RC-14-673Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Number: INSP- 214053
Permit Number: RC- 4- 14-673
Scheduled Inspection Date: June 16, 2014
Inspector: Naranjo, Ismael
Owner: NORA LANGE, KENNETH LANGE
Job Address: 70 NE 96 Street
Miami Shores, FL 33138-
Project: <NONE>
Contractor: DISTINCTIVE HOMES
Permit Type: Residential Construction
Inspection Type: Final Building
Work Classification: Repair
Phone. Number
Parcel Number 1132060130620
Phone: (305)279 -2088
Building Department Comments
REPAIR DAMAGED ROOF JOIST IN A 10 1/2 AREA
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- 212747. CREATED AS
REINSPECTION FOR INSP- 212696. Parapet unfinished
NOT READY - NEED TO FINISH THE PROJECT. I.N
June 13, 2014
For Inspections please call: (305)762 -4949
Page 24 of 32
C
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
��-
y uj
B ING
PERMIT APPLICATION
Permit Type: BUILDING
JOB ADDRESS: 70 N e e7& sr
City:
FBC20 16
Permit No.
Master Permit N
3
ROOFING
Miami Shores County:
Miami Dade Zip: 31 l 3. a
Folio/Parcel #:
Is the Building Historically Designated: Yes
NO Flood Zone:
30C-767- y'ea0 k'4
OWNER: Name (Fee Simple Titleholder): /"k koLN se Phone #:
Address: 70 E. g' 1D sT
City: MIA A41 Sko t e$ State: Zip: 3 i 3 G
Tenant/Lessee Name: //6e19-4,41/4/6
Email:
CONTRACTOR: Company Name: t) G. iNeAl Phone#(3C 42J9" 20 88
Address: S S. Lk). ,12 C-
305-- 'y3r -1-179et Ceet—
Phone #: c3P�.S -! 1 1— 97 91/
City: M■ 0,1,M
�JJ� State: FL
Qualifier. Name: Joe Mt � i t. //�' omEt-
State Certification or Registration #: '7 f
Contact Phone#: (7 ie 6) 3 (07- ' "$ Email Address:
DESIGNER: Architect/Engineer: E. 1, r-&S
zip: 33/65"
Ph ne #: ( '&3 j6 7-2 scs,
CAS Ce tficate of Competency #:
61•�.� hi`7
Phone# ;0'7)149
s`7 Sr`f 3
Value of Work for this Permit: $> r' 2 c90 Square/Linear Footage of Work: /4-0
Type of Work: ❑Addition 0Alterat10
UNew 4Re`pj air/Repla' ce
Descrtpt on Of Work: 41"' I? j le �� JO IODemoYl il "pn
►eP� o '°'' °
Color thru tile:
****** **** * ****** ** ******war ** * ** ***** **F ****** *** **** ******* * ** * ******** *** *** *** **
Submittal Fee $ Permit Fee $
Scanning Fee $ Radon Fee $
Notary $ Training/Education Fee $
Double Fee $ Structural Review $
Igo OS Rev ietr v e*A,vd . 6
CCF $
CO /CC $
DBPR $ Bond $
Technology Fee $
TOTAL FEE NOW DUE $ 1
Bonding Company's Name (if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name (if applicable)
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 FT BCTRICAL WORK, PLUMBING, SIGNS,
WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDmONERS, 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 $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence o h posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Signature AV0
O "Agent
The foregoing instrument was acknowledged before me this 19'
day of ,4p tiL. , 20/ , by iVkq AN✓ 444114 ,
who is personally known to me or who has produced f p L...
As identification and who did take an oath.
NOTARY PUBLIC:
_ M
Sign:
Print: Zj ,0 60llijc'2 ,
My Commission Expires: . ,. p. t' ElZ1RIS GOMEZ
Signature
/
Contractor
�sr
The fore oing instrument was acknowledged before me this
day of r , 20 l y, by J0Se. 11 GGMG'Z
who is personally knowiLto me or who has produced
as identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print: 1 '2tibes; Ac
My Commission Expirp`;__' * COMMON E1131)183
* MY COMMISSION i EE 838183 EXPIRES: January 25, 2017
r, peconv c Bunted Thu Budgut Notary Se Wes
EXPIRES: January 25, 2017
44.cm \fit Bonded Thu Budge NavySenoo
**+ k*+ k**= R***+ k*+ hH kk. k8sm6! **/ ik/ P+ kW �k+ k+ k+ kak�RH+ �3+ s�i4a�A�k�k�h�N ek *N�+k�kN�H=H=N��k�kN�*** Husk+ N$ R�ak+ kH= ikN�N�M N��kS: N.+ k+ hN�+ i�. N?3�N�8s*** �k�kH=. kHjH��A :kNa.A�A.Ah��R�kN��k�k+ksH�k� * **
APPROVED BY ��Z 1/6 (1 Plans Examiner Zoning
X/KK� / Structural Review Clerk
(Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06/10/2009)(Revised 3/15/09)
Miami Shores Village
Building Department
100521N.B. 2"a Avenue, Miami Shores, Fl 33138
Tel: 305-795 -2204 + Fax 305 456 -8972
lit _ :±�__ k!' .t !_ 11 $ __ ; . / f.._ c '. y_� I _
IMIUMMAZOLDEMAX
i (We) have been retained by Gimme of owner/agent) CV-1416-4—
to /�� [rte t the Florida Building Code at the pickled (
I am a , Shores, as of
registered Architect or PrA%iona Engineer licensed in the State of Florida.
'PERMIT NUMBER:
❑ Special Inspector for Reinforced Unit Masonry, FBC 2122.4
0 Special Inspector for Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2
Q Special Inspector for Steel Connections, FBC 2218.2
O Special Inspector for Soil Compaction, FBC 1820.3.1
D Special Inspector for Precast Units & Attachments, FBC 1927.12.2
Special Inspector for 'i Pilings, FBC 1822.1,20
(Special Inspector for (Zoe Cor d e r F t.Arwt ( N G
MUNdahlauggithatathaunk
The following i s) employed by this firm or me are authorized to perform inspections.
1. 2.
3.
4.
().
() understand theta Special tog for each burrc9ng must be displayed in convenient bead= ones she Snr
reference by the Miami Shores Building Departmet Inspector. All mandatary Impaction, as eked by the Fh a ding Code,
must be peribrined by Miami Shores. The building must be called Sr di mandatory Inspections. inspections Eby
the Special l or by the Owner ape k Owner ate juldjaztjo dalate, petfortnedbythe Building Deparbnent
Further, upon completion of we* r; :, each Building Penult, weld submit to the Miami Shams BuildingDepaninentat
b and „" !! `' „, log fbrm and a l indicating that, to the b any tknowledge,
"�� �:t palled outlined r!r s meet am intent of the Florida
substantial accordance .■ •
Hulk Code and ate in
(Print)
Signed and Sealed Address -%ds U /oaf (4C s :. 'sv
�„ Wllo'itul l,.ettLes a /R_ 3$�IL.
