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Miami Shores Village
.� g ix7Tt 7 ype FEt11
10050 N.E.2nd Avenue NE W,01*Ctass r;�W1*11 , tto _--mental
Miami Shores,FL 33138-0000
Permit Stas
hr � Phone: (305)795-2204 ,
F10RLDP' 1� at
Issue Expiration: 09/24/2017
tete 3I2812t}17}
Project Address Parcel Number Applicant
1551 NE 103 Street 1132050310210
KURT GUSTINGER
Miami Shores, FL 33138- Block: Lot:
Owner Information Address Phone Cell
KURT GUSTINGER 1216 NE 93 ST (305)751-5554
MIAMI SHORES FL 33138-2941
Contractor(s) Phone Cell Phone Valuation: $ 2,500.00
HOME OWNER
Total Sq Feet: 120
Approved: Available Inspections:
Comments:
LInspectionType:Date Approved::Date Denied:Type of Construction:Other Additional Info:NEW GALVANIZED FENCE 6' ningClassification:Residential Scanning:3 ing
Fees Due Amount Pay Date Pay Type Amt Paid Amt Due
CCF $1.80 Invoice# FW-3-17-63467
DBPR Fee $2.00 03/28/2017 Check#:400 $50.00 $92.80
DCA Fee $2.00
Education Surcharge $0.60 03/28/2017 Credit Card $92.80 $0.00
Notary Fee $5.00
Permit Fee-Wire&Wood $120.00
Scanning Fee $9.00
Technology Fee $2.40
Total: $142.80
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In
accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are
required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work.
OWNERS 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 a d zoning. Futhermore,I authorize the above-named contractor to do the work stated.
March 28,2017
Authorized Signature:Owner / Applicant / Contractor / Agent Date
Building Department Copy
March 28,2017 1
Miami Shores Village
Building Department
10050 N.E.2nd Avenue,Miami Shores,Florida 33138
\ZD\� Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949 StillFBC 20 14
BUILDING Master Permit No,
PERMIT APPLICATION Sub Permit No.
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS CHANGE OF ❑ CANCELLATION K SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 1551 NE 103rd Street
City: Miami Shores County: Miami Dade Zip:
Folio/Parcel#:11-3205-031-0210 Is the Building Historically Designated:Yes NO X
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder):Kurt and Donna Gustinger Phone#:305-333-8780
Address:1551 NE 103rd Street
City: Miami Shores State: FL Zip: 33138
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: Phone#:
Address:
City: —State: FL Zip:
Qualifier Name: Phone#:
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$2,500 Square/Linear Footage of Work: +/- 120 LF
Type of Work: ❑ Addition ❑ Alteration K New ❑ Repair/Replace ❑ Demolition
New Galvanized Fence //-- L
Description of Work: V
Specify color of color thru tile: e
Submittal Fee$ Permit Fee$ I ZV CCF$ 1 o O D CO/CC$
Scanning Fee$ Radon Fee$ 7— DBPR$ Notary$
Technology Fee$ 2 ° 4 d Training/Education Fee$ 0 ' 6n Double Fee$
Structural Reviews$ Bond$
TOTAL FEE NOW DUE$ Z Q
(Revised02/24/2014)
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 ip
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 ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES,BOILERS,HEATERS,TANKS,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 roved and a reinspection fee will be charged.
Signature Signature
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoinginstrum t was acknowledged before me this
27 day of March 20 17 ,by day of 20 ,by
Kurt Gustinger ,who is personally known to who is personally known to
me or who has produced a— M Iv WL- as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
�� 1\111111111////
Sign: �1ew•.�'� �i Sign:
Print: Print:
Seal: :?,wo'6 9 Q® Seal:
APPROVED BY ® Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
Miami Shores Village
,,,, Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel:(305)795.2204
Fax:(305)756.8972
OWNER BUILDER DISCLOSURE STATEMENT
NAME: Kurt Gustinger DATE: 3/27/17
ADDRESS: 1551 NE 103rd Street Miami Shores, FL 33138
Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida,F.S 489.103(7).And I have
read and understood the following disclosure statement,which entities me to work as my own contractor;I further understand that I as the owner
must appear in person to complete all applications.
State Law requires construction to be done by a licensed contractor.You have applied for a permit under an exception to the law.The exemption
allows you,as the owner of your property,to act as your own contractor even though you do not have a license.You must supervise the
construction yourself.You may build or improve a one-family or two-family residence.You may also build or improve a commercial building at a
cost of$25,000.00 or less(The new form states 75,000).The building must be for your own use and occupancy.It may not be built for sale or
lease.If you sell or lease a building you have built yourself within one year after the construction is complete,the law will presume that you built
for sale or lease,which is a violation of this exemption.You may not hire an unlicensed person as a contractor,it is your responsibility to make
sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances.Any person working on
your building who is not licensed must work under your supervision and must be employed by you,which means that you must deduct F.I.C.A and
with-holdings tax and provide workers'compensation for that employee,all as prescribed by law.Your construction must comply with all
applicable laws,ordinances,buildings codes and zoning regulations.
Please read and Initial each paragraph.
1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an
exemption from the law.The exemption specifies that I,as the owner of the property listed,may act as my own contractor with certain
restrictions even though I do not have a license.
Initial
2. 1 understand that building permits are not,required to be signed by a property owner unless he or she Is res onsible for the construction and
is not hiring a licensed contractor to assume responsibility.
Initial
3. 1 understand that,as an owner builder,I am the responsible party of record on a permit.I understand that I may protect myself from potential
financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name.I also understand that the
contractor is required by law to be licensed in Florida and to list his or license numbers on permits adotracts.
Initial
4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding.I may also build or improve a commercial
building if the costs do not exceed$75,000.The building or residence must be for my use or occupancy, It may not be built or substantially
improved for sale or lease.If a building or residence that 1 have built or substantially improved myself is sold or leased within 1 year after the
construction is complete,the law will presume that I built or substantially improved it for sale ort ase,which violates the exemption.
Initial
S. I understand that,as the owner-builder,I must provide direct,onsite supervision of the constructs
Initial
6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence.It
is my responsibility to ensure that the persons whom I employ have the license required by law and by county or municipal ordinance.
Initial_
7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner-builder permit that erroneously
implies that the property owner is providing his or her own labor and materials. I,as an owner-builder,may be held liable and subjected to
serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property.My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an owner-builder and am aware of the limits of my insurance
coverage for injuries to workers on my property. /i
Initial-
8.
nitial_8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the
work being done.Any person working on my building who is not licensed must work under my direct supervision and must be employed by
me,which means that i must comply with laws requiring the withholding of federal income tax and social security contributions under the
Federal Insurance Contributions Act(FICA)and must provide workers compensation for the employee.i understand that my failure to follow
these may subject to serious financial risk.
Initial
9. 1 agree that,as the party legally and financially responsible for this proposed Construction activity,,i will abide by ail applicable laws and
requirement that govern owner-builders as well as employers.i also understand that the
Construction must comply with all applicable laws,ordinances,building codes, and zoning regulatio s.
