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BUILDING PERMIT --_.~
CITY OF ZEPHYRHILLS Permit Bf
(813) 788-6611
7-575~g
Date
/f- /9 '- C;~
Sewer Conn
Water Conn:
Water Meter:
T.I.F:s:
Parcel I. D. #
Zoning:
Description of Work
Energy Code:
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Radon Gas:
c:JlI~
NO OCCUPANCY BEFORE C.O.
FINAL
s
(..
Complete Plans, Specifications and Fee Must Accompany Application. C,Q.
All work shall be performed in accordance with City Codes and Ordinances.
Valuation or ~
Contract Price ~ 0 [)OO'
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Permit Fee
Signature
Company
Address
Telephone#
Inspector
City license Registration # 77
State Certified license# C!A{!,/)4:3 h 3";>
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MECIIANICAL
Tp. Servo
Rough In
Meter Can
Const. Pole
Pool
~re-Meter
S\ I () ))b Final
SLB
Tub Set
Water
Sewer
Final
Breakers
Ducts Insl.
Compressor
Final
FRM.
Insul. CL
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Driveway
REINSPECTION FEES: When extra inspection trips are necessary due to anyone of the following reasons, a
charge of Fifteen and 00/100 Dollars ($15.00) shall be made for each trip for each trade:
a. Wrong Address
b. Condemned work resulting from faulty construction.
c. Repairs or corrections not made when inspection called.
d. Work not ready for inspection when called.
e. Permit not posted on job site.
f. Plans not at job site.
g. Work not accessible.
The payment of inspection fees shall be made before any further permits will be issued to the person owning
same.
CENTRAL DESIGN GROUP, INC.
DATE:
4./16 1<1 ~
BOI LJ::t ~ L-r O'F'F1 c: I A L
ATTN:
RE : ~ At2AC-z:E
I HAVE REVIEWED THE PLANS SHEETS 1 THRU~OR THE
~E;W, ~Arz.cc."E FOR CV..., I'J I ~l:"7-HAtI\ CotJ5fT2UCT '0......
FOR COMPLIANCE WITH WIND LOAD CALCULATIONS ENCLOSED
SHEETS 1 THRU \(
AND FIND THE DRAWING IN COMPLIANCE
ITH SECTION 1205.0 1991 S.B.C. AND SECTION 1606 1994 S.B.C.
R IN CRIDER, JR.
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#CGC049869
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500 Ardlce Avenue Eustis, Florida 32726 (904'483-1551 Fax (904' 483-0605
Member of
AlA
Data enLry by: marvin
Date: 04/18/96
Project name: 768cunl0l
Location
-----------------------~--------------------------------------------------------
RES IDE N T I A L
l..J I N D
DES I G N
AND
A N A L Y S I S
-------------------------------------------------------------------------------
**** GENERAL INPUT DATA ****
Permanent construction
Simple rectangular building
Data entry by: marvin Date: 04/18/96
Project name: 768cun
Location
RES IDE N T I A L
------------------------------------------------------------------------~------
l..J I N D
DES I G N
AND
ANAI_YSIS
-------------------------------------------------------------------------------
**** GENERAL INPUT DATA ****
Permanent construction
Simple rectangular building
'----------------------------------------
Bearing wall
----Ridge----
I
I
I
,
I
I
I
I
Width
<---Plan outline
of residence
End wall--->
Bearing wall v
----------------------------------------- - - -
:<----------------Length---------------->:
Length along bearing walls out to out of block = 32 feet
Width along end walls out to out of block = 24 feet
Roof overhang in long direction from outer face of block =
Roof overhang at short end wall from outer face of block =
Height of exterior wall to top of tie beam on long side
Roof cross slope = 4 /12
1.33 feet generally
1 feet generally
= 8 feet constant
,.jind velocity
= 100 mph
k*** DEGREE OF ENCLOSURE ****
--------------------------------------------------------------------------------
\ssume that this building is an 'Enclosed building' per Code 1205.1.4.
~------------------------------------------------------------------------------
:*** STRUCTURAL FRAMING INPUT DATA ****
c** Roof Structural Data ***
1"'lelllbe;1 )11..J{lIi)(}I J.