Date' � i Phone No. 3o t —,fit — 313e
Florida License N0: 038); 9P
. Miami Shores Village
Building Department
10050 N.E. 2111 Avenue, Miami Shores, F133138
Tel: 305 -795 -2204 * Fax 305-756.8972
OLEBRIONfinisamaiwzgiszasima
ZUEMMAIIMMICKOK
I (We) have been retained by (name of own a 'agent) Ot ervt-
to perform Special t ..
*vices under the Florida Building Code at the Nulled
70 N Q' r , Miami Shores, as of `'t"� (t }
I am a registered Architect or Pro licensed m the State of Florida. (date).
PERMIT NUMBER:
C Special Inspector for Reinforced Unit Masonry, FBC 2122.4
O Special Inspector for Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2
Q Spacial InsPector for Steel Connections, FBC 22182
0 Special Inspector for Soil Compaction, FBC 1820.3.1
0 Special Inspector for Precast Units & Attachments, FBC 1927.12.2
. C Special Inspector for Pilings, FBC 1822.1 20
XSPeecial Inspector for r Cor c.e gear F LAru.ttNC,
ease mark bo u�
The following iu lids (s) employed by this firm or me are-authorized to perform inspections.
1. 2.
3. 4.
T,( theta S l hispeotor hispeadon log for each balding nwbe displayed ina convenient Madan ante alto tr
reference by the Miami Shows Building Departatcot Inspector. All nuindatiny inspecilais, as molted by the Flo Eby
must be by Miami Shores. The building must be called Air all
the Special Impederhhesd by the OWN WO hierkaticap the mandatory hugeetten perfenned by the
Further, upon completion of the work under each Building Permit, Iwill sutra* 03 the Miami Shores PlundingDepartinentat diadem
bed the final inspection the " ",' hued inspection log thini and a sealed sbnement Indicating that, to the bed any
belief and prokesional ": ,;:,,, .:: of the project above :..::.....:....:. r�: me dike Florida
Building Code and are in w
"Signed and Sealed
Imo: 4- f-
gin
Name -ffila4b#C4 T, CAttePtis le•6
(Print) 9.
Address %G► p $ I /V Cti (4C 51; f$Z
Wltonut bias a 5$o1L
Phone No. Yo S —�Z3 — 3/re
Florida License No: O P3 9 P
Property Search I Miami -Dade County
Page 1 of 3
0 S El�IA TANOIRLE PUBLIC ONLINE Tdl! ROLL AM claw
/AYWw STA PERSONAL PROPERTY ER CORDS ,5 DIRNI .1.1 US ILS
I2! /I:_L:,L;IIl!L,S!
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Property Search.
Address 0 Owner Name 0 Folio Q
SEARCH: 70 NE 96 ST
a
el ( httos:/ /www.facebook.com/MiamiDadePA1,
( httos: /ftwitter.com/MlamlDadePA)
PROPERTY INFORMATION 0
Folio: 11- 3206. 013 -0620
Sub-Division:
MIAMI SHORES SEC 1 AMD
Property Address
70 NE 98 ST
Miami Shores , FL 33138 -2724
Owner
KENNETH LANGE &W NORA
Mailing Address
70 NE 98 ST
MIAMI SHORES , FL 33138 -2724
Primary Zone
1100 SGL FAMILY - 2301 -2500 SCI
Primary Land Use
0101 RESIDENTIAL - SINGLE FAMILY:1 UNIT
Beds /Baths /Hall 3/2/0
I Floors 2
Living Units 1
: Actual Area
Living Area
Adjusted Area 1,850 Sq.Ft
Lot Size 14,300 Sq.Ft
'!! Year Built 1927
Featured Online Tools
j Additional Online Toole fit Comparable Sales Q
fhtto://www.rniamitlade.gov/pa/online._toofs.asol
Reoon Discreoancles
Environmental Cora ct retiona 0 a may
(htto:// aisweb. miamfdade. gov/ environmentalconsitltlm8mneddefladtldads ov /oa&9lossarv.asot
seer _address &earemvalue =70 NE 96 pionttthermjsmis
Sn
jieoon Homestead Fraud - Tax C ILLLIDon
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Tax Estimator
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joIlo =11320801308201
http:// www. miamidade .gov /propertysearch/index.html
TRIM Notice
. 03S9S www. miamklade. 0ihraoortelRrimodflMakeTrim .asox?
FolSrch =11320801308201
4/3/2014
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Edward A. A I
LANDERS, RE, , (305)823-3938
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LANDERS, RE.
CONSULTING ENGINEERS
P.E. #038398
(305)823-3938
CACX I
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FACE MOUNT HANGERS SOLID SAWN LUMBER (DF/SP)
These products am available with additional corrosion protection. Additional products 017
this page may also be available with this optIon, check with Simpson Strong-77e for details.
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These products are approved for Installation with the Strong-Drive
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SAWN LUMBER SIZES
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4-16d
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4-16d
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2-10d
2-10dx114
2-16d
2-10d
2-10d
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LANDERS, RE.
CONSULTING ENGINEERS
P.E. #038398
(305)823-3938
CA-cc.5
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MECAWind Version 2.1.0.6 ASCE 7 -10
Developed by MCA Enterprises, Inc. Copyright 2014
Date : 4/1/2014 Project No. .
Company Name : Edward A. Landers, P.E. Designed By .
Address : 7850 NW 146th Street, #509 Description .
City : Miami Lakes Customer Name :
State : Florida 33016 Proj Location :
File Location: C: \Program Files (x86) \MECAWind \1413395- 01.wnd
Roof not
shown
Walls
4a
www.mecaenterprises.com
1413395 -01
Edward A. Landers, P.E.
Wind Pressures
70 NE 96th Street
Miami Shores, Florida 33139
la
4—P
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3
3
1
1 ?
i'
a
--PI •4-
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Monoslope Roof 10 < 8 <= 30
Wind Pressure on Components and Cladding (Ch 30 Part 1)
All pressures shown are based upon ASD Design, with a Load Factor of .6
Description
Width of Pressure Coefficient Zone "a" = 4 ft
Width Span Area Zone Max Min Max P
ft ft ft ^2 GCp GCp psf
Min P
psf
UPLIFT
UPLIFT
UPLIFT
1.33 6.00 12.0 1 0.39 -1.28
1.33 6.00 12.0 2 0.39 -1.57
1.33 6.00 12.0 3 0.39 -2.83
23.57 -60.31
23.57 -72.02
23.57 - 123.94
MECAWind Version 2.1.0.6 per ASCE 7 -10
Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com
Date
Company Name
Address
City
State
File Location:
: 4/1/2014 Project No. .