Initial
10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service,the United States
Small Business Administration,and the Florida Department of Revenues.i also understand that I may contact the Florida Construction Industry
Licensing Board at 850.487.1395 or h_ttp://www.mvfloridalicense.com/dbpr/pro%ilb/index.htmI
Initial— VN'
11. 1 am aware of,and consent to;an owner-builder building permit applied for in my name and understands that I am the party
legally and financially responsible for the proposed construction activity at the following address:
1551 NE 103rd Street Miami Shores, FL 33138
Initial
12. 1 agree to notify Miami Shores Village immediately of any additions,deletions,or changes to any of the information that I have provided on
this disclosure v�
Initial
Licensed contractors are regulated by laws designed to protect the public.if you contract with a person who does not have a license,the
Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial
loss that you sustain as a result of contractor maybe in civil court.It is also important for you to understand that,if an unlicensed contractor or
employee of an individual or firm is injured while working on your property,you may be held liable for damages.if you obtain an owner-builder
permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor is properly licensed and the status of
the contractor's workers compensation coverage.
Before a building permit can be issued,this disclosure statement must be completed and signed by the property owner and returned to the local
permitting agency responsible for issuing the permit.A copy of the property owner's driver license,the notarized signature of the property
owner,or other type of verification acceptable to the local permitting agency is required when the permit is issued.
Was acknowledged before me this 27 day of March , 20 17
By Kurt Gustinger who was personally known to me or who has
Produced there License or as id 1ica�illN "ii
Q� PES •��"�i
�Q� �a�•y0i
KEf E
'
OWNER NOTA'°-o� `
•sem
•��la°''moi' .4;f U\,'',`,•�0�.
�0&=,=:z§ Ea Engineering r
0= ft
3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052
T. 305.599.8133-F. 305.599.8076- www.easterneg.com
TO: Mr. Building Official
FROM: Gonzalo A. Paz, P.E.
Structural Engineer, FL Reg. No. 60734
DATE: May 19th, 2017
RE: Structural Certification Letter for Fence Foundation Installation Inspection
1551 NE 103 Street,Miami shores,FI 33138
Permit Number:
Drear Sir/Madam,
I Gonzalo A. Paz, P.E. hereby attest that I have performed and approved the required
inspections, hereby attest that to the best of my knowledge, belief and professional judgment,
the Foundation of the Fence Installed of the above referenced project is in compliance with the
approved permit plans and other approved permit documents. I also attest to the best of my
knowledge, belief and professional judgment, the approved permit plans represent the as-built
condition of the structural and envelope components of said structure.
If you have any additionafquestio.ns or comments, please do not hesitate to contact me at:
(305)599-8133_,.
Thank you.
Very Truly Yours,,
Gonzalo A. Paz, P:E.`
Structural Engineer
Eastern Engineering Group, Inc.
,r
t.
I WITCH OF SURVEY
PREPARED BY:
4)GUNTER GROUP, INC.
00.0
LAND SURVEYING - LAND PLANNING 0009••
FLORIDA CERTIFICATE OF AUTHORIZATION # LEI 4507 • • • •
9350 S.W. 22nd TERRACE " ' •� • ' d•
MIAMI, FLORIDA 33165 .+0000 •• �• ••'•"
(305) 220-0073 000:0• • • •
•
LOCATION MAP "' •����
NOT TO SCALE "•"• 0"000 •'•'*
0000..
. Joe•
.0000.
LIMITS OF PLAT '
-- • •
6
i 17 i 18 20
NE 103rd STREET
PROPERTY ADDRESS:
Fences Good Side Out. The vertical and horizontal
1551 NE 103rd Street Miami Shares,Florida 33183. supporting members of a fGnCe shall face the
interior of the plot on which ",e �nrn is loc:,ated
LEGAL DESCRIPTION: and lot orthe finish,od siaF shat; fare J�,i g
an
Lot 19,and the East 5.00 feet of Lot 18,in Block 6,of REPLAT OF "i T3- "�'4�1 �(� Ikk'k I1 PARK ESTATES;a cording to the Plat
thereof as recorded in Plat Book 64 at Page 97 of the Public Records of Miami-0ude County,Florida.
FOR:
Kurt Gustinger and Donna Gustinger,husband and wife.
SURVEYOR'S NOTES:
l)This survey was conducted for the purpose of a"Topographic Survey"only and is not intended to delineate the regulatory jurisdiction of any
federal,state,regional or local agency,board,commission or other entity.
2)The accuracy obtained by measurements and calculations on this survey,meets and exceeds the Minimum Technical Standards requirements
for a Suburban area(1 foot in 7,500 feet)as specified in Chapter 5J-17,Florida Administrative Code.
3)The North arrow direction shown herein is based on an assumed Meridian.
4)Bearings shown based on an assumed meridian of N89°50'54"E along the front boundary line of the subject property.
5)In some cases graphic representation have been exaggerated to more clearly illustrate a particular area where dimensions shall have preference
over graphic location.
6)Legal description was provided by the client and is subject to any dedications,limitations,restrictions reservations or easements of record.
7)Examination of the Abstract of Title will have to be made to determine recorded instruments,if any,affecting the property;search of Public
Records not performed by this office.
8)No effort was made by this office to locate any underground utilities and/or structures within or abutting the subject property.
9)This survey has been prepared for the exclusive use of the entities named hereon only and the certifications hereon do not extend to any
unnamed parties.
10)Elevations shown referred to National Geodetic Vertical Datum(1929);Miami-Dade County bench mark No.: B-62,elevation:8.74 feet.
11)According to the National Flood Insurance Program,the subject property falls in Community No. 120652,Panel No.0306,Suffix L,Date of
FIRM 09-11-2009,Flood Zone AE,based flood elevation:9 feet.
12)Contact the appropriate authorities prior to any design work on the hereon-described parcel for Building and Zoning information.
13)Professional Land Surveyor and Mapper in responsible charge: Rolando Ortiz LS 4312,State of Florida.
14)This survey is not valid without the signature and the raised seal of a Florida Licensed Land Surveyor and Mapper.
I hereby certify to 1)Kurt Gustinger and Donna Gustinger,husband and wife;2)Fidelity National Title Insurance Company;3)HSBC USA,
N.A.,its successors and/or assigns,as their interest may appear;4)Pathman Lewis,LLP;that the Sketch of Topographic Survey of the described
property is true and correct to the best of my knowledge and belief,as recently surveyed and platted under my direction;also that meets the
Minimum Technical Standards set in Chapter 5J-17.Florida Administrative Code,pursuant to Section 472.027 Florida Statutes.
By.Ro ando Ortiz LS 4312
Profe ional Land Surveyor NOT VALID WITHOUT SHEET 2 OF 2
&M•pper,State of Florida.
