DGT-15-410 Inspection Worksheet
Miami Shores Village
10050 N.E.2nd Avenue Miami Shores,FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-228983 Permit Number: DGT-2-15410
Scheduled Inspection Date:April 05,2016 Permit Type: Decks/Gazebos/Trellises
Inspector: Rodriguez,Jorge Inspection Type• Final
Owner: MICHELLE, DANILO DI Work Classification: Deck-Wood
Job Address:9145 NE 4 Avenue
Miami Shores,FL 33138 Phone Number
Parcel Number 1132060140080
Project <NONE>
Contractor: HOME OWNER
Building Department Comments
WOOD DECK&PERGOLA IN BACKYARD. infractio Passed Comments
INSPECTOR COMMENTS False
1724/2015
OK TO EXTEND PERMIT AS PER BUILDING OFFICIAL
(POOL PERMIT)
Inspector Comments
Passed
Failed
Correction
Needed
Re-Inspection ❑
Fee
No Additional Inspections can be scheduled until
re-inspection fee is paid
April 04,2016 For Inspections please call: (305)762-4949 Page 3 of 32
Miami Shores Village � �
10050 N.E.2nd Avenue NE
Miami Shores,FL 33138-0000
Phone: (305)795-2204
3� Expiration: 11103/201,
Project Address Parcel Number Applicant
9145 NE 4 Avenue 1132060140080
DANILO DI MICHELLE
Miami Shores, FL 33138 Block: Lot:
Owner Information Address Phone Cell
DANILO DI MICHELLE 9145 NE 4 Avenue
MIAMI SHORES FL 33138-
9145 NE 4 Avenue
MIAMI SHORES FL 33138-
Contractor(s) Phone Cell Phone Valuation: $ 9,000.00
HOME OWNER Total Sq Feet: 260
Approved:In Review Available Inspections:
Comments: Inspection Type:
Date Approved::In Review Final
Date Denied: Foundation
Type Const:Wood Deck Additional Info:WOOD DECK IN BACKYARD. Framing in Progress
Classification:Residential Scanning:1 Review Planning
Scanning:1_ Review Planning
Review Building
Review Building
Review Structural
Review Structural
Fees Due Amount Pay Date Pay Type Amt Paid Amt Due
CCF $5.40 Invoice# DGT-2-15-54591
DBPR Fee $2.10 02/25/2015 Credit Card $50.00 $277.60
DCA Fee $2.10
Education Surcharge $1.80 05/07/2015 Credit Card $277.60 $0.00
Permit Fee $140.00
Pian Review Fee(Engineer) $40.00
Plan Review Fee(Engineer) $120.00
Scanning Fee $9.00
Technology Fee $7.20
Total: $327.60
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In
accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are
required for ELECTRICAL,PLUMBING,MECH ICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT: I ify at all the regoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and zonin . F re,I ut rize the above-named contractor to do the work stated.
May 07,2015
Authorized ig :Owner / Applicant / Contractor / Agent Date
Building D partme t Copy
May 07,2015 1
Miami Shores Village
Building Department FEB 2011
10050 N.E.2nd Avenue,Miami Shores,Florida 33138
Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949
FBC 20 O
BUILDING Master Permit No,6,7 (S- �t to
PERMIT APPLICATION Sub Permit No.
XIUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
F-1 PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: A\_ Vow e
City: Miami Shores County: Miami Dade ZID:
Folio/Parcel#: is the Building Historically Designated:Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder): ��9 � � � Phone#:
Address: Gt% d-'c-� t3y, .
City: -aw � As..�S State: Zip: 3313
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: Phone#:
Address:
City: -State: Zip:
Qualifier Name: Phone#:
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ 0m' 0 d Square/Linear Footage of Work: ZLe® Sca. T
Type of Work: ❑ Addition ❑ Alteration �K New ❑ Repair/Replace ❑ Demolition
Description of Work:
Specify color of color thru tile:
Submittal Fee$ , �� Permit Fee$ . Ho • CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ Lzo, '' rr` 0•C0 Bond$ ^
TOTAL FEE NOW DUE$ Z-T-T • �l l
(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 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. 1 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 approved and a reinspection fee will be charged.
SignatureItz Signature
OWN or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
Z _day of T�Eg2A3A W"-e ,20 ,by day of ,20 .by
r
tAu((,Q Id *lCAP%N'V— ,who is personally known to ,who is personally known to
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLI NOTARY PUBLIC:
Sign: Sign:
Print: Print:
Seal: Notary P' StaEa of Florida
3india ANarea Seal:
MY CWM*W n FF 158750
Orp Exi*uO AD3J2018
******************************** **************************************************************************
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
els 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: DATE:
ADDRESS:
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 entitles 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. I understand that state law requires construction to be done by a licensed contractor and have applied for tner,-D
permit under an exemption from the law.The exemption specifies that I,as the owner of the property listedown
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 ir the
construction and is not hiring a licensed contractor to assume responsibility.
Initial3. 1 understand that,as an owner builder,I am the responsible party of record on a permit.I understand thatyself
from potential financial risk by hiring a licensed contractor and,having the permit filed in his or her nam+alsbuild
d of my own
name.I also understand that the contractor is required by law to be licensed in Florida and to list his oIi numbers on
permits and contracts.
Initial AA
4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding.I may 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 I have built or substa tially improved
myself is sold or[eased within 1 year after the construction is complete, the law will presume that I built r substantially
improved it for sale or lease,which violates the exemption.
Initial
5. 1 understand that,as the owner-builder,I must provide direct,onsite supervision of the construction.
Initial
6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working y building or
residence.It is my responsibility to ensure that the persons whom I employ have the license required by law a 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 em oyees while
working on my property.My homeowner's insurance may not provide coverage for those injuries.I am willful) as as an
owner-builder and am aware of the limits of my insurance coverage for injuries to workers on my property.
Initial
8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not nses 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 incom tax and
social security contributions under the Federal Insurance Contributions Act(FICA)and must provide workers corn nsation 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 al plicable
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 regulations.
Initial
10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue entice,the
United States Small Business Administration,and the Florida Department of Revenues.I also understand that I m contact the
Florida Construction Industry Licensing Board at 850.487.1395 or h ://www.m oddalicense.com/db r/ ro/cilbriinde html
Initial
11. 1 am aware of,and consent to;an owner-builder building permit applied for in my name and understands that I a e party
legally and financially responsible for the proposed construction activity at the following address:
Initial
12. 1 agree to notify Miami shores Village immediately of any additions,deletions,or changes to any of the inform that I
have provided on this disclosure.
Initial
Licensed contractors are regulated by laws designed to protect the public.If you contract with a person who does no ave 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 may be 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 2y day of , 20 ILS
By DPPN&0 1>1 M who was personally known to me or who has
P duced there License or as identification.
NER NOTARY
Notary Punic State of FbrWa
SAlvarez
e� Myy Co Commission FF 158750
efp Expires 0910302018
CALCULATIONS FOR
POOL DECK and TRELLIS
. . .... ••••a•
.. ....
9145 NE 41h Ave. ...... .•:. .•.•:•
Miami Shores, FL. 33138 •••• :"":
......
.... . .....
...... ... . .....
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Submitted to:
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Building Department ®\��• �c Ns ®®`
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Luis Oscar de la Hoz OilVf' �;iP?E:��3�932
8857 NW 178st
Miami, FI,33018
INDEX • •
. . .... ......
...... .... ......
ITEM •PAGE ' :....:
.
I Wind Load Calculation •
.
II Wood deck members ..�+kA• •• ••:••'
III Footinq M
......
IV Wood connectors •16.2 ••
V Trellis .21-29 :0 ' •
MecaWind Std v2 . 2 . 6 . 1 per ASCE 7-10
Developed by MEGA Enterprises, Inc. ,opyrignt »:rti;.s.e_�e:.`erorises.
Date : 4/10/2015 Project No.
Company Name : Designed By Luis de Is Hoz
Address Description Wood Deck 00.0
City Customer Name 00 '
• 000 0000••
State Proj Location 9145 NE 4th Ave., Miami• 340res •
File Location: C:\Users\Luis\Desktop\Luis Oscar\Engineering Documents\l Projects\Poo3!115ecA\007 91:4.142 ••
2nd Ave Edwin\Calc\Ferrwood Poo: Deck.wnd 0000•0 0000 0.0000
•
Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) ••••••
Basic Wind Speed(V) = 175.00 mph •""• 0*0000
Structural Category = 11 Exposure Category = C 0000 • 00000
Natural Frequency = N/A Flexible Structure = NO 00000 000 0 00:000
Importance Factor = 1.00 Kd Directional Factor - 0.85 • • • •
Alpha = 9.50 Zg - 900.00 LM •• •• •000:0
At = 0.11 Bt - 1.00 009009 • •
Am = 0.15 Bm = 0.65
Cc = 0.20 1 = 500.00 jet ' ' • 0'000•
•0000•
Epsilon = 0.20 Zmin = 15.00 9t • • • •
Slope of Roof = 0 : 12 Slope of Roof(Theta) = .00 )?e$•' 0 • ••• 0""0
h: Mean Roof Ht = 2.00 ft Type of Roof = FLAT • • •
RHt: Ridge Ht = 2.00 ft Eht: Eave Height = 2.00 ft
OH: Roof Overhang at Eave= .00 ft Overhead Type = OH w/ soffit
Bldg Length Along Ridge - 41.00 ft Bldg Width Across Ridge= 64.00 ft
Gust Factor Calculations
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6*Ht - 15.00 ft
lzm: Cc*(33/Zm)^0.167 = 0.23
Lzm: 1*(Zm/33)^Epsilon = 427.06 ft
Q: (1/(1+0.63*((B+Ht)/Lam)^0.63))^0.5 = 0.92
Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) - 0.88
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure Coefficient = +/-0.18
Topographic Adjustment
0.33*z = 1.00
Kzt (0.33*z): Topographic factor at elevation 0.33*z 1.00
Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)7^0.5 175.00 mph
MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2
All pressures shown are based upon ASD Design, with a Load Factor of .6
•00•
• 0
• • •9•• •0.0•0
•• • •99• •
00.900 0
0
9• •0
900•
•
••9•••
0000 •• • • •
• •
0•000• •• • 09000
0 0 • • 0
00 00 00 0 •
•••090 • •
0 • • •
•900••
• • • • •
• • • •00.0•
0 000
•
See Fig 27.6-2 for
Parapet Mind Roof Pressures
\pre"ssures See Table 27.6-26666
6666.. 6666
Mean roof ht.
96..99 9966 0 h .
9 9.
9
66 . .
. 6666
.
6666
.9..9.
9999. ��{�0 6009 Wind
'
00000 . CT•W 04Pressures.. B
0.0009 :-Ae Table 201• h
00 .9..9
90060. . . 0
6666..
99.9.
• • • • Plan
.
. ..
P®
Ele►+atiors
3 ri
@.5h
Maud
0.5 h
Flat Roof
6666
.9000. 6666
. .
6666 ..
000000 0909 9.9..9
6666..
00.06.
. .. ....
6 6 6
6666. .. . 6666
. .
6666. . .. 6666..
. 9 . .