: Edward A. Landers, P.E. Designed By .
: 7850 NW 146th Street, #509 Description .
: Miami Lakes Customer Name :
: Florida 33016 Proj Location :
C: \Program Files (x86) \MECAWind \1413395- 01.wnd
1413395 -01
Edward A. Landers, P.E.
Wind Pressures
70 NE 96th Street
Miami Shores, Florida 33139
Directional Procedure All Heights Building (Ch 27 Part 1)
All pressures shown are based upon ASD Design, with a Load Factor of 6
Basic Wind Speed(V)
Structural Category = Exposure Category = D
Natural Frequency = Flexible Structure = No
Importance Factor = Kd Directional Factor = 0.85
= 175.00 mph
N/A
1.00
Damping Ratio (beta)
Alpha
At
Am
Cc
Epsilon
Slope of Roof = 4 : 12
Ht: Mean Roof Ht = 12.00 ft
RHt: Ridge Ht = 12.00 ft
OH: Roof Overhang at Eave= .00 ft
Bldg Length Along Ridge = 50.00 ft
Zg =
Bt =
Bm
1 =
Zmin
Slope of Roof(Theta) =
Type of Roof =
Eht: Eave Height =
Roof Area =
Bldg Width Across Ridge=
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq. >1 Hz) use 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))
700.00 ft
1.07
0.80
650.00 ft
7.00 ft
18.40 Deg
Monoslope
12.00 ft
29354 ft ^2
40.00 ft
= 0.85
= 7.20 ft
= 0.19
= 537.36 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
Figure 27.4 -1 External Pressure Coefficients
Cp - Loads on Main Wind -Force Resisting Systems
z
B
Kh: 2.01* (Ht /Zg) ^(2 /Alpha)
Kht: Topographic Factor (Figure 6 -4)
Qh: .00256 *(V) ^2 *I *Kh *Kht *Kd
Cpww: Windward Wall Cp(Ref Fig 6 -6)
Roof Area
Reduction Factor based on Roof Area
= 1.03
= 1.00
= 41.19 psf
= 0.80
= 29354.00 ft ^2
= 0.80
MWFRS -Wall Pressures for Wind Normal to 50 ft wall (Normal to Ridge)
Wall
Cp Pressure Pressure
+GCpi (psf) -GCpi (psf)
Leeward Wall -0.50
Side Walls -0.70
Wall Elev Kt Kzt
ft
-24.92
-31.92
qz Press
psf +GCpi
-10.09
-17.09
Press Total
-GCpi + / -GCpi
Windward
12.00 1.03 1.00 41.19 20.60 35.43 45.52
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof Location
Cp +GCpi (psf) -GCpi (psf)
Windward - Min Cp -0.39
Windward - Max Cp 0.10
Leeward Perp to Ridge -0.57
Overhang Top (Windward) -0.39
Overhang Top (Leeward) -0.57
Overhang (Windward only) 0.80
-21.07
-3.91
-27.37
-13.66
-19.96
28.63
-6.24
10.92
-12.54
-13.66
-19.96
28.63
MFRS-Wall Pressures for Wind Normal to 40 ft wall (Along Ridge)
Wall
Cp Pressure Pressure
+GCpi (psf) -GCpi (psf)
Leeward Wall -0.45
-23.17
-8.34
Side Walls -0.70
Wall
-31.92 -17.09
Blew KZ Kzt qz Press Press Total
ft psf +GCpi -GCpi + / -GCpi
Windward 12.00 1.03 1.00 41.19 20.60 35.43 43.77
Note: 1) Total = Leeward GCPi + Windward GCPi
Roof - Dist from Windward Edge Cp Pressure Pressure
+GCpi(psf) - GCpi(psf)
0.0 ft to 6.0 ft
6.0 ft to 12.0 ft
12.0 ft to 24.0 ft
24.0 ft to 50.0 ft
- 0.90 -38.93 -24.10
- 0.90 -38.93 -24.10
- 0.50 -24.92 -10.09
- 0.30 -17.92 -3.09
MeclYaiiic- I Anchoring Systems
KW1K Bolt 3 Expansion Anchor 3.3.6
Table 6 - Carbon Steel KWIK Bolt 3 Allowable Loads in Normal- Weight Concretes
Intermediate load values for other concrete strengths and embedments can be calculated by linear interpolation.
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Anchor
Diameter
in. (mm)
Embedment
Depth
in. (mm)
f'.= 2000
psi (13.8 MPa)
P. = 3000 psi (20.7 MPa)
f'a = 4000 psi (27.6 MPa)
f'.= 6000 psi (41.4 MPa)
Tension
lb (kN)
Shear
lb (kN)
Tension
lb (kN)
Shear
lb (kN)
Tension
lb (kN)
Shear
lb (kN)
Tension
lb (kN)
Shear
lb (k()
1 -1/8 (29)
3
365
430
550
(i
(1.6)
• (1.9)
(2.10
2 (51)
635
530
1/4
(6.4)
715
530
800
530
530
(2.8)
(2.4)
(3.2)
(2.4)
(3.6)
(2.4)
845
(2.4)
3 (76)
755
795
840
(3.8)
(3.5)
(3.7)
1 -5/8 (41)
730
1135
910
1275
1095
1090
(3.2)
(5.0)
(4.0)
(5.7)
(4.9)
(4.8)
3/8
2 -1/2 (B4) .
1260
1555
1850
1315
2060
1315
(9.5)
(5.6)
1315
(6.9)
1315
(8.2)
(5.8)
(9.2)
(5.8)
3 -1/2 (89)
1580
(5.8)
1770
(5.8)
1965
2150
(7.0)
(7.9)
(8.7)
(9.6)
2 -1/4 (57)
1235
1865
1430
2300
1620
2405
1975
(5.5)
(8.3)
(6.4)
(10.2)
(7.2)
(10.7)
(8.8)
1/2
(12.7)
3 -1/2 (89)
1930
(8.6)
2415
2185
(9.7)
2415
2440
(10.9)
2415
3240
(14.4)
2415
(10.7)
4-3/4 (121)
2135
•(10.7)
2355
(10.7)
2575
(10.7)
3620
(9.5)
(10.5)
(11.5)
(16.1)
2 -3/4 (70)
1920
2750
2065
3410
2210
3785
2830
(8.5)
(12.2) .