(SHEET 2 OF Z CONTAINS SKETCH OF SURVEY)
KURT & DONNA GUSTINGER JOB No.: SKETCH No.: DATE: SCALE: SHEET:
1551 NE 103rd Street 04-8066 7407 04-29-2016 1"=20' 1 OF 2
Miami Shores, Florida 33183.
PREPARED BY:
4)GUNTER GROUP, INC. ,
...:..
NORTH LAND SURVEYING - LAND PLANNING ' ' ....•
FLORIDA CERTIFICATE OF AUTHORIZATION LB 4507 ' ' •
9350 S.W. 22nd TERRA C • • •
•
MI 165
� : •••••• ••••
- ..�'S05) 220-0073 BREM" IONS;. • •
� S CSW%RB E BLOGTC &•STUCCO '• •••
r\/I ,I C C.LF. CWA14l•WWK FENCE• ••'••
DATE FQ100.IRON PIPE••.•. """
END:
•
-
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OVErVI!A4 UTILI-6Y•LINE• • •
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- TYP TYPICAL
WL�H ALL FED
L �
I _ ^,J-CTTOCOMPLIANCE PRM PERMANENT REFERENCE MONUMENT
>✓ �`s �, 1TY P,I il,FS AND PFGULATlOtiIS CL CLEAR
Fi r
C _ ID IDENTIFICATION
LIMITS 01:PLAT FIP 1/2"
FIP 1/2"0 w ° „ CBS WALL o 0 0 ID
N89 46 39 E 105.00 19.2v —
ON f I mq 0.2'
LINE --- — -- — ———— — ----- --- CL
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rn
`PAVER �✓��
FAST 5'OFLOT IB I , �NFOUNTAIN �.:1� f
BLOCK6 ARE� f�!�r^ j 23.2'/ /3.
,BALCONY
co
4' 20.0'
PLO� ,5.4'10.0' 25.9' z
r' y5
0 5'
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n %��% 'i ROVED
o P <
°r° O TWO STORY
0 RES# 1551 -� o
� / /,. / / g
ch 2 ;nti Ln FOYER ENTRANCE ELEV.: 7.65 FEET /;' p
on ` ry MAIN FINISH FLOOR ELEV.: 9.25 FEET
n` GARAGE ELEV.: 5.80 ;��> cp
S I � ,
O
w ;3' ences,Corgd We Qus Ti,� vertical end"bor�zo�t 4 ,��� �5' Z
;�I� su 9rtirlcyr?.prT7b eric ,�h�il ace/Che /; y
for pf the,glot dn whi�;h tiro f,f is,
c te&_ 16.4 'j v^r' 0.4'
4� ndiefknlsheti �Id� rill fe, 19 11.0'
i
lot or"a�ybutting ��
r��"fil wa
0.T 21.0' �!
CLQ '
10.0' 5 19.2 / 18.4'. 00 LOT 19L01720
i k-C
U y., BLOCK 6 �'
v �' �YORCH '%" BLOCK 6
�^� "142,
FOUND 445.05'FFIP 1/2" Vic;; T N89°50'54' ^i FIP /2"
NO ID '�> �> X, CANNES
PRM `r1f� %� & GARCIA
15' PARKWAY
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• 2
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-
`N `103rd° RLF:T :.
,.;. :•... ..... .. .... .2f?'.�AS•P.1'1i4LT..:PAVEMENT
MAR 29 17 a NOT VALID WITHOUT SHEET 1 OF 2
QW`, (SHEET 1 OF 2 CONTAINS LOCATION MAP AND SURVEYORS NOTES)
KURT & DONNA No.: SKETCH No.: DATE: SCALE: SHEET:
1551 NE 103rd Street 04-8066 7407 04-29-2016 1"=20' 2 OF 2
Miami Shores, Florida 33183.
ern
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ivil Engineering Consulting
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305.599.8133
www.easterneg.com
I
Eastern Engineering Group
40
3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052
T. 305.599.8133•F.305.599.8076•www.easterneg.com
Kurt & Donna Gustinger
Residence ,..,
. . 0000 0000..
Job No: 17-014 '••' •• . : •:
0000.. 0000 0000..
0000..
0000..
0000 ..0 . .
0000 . .. 0 0.0 0
0000.. .. . 0000.
Fence Shop Drawings ' ' ' ' '
.. .. .. . 0000..
...... 00
. .
0000..
. . . .0000.
1551 NE 103rd Street, Miami Shores, FL 33183 '
STRUCTURAL CALCULATIONS
Prepared B
p y: .Prep ed By`�
❑ Raissa Lopez, PE ❑ Gonzalo Pa.
Lic. No. 59399 Lic. leo. 60734
CAN # 26655 CAN # 26655
NO. OF PAGES:
�0''"''`� Eastern Engineering Group
'�` 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052
Z::
T. 305.599.8133•F. 305.599.8076•www.easterneg.com
DESIGN CRITERIA:
Calculations based on:
1. 2014 Florida Building Code
2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10
3. Building Code Requirements for Structural Concrete ACI 318-11
4. American Institute of Steel Construction AISC-14ed Soo*
5. Aluminum Design Manual 2005
6. Specifications for the Design of Cold-Formed Stainless Steel Structural Member% I�P�SCE8-Q?,6•�;
99..68 6
9999..
9999 ..
CALCULATION INDEX: e 6 6
1 Wind Loads 31%*
888,89
II Fence Design 50fd0.'
. 9999..
.. .
0000 . . •
III Foundation Design 11-18 •'
Total Pages=20
CALCULATION STATEMENT:
To the best of my knowledge, ability, belief and professional judgment, I hereby %testthat the manual
calculations and computer generated calculations are in compliance with the existigoverning codes.
❑ Prepared By: ❑Prepared By INA
Raissa Lopez, PE Gonzalo.Paz;PE,
Lic. No. 59399 Lic. No. 60734
CA#26655 CA#26655
❑ Prepared By:
Alexis Martinez, PE
Lic. No. 80430
CA#26655
Eastern Engineering Group
3401 NW 82ND AVE Tel. (305)599-8133 www.easterneg.com
Suite 370 Fax. (305)599-8078 contacts@eastemeg.com
Miami Florida 33122
....
.
. . •000 0000.0
•. . . .
0.0.:0000.. .. .. .0600.
000.0• .
0000 ..
.6.6•.
. 6
0000 . .. 0000.
0000.• .. 0000.
. . . .
06960 .. . 0000..
....6. . .
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. . . . 0000..
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WIND ANALYSES ' 00
Project Name:17 014 Kurt& Donna Gustinger Residence
Wind for Solid Freestanding Walls & Signs Design E>70% ASCE 7-10
eneral Wind Data;
V = 115.0 Wind Velocity(mph)
Kzt: 1.0 Topographic Factor
Kd 0.8 Wind Directionality Factor(see table 26.6-1)ASCE 7-10 ....Kd=0.85
= O,g Gust Factor(Rigid Structure)
YYYY
Net Force Coefficients (see Figure 6-20 through 6-23) ••• �••••• ••••;•
For Solid Signs: s/h<0.16& 0.2<B/s<10......Cf=1.85 •• • •• ; •.