6666.. 6 6. .9 99
. 9 .9....
6666..
9
96
9 .99 9
. 9 906 9 . 9.
9
Z
R K)f edge prosure trom taiiie
zows 1 or i as apph,�ahie
P1 Or pi
0000
0060.0
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...... ..•• .0600•
..6.69
0 ..
0000 .99.69 9 . •
ostT T 0
0600
0 . 000000 0•
. •
09600• •.• • 0000.
&HY7 •• •• •• 000..0
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0 00 :0:
.• •
MWSRS Pressures for Wind Normal to 41 ft wall (Normal to Ridge)
WALL PRESSURES PER TABLE 27.6-1
L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 1.56
h: Height to top of Windward Wall m 2.00 ft
ph: Net Pressure at top of wall (windward + leeward) 35.88 psf
pO: Net Pressure at bottom of wall (windward + leeward) = 35.88 psf
ps: Side wall pressure acting away from wall = .6 * ph = -21.39 psf
pl: Leeward wall pressure acting away from wall = .32 * ph = -11.42 psf
pwh: Windward wall press @ top acting toward wall = ph-pl 24.46 psf
pwO: Windward wall press @ bot acting toward wall = pO-pl = 24.46 psf
ROOF PRESSURES PER TABLE 27.6-2
h: Mean Roof Height 2.000 ft
Lambda: Exposure Adjustment Factor = 1.000
Slope: Roof Slope = .00 Deg
Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2
zone Load Cases Load Case2
psf psf
---- ---------- ----------
1 .00 .00
200 00
3 -36.05 .00
4 -32.18 .00
5 -26.37 .00
Note: A value of 10' indicates that the zone/load case is not applicable. 0000
• 9
ROOF OVERHANG LOADS (FIGURE 27.6-3): .00 •••• •6.9 0•
00 . ...• 9
LOAD CASE 1: 9.6••• 0000 9099:9
Povhl: Overhang pressure for zone 1 m .00 psf •
Povh3: Overhang pressure for zone 3 -27.03 psf •.0696 :0000:
0000 •6 . 9
LOAD CASE 2: •.90.• : X00 ••.•••
Povhl: Overhang pressure for zone 1 = .00 psf •00•
Povh3: Overhang pressure for zone 3 = .00 psf •00•00 00•0&• 6�6
9
Notes - Normal to Ridge 9•••6• • 9
Ridge)MWFRS Pressures for Wind Normal to 64 ft wall (Alongedg ) : 6 : • • 009.99
WALL PRESSURES PER TABLE 27.6-1 : 000 :0000:
L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir m 0.64 •• • 6 6• •0•6 • •
h: Height to top of Windward Wall = 2.00 ft
ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf
p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf
ps: Side wall pressure acting away from wall - .54 * ph = -20.90 psf
pl: Leeward wall pressure acting away from wall = .38 * ph = -14.71 psf
pwh: Windward wall press @ top acting toward wall m ph-pl 23.99 psf
•.••pw0: windward wall press @ bot acting toward wall p0-pl = 23.99 psf
0:00#0 ••.•ROOF P.$�Et$URE: PER TABLE 27.6-L
. 0000 h: •Me&P Roof Height 2.000 ft
0:000• •:•Lambda;§4F"Wre Adjustment Factor = 1.000
• • • Slope:0Roof lope .00 Deg
0000.•
• • .:6••Jy slo v-tlfts than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2
0000• • g00
• • ip000.0.. Load Casel Load Case2
0000• • •••
• • • • psf per
••••.• •• _�t •• ---------- ----------
•• 0 3000.00 .00 .00
• .00 .00
0000.. 0:000: • -36.05 .00
• • 0 • • -32.18 .00
0000: 9.. 0 0000 -26.37 .00
�• Note: A value of 10' indicates that the zone/load case is not applicable.
ROOF OVERHANG 10ADS (FIGURE '27.6-3J:
LOAD CASE 1:
Povhl: Overhang pressure for zone 1 = .00 psf
Povh3: Overhang pressure for zone 3 = -27.03 psf
LOAD CASE 2:
Povhl: Overhang pressure for zone 1 = .00 psf
Povh3: Overhang pressure for zone 3 = .00 psf
Notes - Along Ridge
Roof r
1 shmn
1 12
hollI
A
1 13
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0000..
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0000 ..
Luis Oscar de la Hoz Olivera P.E.
8837 NW 178th St.Miami,FL 33018
Email:lodelohoz�hoo es
Pyne:303 903-8816
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9145 NE 4th Ave., Miami Shores, FL. 33138
Title Block Line 1 Title: New Pool Deck and Trellis Job#
You can change this area Dsgnr. Luis 0.de la Hoz Olivera
using the'Settings'menu item Project Desa.:
and then using the'Printing& Project Notes
Title Blocdk°selection.
Title Block Une 6 Prfta:11 APR2015.1
Wood Bm
••. m � s9 Dom m nMi PrO*ftd Dadcs1007 9154 NE 2nd Ave Ed+nlr0catict9145 no 4th eve.M
C
ENS ALL,INC.1902011, 1:6.11.6.1` ftfill=
Description: 1x6 IPE Deck
Materl A'P'tter des Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7.05
•• Analysis, od: Allovpbtq. tress Design Fb-Tension 4,100.0 psi E:Modulus of Elasticity
:00000
•••
Load Comb�r�ion 2009 IBC�ASCE 7-05 Fb-Compr 4,100.0 psi Ebend-xx 3,010.Oksi
• Fc-Prlt 3,600.0 psi Eminbend-xx 3,010.Oksi
•••.Mood Speaes :IPE •••••• FC-Perp 780.0 psi
'Wood Grldeo e •*000• Fv 440.0 psi
•••;•• • •••• Ft 440.0 psi Density 78.Opcf
•••..Beam Bcaang.: Compleial}�-Unbraced
-- -. . - ---- . -• •
...... .. •• ..- --- --- -- --- ----
• D(0.00325)UO 03)W(-0.018)
• •• 5.50 X 0.750
Span=3.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.003250, L=0.030, W=-0.0180, Tributary Width=1.0 ft
�DIM SUMMARY __--- -- -- -- - - -- -- _ _ _ s� •
Maximum Bending Stress Ratio = 0.2121 Maximum Shear Stress Ratio 0.040: 1
Section used for this span 5.50 X 0.750 Section used for this span 5.50 X 0.750
fb:Actual = 870.55psi fv:Actual = 17.41 psi
FB:Allowable = 4,100.00psi Fv:Allowable 440,00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.095 in Ratio= 379
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.105 in Ratio= 342
Max Upward Total Deflection -0.057 in Ratio= 632
Maximum Forces&Stresses for Load Combinations
Load CombirWO••• Max Stress Ratios Summary of Moment Values Summary of Shear Values
• •••gegment LddR• Span#••• M; V C d C Fly C r Cm C t Mactual tb-design Fb-allow Vactual fwdesign Fv-allow
66 40 0 •
•••••Llingth=3.0 fI••• 1 •••V.MT 0.004 1.000 1.000 1.000 1.000 1.000 0.00 85.09 4,100.00 0.00 1.70 440.00
• +D't''H • •••••• 1.000 1.000 1.000 1.000
•••Ungth=3.04t •• 1 ••0.242 0.040 1.000 1.000 1.000 1.000 1.000 0.04 870.55 4,100.00 0.05 17.41 440.00
..*W.75OLr-&OI!+H; ••.•.• 1.000 1.000 1.000 1.000
..;•length=3.Ojt •• 1 .04% 0.031 1.000 1.000 1.000 1.000 1.000 0.03 674.18 4,100.00 0.04 13.48 440.00
«IW.75OL-Wf @S+H• • • 1.000 1.000 1.000 1.000
• •• Length=3.0 ft • 1 ••0.1U 0.031 1.000 1.000 1.000 1.000 1.000 0.03 674.18 4,100.00 0.04 13.48 440.00
••+D+W+H • :*:so: 1.000 1.000 1.000 1.000
•'•*"ngth=3A�••; 1 • 0.09# 0.018 1.000 1.000 1.000 1.000 1.000 -0.02 386.18 4,100.00 0.02 7.72 440.00
• +D+9.75OLr+0.75OL+0l15OW+H • • 1.000 1.000 1.000 1.000
••••Isrgth=&046 • 1 : •0.071 0.015 1.000 1.000 1.000 1.000 1.000 0.01 320.73 4,100.00 0.02 6.41 440.00
+D+0.750L+*51f"?5OW+H 1.000 1.000 1.000 1.000
Length=3.0 ft 1 0.078 0.015 1.000 1.000 1.000 1.000 1.000 0.01 320.73 4,100.00 0.02 6.41 440.00
+D+0.75OLr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000
Length=3.0 ft 1 0.164 0.031 1.000 1.000 1.000 1.000 1.000 0.03 674.18 4,100.00 0.04 13.48 440.00
Tiie Block Line 1 Title: New Pool Deck and Trellis Job#
You can change this area Dsgnr: Luis 0.de Is Hoz Olivera
using the'Settings'menu item Prolec "
and then using the"Printing& Project Notes
Tale Block'selection.
Titre Block Une 6 11 APR21)18.12 %
m-mG Ii
Wood Beam o f Doaeru tsl1 ProjeffiWod D Es100L0�Inc 19Ave 0201 2A V�"1 f:
Description: 1x6 IPE DOk
Load Combination Max Stress Ratios Summary of Moment Values Summ ff&Shear Values
Segment Length Span# M V C d C FN C r Cm C t Mactual 8r-d*n F • •VeeWal esi$n Fv wW ow
+D+0.750L+0.750Si0.5250E+H 1.000 1.000 1.000 1.000 •
Length=3.0# 1 0.164 0.031 1.000 1.000 1.000 1.000 1.000 0.03 674.18 4,100i Q•0 ••• 0.04 13.48 .00
+0.60D+W+H 1.000 1.000 1.000 1.000 • • *••••i
Length=3.0 ft 1 0.102 0.019 1.000 1.000 1.000 1.000 1.000 -0.02 420.22 4,10Ub•**• 0.02;...$.J0 440.00
Overall Maximum Deflections-Unfactored Loads 0090 0 66:0 0•
Load Combination Span Max.-'Defl Location In Span Load Combination 'Deft Lo®a5an in Span
D+L 1 0.1051 1.515 :10000 0.000 .•
Vertical Reactions-Unfactored Supper notation:Far left Is#1 ;Valu&4KIPS . • ••.•:Samoa
•
Load Combination Support 1 Support 2 . • • • •
erell mum 0.050 0.050 •• • • ••• • 0
D Only 0.005 0.005 00.0
L Only 0.045 0.045
W Only -0.027 -0.027
D+L 0.050 0.050
D+W -0.022 -0.022
D+L+W 0.023 0.023
• • •••• ••••••
• • • •
•
•••• • •• •••••
••••••
966900 •••••
•• •• •• • ••••••
•
• •
:.00:0 ••••••
• • • • •
0 000
Title Block Une 1 Title: New Pool Deck and Trellis Job#
You can change this area Dsgnr. Luis 0.de Is Hoz Oiivera
using the"Settings'menu item Project Desc.:
and then using the'Printing& Project Notes:
T'Ifle Block'selection.