(9.2)
(15.2)
(9.8)
(16.8)
(12.6)
( 5 9)
4 (102)
3020
3385
4770
3910
(11.8)
3910
(13.4)
3910
(15.1)
3910
(21.2)
(17.4)
5-1/2 (140)
3285
. (17.4)
3695
(17.4)
4100
(17.4)
5325
(14.6)
(16.4)
(18.2)
(23.7)
3 -1/4 (83)
2120
4090
2425
4900
2730
5310
3785
5310
(9.4)
(18.2)
(10.8)
(21.8)
(12.1)
(23.6)
(16.8)
(23.6)
3/4
4 -3/4 (121)
3240
4260
5285
6155
(19.1)
(14.4)
5340
(18.9)
5340
(23.5)
5495
(27.4)
6225
6-1/2 (165)
4535
(23,8)
5860
(23.8)
7185
(24.4)
7005
(27.7)
(20.2)
(26.1)
(32)
(31.2)
4 -1/2 (114)
3330
7070
4050
7600
4670
8140
5070
(14.8)
(31.4)
(18.0)
(33.8)
(20.8)
(36.2)
(22.6)
4930
6000
(25.4)
6 (152)
(21.9)
9200
(26.7)
9200
7070
(31.4)
9200
(37.4)
(40.9)
9 (229)
6670
(40.9)
7670
(40.9)
8670
(40.9)
10670
(29.7)
(34.1)
(38.6)
(47.5)
Intermediate load values for other concrete strengths and embedments can be calculated by linear interpolation.
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Mechanical Anchoring _Systems: .'
3.3.6 KWIK Bolt 3 Expansion Anchor
Influence of Edge Distance and Anchor Spacing on Anchor Performance
Load Ad ustment Factors for 5/8" Diameter Anchors
Adjustment
Factor
5/8 In
Embedment
Depth, in.
Spacing
Tenslon/Shear
f
2 -3/4
a 4
Edge
Distance
Tension
fm
2 -3/4
a 4
Spacing
Shear
fAV
2 -3/4
a 4
Edge Distance Shear
1
Toward
Edge
fpvry
a 2-3/4
II
Toward
Edge
fpv,
a 2 -3/4
.1.
Away
from
Edge
fgyg
a 2-3/4
3-1/4
2 -3/4
0.60
a 4 -3/4
0.80
a 3 -1/4
0.90
e
rn
=
3 -3/8
0.61
0.60
3 -1/2
0.69
0.90
0.87
0.92
4
0.67
0.95
4
0.75
0.80
0.92
0.80
0.94
0.90
5
0.77
0.62
4 -1/4
0.77
0.62
0.95
0.82
0.94
0.91
0.52
0.61
0.84
4 -3/4
0.83
0.66
1.00
0.85
0.96
0.92
0.58
0.66
0.86
0.72
5 -1/2
0.92
0.72
0.64
0.90
0.98
0.93
0.67
0.73
0.89
0.90
6
0.98
0.76
0.73
0.93
0.99
0.94
0.73
0.78
0.91
6 -1/4
1.00
0.78
0.77
0.95
1.00
0.95
0.76
0.81
0.92
I s
7
0.77
0.84
0.92
1.00
8-1/4
1
0.96
0.85
0.88
0.95
7 -1/2
0.96
0.88
0.88
0.95
9
0.97
0.91
0.93
0.97
7 -3/4
0.97
0.90
0.94
0.97
9 -3/4
0.98
0.94
0.95
0.98
8 -1/2
0.98
0.96
1.00
1.00
10 -1/4
0.99
1.00
1.00
1.00
9
0.99
1.00
10 -3/4
1.00
Load Ad ustment Factors for 3 4" Diameter Anchors
Adjustment
Factor
3/4 In.
Spacing
Tension/Shear
fob
Edge
Distance
Tension
fr.
Spacing
Shear
fav
Edge Distance Shear
1
Toward
Edge
frnn
II
Toward
Edge
f„n
J. ,
Away"
from'
Edge.
f...
Embedment
Depth, In.
3 -1/4
a 4-3/4
3-1/4
a 4-3/4
3 -1/4
a 4 -3/4
a 3-1/4
a 3 -1/4
a 3 -1/4
e
rn
=
3 -3/8
0.61
0.60
0.81
0.80
0.90
0.90
4
0.67
0.95
0.86
0.94
0.92-'
0.52
0.61
0.84
8 0.85
5
0.77
0.62
0.94 -
0.81 •
0.94
0.90.
0.51
0.61
0.83
5 -3/4
0.85
0.67
1.00
0.86
0.96
0.92
0.59
0.67
0.86
6 -1/4
0.90
0.70
0.72
0.88
0.97
0.93
0.64
0.71
0.88 -
6 -1/2
0.92
0.72
0.81
0.90
0.98
0.93
0.67
0.73
0.89 .
7
0.97
0.75
0.94
0.93
0.99
0.94
0.72
0.77
0.90
7 -1/2
1.00
0.79
12 -1/2
0.95
1.00
0.95
0.77
0.82
0.92
°
8-1/4
1
13
0.84
1.00
0.96
0.85
0.88
0.95
9
1.00
0.89
1.00
0.97
0.92
0.94
0.97
9 -3/4
0.94
0.98
1.00
1.00
1.00
10 -1/4
0.97
0.99
10 -3/4
1.00
• 1.00
Load Ad ustment Factors for 1" Diameter Anchors
Adjustment . Spacing
Factor Tension/Shear
1 In. fAN
Embedment 4 -1/2
Depth, in.
a 6
Edge
Distance
Tension
fFW
4 -1/2
a 6
Spacing
Shear
fAV
a 6
Edge Distance Shear
1
Toward
Edge
4,,
a 4 -1/2
II
Toward
Edge
fR„,
a 4 -1/2
1
Away
from
Edge
fAva
a 4-1/2
C
.6
f
a
to
4-1/2 0.60
3/4
0.80
4 -3/4
0.90
h
deep
6 -1(2'
h,t„
6 I 0.71
0.60
0.89
0.80
0.93
0.90
7 0.78
I
0.65
0.95
0.84
0.94
0.91
0.52
0.61
0.84
8 0.85
0.71
1.00
0.89
0.96
0.93
0.59
0.67
0.86
9 0.92
0.76
0.93
0.98
0.94
0.67
0.73
0.89
9 -3/4 0.97
0.80
0.97
0.99
0.95
0.72
0.78
0.91
10 -1/4 1.00
0.83
0.99
1.00
0.96
0.76
0.81
0.92
11 -1/4
0.88
1.00
0.97
0.83
0.87
0.94
11 -5/8
0.90
0.98
0.86
0.89
0.95
12 -1/2
0.95
0.99
0.93
0.94
0.97
13
0.97
0.99
0.96
0.97
0.99
13 -1/2
1.00
1.00
1.00
1.00
1.00
14 -3/4
Standard Anchor Embedments (in.)
ham,
2 -3/4
5/8
h„,",
4
\
h deep
5 -1/2
h,i„
3-1/4
3/4
h„a„
4 -3/4
h
deep
6 -1(2'
h,t„
4 -1/2
1
ham,,,
6
hdeep
1. Embedment depth shown reflects
embedment for carbon steel anchor,
deep embedment depth for stainless
steel anchor is 8 inch.
