOCUMENTS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN
WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK
WHICH APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO
GIVE SUCH AN ADVANCED NOTICE, HE SHALL BE HELD RESPONSIBLE FOR 1JHE
RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING
THE SAME.
5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND
SPECIFICATIONS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL,
ELECTRICAL AND OTHER TRADE DRAWINGS AND SHOP DRAWINGS. TO LOCATE
DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES. OPENINGS, BOLT
SETTING, SLEEVES, DIMENSIONS, ETC. NOTIFY ARCHITECT/ENGINEER, IN
WRITING. OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH THE WORK.
SHOP DRAWINGS & DELEGATED ENGING:
1. ALL SHOP DRAWINGS SHAD. BE SUBMITTED FOR ENGINEER'S REVIEW ONLY
AFTER THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR
CONSTRUCTION METHODS, DIMENSIONS AND OTHER TRADE, REQUIREMENTS,
AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE ENGINEER
ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ENGINEERING
DESIGN BY DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF
REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE
GOOD BY THE CONTRACTOR. IRRESPECTIVE OF RECEIPT. CHECKING OR REVIEW
OF DRAWINGS BY THE ENGINEER AND EVEN THOUGH WORK IS DONE IN
ACCORDANCE WITH SUCH DRAWINGS.
2. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE
STRUCTURE, ALL RELATED SHOP DRAWINGS, DELEGATED ENGINEERING,
PRODUCT APPROVAL MANUFACTURER'S DATA AND OTHER RELATED
INFORMATION. MUST BE REVIEWED AND ACCEPTED BY THE
ENGINEER -OF- RECORD AND APPROVED BY THE BUILDING DEPARTMENT.
3. • ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION.
OUTLINED IN THE FLORIDA BUILDING CODE
4. ALL DELEGATED ENGINEER'S SHOP DRAWINGS SHALL COMPLY WITH ALL THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE
SHOP DRAWINGS SHALL CONTAIN ALL INFORMATION SHOWN
ON THE STRUCTURAL PLANS (RELATED TO THE DELEGATED DESIGN) INCLUDING
ALL DESIGN LOADS, IN ADDITION TO THE INFORMATION REWIRED BY THE
DELEGATED ENGINEER'S DESIGN
5. THE ENGINEER OF RECORD SHALL REVIEW ALL SHOP DRAWINGS, PREPARED AND
SIGNED AND SEALED BY THE CONTRACTOR'S DELEGATED ENGINEER. ONLY FOR
GENERAL COMPLIANCE WITH THE DESIGN INTENT, REQUIRED LOADING AND
COORDINATION WITH THE STRUCTURE DESIGNED BY THE ENGINEER OF RECORD.
8. CONTRACTOR SHALL SUBMIT TO THE ENGINEER OF RECORD, ONLY ONE SET OF
SEPIA AND ONE SET OF BLUE PRINTS OF THE STRUCTURAL SHOP DRAWINGS FOR
ENGINEER'S RENEW, BEFORE STARTING FABRICATION. THE ENGINEER WILL
RETURN THE MARKED -UP AND STAMPED SEPIA TO THE ARCHITECT. THESE SEPIA
'COPES SHALL BE USED TO MAKE PRINTS AS REQUIRED FOR HE SHOP DRAWING
DISTRIBUTION. SETS OF BLUE PRINTS (WITHOUT SEPIA) WILL NOT BE ACCEPTED.
CONSTRUCTION MEANS AND METHODS:
1. THE CONTRACTOR, IS IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY
REQUIREMENTS OF BE FLORIDA BUILDING CODE AND
ALL LOCAL, STATE AND FEDERAL LAWS.
2. PROVIDE ALL SHORING, BRACING AND SHEETING AS. REQUIRED FOR SAFETY,
STRUCTURAL STABILITY AND FOR THE PROPER EXECUTION OF THE WORK.
REMOVE WHEN WORK IS COMPLETED.