Trifle Block Line 6 rrbmd;ll APR 2D18,MPM
Wmd`Beam Luis OscrWingineednii D=nnentdl ftlea ftol Ded<t1007 9154 NE and Ave EdwinlCelct9145 ne f►moo
ENS ALC,INC.1983.2011,&W11,11AVer.6.14.62.
Description: 2x4 Secondary Beam
Materia0sepertieS Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05
••••6 Analysis NMhbd: Allowil®S*ss Design Fb-Tension 1850 psi E:Modulus of Bad*
0 0 Load COMIDINCtIon 2008?BC VASCE 7-05 Fb-Compr 1850 psi bend-xx 1700ksi
000060 *000 ••0••+ Fc-Pdl 1850 psi Eminbend-xx 620 ksi
•.good Species :Southern flhte Fc-Perp 565 psi
• Mood Grade •No.1: 21-e*' Thick:2"-4"Wide Fv 175 psi
000000 0 Ft 1050 psi Density 35.44 pc f
Beam Bracing 'Beam isVullY Braced against lateral-torsion buckling
0
+00. • 00. 0006•
0.000• •• •• •• D0.0195 L0.18 W-0.1082
+
• .
soot*
0000•• • • + •
0666••
• 0 • • ) _
000 0
2x4
_-- Span=3.50 ft
Appiled Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.01950, L=0.180, W=-0.1082, TributaryWidth=1.0 ft
0910N SilA9MARY-- -- - a e
Maxjmum Bending Stress Ratio = 0.651: 1 Maximum Shear Stress Ratio = 0.482: 1
Section used for this span 2x4 Section used for this span 2x4
th:Actual = 1,204.75psi fV:Actual = 84.33 psi
FB:Allowable = 1,850.0opsi Fv:Allowable = 175.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 1.750ft Location of maximum on span = 3.220 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.067 in Ratio= 624
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 X360
Max Downward Total Deflection 0.075 in Ratio= 559
Max Upward Total Deflection -0.040 in Ratio= 1039
MOdmum Fomes&Stresses for Load Combinations
•••&OW Combination•+0 6 Max Sew Ratios Summary of Moment Values Summary of Shear Valuer
• S% 4a*� Span#: 5V C d C Fly C r Cm C t Mactual fb-design Fb-allow Vactial fwdesign Fvellow
066'06 •666 066669
6
eLength6 =3.50 8 1 6 6,�7. 0.050 1.000 1.000 1.000 1.000 1.000 0.03 124.75 1,850.00 0.03 8.73 175.00
• •• ••0 0 1.000 1.000 1.000 1.000
6 6 Lingth=MQ 1 0 0 1 •0 00i6i* 0.482 1.000 1.000 1.000 1.000 1.000 0.31 1,204.75 1.850.00 0.30 84.33 175.00
• 50Lr+0.150L+H 1.000 1.000 1.000 1.000
6 6•Ungth=30 2••6 1 ;•+Vg 0.374 1.000 1.000 1.000 1.000 1.000 0.24 934.75 1,850.00 0.23 65.43 175.00
6;64'IAa.750L+0.1E W •6 •• 1.000 1.000 1.000 1.000
• Length=3.50 It 1 •fog, 0.374 1.000 1.000 1.000 1.000 1.000 0.24 934.75 1,850.00 0.23 65.43 175.00
•'•*OOW+'H • • • • 1.000 1.000 1.000 1.000
• Length=3. if 0% 1 0 0.283 0.210 1.000 1.000 1.000 1.000 1.000 -0.13 524.45 1,850.00 0.13 36.71 175.00
•04V4f.750Lr-%705gL+Q.750W+H •6 • 1.000 1.000 1.000 1.000
Length=3160 ft • 1 0.242 0.179 1.000 1.000 1.000 1.000 1.000 0.11 447.85 1,850.00 0.11 31.35 175.00
+D+0.750L+650SM.750W+H 1.000 1.000 1.000 1.000
Length=3.50 ft 1 0.242 0.179 1.000 1.000 1.000 1.000 1.000 0.11 447.85 1,850.00 0.11 31.35 175.00
+D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000
Title Block Line 1 Title: New Pool Dock and Trellis Job#
You can change this area Dsgnr: Luis 0.de la Hoz Olivera
using the'Settings"menu item Project Desc.:
and then using the'Printing& Project Notes:
Title Block'selection.
Title Block Line 6 tea:»AM 2DIs,i:OIPM
Q B 'I n Luis Dscw%EVnwft Dorxaaernsll Pro ftw Decm=79154 NE lid Ave Ed MnlCalc19145 ne 4M aa-as in
EPIERCALC,II�.19tl3 2011,11u9d 6 41$29,Ver.6.11.6�23
Description: 2x4 Secondary Beam
Load ComfMadon Max Stress Rados Summary of Moment Valu=s � Sumnl�r:� Wyalulv,�•••
Segment Length Span# M V C d C FN C r C m C t Mactual 11-design Fb-alley • Nactual fW Fvallow
Length=3.50 it 1 0.505 0.374 1.000 1.000 1.000 1.000 1.000 0.24 934.75 1,850,04.•.• 0.23•••95.43 175,40••:•
+D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000
Length=3.50 ft 1 0.505 0.374 1.000 1.000 1.000 1.000 1.000 0.24 934.75 1,850.04 a 0.23e 6143 171M ..;
+0.60D+W+H 1.000 1.000 1.000 1.000 • • •....
••••
/L,e�ngth=3.50 ft ^1�,,�r 0.310 00..2330 ,w1,..000 1.000 1.000 1.000 1.000 -0.15 574.35 1,850.06 0 0.14' 40.20 17Sdb: •
Overall Maximum I�ecdona'Unfactored Wads a•:••: •••• : 00000••••
Load Combination Span Max.°"Deft Location In Span Load Combination ••Max::Del Location in Spen
•
D+L 1 0.0750 1.768 i CCM • • 0•000 ••••i•
VeAlcal Reactions•Unfactored Support notation:Far left is#1 Valuesin KIPS •
Load Combination Support 1 Support 2 •• • • *00
•
Overall Warnum 0.351 0.351 •• •
D Only 0.036 0.036
L Only 0.315 0.315
W Only -0.189 -0.189
D+L 0.351 0.351
D+W -0.153 -0.153
D+L+W 0.162 0.162
sees
• • .••• sees••
•o • sees •
sees•• ••e• sees••
•
sees•• • • •
sees••
sees •• • • •
sees • •• sees•
•e•••• •• • sees•
•• •• •• • 'sees••
•
sees••
Title Block Line 1 Title: New Pool Deck and Trellis Job#
You can change this area Dsgnr. Luis 0.de la Hoz Olivera
using the°Settings'menu item Project Desc.:
and then using the'Printing& Project Notes:
Title Block°selection,
Title Block Une 6 11 APR 201A 1-.WM
wow seailtrl Luis Omffngi m ft Dmmeftl ProJaMfbol DeIts10079154 NE 2rd Ave EdvAn%W 19f45 ne 4th ave.Ad
ENSrALC,INC,19832011,Bu0d .11,6 ,V�8118x3
Description: 2x6 Main Beam
MatBfjaWnpertles Calculations per NDS 2005,IBC 2008,CBC 2010,ASCE 7.05
•••
"Analysis WIN: AllowdWe dl rm Design Fb-Tension 1,850.0 psi E:Modulus of Elasdoiiy
• •••Load Mrfl ation 200e IBC&ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,700.Oksi
*see 0000*0 Fc-Pdl 1,850.0 psi Eminband-xx 62O.Oksi
....;Wood Speiftes :So~Me Fc-Perp 565.0 psi
• •Wood(ate,,;:No.1;•2" q"-• Thick:2"-4"Wide Fv 175.0 psi
••••• •
0600 Ft 1,050.0 psi Density 35.440pcf
•,.;..Beam WrO..: Bearp it&9y Braced against lateral-torsion buckling
"•••• • 0.0-0.0• '• D 0.023 U0.21)W(-0.1262)
-. . -.
2-2x6
--------- - - - Span=6.50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Uniform Load: D=0.0230, L=0.210, W=-0.1262, Tributary Width=1.0 ft
Maximum Bending Stress Ratio = 0.537. 1 Maximum Shear Stress Ratio = 0.344: 1
Section used for this span 2-2x6 Section used for this span 2-24
fb:Actual = 993.30psl fv:Actual = 60.24 psi
FS:Allowable - 1,850.0Opsi Fv:Allowable = 175.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 3.250ft Location of maximum on span = 6.045ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Ir+S Deflection 0.120 in Ratio= 648
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.136 in Ratio= 574
Max Upward Total Deflection -0.072 in Ratio= 1079
Maltimupf orses&Stlimes for Load Combinations -
•;••ftd CombinAt V• •• Maxi'fress Rados Summary of Moment Values Summary of Shear Values
•• Segmentlentth Span fl. •M� VC d C Fry C r C m C t Mactual fb design Fb-allow Vachral fv deign Fv-albw
•
• length=6.50Nt 1 •••8.699 0.039 1.000 1.000 1.000 1.000 1.000 0.14 113.39 1,850.00 0.08 6.88 175.00
• 'B.L+H • •• 0000 1.000 1.000 1.000 1.000
••..Length=#.IV 1 '..Q.&P 0.344 1.000 1.000 1.000 1.000 1.000 1.25 993.30 1,850.00 0.66 60.24 175.00
• .Vt0.75OLr+0J6%tH1.000 1.000 1.000 1.000
• I. • 1 B � 0.268 1.000 1.000 1.000 1.000 1.000 0.97 773.33 1,850.00 0.52 46.90 175.00
• W6..750Li0. +1i 1.000 1.000 1.000 1.000
•' Length-6.5f}'ft 1 ;• a.� 0.268 1.000 1.000 1.000 1.000 1.000 0.97 773.33 1,850.00 0.52 46.90 175.00
••••+174W+H .:...i • 1.000 1.000 1.000 1.000
•• �gth=6.50 ft • 1 • 0.2:5 0.144 1.000 1.000 1.000 1.000 1.000 -0.52 415.40 1,850.00 0.28 25.19 175.00
• +�0.750LriU60L+0.750W4C •• 1.000 1.000 1.000 1.000
Length=t5O%.0 1 0.204 0.131 1.000 1.000 1.000 1.000 1.000 0.47 376.73 1,850.00 0.25 22.85 175.00
+D+0.750L+0.7505+0.750W+H 1.000 1.000 1.000 1.000
Length=6.50 it 1 0.204 0.131 1.000 1.000 1.000 1.000 1.000 0.47 376.73 1,850.00 0.25 22.85 175.00/&()+D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000
Title Block Line 1 Title: New Pool Deck and Trellis Job#
You can change this area Dsgnc Luis 0.de la Hoz Olivera
using the°Settings°menu item Project Desc.:
and then using the'Printing& Project Notes:
Title Block"selection.