Note: Tables apply for listed embedment
depths. Reduction factors for
other embedment depths must be
calculated using equations below.
Spacing - Tension
h„s ha,shm,
f�ns/11., +0.88
3.13
haciahn,„
f,� =s/h +0.88
3.13
Edge Distance - Tension
Nuns hec.sh.
j , c/h,„ +2
RN 3.75
hmtah�,„
fnN c/h„�„ + 2
3.75
Spacing - Shear
h,,,ms hash,,„ h,=, a h„�„
f AV = s/ha, +1025 f =s/he +10.25
12.5 AV 12.5
Edge Distance - Shear
h a h,,,
perpendicular toward edge
fR = c
3hmmh,
parallel to edge
f Rv2 =c/hnth +0.75
3.75
perpendicular away from edge
ffiv3 s + 5 . 8 2
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.
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GENERAL:
1. THE DRATBNOS ARE INTENDED TO SHOW THE GOAL ARRANOEMENT.
DESIGN AND EXTENT ARE NOT INTENDED TO OF SCALED FOR Rd1MEASIRET ITS, OR TO
SERVE AS 910P DRAWEES OR PORTIONS THEREOF.
2 ALL DETAILS AND SECTIONS SHOWS ON THE DRAWEIGs ARE INTENDED TO BE
TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SWEAR SITUATION
ELF ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION
IS SHOWN.
a PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR AND ALL THE
SUBCONTRACTORS SHALL VERIFY All GRADES. LINES, LEVELS. ONE NSIONS AND
COORDINATE COSTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND
SPECIFICATIONS. THEY SHALL REPORT ANY INCONSISTENCIES OR ERRORS IN
THE ABOVE TO 114E ARCWTECT� BEFORE COMMENCING WORK. THE CONTRACTOR AND HIS SBCON SHALL LAY OUT THEIR WON FROM
ELEVATIONS AND MEASUREMENTS It0IBCTOI INTO FOR HEIR LINES,
4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRASUNOS. SAL. NOTES
OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN
WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEED VON ANY WORK
WHICH APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO
GIVE 511014 AN ADVANCED NOTICE, HE SHALL BE HELD RESPONSBLE FOR THE
RESULTS ANY SUCH ERRORS OR OMISSIONS AND THE (AST CI RECTIFYING
5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND
SPECIFICATIONS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL
ELECIRTCAL 011197 AES MS ro LOCATE
DEPRESSED
SABS. SLOP DRAM, OUTLETS. S EINGS BOLT
SETTING, Ste, DNONGDIS, ETC. NOTIFY ARCHITECT,
_ CT/EPXSNEOP IN
WRITING. OF ANY POTENTIAL CONFLICTS 90 PRORxT1NG MTH SHE WOOL.
SHOP DRAWINGS & DELEGATED ENGING:
1. AU. SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEERS RENEW ONLY
AFTER THEY HAVE BEEN THOROULYILY REVIEWED BY 714E CONTRACTOR FOR
AND STAMPED WIMETHODS, CE SAAPPRO OVAL Slam. THE ENGINEER
ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES. ENGINEERING
DESIGN BY DELEGATED EN0N S. ERRORS OR (WIiSSON6 AS A RESJLT OF
REVIEWING ANY SHOD DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE REVIEW
GOOTT TN OF CASINOS BYYTTHEEE IRRESPECTIVE VVE TTHREl THOUGH WORK IS � OR
ACCORDANCE WITH SUCH DRAWEE
2. BEFORE STRUCTURAL INSPECTIONS CAN RE MADE ON A PORTION OF THE
STRUCIURE, ALL PRODUCT APPROV�MANUFACTURER'S DATAANAIM OTHER •
INFORMATION, MUST BE REVILED AND ACCEPTED BY TINE
ENGINEER-OF-RECORD AND APPROVED BY THE BULLS DEPARTMENT.
3. AU. SHOP DRAWINGS SHALL COMM THE MINIMUM INFORMATION,
OUTLINED IN 771E FLORIDA BUILDING CODE
4. AIL DELEGATED ENGINEER'S SHOP DRAWINGS SHALL COMPLY NTH ALL THE
REQUIREMENTS OF TIE FLORIDA BIDDING CODE
SHOP DRAWINGS SHALL CONTAIN ALL IPWO NATION SHOWN
ON T E STRUCTURAL PLANS (RELATED TO THE DELEGATED DESIGN) ECUS=
ALL DESIGN LOADS, IN AMMON
LEGATED ENGINEER'S DEMON
TO THE IFORMAILOI REWIRED BY Tiff
5. THE ENGINEER OF RECORD SHALL REVIEW AU. SHOP DRAWERS, PREPARED NM
SIGNED AND SEALED BY THE CONTRACTOR'S DELEGATED ENGINEER, ONLY FOR
GENERAL COMPLIANCE WIN THE 008151 INTENT, REQUIRED LOADING AND
COORDINATION WITH THE STRUCTURE DESIGNED BY THE ENIIFEER OF RECORD.
& CONTRACTOR SHALL SUBMIT TO THE ENGINEER CF RECORD, ONLY ONE SET OF
SEPIA ONE SET OF BLUE PRINTS OF THE STRUCTURAL SHOP DRAWINGS FOR
REVIEW. BEM ARTING RETURN MASHED -UP AND FABRICATION. SEPA TO THE ARCHITECT. THESE SEPIA
COPIES SHAU.SE USED TO MAKE RENTS AS REQUIRED FOR HE SHOP DRAINED
DISTRIBUTION. SETS OF SLUE P98119 (WITHOUT SEPIA) SILL NOT BE ACCEPTED.
CONSTRUCTION MEANS AND METHODS:
1. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WI114 TIE SAFETY
ALL STATE AND FLORIDA LODE AND
2. PROVIDE ALL SHORING. BRACING AND SHEETING AS REQUIRED FOR SAFETY.
STRUCTURAL STABWTY AND FOR THE PROPER EXECUTION OF THE WORK.
REMOVE WEN WORK IS COMPLETED.
3. PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARITCADES, RAILINGS.
OBSTRUCTIONS IN THE STREETS. ROADS OR 9DE11ALUS AND ALL TRENCHES OR
PITS ADJACENT TO PUBLIC WALKS DR ROADS.
4. AT AU. 18@S. PROVIDE PROTECTION AGAINST WEATHER (RAN.. WIND.
AND 570645 PIX TEEM. INJURY MAINTAIN �� WORK. MATERIALS. APPARATUS
5. AT THE END OFRTHE DAYS WOOL COVER ALL WOK LIKELY TO BE DAMAGED.
ANY WOE DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE
REMOVED AND REPLACED NTH NEW WORK AT TIRE CONTRACTOR'S EXPENSE.