For Freestanding Walls: s/h>=1 &B/s=1..................Cf=1.45 ••`;•' " " """
s/h>=1 &B/s=2..................Cf=1.40 .•...Y Y Y
s/h>=1 & B/s=5..................Cf=1.35 ..YYY• �.• .• Y
YaYY YY YYYYi
s/h>=1 &B/s=10................Cf=1.30 • •
Y Y
Values for Terrain exposure constants a and zg: • • • Y • •
a.= 11. YYY.Y. •
Y
Exposure B-- Value a=7 , Value zg=1200 ; ; • �,•,;,
z 700. Exposure C---- Value a =9.5 , Value zg=900 •.• ;••'•• � �
g' Exposure 13— Value a=11.5, Value zg=700 „ ago 0000Y
•Yi
eneral Sign Data:
Height of Top of Sign (ft)
Then
Z:= if(Z < 15,15,Z)
2
Za
Kz:= 2.01 —
zg/
qz:= 0.00256KzKzt•Kd V2 psf
(towable Design Wind Loads:
pz:= ma jo.ggz G Cf),10] p,= 19,66 psf
Eastern Engineering Group
Eastern Engineering Group
Pwow3401 NW 82NDAVE Tel. (305) 599-8133 www.easterneg.com
: Suite 370 Fax. (305)599-8076 contacts@eastemeg.com
Miami Florida 33122
0000
. . 0000 0000..
0000.. •
0000..
0000 ..
0000 . .. 0000.
0000.. ..
.. .. ..
0000..
. 0 . . 0606..
0000..
. 0000..
FENCE DESIGN
Eastern Engineering Group
w 3401 NW 82nd Avenue Suite 370,Doral,FL 33122-1052
T.305.599.8133•F.305.599.8076•www.easterneg.com
co
Infill
Area = 0.1940 in-2
Ixx = 0.0148 in-4
Iyy = 0.8270 in-4
Jz = 0.8418 in-4
PICKETS (24 GA) Pxy = -0.0001 in-4
rxx = 0.2759 in 0000
6 9/16" ryy = 2.0648 in00000
•
Sxx moo = 0.0554 in
"'3 6 6 6 6 6 6 6 6••
Sxx mire= 0394 in^3 •
/ •
7 1 32" Syy max�60.232 in-3 •• • � •
J Syymiryi&1 j46 in-3 •• •• 696600
•
6.6.6•
6666 •• • • •
Rail •
„
6666 • •• 66•06
I8 . .
.. .. .. . .....
6
9
00 0
••
.
• •• •
. . •
. 9 . . 9••6••
Area = 0.6875 in"2 6 •
Ixx = 0.3317 in-4 '•0
lyy = 0.1051 in-4
Jz = 0.4368 in-4
Pxy = D.0000 in-4
rxx = 0.6946 in
C J ryy = D.391 1 in
Sxx max = 0.3317 in-3
Sxx min = 0.3317 in-3
Syy max = 0.2103 in-3
Syy min = 0.2103 in�3
P9
Poet
Area - 1.9375 in-2
Ixx 4.8538 in-4
lyy= 4.8538 in-4
Jz =9.7077 1.-4
Pxy = 0.0000 in-4
Mx = 1.5828 in
ryy- 1.5828 in
Sxx mox -2.4278 in-3
Sxxmin = 2.4280 tn-3
^� Syy ma = 2.4278 in-3
Syy min = 2.4280 In-3
4"
General Beam Analysis Die:N:1EEC ACTIVENork In Progress12017117 014 Kurt&Donna Gustinger Resider�CetCa 07 014.ecs
y ENERCALC,INC.1983.2011,Suild:6.11.6.23,Ver.&11.6.23
Description: Infill Analysis
General Beam Properties
Elastic Modulus 10,100.0 ksi
Span#1 Span Length = 1.0 ft Area= 0.250 in^2 Moment of Inertia = 0.250 in^4
Span#2 Span Length = 4.0 ft Area= 0.250 in^2 Moment of Inertia = 0.250 in^4
Span#3 Span Length = 1.0 ft Area= 0.250 in^2 Moment of Inertia = 0.250 in^4
W(0.01140)
Span=1.0ft Span=4.0ft • SpAt'1*0ft •� �s�
•• •• •• •• •••
•
Applied Loads Service loads entered.Load Factorsa 1101dr applie�l•Fdr c%pulation*s*
Loads on all spans... " " ' •
Uniform Load on ALL spans: W=0.01966 k/ft, Tributary Width=0.580 ft ••;•; '.
DESIGN SUMMARY •
Maximum Bending= 0.017 k-ft Maximum Shear= . • • 0.02281 k •• •••
Load Combination +D+W+H Load Combination " '+5*W:H •
Location of maximum on span 2.025ft Location of maximum on span 10t0 ft
Span#where maximum occurs Span#2 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 In
Max Upward L+Lr+S Deflection 0.000 in
Max Downward Total Deflection 0.019 in
Max Upward Total Deflection -0.012 in
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location in Span
1 0.0000 0.000 W Only -0.0120 0.000
W Only 2 0.0185 2.025 0.0000 0.000
3 0.0000 2.025 W Only -0.0120 1.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Overall MAXimum 0.034 0.034
W Only 0.034 0.034
PROJ. NAME:
Eastern Engineering roe -----------------------
3401 NW 82nd Avenue Suite 370,Doral,FL 33122-1052 PROJ> No.: ----- DATE:
T.305.599.8133•F.305.599:8076•wwweasterneg.com --- - -- -----
DESIGNED BY: MM PAGE:
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3401 NW 82nd Avenue Suite 370,DpmI;FL33122-1052 PROJ No., — _ __ DATE
T.305.599.8133+P.305.599.8076 www:easterneg,com —
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Miami Florida 33122
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FOUNDATION
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Project Name:17 014 Kurt& Donna Gustinger Residence Date:1/10/17
Light Pole Foundation Design
Ost Data: I Pamp
Top.post
hpost := 6.0 Pole Height (ft)
Mbase •-•= 2124.0 Base Moment (lbs*ft) S.larop
Oil Data: Kpost
S:= 300.0 Soil allowable lateral pressure(psf/ft)
Butt,post �••••.
I :=,,2.0 Isolated Poles Short-Term Loads Increase GO:
F Factor-2 FBC 1819.6.1 ' .� . s•
•�o,base .. .. ......
b := 1.5 Diameter of round post or diagonal ...:w. .
dimension of square post or footing (ft) 00009
••. 0
.
..• ' '
. ..000
Then: .
...... .w . ..w.w
GO
h := hpost h AQ4_ ftO
• ••
...w..
Mbase ' ' ' :••••'
P:= P=•3t54.�' 1bS•• • • '
hpost "
Noneonstrained Depth of Embedment:
d := xF- 0.01
1
2
while 0.5 2.34 P 1+ -1+ 4.36 h >X ft
d
x S.