Title Block Line 6 MOD&11 arRzm5,1.WM
WWd Beam Luis 0smkElOwaro Docu v*l PMOCWftoi De*M7 9154 NE 2mf Ave EdWCelc19145 no 0 ave..eo8
ENERCALC,INC.IM2011,8ditI1.5:x3,Ver.6.9.1,8.23
Description: 2x6 Main Beam
0000
Stress Ratios • •
Load Combination Max S
Summary of Mornatt Valu3s ••• Summary o�5*hear Values S o o
•
Segment Length Span# M V C d C FN C r C m C t Mactual fb dwign Fb apo i'���actual fwd"9n Fv ajlo.%...
Length=5.50 ft 1 0.418 0.268 1.000 1.000 1.000 1.000 1.000 0.97 773.33 1,850.QQ • 0.52 46.90 17V
+D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 :609*:
Length=6.50 ft 1 0.418 0.268 1.000 1.000 1.000 1.000 1.000 0.97 773.33 1,850.00 • 0.52 :--440 175.00
+0.60D+W+H 1.000 1.000 1.000 1.000 *000 • 90:9
•
Length=6.50 ft 1 0.249 0.160 1.000 1.000 1.000 1.000 1.000 -0.58 460.76 1,850.0:00: 0.31 •••Z7.$ 175:bt!•••
Overall Maximum Defledons-Unfactored Loads •• •• ••
Load Combination Span Max°"Deft Location in Span Load Combination . *Deft Location in Span •
0000•
D+L 1 0.1357 3.283 g,pQpp ••••+0,400
Vertical Reactions-Unfactored Supportnotation:Far left is#1 p,JqI In SIPS ••••••
Load Combination Support 1 Support 2
anal Warnum 0.770 0.770
D Only 0.088 0.088
L Only 0.683 0.683
W Only -0.410 -0.410
D+L 0.770 0.770
D+W -0.322 -0.322
D+L+W 0.360 0.360
V •
• • •••• ••••••
0000•• •••. 0000••
•
0000 •• • • •
• • • • •
0000 • •• 0000•
0000•• 00 • 00.90
•• •• •• • 0000••
•
0000•• • •
• • •
• • • • 000090
•0000•
• • • 0000••
90 0
l �
Luis Oscar de la Hoz Olivera P.E. ;
8857 AAM 178th St.Miami,FL.33018
Erroll:bd&kbgj2ahoo es
Phone:305 903-8816
19 Y44
...... .... ......
..... . ....
..... . ... ......
0000•• ••• ♦ _ {��•• � ! /�` �' � �i `J 1 Sd � l ` 1� �'
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• • • •• 0000
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0.0000 • 0 : • :
•0900•
:0099: • ••• :
9145 NE 4th Ave., Miami Shores, FL. 33138
1
TitleBlodc Line 1 Title: New Pool Deck and Trellis Job#
• You can change this area Dsgnr: Luis 0.de la Hoz Olivera
using the'Settings"menu item Project mss°"
and then using the'Printing& Project Notes
Title Block"selection.
Tide Block Line 6 Nhit"d:11 APR 2015,NON
Luis Dmamtenffi11 Pr�stl�DecM=7 9154 NE W Ave Edwtrll°a 0 145 ne4th.a�re..eu8 IN
N�wd Ledger ENEacA10,INC.110*2otl,euM.1t4A V",11AZ
Description: Wood Ledger
G@n@ra1 IAtOtlti8t10/1 Calcukdons per 2005 NDS,IBC 2009,CBrViRI,'4SCE 745
���•• 0000••
Ledger Width 1.50 in Using Load Factoring&Design Methods forASD •
Ledger Depth 5.50 in Wood Stress Grade: Southern Pine '
0000.. 0000 0000..
Ledger Wood Species Southern Pine Fb Allow 1650 psi 0
G:Specific Gravity 0.55 Fv Allow 175 Psi
0000 . • • •
b Bolt Banding y :Bong Yield 45,000 psi
Bolt Diameter 1l2" in F
0000•• ••• • 0000•
Bolt Spacing 18.0 in Concrete as Supporting Member • .
••
Using 6"anchor embedment length in equations. •• •. 0999V
Using dowel bearing stength fixed at 7.5 ksi per NDS Tab;*111 0 a
•0000•
• • • •9964
Uniform Load •• •
77 777 777
181n Balt spacky 18in BoA spacina lain Bolt spema
Load Data -- ---- ---- _-----
Dead Roof Live Floor Live Snow Wind Seismic Earth
Uniform Load... 0.0330 kt t 0.0 kfft 0.1950 kfft 0.0 kt t -0.1180 kfft 0.0 k1ft 0.0 loft
Point Load... 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k
Spacing 0.0 in
Offset 0.0 in
Horizontal Shear 0.0 kfft 0.0 kfft 0.0 klft 0.0 kfft 0.0 ktft 0.0 kt t 0.0 k!ft
DESIGN SUMMARY _ _ s • •
Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths
Load Combination... Load Combination... (for specific gravity&bolt diameter)
+D+L+H +D+L+H Ledger,Perp to Grain 3.650 ksi
Moment 0.04275 k-ft Max.Vertical Load 0.3420 k Ledger,Parallel to Grain 6.150 ksi
fb:Actual Stress 67.835 psi Bolt Allow Vertical Load 0.4111 k Supporting Member,Perp to Grain 7.50 ksi
Fb:Allowable Stress 1,650.0 psi Supporting Member,Parallel to Grair 7.50 ksi
Suess Ratio 0.04111 :1 Max.Horizontal Load 0.0 k 0 0 0,
Bolt Allow Horizontal Load 0.5468 k •
• • 0000 0000••
Maximum Ledger Shear 0000 : :096 •0
Load Combination... Angle of Resultant 90.0 deg 0 0 0:00 0000 ••0.0•
+D+L+H Diagonal Component 0.3420 k 0 0 0 0*0 0
Shear 0.4999 k Allow Diagonal Bolt Force 0.4326 k 0 0,0 00 • :"'
fv:Actual Stress 60.598 psi Stress Ratio,Wood @ Bolt 0.7905:1 00 0 0 0 0 : 0000
•0' •0:90
Fv:Allowable Stress 1�7�5..0 psi 00:0% 0• • •• ••
StRatio 0.3463 :1 0000 •00.0•
ress 000•••
•
••.••• • •
• • • 0000••
0000••
Title Block Line 1 Tito: New Pool Deck and Trellis Job#
You can change this area Dsgnr. Luis 0.de la Hoz Olivera
using the'Settings'menu Projed
and then using the'Pd ding& Project Notes:
Title Block'selection.
Title Block Line 6 ,11 APR 20%1;4"
Wood Ledger i* In"Doameftl ft*,tVW Deft=71154 NE 2nd Ave EmkdnlCe M46 ne4thaw.ee8
g ENEWAW,INC.1902U11 8u9d.B,1tQ"Ver:6:11.6;23 ;
Description: Wood Ledger A
A116wab/e•9uf4Capec4
•;
...Bot !Load Edmididclar to Crain Bolt Capult -Load Parallel to Grain
0 Fein Note I
6i0666Fes 66616• 66.06•
3.650 Fin 6.150 7.50 Fes 7.50 Refer to2005 NDS SetUon 11.3 far Bolt
i••••i Fyb • *60000 45.0 Fyb 45.0 Capacity calculation method.
• • :666: 6.66•
Re 6 • 0.4867 Re
66••6
Rt • 66.6 0.820
0.250 Rt 0.250
•6•:6. k1 * 66.• �••�6. 0.3271 k1 0.4558
6.66•• k2 •• •• .6 1.185 k2 1.252
�. k3 �•�••� 1.50 k3 1.129
Z-Im,Eq 11.34 • • 1.095 k Z-Im,Eq,11.3.1 1.845 k
• •Z-Is,Ee 161.13-121
4. 6•6 • 4.50 k Z-Is,Eq,11.3-2 4.50 k
• •Z-II,E1 i L3-1 • ••• 1.635 k Z-II,Eq,11.33 2.279 k
Z-III*Eq 1A.34 0.4111 k Z-Illm,Eq,11.34 0.5468 k
Z-Ills,Eq,11.3-5 1.652 k Z-Ills,Eq,11.3-5 1.847 k
Z-IV,Eq,11.3.6 0.5364 k Z-IV,Eq,11.3.6 0.6293 k
Z:Rei Design Value= 0.4111 k Z:Ret.Design Value= 0.5468 k
6.06
0••066 6606 • •
• • •
• 6600 • ••
6066.6 06.0 06.00•
•
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8857 NW 278th St.Miami,R.33018
Email: wwft rith"
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Luis Oscar de la Hoz Olivera P.E.
8887 NW 178th St.NOW,FL.33018
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www.strongtio.com
Face Mount Hangers Load Table for Plated Truss
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OF Allowable Loads SPAllowable Loads 8 /llf 11loweble ••
ModelNIL UOW Floor Sam I Roel Wind Upnll' I Floor Snows Roof Wind UpIUt' I&-r AoW PAW• WIC•••••
(1891 (100) (116) (125) 000) 1 (160) (10% (115) (125) 1 ('180) (160) 1 (100) 1 (115) F.(IM
iaOLE 2x SIZES
LUS24 490 670 765 825 1045 490 725 830 895 1135 420 575 655 705 895
LUS20 1165 865 990 1070 1355 1185 940 1075 1165 1475 1005 740 845 915 1160
MUM 1090 1295 1480 1605 1825 1090 1410 1610 1745 1825 940 1110 1265 1370 1570
HUS26 1550 2720 3095 3335 3335 1550 2950 3335 3335 3335 1335 2330 2650 2820 2885
HGUS26 1765 4360 4885 5230 5390 1765 4725 5290 5390 5390 1520 3750 4200 4500 4635
LUS28 1185 1100 1255 1360 1725 1165 1200 1365 1480 1$35 1005 940 1075 1165 1475
MUS28 1555 1730 1975 2140 2645 1555 1880 2150 23310 2645 1335 1475 1690 1830 2275
HUS28 2000 3985 4120 4220 4335 1 2000 3790 3%0 4070 4335 1720 2905 3035 3125 3435
HGUS28 3015 6745 6970 7125 7275 3015 1 6450 6705 6870 7275 2595 4960 5160 5290 5745
L1�S210 11165 1340 1525 1650 2090 1166 1445 1680 1795 2270 1Q05 1145 1305 1 1415 1745
HUS210 3000 4255 4445 4575 5020 3000 4105 4310 4450 49;}0 2580 3150 3315 1 3425 X15
1. See dimensiom and fastener information for LUSNUSNUSHHUSIMUSrttUSG.
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may also be ovgWeWO this option,check with Simpson Stronc-Tie for details.
IF These models are approved for installation with the enc-Drive® D ConnegWr screw.
See the kid values below.