R. THE OIt'ITRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT PROPERTY
GENERAL STRUCTURAL NOTES
(Florida Building Cade - RESIDENTIAL 2010 Edition)
STRUCTURAL OBSERVATIONS:
1. THE ENOWEER -OF- RECORD SUBMIT A
STATEMENT. AT THE COMPLETION OF THE CONSTRUCTION WOW. REGARDING
THE CO PUA'ECE OF THE WORK WITH THE APPROVED PERMIT PLANS (.F.B.C.
2. IN Tiff EVENT THAT THE ENINNEER OF RECORD VERE NOT RETABED TO
PERFORM STRUCTURAL OBSERVATIONS THE OWNER AID THE CONTRACTOR MUST
NOTIFY THE 811201140 DEPARTMENT AND OBTAIN AN APPROVAL OF THE ENGINEER
940*03D TO PERFORM TINE INSPECTIONS, BEFORE START OF ANY STRUCTURAL
WORK.
a LT IS UNDERSTOOD THAT THE ENGINEER WILL NOT BE HELD RESPONSIBLE
AND CABLE FOR ANY OF THE CONTRACTOR'S WORK WHICH WAS NOT PROPERLY
OBSERVED BY THE ENTENEER-OF-RECORD (OR HIS ANY NOEL APPROVED BY THE INSPECTING ENGINEER (REPRESENTATIVE) R HAT THE
FOR
ENM• EE NEW NE MODARES CR CHANGES THE STRUCTURAL PERMIT
STRUCTURAL DESIGN CRITERIA:
1. THE DESIGN BUILDING CODE - (CO 01108 ETIO) MO OTHER OHEIENIS THE FLORIDA
AND SPECIFICATIONS. ALL CODES AND SPECIFICATIONS SHALL BE LATEST
EDITION AT TINE OF PERIBT.
2. WIND LOAD CRITERIA: CPI o *0.18
BASED OCCUPANCY CATEGiORY II (AT 175 MPH, EXPOSURE 'D'.
a ROOF DESIGN LOADS: (SUPERIMPOSED)
DEAD LOADS: 25 PRE
LIVE LOAD& 30 PSF
4. FLOOR DERGN LOADS. (SUPERIMPOSED)
DEAD LOADS: 25 PSF
LIVE LOADS: 40 PHI
CONCRETE AND REINFORCING:
CODE DESIGN REINFORCED ACCORDANCE NTH "BUILDING
AND WITH "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT'
AU. A WTi *SPECIFICATIONS FOR
STRUCTURAL � FOR ir
PRODUCTION OF CURING N
A VOW AND CLR
3. ALL CONCRETE TO RE REGULAR MET 98TH A DESIGN STRENGTH OF 5.000
PSI AT 26 DAYS MAXIMA A SUP 4'.
4. ALL REIFORCNG TO BE NEW BILLET STEEL CONFORMING TO TINE LATEST
AST A -5115 GRADE 60, FABRICATED IN ACCORDANCE WITH G2SI. MANUAL OF
A� 318-02 ACTT N .LACED. T ACCORDANCE EDH LAP SPLICE
PER 5. CONCRETE COVER UNLESS OTHERWSE DETAILED ON DRAWINGS:
GRADE BEAMS (BOTTOM) SIDES)
•
EXTERIOR SLABS ON GRADE: (BOTTOM) .... 2"
CQUIMS APtD ems: via THE TES) 1 -1/2-
B. COLUMN REIFORCEIENT DOWELS TO BE SAME SITE AND NUMBER AS
VERTICAL REBARS ABOVE.
PROVIDE WED TEMPLETS FOR DOWER. LOCATION. PROVIDE STANDARD
NOOKS AT TOP OF ALL VERTICAL REIFORONMIT AT NONCONTINJOIS
COLLINS CAA). SEE ATTACHED TABLE FOR SPUCE LENGTH
LAP SPLICES FOR BEAMS AND COLUMNS PER AX 318-08 CHAPTER #12
7. ALL DOWELS FOR COUSINS SHALL BE SECURED IN POSITION PRIOR TO
CONCRETING. PUSHING THE DOW]S INTO POSITION IN WET 00409E1E IS NOT
(& BEAM REINFORCEMENT:
BEAM DIAGRAM PLAN). BOTTOM BARS SAUCED OILY WARS SPLICED ONLY AT MID-SPAN. ALL TOP BARS HOOTED AT SUPPORTS, 8140 18
EDGES (U.O.N.). ALL HOOKS TO BE STANDARD 90 DEGREE NCOKS AS RE011590
OWN.). SEE ATTACHED TABLE FOR SPLL'E LENGTH
9. ADDED REINFORCEMENT: PROVIDE ADDITIONAL COMER BARS BENT 38
woes MINIMUM EACH WAY AT 'L' AND °T" CORNERS N OUTER FACES OF ALL
PTO MATCH ALL HOEGZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE
10. SEE PLAN FOR MINIMUM SIZE CONCRETE TIE BEAM RE IRE1SEHT3.
11. 1g BEAM & GRACE BEAM SHALL NAVE CORNER BARS W/30'IAENDS
SOIL STATEMENT
THE SC& CONOTION BENEATH THE
STRU iR�AL FOOTING HAS MOOO UNDISTURBED
SAID APO ROCK PRESUMED TO HAVE NI ALLOWABLE WARM CAPACITY
OF 2.000 PSF AT THE THE OF CONSTRUCTION. A FLORIDA REGISTERED
94QIREER SHALL PROVIDE A SIGN AND SEALED WRITTEN REPORT
VESTING ACTUAL SOIL BEARING VALUES. STATING THAT THE SOIL BEARING
ARE AS ASSUMED.
TERMITE PROTECTION COMPLIANCE
GENERAL CONTRACTOR TO PROVIDE A CERTIFICATE
OF 00MIPUANC BY LEDEED PEST CONTROL CDIIPANY
THAT CONTAINS TIE FO.LOR9G STATEMENT
AS PER FBC 2010 SECTION 1818.1.7
'THE BIT WAS RECEIVED A COMPLETE TREATMENT
FOR THE PREVENTION OF SUBTERRANEAN TERMITE
TREATMENT ID IN ACS WITH RULES AND LAWS
EST/RUSHED BY THE FLORIDA DEPARTMENT OF AVICULTURE
AND CONSUMER SERVICES
REINFORCED MASONRY WALLS:
1. HOLLOW LOAD - BEARING MASONRY UM1$ SHALL CONFORM TO ARBN C -90,
TYPE I, GRADE
STRNGT H1 ON NE A NET AREA I,500 (PSI). AVERAGE COMPRESSIVE
2. SPECIAL INSPECTOR SERVICES ARE REQUIRED FOR AU. REINFORCED
MASONRY CONSTRUCTION. THE SPECIAL INSPECTOR EMU. INSPECT THE
PLACING OF THE REBARS N THE CELLS, VERIFY CLEANLINESS OF THE CELLS TO
BE GROOUEUT,D, AND OBSERVE TIE PLACING OF THE GROUT OR CONCRETE INTO
THE
3 MORTAR SHALL CONFORM TO ASTM 0-270, TYPE 'Mr OR 'S ".
4. LAY AU. MASONRY WTH F121 FARE HEAD J3I1NT5 AND WIN FACE SHELL
MORTAR B DDOWC.