2.34•P `
C 3 J b x-S•1F)1
C3Jb
x<- X+ 0.1
d•S•IF
Sl:= 3 ` 2:00 psf
onstrained Depth of Embedment:
d1:= x F- 0.01
while 4.25 P h >X
x&IF•b
xF- x+ 0.1 dI=2.21 ft
S3:= dl•S•Ip Isig1326.00_ psf
Eastern Engineering Group
Structural'"'Plain Concrete Fondation
Foundation Concrete Data:
fc:= 3000.0 Concrete Compressive Strength (psi)
Mu:= 1.7•Mbase Mi103U lbs— ft
Por Circular Foundation:
7t-b3 sees
Sm.0 32 rte+ 3f �� •.� .•••s.
see:410410 00 00
Mn.0 5'Sm.C'�'144 r 107 lbs— fl:..•.:
n •
.
.••• • .• ...•.
.00-- •• .•:••'
FLEXUREC:= if(MU<_0.85•Mn.C,„OK” "N.G.") FJP r C—� '�. •....•
..•... . •
•
• • . . ..••..
Por Square Foundation: 0 •
.•
b3
Sm.S 6 m. 0.5 ft
Mn.S:= 5'Sm.S' '144 Mn.S 221 '7+~+ ; lbs— ft
„ �r
FLEXURES:= if(Mu<_0.85 Mn.S, OK N.G. SIL X,'U � owr I
Eastern Engineering Group
ost Anchorage to Colncrete:
PIp
l
M.act
F orizontal
P2
a I D.grout
h.eF Boost
h.o fl Pl FE
B.grout 0*00
D.post •
• • 00000 0000.•
• 6 •
. •
0000•• •• •• 0000.•
c.al •
0000.• • • •
0000.•
0000 ••
• • •
0000 • 60 0..66
0
oad Data: 00.00. 00*000 60690
'
0000 .. . 0000..
Phorizontal 354.0 Horizontal Load (lbs)....P=200 lbs or 50 lbs/ft....for Life Load ; •0 • •0
P=Pwind....................for Wind Load 0000.0 000000
P — 0.0 Vertical Load (lbs)........P=200 lbs or 50 lbs/ft :0609:0
.. ... •
vertical• . .
so
Mact 25488.0 Moment (#-in)
Post Data: `
Bpost :=79 Post Width(in)
Dpost := 4.0 Post Depth(in)
hef:= 14.0 Post Embedment(in)
Cal:= 9.0 Minimum Edge Distance(in)
rout Size Data:
IBgrout16.0 Equivalent Grout Width(in)
Dgrout 16.0 Equivalent Grout Depth(in)
fcglout `= 3000.0 Grout Strength (psi)
oncrete Slab Data:
fcconcrete 3000.0 P Concrete Strength (psi)
do:= 18.0 Hold diameter(Grout Diameter)(in)
ha:= 36.0 Concrete Slab Deep(in)
Arm Effect
2•hef2+ 3 M act •hef
Phorizontal
a:= a=. in
M act
3•hef+ 6.
Phorizontal
Phorizontal'a
2
P2:= P '=2175,97 1 lbs
hef•(2•a— hef)
....
P1 := P2— Phorizontal 1pi - 2821.97 lbs . ...... ......
...... .. .. ......
Mexternal — Mact+ ho
�P rizontal'a) 28 39 ..lbs— in .. .
ettrnal"
...... .. . .....
.. .. .. . ......
Mintemal:= P2• a+ P1'�'�hef— a) �xife .28Q39,19-..�bg— in .�
3 3 . . . ......
. . •.....
.. . ..•
Vuhorizontal:= 1.6 ma P1,P2 ]Vuhorizon 5 8,1. 5 lbs �"
Vuvertical:= 1.6•Pvertical IvuValical= lbs
Stress Analysis Between Post and Grout:
2•P2 _
f2.grout:= 1.6' fIgrout"352591 psi
a•Bpost
2.P1 _
fl.grout:= 16• filff" , 332.33 psi
�hef— a)•Bpost
Bearing Stress #or Grout see*
.
. . .... ......
...... .. .. ......
Fpgrout = �0.65•(0.85fcgrout)]•1.5 p 24862 ••• • ������
Y313 ..•. .. . . .
.
00
.... . .. .....
.. .. .. . ......
Stress out:— "N.G."
"O.K." if ma#j.groutJ2.grout� Fpgrout Stress o t "t3: * • �...:. •••
Stress AnalysisBetween Grout and Concrete;
2•P2
f2.eoncrete:= 1.6 a B f2.concrete 1 psi
grout
2.P1
f l.concrete 1.6. fi. ont —� 3 psi
�hef— a�-Bgrout
Barin Stress for Concrete ;
Fpconcrete:_ P.65•(0.85•fcconcrete)]-1.5 �pconerete 2d��'� psi
Stressconcrete:_ "N.G."
"O.K." if ma4fl.concrete,f2.concrete) Fp concrete
" n
Stress Q.K
eoncrete�`
Shear Analysis-Concrete Breakout S#rength:
AVco:= 4.5-Cal 2 AVcO364,5 in2
AVc:= 12.(1.5-Cal)-ha if ha< 1.5-Cal AVo-31141.50; in2
2•(1.5•Cal)•(1.5•Cal) if ha>_ 1.5•Cal
�ed.V= l 0 Modification factor for edge effect
SSSS
0
. . e00g Seger
.. • . • 0
• e
= 1.0 Modification Factor in No cracked concrete at service loads •••••• •• •• ••••••
ylc.v=1.4 .00.00 0 SSSS..
Modification Factor in cracked concrete with 0""0 0
0
0e.• geS •
0.000
yrc.v=1 w/ No supplementary reinforcement. e
yfc.v=1.2 w/Supplementary reinforcement of a No 4 Bar between the anceor and th®e8se, 00000
yrc.v=1.4 w/Supplementary reinforcement of No 4 Bar and stirrups spaced at not more than 4 in.*•e�:•
•00000 0 00
0 0 0 0 000000
.0000.
le:= ifhef> 8 d0,8•do,hef) 'i4.� �'. ' :0000:
000 • . •
0.2
Vb 7• de do• fcconcrete-Calls Vb 91766,66 bs.
0
Vcb•— AAVs Vo
•�ed.V•�c.V Vb b, 4i .b& lbs.
Vco
Conditions (�"Vcb 2-92,36.66 lbs
�=0.75 w/Supplementary reinforcement are crossing
concrete failure prism.
�=0.70 w/No supplementary reinforcement are crossing
concrete failure prism.
BREAKOUTshear:= if(Vuhorizontal>4'Vcb,"N.G.","OK") 14REAKOUT�hea.= "OK"
Shear Analysis-Concrete Burst-Out Strep th.
Calc I Cal a1c= x,00 in
"N/A" if ha<Cal
otal Cone Area for Failure Plane
Acone.total:- C rr Cale
+ Bgrout = 8? , ink
a l c ale— 2 2 ec�ne.fc t l
4040•.