ModelDimensions Fasteners p1 le as
ds
No. WI I W2 I Li I L2 I Hi H2 Beam I Post Base Uplift lateral
Flan a Flan Bottom
CAPS
BC4 3efie 3% 2% 2% 3 3 1 6-16d 616d — 980 1000
6 31Ms 51h 4% 2% 312 21h 12-16d 616d 0 1000
BC411 4 4 4 4 3 3 12-16d 12-16d — 980 1000
BC6 5% 5th 4% 4% 3% 3% 12-16d 12-16d — 1050 2000
MR 6 6 6 6 3 3 12-16d 12-16d — 1050 2000
BCS 7% 7% 7% Ph 4 4 12-16d 1216d — 1800 2000
BC82-214 3% 394s 2% 2% 21% 2% 8-10d 6-10d — 780 1025
BCS2 316 4% We 43A 2% We 2% 12-16d I 616d — 800 1495
BASES
BC40 1314s, — 31/4 — 21/4 — — 6-164 4-16d 510 735
BC40R 1 4 — 4 — 3 — — 6-16d 4-16d 510 735
BC460 5% — 3% — 3 — — 6-16d 4-16d 450 735
BC60 5% — 5% — 3 — — 616d 4-16d 450 735
BC60R 6 — 1 6 1 - 1 3 — — 616d I 4-16d 450 1 735
BC80 71h — 17%1 - 1 4 1 — I — I 6-16d 4-16d 1 450 1 735
BC80R — 1 8 1 - 1 4 1 — I — 6164 I 4-16d 1 450 1 735
6
1. faloads havetM 4easat 69461or w1d or earthquake loading with no further Increase allowed;reduce where other keds govern.
2 StLlNursl composite columns Nave&lies that show either the wide face or the edges of the lumber strends/veneers.values in the tables
eeflabinsleQadon Into*%vj*face.Ss "bulletin T-GSCLCLM for values on the narrow face(edge).
3.Base aUauable kms assumes naps hg4Q,4%Ffftration into supporting member.Loads do not apply to end grain post installations.
4.SAIA TO-0.162-s)ta,xa 4W long,1"-O%l48'dia.x 3`long.See other nail sizes and Information.
• •
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No. ; m8earn To Post Uplift Lateral
BCS2 2/4SS 8SS10d 6-SS10d 575 850
8SSA10d 6SSA10d 780 1025
fit.
Olmensieas Fasteners OFISPA IdeLeads SPFIHFA bleLeads
Heel ON CaRying Carried UpW Flan. 8 iM IWhW Up 1W,
ow R001 Yt"d
M W H 8 Member INember (160) (100) {118) (128) (16e) (160) (10e) I118D t1�1 t1 "
DOUBLE 2x SIZES
LU824- 2'A 181 334 3'4 2 4-16d 2.16d 440 910 985 1250 380 680 780 845 1070
LUS26.2 4Vw 18 1 3A 4% 2 416d 4-16d 165C 1030 1180 1280 1625 1000 880 1010 1090 1N5
NOR 4145 14 M 5% 3 14.16d 6.164 1550 785 3155 3405 4265 1335 2390 2710 2925 3665
HGUS26-2 4% 12 3% 5% 4 20.16d 8-16d 2155 4355 4875 5230 5575 185.5 3750 4200 4500 4795
® LUS 2 4946 18 3'/ 7 2 6.16d 416d 1165 1315 1500 1625 2060 1000 1125 1283 .330 17 L...
HHUS28 2 646 14 3V6 7'% 3 22-16d 8-164 2000 4210 4770 5140 6440 1720 -3'615. 4095 :%415 5375
NGUS282 61M6 12 31+46 7Y6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 641 1415 IN •�
LUS210-2 WAs 18 3'! 9 12 8.164 6-16d 1745 1830 200 2265 2870 1500 .1665 1783 1535 2 9:
HHUS2102 831e 14 33 8% 3 30.164 10-16d 4000 5635 6;3180 6$807165 3525 ' 5271} 5380 5M00
HGUS210-2 8% 12 3% ft a 461&1 16-181 4095 9100 9100 9100 9100 3525 M• 77� 7PA....
TRIPLEMIZES �••�•� • •�
HGUS26.3 4'Vto 12 41V%1 5h 4 20.164 8-16d 2155 4355 4875 5230 5575 1855 3T 04900 47F5 O.
HGUS28 3 6%# 12 4% 7% 4 3616d 1216d 3235 7460 7460 7460 7460 2785 $A15: 6415 $1416 6
HGU5210.3 8% 12 4% 9% 4 4616d 16.164 4095 9100 9100 9100 9100 3525782.5 7825 070 7325
HGUS212.3 10% 12 4% 10,: 4 56-16d 2016d 5045 9600 9600 9500 9600 4335 8255 8255 8255 8255
HMM14-3 1 12%- 112 4'�/+s 12 - 4 66-164 1 22.164 5515 10100 1 10100 10100 101001 4745 8685 t8685 8685 I 8685
QUADRUPLE 21 SIZES
WM26-4 514 12 646 5V6 4 *16d 816d 2165 4355 4875 5= 5575 1$55 3750 4200 4500 4795
HGUS28.4 7A 12 6% 7 46 4 36.16d 1216d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415
HGUS210-4 9% 12 6% 0% 4 46160 16.164 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825
HRIS212-4 10% 12 6% 1034 4 W16d 2046d 5045 9600 9600 9600 9600 4335 8255 8256 8255 8255
HGUS214-4 12% 12 i716d 22164 5515 10100 110100 10100 1101001 4745 8685 8685 8685 PARS
4x SUES
LUS46 4% 18 3% 41 2 4-164 I 416d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385
HGMS 4146 12 3% 4% 4 20-164 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795
WMS 4% 14 3 5V6 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665
LUS48 4% 18 3% 615 2 6-164 4-164 1165 1315 1500 1625 2060 1000 1125 1285 1390 1785
HUS48 6% 14 3% 7 2 6.16d 6-16d 1550 1595 1815 1960 2470 1550 1365 1555 1680 2115
NiM8 614 14 3% 7A 3 22.164 8-16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 5535
HWS48• G%6 12 3% M 4 35-18d 12-16d 3235 74W 7460 7460 7460 2785 6415 6415 6415 6415
LUS410 6Y 18 36/4s WA 2 8.164 6.16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455
HHUS410 8% 14 3% 9 3 3016d 1016d 3745 5640 &385 6890 7165 3440 48M 5480 5910 6165
HGUS410 8'/6 12 3% M 4 46-16d 16.18d 4095 9100 9100 9100 9100 3525 7825 7825 7$25 7825
HSM12 I 10'718 12 3% 10'!6 4 1 56-16d 20-16d 5045 91W 9600 96DO 9W 4335 8255 8255 8255 8255
HMM14 I Me 12 3% 12Vs 41 66-164 22-164 1 5515 10100 10100 10100 10100 4745 8685 8685• 1122a 86$Ij.0.0
1. Uplift loads have been increased 60%for wind or
earthquake krading with no further Increase allowed.For normal loading ••.' i 0090 ••
•
applications such as cantilever construction refer to Simpson Strong Tie®Connector Selector®software or conservatively • •••••
dMdethe upUBload by1.6. •••�•• ••••
2. Wind(160)is a download rating. •••••• • • •
3. Minimum heel height shown Is required to achieve full table loads.For less than minimum heel height,see technical bulletinREDHEE
L-•...•' : '••' •• •'
4. Truss chord cross-grain tension may limit allowable loads in accordance with ANSUTPI 1-2007.Simpson Strong-ne@ ..•••' '••'•' •••• •
Connector Selector®software includes the evaluation of cross-grain tension In its hanger allowable bads.For additional • •••• .
information,cwtact Simpson Stronc Tie. •
& Loads shown are based on minimum of 2-ply 2x carrying member.With 3x carrying members,use 16dx21/2'nails Into the ' i•••••
header and 16d commons Into the joist with no load reduction.With single 2x carrying members,use 10dx1 1121 nails Into the .•. ' •••
header and 10d commons Into the joist,and reduce the load to 0.64 of the table value. •• • • :9:
•
6. NAILS-16d=0.162°dia.x 31/2°long.See other nail sizes and information. .. • f
Code Rem(PDFS): snext Atop
• 1 i
Load Tables: •top
Load Values with Nails
These products are available with additional corrosion protection.Additional products on this page
may also be available with this option,check with Sampson Strong-ile for details.
Dimensions Fasteners AlloweWe Loam(160)
Mode[
D®. Machine Non-Cracked Cracked
6666. .::F.. .•• Z Nails Bolts Uplift Uplift
bass
.3s/,s. 3%i6 6 12-16d N/A 1485 1040
• 66 5h0 3546 0 12-16d NIA 1485 1040
6 . 66
0
f6 • 5'h &-j"12-16d 2-',S Dia. 1485 1040
• 4 6 loo 3 4- •:12-16d NiA 1150 875
PB46 9'i4 3A 12-16d NiA 1150 875
i PBW 51h 5! 12-16d 2-',f- Dia. 1150 875
1. Loads may not be Increased for short-term loading.
2. Concrete shall have a minimum compressive strength,f.=2500 psi.
& Multiply Seismic and Wand ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities.
4. In accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)may use
"Wind and SDC A&B"allowable loads.
& Download shall be limited by the design capacity of the post.See Post Capacities for common post allowable loads.
& For lateral loads for all PB models:F,allowable=765 Ibs.F2 allowable=1325 lbs.
7. Designer is responsible for concrete design.
& Structural composite lumber columns have sides that either show the wide face or the edges of the lumber strands/veneers
known as the narrow face.Values in the tables reflect Installation Into the wide face.See technical bulletin T-C-SCLCLM for
load reductions due to narrow face installations.
9. NAILS:led=0.162°dia.x 31/2°long.See other nail sizes and Information.
- These products are available with additional corrosion protection.Additional products on this page
may also be available with this option,check with Sampson Strong-Tae for details.
® These models are approved for installation with the Strong-Drive®SD Connector screw.
See the load values below.
Model f4ateriai Dimensions Fasteners Alloalde Loads
No. $ �� MachineRlon-Cracked Cracked
(13a) (Gla L H HB Neils g
Uplift eked,
size U lilt Download
. o
B PBS44A 4x4 1 12 14 W6 3'/a 6Y W e 14-16d 2-'fi Dial. 1285 900 10975
PBS44R Rough 4x4 12 14 4 3• 6',- 3, 14-16d 2- Dia. 1285 900 10975
PBS46 .-IN, 12 14 3OAe 5% 6% 3% 14-16d 2-W DIa. 1285 900 14420
®• g .12. ; 12 5'% 53A 6'/a 3'Ys 14.164 2-�i Dia, 2165 2165 14420
. 6R Roy 6 6 12 14 6 5 6:-: 3'r 14-16d 2-X. Dia. 2165 2165 14420
A 6 4x4 6 Q.4 14 3Ks 3'14 6'/ 3%s 1416d 2-'/i Ola. 1080 755 10975
. A6344R Rol,
Wee 14 4 3'' 6 . 3i 14-16d 2- Dia. 1080 755 10975
6 .' ;t2'; 14 3% 5%s 69A6 3% 14-16d 2-'h-Dia. 1080 755 14420
B 6 ' 12 5'A 5% 6'h 3"/,s 14-16d 2-%i Dia. 2165 2165 14420
. PB 6R R ugh x6 •1c2- • 14 6 5, 6,' 3 14-164 1 2 Dia. 2165 2165 14420
0.00.6
1:f@4hl&er downloads,9bIid pact tV coder 1°standoff plate before Installing PBS into concrete.Base download on column
•or c on6rete,sowdinvto the cx»le. 66
2- Concrete shall:ave*Jnimum compressive strength,f.=2500 psi.
& Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities.
4. In accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)C may use
"Wind and SDC A&B"allowable loads.
5. Post bases do not provide adequate resistance to prevent members from rotating about the bass and therefore are not
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Phone:305 903-8816
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Luis Oscar de la Hoz Olivera P.E.
8857 NW 178th St.Miami,FL.33018
Email•lodelahoAv oo.es
Phone:305 903-8816
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Luis Oscar de la Hoz Olivera P.E.
8857 NW 178th St.Miami,FL.33018
Email:lodelahoz@vahoom
Phone:305 903-8816
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Width Dept, ThWknass Area Axis x x s v-Y t
p� b d t Weight A !X S. t: 1r Sr rr
•� Designation in. in. in. Ib/ft ina tin° ins in. iM ins in. h14
o RT 2 x 3 x 1/8 2.000 3.000 0.125 1.40 1.19 1.47 0.978 1.11 0.772 0.77 0.8D6 1.53
o RT 2 x 3 x 1/4 2.000 3.000 0.250 2.65 2.25 2.55 1.70 1.06 1.30 1.30 0.759 2.57
RT 2 x 4 x 1/8 2.000 4.000 0.125 1.69 1.44 2.98 1.49 1.44 0.992 0.992 0.8311 2.30
RT 2 x 4 x 3/16 2.000 4.000 0.188 2.49 2.11 423 2.11 1.41 1.37 1.37 0.806 3.19
RT 2 x 4 x 1/4 2.000 4.000 0.250 323 2.75 5.31 2.65 1.39 1.68 1.68 0.782 3.92
RT 2 x 5 x 1/8 2.000 5.000 0.125 1.98 1.69 520 2.08 1.76 1.21 1.21 0.847 3.09
RT!•xpVW16 2.000 5.000 0.188 2.93 2.49 7.45 2.98 1.73 1.68 1.68 0.822 4.32
• RT 2 R5 x•1/4 0890 2.000 5.000 0.250 3.82 3.25 9.44 3.78 1.70 2.07 2.07 0.798 5.32
• ---v5!;)RT g•6��/8 • • 2.000 6.000 0.125 22_8 1.94 828 2.76- -, 2.07 1.43 1.43 0.860 3.91
•••••• RT x 6 x 3/16 • • 2.000 6.000 0.188 3.37 2.87 11.9 3 2.04 1.99 1.99 0.834 5.47
•• --SRT 2 x6 x 1/4 :•:•.: 2.000 6.000 0.250 .41 3.75 152 5.07 2.01 2.45 2.45 0.809 6.75
RT%v 8 x 1/8 .. .. 2.000 8.000 0.125 2.87 2.44 17.5 4. 2.68 1.87 1.87 0.876 5.59
•••.• RT 21/2•x'4 x 1/8 i••i.• 2.500 4.000 0.125 1.84 1.56 3.45 1.72 1.48 1.65 1.32 1.03 3.39
••i•• RT i 1,T x lx 1/8 •••••• 2.500 5.000 0.125 2.13 1.81 5.95 2.38 1.81 2.00 1.60 1.0.5 4.62
i•.••i RT;14x t/8 •..• 3.000 4.000 0.125 198 1.69 3.92 1.96 1.52 2.50 1.67 1.22 4.60
• •
RT 3 x!4 x 3/16 •.•.••• 3.000 4.000 0.188 2.93 2.49 5.59 2.80 1.50 3.54 236 119 6.5
•••••• RT 3 x 2I.: 74 •.•••' 3.000 4.000 0.250 3.82 3.25 7.07 3.53 1.47 4.44 2.96 1.17 8.18
•• RT 9 it'Mc 3/8 •••• 3.000 4.000 0.375 5.51 4.69 9.56 4.78 1.43 5.92 3.94 1.12 10.9
•:•••• RT 3 it 4•x•1/2 • • 3.000 4.000 0.500 7.06 6.00 11.5 5.75 1.38 7.00 4.67 1.08 12.8
RT J x&w?/8 3.000 5.000 0.125 2.28 1.94 6.69 2.68 1.86 3.02 2.01 125 6.34
RT 3 x 5 x 3/16 3.000 5.000 0.188 3.37 2.87 9.63 3.85 1.83 4.29 2.86 1.22 9.03
RT 3 x 5 x 1/4 3.000 5.000 0.250 4.41 3.75 12.3 4.91 1.81 5.39 3.59 120 11.4
RT 3 x 6 x 1/8 3.000 6.000 0.125 2.57 2.19 10A 3.48 2.18 3.53 2.36 127 8.15
RT 3 x 6 x 3(16 3.000 6.000 0.188 3.81 3.24 15.1 5.03 2.16 5.03 3.35 125 11.6
RT 3 x 8 x 1/4 3.000 8.000 0.250 6.17 5.25 40.1 10.0 2.76 8.23 5.49 125 21.6
RT 4 x 5 x 1/4 4.000 5.000 0.250 5.00 4.25 15.1 6.04 1.88 10.6 5.29 1.58 18.7
RT 4 x 6 x 1/8 4.000 6.000 0.125 2.87 2.44 12.6 4.20 2.27 6.73 3.37 1.66 13.3
RT 4 x 6 x 3/16 4.000 6.000 0.188 426 3.62 18.3 6.09 2.25 9.69 4.85 1.64 19.2
RT 4 x 6 x 1/4 4.000 6.000 0.250 5.59 4.75 23.5 7.82 2.22 12.3 6.17 1.61 24.5
RT 4 x 6 x 1/2 4.000 6.000 0.500 10.6 9.00 40.8 13.6 2.13 20.8 10.4 152 41.2
RT 4 x 8 x 3(16 4.000 8.000 0.188 5.14 4.37 36.8 9.21 2.90 12.4 6.21 1.69 26.7
RT 4 x 8 x i/4 4.000 8.000 0.250 6.76 5.75 47.6 11.9 2.88 15.9 7.93 166 36.7
RT 4 x 8x3(8 4.000 8.000 0.375 9.92 8.44 67.5 16.9 2.83 21.9 11.0 1.61 50.9
RT 4 x 8 x 1/2 4.000 8.000 0.500 12.9 11.0 84.9 21.2 2.78 26.9 13.5 1.56 62.6
RT 5 x 8x3/8 5.000 8.000 0.375 10.8 9.19 78.4 19.6 2.92 37.0 14.8 2.01 76.1
1.Users are encouraged to dw)dc availability with suppliers. Additional sizes and shapes may be available from suppliers.
2.Tolerances for extruded shapes are given in Aluminum Standards and Date.
v
r
y
It
d x + x
y
Table 23 d
SQUARE TUBES
Depth Thickness Area Axis x x,y-y
width t Weight A Ix.ly S,,,Sy r,,,ry J
Designation d in. in. Iblft Ina In Ina •in. Ino
RT 1 x 1 x.065 1.000 0.065 0.286 0.243 0.0356 0,0712 0.383 0.0531
RT 1 x 1 x.095 1.000 0.095 0.404 0.344 0.0475 0.0949 0.371 0.0704
RT 1 x 1 x.126 1.000 0.125 0.515 0.438 0.0570 0.114 0.361 0.0837
RT 1.25 x 1.25 x.085 1.250 0.065 0.362 0.308 0.0723 0.116 0.485 0.108
RT 1.25 x 1.25 x.095 1.250 0.095 0.516 0.439 0.0982 0,157 0.473 0.146
RT 1.25 x 1.25 x.125 1.250 0.125 0.662 0.563 0.120 0.192 0.462 0.178
RT 1.375 x 1.375 x.125 1.375 0.125 0.735 0.625 0.164 0.239 0.513 0.244
RT 1.5 x 1.5 x.066 1.500 0.065 0.439 0.373 0.128 0.171 0.586 0.192
RT 1.5 x 1.5 x.078 1.500 0.078 0.522 0.444 0.150 0.200 0.581 0.224
RT 1.5 x 1.5 x.095 1.500 0.095 0.628 0.534 0.176 0.235 0.575 0.263
RT 1.5 x 1.5 x.125 1.500 0.125 0.809 0.688 0.218 0.291 0.564 0.325
RT 1.5 x 1.5 x.250 1.500 0.250 1.47 1.25 0•339 0.451 0.520 0.488
RT 1.75 x 1.75 x.125 1.750 0.125 0.956 0.813 0•360 0.411 0.665 0.536
RT 2 x 2 x.095 2.000 0.095 0.851 0.724 0•439 0.439 0.779 0.657
RT 2 x 2 x.125 2.000 0.125 1.10 0.938 0.552 0.552 0.767 0.824
RT 2 x 2 x.156 2.000 0.156 1.36 1.15 0.657 0.657 0.755 0.978
RT 2 x 2 x.188 2.000 0.188 1.60 1.36 0.754 0.754 0.744 1.12
RT 2 x 2 x.250 2.000 0.250 2.06 1.75 0.911 0.911 0.722 1.34
RT 2.25 x 2.25 x.125 2.250 0.125 1.25 1.06 0.802 0.713 0.869 1.20
RT 2.5 x 2.5 x.126 2.500 0.125 1.40 1.19 1.12 0.896 0.971 1.67
RT 2.5 x 2.5 x.188 2.500 0.188 2.04 1.74 1.56 1.25 0.947 2.32
RT 2.5 x 2.5 x.250 2.500 0.250 2.65 2.26 1.92 1.54 0.924 2.85
RT 2.75 x 2.75 x.126 2.750 0.125 1.54 1.31 1.51 1.10 1.07 2.26
RT 2.75 x 2.75 x.188 2.750 0.188 2.27 1.93 2.12 1.54 1.05 3.16
RT 3 x 3 x.095 3.000 0.095 1.30 1.10 1.55 1.04 1.19 2.33
RT 3 x 3 x.125 3.000 0.125 1.69 1.44 1.98 1.32 1.17 2.97
RT 3 x 3 x.188 3.000 0.188 2.49 2.11 2.80 1.87 1.15 4.18
RT 3 x 3 x.260 3.000 0.250 3.23 2.75 3.49 2.33 1.13 5.20
RT 3 x 3 x.376 3.000 0.375 4.63 3.94 4.81 3.08 1.08 6.78
RT 3.5 x 3.5 x.125 3.500 0.125 1.98 9.09 • . 3.21 • • 14• •• 1.38 4.81
RT 3.5 x 3.5 x.250 3.500 0.250 3.82 3.2V ; ; 5•76 ••3:29 :1.33 8.58
RT 3.5 x 3.5 x.375 3.500 0.375 5.51 4159 • 17� 4&042 •0 1.28 11.4
so 000 00
RT 4 x 4 x.125 4.000 0.125 2.28 1.94 4.85 2.43 158 727
RT 4 x 4 x.188 4.000 0.188 3.37 2. 6.96 3 1.56 10.4
-� RT 4 x 4 x.250 4.000 0.250 4.41 ,•�75 • an � 4.41•• •t 13.2
RT 4 x 4 x.375 4.000 0.375 6.39 :x.44•: •125 •• 6.02 •1.4499 17.9
RT 4 x 4 x.500 4.000 0.500 8.23 • E d 14S .7b.• :?44 21.4
• • • ••• • •••
V-34
January 2010
.. .. . . . .. .. .