5. MASONRY ANCHORAGE TO SUPERSTRUCTURE SHALL BE PROVIDED IN
ACCORDANCE WITH STRUCTURAL DRAWINGS AND DETAILS
& TINE USE OF ADLEXTORES SHALL NOT' BE PERMITTED WITHOUT PRIOR RENEW
OF THE ENGINEER.
7. VERTICAL REINFORCES*
(A) ASTM A-815 PER REINFO S° SECTION.
RISEN A FOUNDATION DOWE.'OCES NOT LINE UP UM A VERTICAL CORE IT
EMIL NOT BE SLOPED MORE THAN ONE HORIZONTAL alai TO SIX INCISES
VERRT� WALL ALIGNMENT, EVEN THOUGH IT IS II A CELL ADJACENT TO THE
VERTICAL REINFORCING STEEL SHALL SE PLACED CENTERED IN THE CELL
LAP 48 BAR-DIAMETERS. PROVIDE BAR SPACERS AS REWIRED TO MAINTAIN
RET'FOACING SECURED IN POSITION.
IN )WALL AT WALL NTERSECTIONS, CORNERS AND ENDS. THIS SIDE REINFOROI
SHALL BE THE SAME SZE AS THE SCHEDULED WALL REINFORCER FOR THE
PARTICULAR WALL NIT NEVER LESS THAN A 0 REBAR. SPECIAL CARE SHALL BE
TAKEN TO INSURE THAT CELLS TO LINE 0P PROPERLY AND ARE
CLEAN OF MESS MORTAR.
(E) TC -2 REINFORCING SHALL BE 18 VERTICAL N CONCRETE FILLED COLS WERE
INDICATED ON PLANS. REINFORCE MASONRY LAPS ARE TO Be CALCULATED PER
AC 530 SECT. 21.10.7 & W. 2 -9
ALL VERTICAL REINFORCING SHALL BE HOOKED INTO THE BOND BEAMS AT
THE NON- CORWUOIS END OF THE REIMS
(0O PRR E INSPECTION ROES AT TIE BOTTOM OF EACH REINFORCED
COL LIFTS SHALL NOT BE HIGHER THAN 5' FEET PER FBC R4407. &10.8
& HOULONTAL REINFORCE&
PROVIDE GALVANIZED dB GAGE, LADDER TYPE HORIZONTAL JOINT REINFORCES°
EVART SECOND HORIZONISTAICEA00010RRaThiSE f 'T' AI'ID TE LAPPS° 7 4I
COJANS WITH loom 4' EXTENSOR INTO AREA OF POUR. Ai
9. PROVIDE "DOVE- TAI.' ANCHORS AT U" 0.0. VERTICALLY FOR ALL MASONRY
PLACED ADJACENT TO ALREADY IN PLACE COUSINS.
10. CELL RUING CONCRETE SHALL BE 'PEA 0001 CONCRETE MO (8' TO HH'
SLUMP) OR GROUT WITH f) 9.3,50D PSI MIN. AT 28 DAYS.
11. LINTELS:
AT THE HEADS ALL OPEENNGR PROVIDE MASONRY PRECAST CONCRETE NOT ES-- I NO � 03) FEET
IN WITH WHERE BEAMS HAVE NOT BEEN SPECIFIED. FOR OPENING ADJACENT
CONCRETE COLUMNS - THE LINTEL SHALL BE CAST-IN-PLACE Y OH THE COLUMN.
13. LINTEL MAY BE INTEGRAL NTH THE STRUCTURAL CR TIE BEAM WEN HEAD
THE OPENING IS TBB 8E4 as lass 80T1OM
CONTINUE BEAMS TYPICAL BE
REBARS THROUGH AND ADD 2 -55 BOTTOM TRUSS BARS AT DROPS AND 2 -83 STIRRUPS
AT 8 INCHES O.C. EACH END AT DROP.
C. MNOBNI BEARING FOR ALL LINTELS 8 INCHES EACH EDE OR PROVIDE DOLLS
AND P00ET5 N ADJACENT CONCRETE COUSINS.
D. LINTEL TO BE 191991 N OF 8 INCHES DEW WITH 2- TOR AND BOTTOM FOR CLEAR
SPANS LESS THAN 6 FEET. 12 NOES DEEP WWI 2 -�� AHD BOTTOM AND 2 -93
$10601P6 AT 8 WOES Q0. EACH END, FOR SPANS GREATER THAN 8 FEET TO 8
FEET). OVER. FOR SPANS LARGER THAN 8 FEET WITH NO BEAMS
OR MOS
SPLICE LENGTH PER ACI 318 -08
BAR S2E
SPLICE LENGTH
BOTTOM BARS
TOP BARS
810
70"
91'
i9
62.2'
80.8"
S8
88.1'
71.8'
07
48.2'
82.8'
(CLASS B SPLICES)
APPLICABLE CODES
1. FLORIDA BUILDING CODE 2010 EDITION
2. AC.1. 318-08 FOR REINFORCED CONCRETE.
3. AC1. 315-08 DETAILS AND WALING OF CONCRETE REINFORCEMENT
MANUAL OF STANDARD D PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.
4. A.C.I. 530-08 AND AC.L 530 -1-08 FOR REINFORCED MASONRY
S AJ.S0. STEEL CONSTRUCTION ASO. FOR STRUCTURES STEEL NINTH EDITION.
& AKE / ASS 01.4.
7. AS.C"E 7 -10 FOR WIG ANALYSIS AND DESIGN
& A.S.TM. STANDARDS AND SPECIFICATIONS AIERICAi SOCIETY
FOR TESTING AND MATERIALS
9. AMERICAN FOREST AND PAPER ASSOCIATION: NATEDIAI. DESIGN SPECIFICATION
FOR WOOD CONSTRUCTION (EPOS)
10. APA TE ENGINEERED WOOD ASSOCIATION.
11. NATIONAL PEST CONTROL ASSOCIATION STANDARDS.
STRUCTURAL WOOD
1. TO CONFORM TO RILES OF THE MANUFACTURER'S ASSOCIATION UNDER
THOSE RUNES THE WIRER IS PROW. (SEE SIFPlERS SPEOFICATEPTS).