• 04000 fee*:*
Pone Area for Failure Plane at Post 40..40 : e ,
see:** s• •• ......
660006 0
Z so :sees:
r2 grout ..•.. ,•-- +r.' 2 .....
Acone.post V`' Z 7T +vst= 28$.34 •in e.:..•
4040 4040 4040 • sse•s•
•
:Incl Cone Area for Failure Plane :...:. Goes%
•4040• • ••see•
• 4040• • • •
Acone.total— Acone.post ••• 2
Acone.final 2 Az��,finl,—3?,7G m
final Area for Failure Plane
V := • fc • v lbs
cone.cb 4
concreteA cone.final nc�C� �,
0.7q Conditions -ST-767171lbs
�=0.75 w/Supplementary reinforcement are crossing
concrete failure prism.
0=0.70 w/No supplementary reinforcement are crossing
concrete failure prism.
BURSTOUTshear:= if(Vuhorizontal >O'Vcone.cb,"N.G.","OV BURST£71.T' h .=
Eastern ri
3401 NW 82nd Avenue Suite 370,Doral,FL 33122-1052
T.305.599.8133•F.305.599.8076•www.easterneg.com
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•Systems
Kwik-Flex Self-Drilling Screws 3.6.4
3.6.4.3 Technical Data
Ultimate Tensile Strengths-Pullout(Tension),Ib(kN)1,2,3,4,5,8
Nominal
Thickness of member not In contact with the screw head
Screw Diameter Steele,ga(in.)or in. Aluminum',in.
Designation In 18 16 14 12 1/8 3/16 1/4 5/16 1/8 1/4 3/8
0.048 0.060 0.075 0.105
#10-16 0.190 410 580 710 920 890 - - - 920 _ -
1.82 (2.58) (3.16) (4.09 3.96) 09
#12-14 0.216 395 615 790 985 1530 1995 - - 2745 -
1.76 2.74 (3.51) (4.38) (6.81) 8.87) (2. 0) (12.21
1/4-14 0.250 395 620 765 1025 1685 2695 - - 72 2905
1.76 2.76 3.40 4.56 .50 11.99 3.20 12.92
1/4-20 0.250 _ 610 780 1270 1570 2740 3130 3620 690 2100 4365
(2.71) (3.4 (5.65) (6.98 12.19) 13.92 16.10 3.0 9.34 19.42)
5/16-18 0.313 _ _ _ 1560 2120 - - _ _ •••• -
.94 9.43 • • ,,,
5/16-24 0.313 - _ _ (1 375 1910 2170 1 3565 427 @2(;/3=3Q
6LB• _ ••
6.12 8.50 9.65 15.86 18. •
1 The lower of the ultimate pullout,pullover,and tension fastener strength of screw should be used for design. 900:60
• • •
2 Load values based upon testing completed in accordance with AISI S905. •••• •• • s• • i
3 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design,a 0 factor of 0.5 be applied for LRFS fl"n and a 0 factei•of 0.4 be•••••
applied for LSD design. "Goes •• • •0:00 0
4 ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. •••000 0••0•o ,,,„,
5 The screw diameters in the table above are available in head styles of pan,hex washer head,pancake,flat,wafer and bVil:•: • ••
6 The load data in the table is based upon sheet steel with F.=45 ksi. For Fu=55 ksi steel,multiply values by 1.22. For fu=65 A steel,J%Itjpjy. lues by 4.410.0 •
7 Load values based upon testing in 6063-T5 aluminum alloy. .00 • •
8 Refer to Section 3.6.4.5 to ensure drilling capacities. •• • 060 0 : • •
Ultimate Tensile Strengths-Pullover(Tension),Ib(kN)t 2,4,5,7
Washer or Thickness of member in contact with the screw head
Screw Head Stee18,ga(in.)or In.
Designation Diameter 1816 14 12
In. (0.048)3 0.060 0.075) 0.105 1/8 3/16 1/4 5/16
Hex Washer Head(HWH)
#10-16 0.384 1245 1445 1445 17 (9.79)
1445 - - -
5.54 6.43 6.43 6 6.43
#12-14 0.398 1290 16103 20153 2 2200 2200 _
#12-24 (5.74) (7.16) (8.96) (9 (9.79)
1/4-14 0.480 1555 19453 24303 3380 3380 3380 - -
6.92 (8.65) (10.81) 15.03 15.03) 15.03)
1/4-20 0.480 _ 19453 24303 3380 3380 3380 3380 3380
8.65 10.81 15.03 15.03 15.03 15.03 15.03
5/16-18 0.600 - _ _ x+`05 3505 - - -
(15.59) (15.59)
5/16-24 0.600 _ _ _ 3980 3980 3980 3980 3980
17.70 17.70 17.70 17.70 (17.70
Phillips Pan Head(PPH)
#10 0.357 1160 1445 1 1805 1 2530 3010 - _
5.16 6.43 8.03 11.25 13.39
1 The lower of the ultimate pullout,pullover,and tension fastener strength of screw should be used for design.
2 Unless otherwise noted,load values based upon testing completed in accordance with AISI S905.
3 Load values for 18 gauge and noted 16 and 14 gauge steel are based upon calculations done in accordance with Section E4 of AISI S100. ANSI/ASME standard screw
head diameters were used in the calculations and are listed in the table.
4 AISI S100 recommends a safety factor of 3.0 be applied for allowable strength design,a 0 factor of 0.5 be applied for LRFD design and a m factor of 0.4 be applied for
LSD design.
5 Pancake Framing Head Undercut(PFHUC)and Phillips Wafer Head(PWH)styles are not covered by this table because they are not used for attachment of steel to steel.
6 The load data in the table is based upon sheet steel with F.=45 ksi. For F.=55 ksi steel,multiply values by 1.22.
7 Refer to Section 3.6.4.5 to ensure drilling capacities.
Hilti,Inc.(US)1-800.879-8000 1 www.us.hilti.com I en espeol 1-800-879-5000 1 Hilti(Canada)Corp.1-800-363-4458 1 www.hllti.ca I Direct Fastening Technical Guide 2015 173
FV , 3 7
�"`� Eastern Engineering Gro
ft
0 '�' 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052
T. 305.599.8133-F. 305.599.8076-www.easterneg.com
TO: Mr. Building Official
FROM: Gonzalo A. Paz, P.E.
Structural Engineer, FL Reg. No. 60734
DATE: May 19th, 2017
RE: Structural Certification Letter for Fence Foundation Installation Inspection
1551 NE 103 Street,Miami shores, FI 33138
Permit Number:
Drear Sir/Madam,
I Gonzalo A. Paz, P.E. hereby attest that I have performed and approved the required
inspections, hereby attest that to the best of my knowledge, belief and professional judgment,
the Foundation of the Fence Installed of the above referenced project is in compliance with the
approved permit plans and other approved permit documents. I also attest to the best of my
knowledge, belief and professional judgment, the approved permit plans represent the as-built
condition of the structural and envelope components of said structure.