. . ... . . . ...
Table 2-19
ALLOWABLE STRESSES FOR BUILDING-TYPE STRUCTURES (UNWELDED)
Momble Stresses Fla(klln2) Section Fla 6061-T6,T8510,T8511 Extrusions
gsial Tension /'` 1 6061-T8 Pipe
axial tension stress on net D.2b 19.5 6351-T5 Extrusions
effective area Fry=35 kAn2 E=10,100 kAn2
axial tension stress on gross 13.2a 21.2 Fa,,=35 kAn2 k,=1
area Fw=38 kAn2
Rexure Tension Compression
elements in uniform stress F.8.1.11 see 8.5.4.1 thru 6.5.4.6 and E.42
elements In flexure F8.1.2,F.4.1 R..6 27.6 see also F4.2
round tubes F.6.1 4.2 24.8 see also F.6.2
rods F.7 27.6 27.6
bolts or rivets on holes J.3.7a,J.4.7 39.0
bolts on slots,pins on holes, J.3.7b,J.7 25.9
flat surfaces
Slenderness Fla for FM for Fla for
Axial Compresslon S SSS, S, S,<S<S2 S2 S 2 S2
ali shapes member buckling E.3 kUr 20.3-0.127 S 66 151,3520
Flexural Com r�on
open shapes lateral-torsional F.2.1 Lb/(r,.Cb'12) 23.9-0.124 S 78 86,996/S2
buckling 12 23.9-0.238 S')2 1685 23,699/S
closed shapes lateral-torsional F3.1 2LbS./(Cb(1,,J) )
buckling 12 40.5-0.928 S 29 11,420/S2
rectangular bars lateral- F.4.2 (d/t)(Lb1(Cbd))
torsional buckling
round tubes local buckling F.6.2 Rb/t 39.3-2.702 S'2 55 26.2-0.944 S'n 141 3,7764S(I+S'-/36)9
Elements-Uniform Compression
flat elements supported on 13.5.4.1 b/t 21.2 6.7 273-0.910S 12 2,417/S2
one edge in columns
whose buckling axis Is not
an axis of symmetry
flat elements supported on 8.5.4.1 b/t 21.2 6.7 27.3-0.910 S 10.5 186/s
one edge In all other
columns and all beams
flat elements supported on 13.5.4.2 b/t 21.2 20.8 273-0.291S 33 6801S
both edges
flat elements supported on 13.5.4.4 21.2 17.8 23.9-0.149 S 66 60,414/S2
both edges and with an
Intermediate stiffener
curved elements supported 6.5.4.5 Rb/t 21.2 27.6 26.2-0.944 S'12 141 3,776/[S(1+S'n/35)2)
on both edges
flat elements-alternate B.5.4.6 , 21.2 33.3 27.3-0.182 S 52 928/S
method
Elements-Flexural Compression
flat elements supported on 13.5.5.1 b/t 27.6 49.3 40.5-0.262 S 77 1,5631S
both edges
flat elements supported on B.5.5.2 b/t 27.6 9 2 40.5-i.412 S 18 4,832/S2
tension edge,compression
edge free
flat elements supported on 13.5.5.3 b/t 27.6 110.5 40.5-0.117 S 173 3,602/S
both edges and with a •• ••• • . • • ••
longitudinal stiffener ' ' ' ' • •
fiat elements-alternate B.5.5.40• • „ -.,2Z6 32.0 40.5-0.403 S 50 1,0161S
method •• ••• •• • • • ••
Elements-Shear
flat elements supported on G.2. ••. Phe•• • 42.7 35.3 16.5-0.107 S 63 38,665/S2
both edges 0 i i i i•• i i
•
••• • • • • ••• • •
VI-28 • • : : * 0 0 January 2010
Luis Oscar de la Hoz Olivera P.E.
8857 NW 178th St.Miami,FL.33018
Email'.lodelaho ooAs
Phone:305 903-8816
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9145 NE 4th Ave., Miami Shereg, F6 3313V •:•
Profit Anchor 2A.7
www.hlltl.us Page: 1
Company: Proms; New Trellis
Spedfier.
Address: Sub-Prod t Pos.No.:
Phone I Fax: Date: 4/14/2015
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS.EZ(KH-EZ)318(31/4) 3
Effective embedment depth: hef=2.500 In.,hn==3.250 In.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 3/11201411211/2015
Proof: design method ACI 318/AC193
Stand-off installation: eb=0.000 In.(no stand-off);t=0.250 in.
Anchor plate: Ix x l x t=1.750 in.x 4.000 in.x 0.250 in.;(Recommended plate thicimess:not calculated)
Profile: no profile
Base material: untracked concrete,2500,f, =2500 psi;h=8.000 in.
Reinforcement: tension:condition B,shear.condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry on.]&Loading Db,In.lb]
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PROMS Antler(c)2003-2008 HN AO,F 9494>� Opti is a ed T of HHtl .
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www.hiM.us Profis Anchor 2.4.7
Company: Page: 2
Specifier. Project: New Trellis
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 4/14/2015
E-Mail:
2 Proof I Utilization(Governing Cases)
Design values Db] Utilization
Loading Proof Load capacity PW i [%� Status
ension Concrete Breakout Strength 6 0 20/- OK
Shear Concrete edge failure in direction y- 384 2456 -/16 OK
Loading ONUtilization PNV i%] status
Combined tension and shear loads 0.195 0.156 5/3 12 OK
3 Warnings
• Please consider all details and hints/wamings given in the detailed report!
Fastening meets the design criteria!
4 Remarks;Your Cooperation Duties
• Any and all information and data contained In the Software concern solely the use of HIM products and are based on the principles,formulas and
security regulations in accordance with Hiki's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilt Website. Haiti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
•• • • • • • ••• ••
• ••• • • • • •• •
•• • • • •• L. ••
• • ••• • ••• •
• • • • • • • • • ••
2
• • ••• • • • • •••
• • • • • •—•
Input data and resub mket be checked for agreement with the odsting conditions and for plaudgtt� • 0 i•i i • i i
PROFlS Anchor(c)2003.2009 HHDU AG,FL-9494 Schaan HW lea registered Trademark of Hit 4A4
• • • •• •• •
0 0 ••• • • • •••
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PREPARED BY t=)"CACTA
Land Surveyors, Inc.
www.exactaland.com `T
Toll Free 8 -735-1916 • F 866-744-2882
66 „� ..» •— ,
' PROPERTY ADDRESS:9145 NORTHEAST 4TH AVENUE MIAMI,FLORIDA 33138 SURVEY NUMBER: 1501.2755
t'
FIELDWORK DATE:2r3✓2o15 REVISION DATE(S):(REvo 2raws)
1501.2755
BWNDARYSURVEY
3
MIWWADEC011W
NORTHEA5T 92ND STREET (75' R/W)
TABLE:
L I 25.00'(P) _
N 0°0 T42'W 25.01'(M)
t )
L2 25.00(P) —
5 89°37'1 T E 25.01'(M) I N 90°00'00°E 85.00'(P) in
L3 1 10.00'(P) z o m
N 89049155'W 110.000(M) p b
FND.NAIL
R=25.00'(P*M) a B e c.
L=3,9.2 7(P)39.08'(M) _ I (0I 40.00 (D)
,7 ON
e =90VOt? " 59033122'(M) N LOT l l I O.R.B. 29479
N 450'F 35.36'(P) Fl I BLK 49 I PAGE 2 177
N 457'33 F,35.22'(M) NO 24.9 THEW. 10'OF
NOTES: @ P• a7.a I LOT9
FENCE OWNER911I1'NOT DETERMINED '• n LOT /0 BLK 49
- BLK 49
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NO ID 40.00 (D)
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l hereby certify t� �q undary Survey of the
hereon des cri , � e been mode under
4 my direction, d't06#V of my knowledge
and belief, it a and urate representation .
of o survey a i imum technical 40 0 20 40
standards se orth�by the do Board of •
Professional yore Ma rs in Chapter ' .• •• f.
5J-17 of the y o Ad .a�' rotive Code. GRAPHIC SCALE 1hApt) .
Y
RONALD W. WALLING 1 inch = 41.a.. . � .•
State of Florida Professional Surveyor and Mapper ••••••
e License No. 8473 •••• 'y
•••• • •• ••••
U-cf7ftSwv yforPurpomodwthwhoended Wkhoutvhftm ver bn,MAgbeattlreuswssolewskwwwwm aL!W tj%tvj'Iiw- •• •
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FLOOD INFORMATION:
POINTS OF INTEREST :09:0:. • • a°
BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING NONE VISIBLE
• ••••
MUNICIPALITY OR WWW.FEMA.GOV,THE PROPERTY APPEARS TO BE i•••i•• � � .
LOCATED IN ZONE X(SHADED).THIS PROPERTY WAS FOUND IN THE K
VILLAGE OF MIAMI SHORES,COMMUNITY NUMBER 120652,DATED
09/11/09. a rows
• • •
CLIENT NUMBER DATE:2/3/2015 ' i
AFFILIATE
r
;.. ,. .. MEMBERS ..
BUYER:DANILO DI MICHELE
SELLER:FNMA
H `
CERTIFIED TO:DANILODI MICHELE;TITLE&ABSTRACT AGENCY OF
AMERICCTAA,INC. _
r,
This is page 1 of 2 and Land Surveyors, Inc P.1 &73S-1916•FA&7,*=
Lnot valid without all pages. BO 7337 11940
FairwayLsbesDire,5uitel•FtMyers,F133913 '
l
7 11
REPORTOF SURVEY 1501.2755 This is page 2 of 2 and is not valid without all pages ;<
-7777 777777r777777777=777
-
LEGAL DESCRIPTION:
LOTS 11 AND 12,AND THE WEST 10 FEET OF LOT 10,BLOCK 49 MIAMI SHORES,SECTION 2,ACCORDING TO THE PLAT THEREOF,AS
RECORDED IN PLAT BOOK 10,PAGE 37,OF THE PUBLIC RECORDS OF MIAMI-DARE COUNTY,FLORIDA.
e
JOB SPECIFIC SURVEYOR NOTES: zJ
THE ASSUMED BEARING REFERENCE OF NORTH 90 DEGREES 00 MINUTES 00 SECONDS FAST IS BASED ON THE SOUTHERLY PROPERTY "
UNE OF NORTHEAST 92ND STREET,LOCATED WITHIN MIAMI SHORES,SECTION 2,ACCORDING TO THE PLAT THEREOF,AS RECORDED IN a
PLAT BOOK 10,PAGE 37,OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,FLORIDA.
777
�. .
GENERAL SURVEYOR NOTES:
1. The Legal Description used to perrorm this survey was supplied byothers.This survey does not determine or imply owmership.
2 This survey only shows improvements found above ground Underground footings,utilities and encroachments are not located on this survey map.
3. Iftirere Is a septic tank or drain field shown on this survey,the location Is approximate as the location was either shown to Exacta by third party or it was estimated by metal detection,
probing rods,and visual above ground inspection only.No excavation was performed in order to determine the exact and accurate location.
a 4. This survey is exclusively for the use of the parties to whom it is certified.