3. PROVIDE AND MAINTAIN GUARD UGHTS AT ALL BARRICADES, RAILINGS,
OBSTRUCTIONS IN THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR
PITS ADJACENT TO PUBLIC WALKS OR ROADS
4. AT ALL TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAN, WIND.
STORMS OR THE SUN). SO AS TO MAINTAIN ALL WORK, MATERIALS. APPARATUS
AND FIXTURES FREE FROM INJURY OR DAMAGE.
5. AT THE END QF THE DAYS WORK, COVER ALL WORK LIKELY TO BE DAMAGED.
ANY WORK DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE
REMOVED AND REPLACED WITH NEW WORK AT THE CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT PROPERTY
GENERAL STRUCTURAL NOTES
(Florida Building Code - RESIDENTIAL 2010 Edition)
STRUCTURAL OBSERVATIONS:
1. THE ENGINEER OF RECORD MUST BE
RETAINED AS THE STRUCTURAL INSPECTOR, AND NOTIFIED AT LEAST 24 HOURS
PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL CONCEAL
STRUCTURAL ELEMENTS. UNLESS EVERY STRUCTURAL ELEMENT WAS
ADEdUATELY OBSERVED BY THE STRUCTURAL ENGINEER -OF- RECORD (OR HIS
REPRESENTATIVE). THE ENGINEER WILL NOT ISSUE THE REQUIRED
'STATEMENT OF INSPECTION'.
2. IN THE EVENT THAT THE ENGINEER OF RECORD WERE NOT RETAINED TO
PERFORM STRUCTURAL OBSERVATIONS, THE OWNER AND THE CONTRACTOR MUST
NOTIFY THE BUILDING DEPARTMENT AND OBTAIN AN APPROVAL OF THE ENGINEER
ENGAGED TO PERFORM THE INSPECTIONS, BEFORE START OF ANY STRUCTURAL
WORK.
3. IT IS UNDERSTOOD THAT THE ENGINEER WILL NOT BE HELD RESPONSIBLE
AND LIABLE FOR ANY OF THE CONTRACTOR'S WORK WHICH WAS NOT PROPERLY
OBSERVED BY THE ENGNEER -OF- RECORD (OR HIS REPRESENTATIVE) OR FOR
ANY WORK. APPROVED BY THE INSPECTING ENGINEER (OTHER THAT THE
ENGINEER -OF- RECORD) WHICH MODIFIES OR CHANGES THE STRUCTURAL PERMIT
RECORD DOCUMENTS.
STRUCTURAL DESIGN CRITERIA:
1. THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLORIDA
BUILDING CODE - (2010 EDITION) AND OTHER REFERENCED CODES
AND. SPECIFICATIONS. ALL CODES AND SPECIFICATIONS SHALL BE LATEST
EDITION AT TIME OF PERMIT.
2. WIND LOAD CRITERIA: CCM 3 0.18
BASED ON ANSI /ASCE 7 -10 BASIC WIND VELOCITY 175 MPH,
OCCUPANCY CATEGORY II (AT HURRICANE OCEANLINE). EXPOSURE 'C.
3. ROOF DESIGN LOADS LOADS: 25 Psr
LIVED LOADS: 3D PSF
4. FLOOR DESIGN LOADS
DEAD LOADS 25 PSE
LIVE LOADS: 40 PSF
5. WIND NET UPLIFT ON ROOF FRAMING S -2
CONCRETE AND REINFORCING:
1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH 'BUILDING
CODE REQUIREMENTS FOR REINFORCED CONCRETE ".
AND WITH "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT'
2. ALL CONCRETE WORK IN ACCORDANCE WITH `SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDING'
PRODUCTION OF CONCRETE, DELIVERY, PLACING AND CURING TO BE IN
ACCORDANCE WITH "HOT WEATHER CONCRETING*
I. ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH OF 5,000
P.51. AT 28 DAYS. MAXIMUM SLUMP 4'.
4. ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING TO THE LATEST
gA.S.T.M. A -815 GRADE 8D, FABRICATED RI ACCORDANCE WITH CR.S.I, MANUAL OF
PER
STANDARD 318-02 PR CTICE D PL A PLACED MACORDANHE WITH LAP SPLICE
5. CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS
GRADE BEAM& (BOTTOM) 3* 3'
SIDES) Y
EXTERIOR SLABS ON GRADE (BQITON)
COLUMNS AND BEAMS: (TO THE TIES)
(TOP)
1 -1/2'
1 -1/2'
8. COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS
VERTICAL REBARS ABOVE. LAP 38 BAR DIAMETER OR MINIMUM OF 18 INCHES,
U.O.N. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. PROVIDE STANDARD
HOOKS AT TOP OF ALL VERTICAL REINFORCEMENT AT NONCONTINUOUS
COLUMNS (U.O.N.).
7. ALL DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO
CONCRETING. PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT
PERMITTED.
8. BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES
(SEE BEAM DIAGRAM ON PLAN). BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP
BARS SPLICED ONLY AT MID -SPAN. ALL TOP BARS HOOKED AT NONCONTINUOUS
EDGES (U.O.N.). ALL HOOKS TO BE STANDARD 80 DEGREE HOOKS AS REQUIRED
(U.O.N.).
9. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 36
INCHES MINIMUM EACH WAY AT "L' AND '1" CORNERS IN OUTER FACES OF ALL
BEAMS TO MATCH ALL HORIZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE
REBARS).
10. SEE PLAN FOR MINIMUM SIZE CONCRETE TIE BEAM REQUIREMENTS.
TERMITE PROTECTION COMPLIANCE
GENERAL CONTRACTOR TO PROVIDE A CERTIFICATE
OF COMPLUWCEBY LICENSED PEST. CONTROL COMPANY
THAT CONTAINS THE FOLLOWING STATEMENT
AS PER FBC 2010 EDITION
"THE BUILDING HAS RECEIVED A COMPLETE. TREATMENT
FOR THE PREVENTION OF SUBTERRANEAN TERMITE
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE
AND CONSUMER SERVICES'
SOIL STATEMENT
THE NATURE AND CHARACTER OF THE SOIL CONDITION BENEATH THE
STRUCTURAL FOOTING HAS BEEN OBSERVED TO HAVE UNDISTURBED
SAND AND ROCK PRESUMED TO HAVE AN ALLOWABLE BEARING CAPACITY
OF 2.000 PSF AT THE TIME OF CONSTRUCTION. A FLORIDA REGISTERED
ENGINEER SHALL PROVIDE A SION AND SEALED WRITTEN REPORT
VERIFYING ACTUAL SOIL BEARING VALUES. STATING THAT THE SOIL BEARING
ARE AS ASSUMED.
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Edward A.
LANDERS, P.E.
CONSULTING ENGIN ERS
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Tel. (305) 823 -3938
Fax (305) 823 -9355
PERMIT
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Edward A.
LANDERS, P.E.
Tel. (305) 823 -3938
Fax (305) 823 -9355
EXISTING
ROOF TO REMAIN
ExJSTINGSTF¢ COWIN
(BELOW) -
UPLIFT: 782#
GRAVITY: 732#
EXISTING STEEL
COLUMN
SECTION
SCALE: 314" =1' - O"
PsETr
EXISTING FLAT ROOF
" STEEL TUBE
LINE ABOVE
FLOOR PLAN
SCALE: 1/4 " =1' -0"
BEAM SCHEDULE
4" X 6" X 3/6
EXISTING ROOF PLAN
SCALE: 1/4" =1' - 0°
EXISTING
ROOF TO REMAIN
WIND PRESSURE ZONES FOR ROOF
ZONE O O
GROSS -46.5 -66.5 -86.1
UPLIFT
GRAVITY +10.0 +10.0 +10.0
NET UPLIFT - 36.5 -56.5 -76.1
EXISTING ROOF
• EXISTING
ROOF TO REMAIN
EXISTING STRUCTURE
5 X 5 X 3/8
PLATE
DETAIL
SCALE: NTS
WALL CONNEC. DETAIL
SCALE: NTS