If you have any additional questions or comments, please do not hesitate to contact me at:
(305) 599-8133
Thank you.
Very Truly Yours, 017
Gonzalo A. Paz;.P.E.
Structural Engineer'
Eastern Engineering.Group, Inc.
4'-0" MAX
aETURAL NOM -
1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2014.
2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES `' TYP. FIRM PIAN VfRW Eastern
BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER
SC,AL.Es 3/4'01'-0' Engineering Group
3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER- GROUND FACILITIES PRIOR 4'-0" MAX 3401 My 82nd Avenue
TO THE BEGINNING OF CONSTRUCTION. ALL EXCAVATIONS SHALL PROCEED WITH EXTREIME CAUTION AT ALL TIMES. IN THE EVENT THAT DWNG suite 370
UTILITIES ARE DAMAGED, R SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. Miami,FL 33122
4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS OBTAINED. 2006 GA (305)599-8133
z
5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS ANDa I I I- - I- - I I GALVANIZED info@eastemeg.com
SPECIFIED HEREIN. cv - - _ STEEL TUBE RUL
6. DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. �-� TOP MEMBER www.eastemeg.com
I II I7
7. ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WTTHN 24 HOURS PRIOR TO r1i
I I I I I I I I I I I I L I • •
INSPECTION. •
8. THE CONTRACTOR SHALL MAKE REQUIRED AMME NTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND I I I I I I I I I I I I I I I 24 GXILMIN.S .3
•
DURING THE PROGRESS TO PROTECT ADJACENT PROPERnES I I I I I I I I I I I I I I I I I I L I I METAL.>:hTFiT. ••
ATION TO THE OWNER
9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDT1ONAL SERVICES OR WORK W11THOUT PRIOR
110. THE CONTRACTOR S SOLEY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE FlSEQUENCES AND PROCEDURES TO BE USED. DURA.F�C�• :• • $• •
II � � II II II II II II II II II � � II
11. CONTRACTOR SHVILL BE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDTn o d I I I I I I I I I I L I I •.•••• . <z •
ONS, AND SWILL REPORT ANY DISCREPANCIES TO THE ENGINEER • • •
PRIOR TO srwnNG WORK. I I •• •• • o F=n
12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS GA.•GALVANrAED
OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHTECT OR ENGINEER DURING BIDDING OR BEFORE STI-POST• ;•
WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECTSSARf MODIFICATIONS, CHANGES AND/OR INSTRUCTIONS. I I I I I I I I I I I L SPACED ®• •
4=11:yUb(.D.C. • (D : •
13. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED DOSTING CONDITIONS AND PROPER DISPOSAL. OF ANY EXTRA MATERIALS & I I I I I I I I I I Cn
GARBAGE FROM THE SITE AFTER COMPLETION OF WOW, LLI �
II � � II II II II II II II II II � � II "'
14. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR I I I W W
ERRORS OR MISINTERPRETATIONS OF THE SMIEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME I I I I I I II II I I I `_ W
EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST.
15. 2x1x16 GA
DO S MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN iNG BY THE W4ER. v I I - - - - -4 - - I I I �IZED TUBE Z z O
RAIL BOT. o
�7 LOADS
o
DESIG LOADS 1. STRUCTURAL.STEEL WAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE AND ASC o0 I I I I ¢ MEMBER W � O � o
SPECIFICATIONS NINTH EDITION.
FENCE WIND LOAD AS PER ASCE 7-10 2. STRUCTURAL.STEEL SHALL MEET THE FOLLOWING REQUIREMENTS:
MIAMI-RADE TYPE ASTM GRADE FyLu�00111
CATEGORY 2 FA
115 rrQh - STEEL SHEETS A36 36 K51 / 3000 PSI CONCRETE w
AS PER FBC 2014 SECION 161521 STRUCTURAL TUBING A500 B 46 KSI ` m
3. ALL STEEL SHALL- -� GALVANIZED a FENCE CONNECTIONS: FOOLING L u,
4. PAINT STEEL HOLT'GALVANIZED SURFACES IN CONTACT WITH CONCRETE WHTTH ALKALI-RESISTANCE of - RAIL TO POSTS TO BE CONNECTED WITH (2) 10-16 KWIK µ 012'x4'-0' DEEP OR Z Z
COATINGS, SUCH AS HEAVY-BODIED BITUMINOUS PAINT OR WITHER-WHITE MOTHACRYLATE LACQUER I
FLEX SCREW by HILT[ OR APPROVED EQUAL ACCESS HOLE AT 019'x3'-0' DEEP OR U O
ci RAILS TO BE PROVIDED FOR CONNECTION. 024"x2'-6' DEEP (lYP) Q Q
- PICKETS TO BE CONNECTED TO TDP AND BOTTOM RAILS Z
^��1 WITH 4 PER PICKET 2 TOP k 2 BOTTOM 10-16 KWIK FID(
Z
nVl\►7
_. _.,. .., _..... .._... SCREW by HILE OR APPROVED EQUAL
)
In accordance with FBC 2014 and ASCE 7 10 WNnd Speed from FBC 2014, Chapter 16, section 1615 2 1
Wind load Calculation General Data: Post Design Top and Bottom Design x
. .... . >�
{
u
_ TYP. FENCE �v Vow
V(mph). i 115.00„ L„(ft). 4 2„1/2x2 9/2x16 gape steel galvanized 2x1x0.071 st galvanized _N SCALE= 3/4'"1'-0'
Exposure:................ ....._ ' C Hpost(ft) 6 A 500 ...... A-500 = I'me' giY
Gust Factor w0 85 Fy(psi) 46000 Mmax (Ib m) 13997 Mmax (Ib-in) 1166 - g� h8� =�
Cf: i.30 A-500 Fb(psi) 30360 Sx(in" WHO
0 49 Sx (in"3) 0.124 �� $as
Kd. 0.85 Fv(psi) 18400 fb(psi) Mmax/Sx fb(Psi) Mmax/Sx 1/16" S = 0.036 in"'3 s lw
6.55.- u
h (ft): 6 F si 36000 fb st 28565 fb(psi) 9406.45 S = 0.124 in-3 r Mmax=16.2*8/12*5.17*5.17/8=433 #-in a � � �
Y(psi) -(PSI) (p ) _ _ �o � o 4,99N�
Mmax-16.2*6*.5*4*4 8=1 166 in fb=Mmax S Rof n
gz(psf): 16 2 A-36 Fb(psi) 23760 fb(Psi)<Fb OK fb (psi)<Fb OK S = 0.49 in fb=Mmax/S / # r i fb=12028 psi < Fb &�� '3
Fv(psi) 14400 _._ Mmax=16.2*4*6*6/2fb=9 406 psi < Fb Fb=23 760 psi 130 bao
Rail to Posts Connection Design Foundation Design (nonconstramed FBC(2014-1819.7.2)1 =13 997 #-in -
Actual Pullout 194 i P 388.80 = Lateral soil bearing 200 fb=Mmax 5S - 360 psi
s' 1/16
Allowable Pullout 200.Us(ng 10-16 Hilti Kwlk A 1.44 Footing Diameter 1.58; c., fb=28 5 psi < Fb PICKETS (24 GA)
OK Flex Screw d 3.01 For poles 1806 3 4 2 Fb=30 360 psi • 6 9/16n
M,.__..