S. Additions ordeledons to this survey map and report by other than the signing party or parties B prohibited without written consent of the signing party or parties.
6. Dimensions are In feet and decimals thereof.
7. Due to varying construction standards,house dimensions are approximate.
8. Any FEMA flood zone data contained on this survey is for informational purposes only.Research to obtain such data was performed at www.ferm.gov.
9. AA corners marked as set are at a minimum a fk diameter,18"iron Taber with a cap stamped LBS7337.
10.Ifyou are reading this survey in an electronic format,the information contained on this document is only valid ifthis document is electronically signed as specified in
Chapter SJ-17.062(3)ofthe Florida Administrative Code and Florida Statute 472025.The Electronic Signature File related to this document is prominently displayed on the invoke for this survey which is
sem under separate cover.Manually signed and sealed logs of all surveys signature files are kept in the office ofthe performing surveyor.if this document is in paperfonnat,
It is not valid withoutthe signature and original raised seal of a Florida Licensed Surveyor.
11.Unless otherwise noted,an examination ofthe abstract oftitle was NOT performed by the signing surveyor to determine which hutrumems,if any,are affecting this property.
127he symbols reflected in the legend and on this survey may have been enlarged or reduced for ciarity.The symbols have been plotted at the center of the field
location,and may not represent the actual shape or size of the feature.
13.Points of Interest(POrs)are selected aboveground improvements which may be in conflict with boundary,building setback or easement lines, €
as defined by the parameters of this survel.Theremaybe additional POPS which are not shown,tort called-out as Pol%orwhkh are otherwise
unknown to the surveyor.Tfxse POPS may not represent all items of interest to the viewer.
14.utilities shown on the subject property may or may not indicate the existence of recorded or unrecorded utility easements.
1 S.The information contained on this survey has been performed exclusively,and is the sole responsibility,of Exacta Surveyors.Additional logo or references to third party firms are for '
Informational purposes only.
16.Pursuant to FS.5S8.0035,an Individual employee oragem may not be held Individually liable for negligence.
17.House measurements should not be used for new construction or planning.Measurements should be verified prior to such activity.
LEGEND:
5URVEYORI5 LEGEND
UNETYPEs,(vm.twtva W= AIC AMCONDRION04 to. IDENTIFICATION SCC. SECTION
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SURVEY CLOSURE LRE T.UZ TEOM OLOG"UTRm•eSMT. 0000 •
am GAS MeM SCR 9CFM U.E UTHITY EASEMENT •
M= ELECTRONIC SIGNATURE: PRINTING INSTRUCTIONS: OFFER VALIp•QOiLY FOR.• •^ .•••
DANILO DI IbIlCsFiF,E • • •
In complete accordance with Florida Statute 472025 and Pursuant to 1.while vievlrblg the survey m Adobe Reader,Select the • •• ••••
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7777 77
_-®4I Exacta Land Surveyors,Inc.
®� LBO 7337 11940 Fairway Lakes Drive,State RIM-735-19116 Ft.Mytvs FL 33913
i - ., TMN
:
PREPARED BY:
CTA
Land Surveyors, Inc. -�
www.exactaland.com I 4
Toll Free 866 73S-19th F 866-744-2882 r -» _• a
m,.
PROPERTY ADDRESS:9145 NORTHEAST 4TH AVENUE MIAMI,FLORIDA 33138 SURVEY NUMBER:1501.2755
FIELDWORK DATE:m ms REVISION DATE(S):mm mmis) y;
15022755
BOIMIDARYSURVEY
M "ADECOI/MY
NORTHEAST 92ND STREET(75'R/W)
TABLE:
LI 25.00'(P)
N OW428 W 25.01 (M)
L2 25.00'(P) -
5 W3rl7'E 25.01'(M) N 90°0000°E 85.Od(P) '€
L3 1 10.00(P) o � m
N 89°4955'W 110.00(M) _ a
I/2'PIP PND.NAIL
C4 /2 PIP ,.y., zL
NO ID
R=25.A0'(PdM) a• ®a1 Dc. :» 40.00(D)
L=39.27YP)3.9.061(m) J U I I TON01
A—�a9a3�22Ye�1 O.R.B.29479
N 45t E.35.36r(P) J PAGE 2 177
N�N�45°0T33'E 35.22W) ®P. y 24.9 �za I THE W. I0 OF L0T9
PENCE OWNM5HIF NOT DETERMINED LOT /0 BLK 49 -
j 5LK 49
43.3 N -
O
LOT 12 I g
ELK 49 I _ o.a O7
zREMAINDER OF
NBLK 49
i j tv (NOT INCLUDED)
0.7 OPP
40.00'(D)
NO ID
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N V I
N
y I hereby certify undary Surrey of the
hereon descri been made under =
my direction, to6ar of my knowledge
and belief, urate representation
of o survey 1 imum technical re a 20 40
standards se„o h by�the Board of
Professional ya;$t Ma rs In Chapter
5J-17 of the I 'a Adr flue Code. GRAPHIC SCALE (In Feet)
1 inch = 40' rt �N�
RONnLo W. wAl.uNc
state of Florida FW..Nonai summW ani Mapper
UNnNIs No. 6473
tbeorlhb5unwyforPaapmeaoUwrUwnInteded,MghaaMhq[BnV"Mft%wMbeatUwOaeSSobM*aWWf4 wcaUabOgtoUwSaoaaym
Noalbgbaser*MbeCammf mANYIMOarBombroAnyaeOdwramUmaCeW ed.
FLOOD INFORMATION: POINTS OF INTEREST ..,
BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING NONE VISIBLE
MUNICIPALITY OR WWW.FEMAGOV,THE PROPERTY APPEARS TO BE ;
LOCATED IN ZONE X(SHADED).THIS PROPERTY WAS FOUND IN THE
VILLAGE OF MIAMI SHORES,COMMUNITY NUMBER 120652,DATED
>;09/11/09.
CLIENT NUMBER: DATE 2/3/2015 L 1 1 AFFILIATE
1 1 MEMBERS
BUYER:DANILO DI MICHELE F LTA
SELLER:FNMA
CERTIFIED TO DANILO DI MICHELE TITLE&ABSTRACT AGENCY OF v
AMERICA,INC. CTA
Land Surveyors Inc.
This is page 1 of 2 and isnot valid without all pages• "is9T.oy y n9eo P86b73519FLUy 6 72 33917 ;:
FatrawylabtaDrtabSuAel FtMyebR33913
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REPORT OF SURVEY 1501.2755 This Is page 2 of 2 and is not valid without all pages. :;
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LEGAL DESCRIPTION:
LOTS 11 AND 12,AND THE WEST 10 FEET OF LOT 10,BLOCK 49 MIAMI SHORES,SECTION 2,ACCORDING TO THE PLAT THEREOF,AS
RECORDED IN PLAT BOOK 10,PAGE 37,OF THE PUBLIC RECORDS OF MIAMI-MADE COUNTY,FLORIDA z
�a
JOB SPECIFIC SURVEYOR NOTES:
THE ASSUMED BEARING REFERENCE OF NORTH 90 DEGREES 00 MINUTES 00 SECONDS EAST IS BASED ON THE SOUTHERLY PROPERTY
UNE OF NORTHEAST 92ND STREET,LOCATED WITHIN MIAMI SHORES,SECTION 2,ACCORDING TO THE PLAT THEREOF,AS RECORDED IN
PLAT BOOK 10,PAGE 37,OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,FLORIDA.
GENERAL SURVEYOR NOTES:
1. The Legal Description tmadtoperform tltbsurveywmssappl)ed byothesiThb surveydoes notcletermineaGnplyOwnetsldp
2.Thb surveyonyshosa improve emsfourd above WourA Utdergmurdfomings,uWtiesmW mare notbuted on Oftsurvey Trop.
3. athme Ise septictankordrainfidd shown anth6 survey,the keatlorl isapprodrmteasthe bmtbnweselther shownto Ekaca byathirdpmtyortt aestlmatedtymeteldetecfti,
4.Tf�a tse abovm�nthe tonly.N rcBceK�fldwas perfanud in a�krtodeternfreft ermatand accurate ksmtion,
A Addlttonsordeletiasmtothb survey mapami report byodwftn the signing partympartlesis proltlbisadwddwutwillim comemofthesigtdng penyorpardes.
6. DlmembmareinfedenddednioudmeM.
7. DuetovwybVWWAKtion MWerdshousedarwmbmareappm*mate.
a Ary FMRood imledea contained ontldssurveyIsWrdomwtlonel pinposesordy.Remanchtoobtein such dawwas pm(ormed atwwwlemegov.
9. AuconwssmwkedassetawatamindswmaKdWffmwlrftwrebnrwithacapstamped LB47337.
10.lfyouwereedtnthbunwinandKuordcfonmtth h*nrw*mmnmbiedonthlsdoatmLmfso*valWtitldsdocummltlse*cMdceDysWWasspKNWin
O"W S1-17AG2(3)0ftheFkrkle AdmWWattveCodemsd Fbrkda stature472mL ThemectrenkS4nature FAe refamdtotids doamembpmn*mltydbp*W on the kwokeforthissurvaywhkdl b
sem urdmaepWate awes Manuallysigned and sealed logsofa9 surveys4naturatf1esme kept In theoRiaeofthepmfarmeg surveyor.tfftdoaammh in paperfommt
R Isnotvetld wlNwuttlesigmhue andodgiml retied seal ofe Rockier Licenced surveyor.
�< 11.Unleaotlwrwhenwted,an eMambmtim ofte ahsaactoftldewasNOTpmformel bytiw so"surveyor todeterminewhkh RMtrurnems,Cary,are Matting this property.
t2.Thesymbolsm8eaed N1tie legend amdonti anoymay,have been enlarged orredluecifordadp ThesymbOb leve betel plotted atthemmmoftheOeld
loatian,ard may notrepresenttheacwal shapeorsiaeofthefeetrlre,
13.PobtsoftntwMPOCNweseWCtedabovegmund WdnovenmvhttchinaybeimcmdiktwhhbouMa?ybugdbgsed)wkor aurae&
as*dined by the pmametersof ft survey.There maybe addbbnml P Ors whkh are not shown,not aged-out as POPS or which em odwwfse -
unanowm tDthenw4eyoLnm PGPs maynotrepresmlta0 fWmofhwmtothe Viewer.
14.UtiWaSloan on thesubleapropertymayor may not bWtratetheatBmnce0frecordeda unrecorded utility eine ems,
1S.Thebdormatkncon rwdaatldssurvey has been performed mtdusWOAand Btlwsole respomlMlrcyofbawSurveyon.Additional loporreferexestothfrdpartyfirmsarefor
frdmmetlonal purposeso* ts`
.� 16.Purwantto RLSS8.003S,an individual enployeeoragent maynotbe held bWWlMwRy U)Iefor neolgeme.
77.House memurerne tsshoWd not be used for new construction orpianrdng.Measummmmshovid beveribid priorwauchadnRyi
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LEGEND:
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OFFER VALID ONLY FOR:
"compieteaccmdarcewan Florida St&We4DANILO DI MICHELE
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