2. 10 BE AR OMED, TELL SASHED AND GRADE MANED AT BBL
1 TO BE 140. 2 SOUTHERN PIE
4. ALL LURES AND PLYWOOD 8I CONTACT WFH HONOREE. STUCCO,
MANY OR OTHER CEMENTAIOL4 MATCTUMS SHALL BE TREATED TO
COMPLY 7814 AIWA STANDARD LP-2.
S. STOLE ALL WIDER ABOVE GRADE OR FLOOR. STACK TO ALLOW PROPER AIR
ORCO.ATIOl AND PROTECT THEN VETTING NTH 511018E LOWER.
PLYWOOD ROOF DIAPHRAGM:
1. ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN REIOIBIFIDATLONS OF
'AAA. DERSl CO ACTION CEDE - DIAPHRAGMS" AND THE FMDA
BUILDING
2. PLYWOOD ROOF DECKING SHALL BE 19 MIMO N Tom. AND SHALL
BE CONTINUOUS OVER TI0 OR MDSE SPANS. WIN FACE GRAN
SLAB TO NE SETS.
1 COIlCT PLY800D IAFHRANI TO STRUCTURE WITH ION GALV. NAR3.
SPACED AT B' G.C. MAE AT SUPPORTED EDGES ATM AT B' 0.0. ALIBIS THE
INTERMEDIATE SUPPORTS,
GABLE ENDS NAIL SPACING SHAH. BE 4 ZN CENTERS MANY181.
4. INSPECTIONS: COIELY WITH THE H1.OIDA SE,DEIO CODE AND
COUNTY REQUIREMENTS FOR NSPECTIDLS (BY THE COUNTY, ARCRTECT OR
ENGINEER) O SPECIFIED ativaiests OF THE ROOF STRUCTURE REQUIRING
Cl INSPECHM
Co
wr Notxxxr ruMAxox
Tel. (305) 823 -3938
Fax (305) 823-9355
y
y
lac 1 4 - (pi 3
Miami Shores Village
APPROVED
BY
DATE:
ZONING DEPT
BLDG DEPT
C-' L.
4 i i .
`
SUBJECT TO COMPLI' N' WITH ALL
STATE AND COUNTY RULES AND REGULATIONS
EDERAL
ap Y, 2014
Or 3395"
t
fl
SY106
PARAPET WALL
PARAPET WALL
REPLACE
2X10'S
Zxto RI- q
t+144 Cao f e
(ttdC LELou/S
EXISTING
WALL TO 2ND FLOOR
II
64.2C1STINI6
PARAPET WALL
Zxso $t4ci<11�,
ROOF FRAMING PLAN
SCALE: 1 /2" = 1' - 0"
BEAM SCHEDULE
L- 1
Z- 2,410'S PT W/5 /8" KWIK BOLTS 16" O.C.
2 ROWS, STAGG.
upc.i+ r _
61eAvr , 447*
EXISTING EXISTING
PARAPET WALL PARAPET WALL
LUS ZI o
(rumeocosT
s8 r WoaO .§64 n tc.
(Oct AtAut e 6 �`dc Nr
OG RivoAmCLos b SS,
L -1
NEW 2X10'S C016 "O.C.
(pc- C-7crsna6 )
SECTION
SCALE: 3/4" = - 0"
1\___ N
Excs nit G.
2 X 6
CEILING JOISTS
L -1
WIND PRESSURE ZONES FOR ROOF
ZONE
0
0
0
GROSS
UPLIFT
, 6S
,7z. 0
4731
GRAVITY
+10.0
+10.0
+10.0
NET UPLIFT
--50.5
—Cp2.Q
- Ii3.q
CONNECTOR SCHEDULE
UNIT
TYPE
DELI UPLFT
ALLOWABLE UPLFT
alkNOA *
NAILING
I
L(S ZIO
44-se
/f SDI
A9605-15"
4-tato RAFTER. 8 -la Y13
s
1m.01®SIEVI® Mlllaba0"
Tel. 305 823 -3938
Faz 30S 823 -9385
Edward A.
LANDERS, E
T ari1,15
1+0531 5—
OWL
%" PLYWOOD SHEATHING
W /10d RING SHANKED
NAILS @6" 0.0. INT.
& 4" 0.C. BOUNDARY.
EXISTING
PARAPET WALL
0
11' -1"
EXISTING
PARAPET WALL
EXISTING
PARAPET WALL
ROOF FRAVIING PLAN
SCALE: 1/2" = 1' - 0"
BEAM SCHEDULE
L -1
2- 2 X 10'S PT W/' /a" KWIK BOLTS ® 16" 0.0.
2 ROWS, STAGG.
WIND PRESSURE ZONES FOR ROOF
f1 I if
/
,
CD
r
I
GROSS
UPLIFT
-60.3
-72.0
-123.9
2 X 10
BLOCKING
+10.0
+10.0
+10.0
NET UPLIFT
-50.3
/
7
-'
REPLACE
7
2X10'S
X16 "O.C.
II
I
1
� I I
EXISTING
PARAPET WALL
ROOF FRAVIING PLAN
SCALE: 1/2" = 1' - 0"
BEAM SCHEDULE
L -1
2- 2 X 10'S PT W/' /a" KWIK BOLTS ® 16" 0.0.
2 ROWS, STAGG.
WIND PRESSURE ZONES FOR ROOF
ZONE
CD
CD
0
GROSS
UPLIFT
-60.3
-72.0
-123.9
GRAVITY
+10.0
+10.0
+10.0
NET UPLIFT
-50.3
-62.0
-113.9
2 X 10 PT
W /Y4" TAP CONS
®12 "O.C. 2 ROWS
EXISTING
WALL TO 2ND FLOOR
UPLIFT: 464#
GRAVITY: 439#
STUCCO \
FLASHING\
/l
4 "X5"
FLASHING
■
■
%" PLYWOOD SHEATHING
W/ #10d RING SHANK NAILS
@6" O.C. INT & 4" 0.0. BOUNDARY
EXISTING
PAR4PET WALL
STLJCC0
OTER FLASHING
\,j LUS 210
I (FL #10655)
EXISTING
PARAPET WALL
STUCCO
OVER FLASHING
LUS 210
(FL #10655)
4 "X5"
FLASHING
NEW 2X10'S (4)16 "O.C.
(REPLACE EXISTING)
EXISTING
2 X 6
CEILING JOISTS
(TO REMAIN)
SECTION
S -2 / SCALE: 3/4" = 1' - 0"
NOTE
ROOFING MEMBRANE UNDER SEPARATE PERMIT
CONNECTOR SCHEDULE
UNIT
TYPE
DESIGN UPLFT
ALLOWABLE UPLIFT
FL#
NAILING
1
LUS 210
464#
1650#
10655
4 -10d TO RAFTER, 8 -10d TO HEADER
A
CONSULTING ENGINEERS
11.011011Wiar• 11
Tel. 308) 823 -3938
Fax 303) 823 -9388
PERMIT
SET
DWG IWO.
1413395