_..._ POSTS (16 GA) RAILS (16 GA) / /19/2017
7 1/32-
2 1/2"
/32"21/2" 2° SD-0.0
NEXT POST FENCE NEXT POST FENCE
TO TO
���pp�� ��TT�iJri7 p BE AT NO MORE BE AT NO MORE
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1.ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2014. Eastern
2x1x16 GA.
2.IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. GALVANIZED STEELit -_ - - - - Engineering Group
ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF FRAME GATE(1YP)
THE ENGINEER. I I� I� I I� �� I 3401 NW 82nd Avenue
Sufte 370
3.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDER- LATCH OR CLOSER Miaml,FL 33122
GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT GALVANIZED I I I
ALL TIMES. IN THE EVENT THAT EXISTING UTILITIES ARE DAMAGED, R SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO STEEL POST I I� �� I (BY OTHERS) (305)599-8133
x2
REPAIR OR REPLACE ALL DAMAGES. 2-1/2' -1/2 x14GA
info@eastemeg.com
4.THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS OBTAINED. 24 GA(MIN.)GALVANIZED
r I
5.CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON METAL SHEET DURA www.eastemeg.comFENCE II -II I J I - I o
THE DRAWINGS AND SPECIFIED HEREIN. I - j
Vim- �n io
6.DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. II ( I I I I I _•
7.ENGINEER'S VISITS TO THE SITE, AS PER G.0 OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 2x1x16 GA 2x1x16 GA • ••• • •
HOURS PRIOR TO INSPECTION. GALVANIZED STEEL �� I GALVAN�STEEL •• • • •
8.THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES, AND FENCING FRAME GATE ') I FRAME GATE(TYP) •••••• +• •
AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. I I I I I I I ••••••
•
9.THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. I I I I I I I a••• ••
10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND FOR THE SEQUENCES AND HINGES `i I - - •••• • w�c •
PROCEDURES TO BE USED. ABT IED - - - - '•a••a •• _Z6 so U� •
11. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY > •••••a • c N w cwi
DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. ��\\// S\ ��/. �i\\/ \�/, • • z ow
�i / �i / • • • L •
12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN GATE CONNECTIONS: ••
PIANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE • • '
ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT - PICKETS TO BE CONNECTED TO TOP Z ••'• • •• r� • • •
THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. AND BOTTOM RAILS WITH (4 PER PICKET, •
3000 PSI 2 TOP&2 BOTTOM) 10-16 KWIK FLEX N W
13. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF CONCRETE SCREW by HILTi OR APPROVED EAl1AL U LU
ANY EXTRA MATERIALS & GARBAGE FROM THE SITE AFTER COMPLETION OF WORK. FOOTING ZCO
ALL GATE FRAMES TO BE CONNECTED LL LU
14. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. EASTERN ENGINEERING GROUP WILL DEEP(lYP) BY ALL AROUND FILLET WELD.
NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED LU Z
DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING
OF DRAWINGS WILL RESULT IN ADDITIONAL COST. .. *': n' z N Z m
CD 0
LLI C)
15. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR Z w
CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER. ���/�� �/�,�rr���p �����/+�pp ` o
TR. ►711LAM �T!>•li3 i'JCriL4M EW. ♦iG�1 QQ x �
1. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE GALVANIZED SCALE: 3/4"=1'-0" w Q O 0
BUILDING CODE AND AISC SPECIFICATIONS NINTH EDITION.
STEEL
2'z2�-1/2'x14GA 4- r MAX Lu� a F- � f
DESIGN LOADS 2• STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: (_9
O
FENCE TYPE ASTM GRADE 1= CU LU a
m
WIND LOAD AS PER ASCE 7-10 Fy Z
STEEL SHEETS A36 ----- 36 KSI
KD=0.85 STRUCTURAL TUBING A500 B 46 KSI F
WIND VELOCITY AS PER ASCE 7-10 Q F-
GA.(MM.)
MIAMI-DADE 24
CATEGORY 2 ------ 115 mph 3. ALL STEEL SHALL BE HOT-DEEP GALVANIZED. GALVANIZED METAL Z
SHEET DURA FENCE
4. PAINT STEEL HOT GALVANIZED SURFACES IN CONTACT WITH
AS PER FBC 2014 SECTION 1615.2.1 CONCRETE WHITH ALKALI-RESISTANCE COATINGS, SUCH ASP' iiFEM N Q
HEAVY-BODIED BITUMINOUS PAINT OR WATHER-WHITE MOTHACRYLATE SCALE 3/4"=1'-O'
LACQUER.
CALCULATIONS
In accordance with FBC 2014 and ASCE 7-10 Wind Speed from FBC 2014,Chapter 16,section 1615.2 1 2 1/2-
Wind load Calculation: General Data: Post Design Top and Bottom Design
V(mph): 115.00 L(ft): 4.25 2-1/2 x2-1/2 x 14GA steel-galvanized 2xlxO.071 st galvanized
Sx = 0.036 in-3 2T � maosa�
Exposure: C Hpost(ft) 6 A-500 A-500 Sx = 0.124 in-3
Gust Factor 0.85 Fy(psi) 46000 Mmax.(Ib-in) 17685 Mmax.(Ib-in) 1317 1625.625 S = 0.186 in-3 Sy = 0.235 in
�3
Cf. .30 A-500 Fb(psi) 30360 -,,.,Sx(in^3) 0.6 S(in^3) 0.186 0.124 a •083" y " d 'g � g2'
Kid: 0.85 Fv(psi) 18400 fb(psi) Mmax/Sx fb(psi) Mmax/Sx Mmax/Sy, cV ��N�t
r�
h(ft) 6 Fy(Psi) 36000 fb(psi) 29476 fb(psi) 7079.33 13109.88.
c�z(psf) 16.2 A-36 Fb(psi) 23760 tb(psiFb -OK ft�(psi<Fb OK OK N
Fv(psi) 14400 Comb 0.7
Foundation Design(nonconstrained FBC 2014-1819.7U.21 ° 6.57
P 413.10z Lateral soil bearing 200,
102 A 1.531 Footing Diameter(ft)
7 "
:d.(Fmbed..)__..................._........313 _ For poles 1819.8.... 2 Sx = 0.6042 in�3
_.. ......... _. 1%1 /2017
Sy = 0.6042 in^3 27
POSTS (14 GA) FRAME (16 GA) PICKETS (24 GA) ISD-1 .0