Normal gpble type house truss--supported by exterior walls only
Sp~n lehgth out to out of supports = 24 feet
Roof.cross slope = 4 /12
Truss spacing = 24 inches
Overhang = lk33 feet
*** Wall Structural Data ***
Spacing of tie columns = 120 inches
Depth of tie beam = 8 inches
Tie column number 1 is 8 feet high--floor to top tie beam
COEFFICIENTS AND PRESSURES
Main Wind Force Resisting Systems
Actual pressure = Velocity pressure x Use factor x Coefficient
Wind velocity is 100 mph
Mean roof height is 10.35136 feet
Velocity pressure is 21 psf
Use factor is 1.0
Roof CY"OSS slope is 4 on 12, which equals 18.43495 degrees to horizontal
End zone width is 6 feet
Coefficient
Design Pressure (psf)
-------------------___v_____________________________________________
End zone
Windward wall ( 1E ) .7 14.7
Windward roof (2E) -1.4 -29.4
Leeward roof (3E) -1 -21
Leeward wall (4E) -.95 -19.95
Overhang -1.5 -31.5
Interior zone
Windward wall ( 1 ) .4 8.4
Windward roof ( 2 ) -1 -21
Leeward roof ( 3 ) -.75 -15.75
Leeward ~"'a II ( 4 ) -.7 -14.7
Overhang -1.5 -31.5
-------------------------------------------------------------------
--------------------------------------------------------------------
TOTAL WIND FORCES ON ENTIRE BUILDING
Main Wind Force Resisting Systems
Forces transverse:
Lateral forces (pounds) :
Windward wall = 2723 inward
Leeward wall. = 4218 outward
Uplift forces (pounds)
Windward roof -. 8797 upward
Leeward roof -. 6454 upward
Windward overhang = 1271 upward
Forces longitudinal:
Lateral forces (pounds) :
Windward wall = 3980 inward
Leeward wall = 1136 out~"'ard
COEFFICIENTS AND PRESSURES
Roof Components and Cladding
Actual pressure
Velocity pressure
Edge strip width
= Velocity pressure x Use factor x Coefficient
= 21 psf Use factor = 1.0
= 3 feet End zone width = 6 feet
Member 1 --Span 24 ft., Spacing 24 in., Slope 4 /12, Overhang 1.33 ft.
Member located in interior zone: Tributary area = 192 square feet
Interior area Coefficient - -1.1 Pressure = -23.1 psf
Eave and ridge areas: Coefficient = -1.2 Pressure = -25.2 psf
Overhang area : Coefficient = -1.55 Pressure = -32.55 psf
Wind uplift at truss bearing = 634 pounds
Member 2 --Span 24 ft., Spacing 24 in., Slope
Member located in end ZOlle: Tl-ibutary area =
Interior area Coefficient = -l.S
Eave and ridge areas: Coefficient = -l.S
Overhang area Coefficient = -1.6
Wind uplift at truss bearing = 947 pounds
4 /12, Overhang 1.33 ft.
192 square feet
Pressure = -37.S psf
Pressure = -37.S psf
Pressure = -33.601 psf
COEFFICIENTS AND PRESSURES
Wall Components and Cladding
Actual pressure
Velocity pressure
Edge strip width
= Velocity pl-essure x Use factor x Coefficient
= 21 psf Use factor = 1.0
= 3 feet
Tie column number 1 --Column height 7.333333 feet, Spacing 120 inches
Column located in interior zone: Tributary area = 73.33334 square feet
Coefficient = -1.275 Pressure = -26.775 psf
Outward wind force on column = 1963 pounds
Tie column number 2 --Column
Column located in end zone:
Coefficient = -1.449
Outward wind force on column
height 7.333333 feet, Spacing 120 inches
Tributary area = 73.33334 square feet
Pressure = -30.429 psf
= 2231 pounds
&,
SUM MAR Y
o F
H U R R I CAN E
A N C H 0 R
A N A L Y S I S
All values of forces are in pounds. Resistances have been increased for wind.
End zone width = 6 feet
Code: C = Compliance N = Non-compliance
Southeastern Metal hurricane anchors
Truss 1 --Gable roof--Span 24 feet, at 24 inches oc--in interior zone:
Uplift = 634 Dead = 255 Net = 379 Model TAP16, Resistance :: 946 C
Model TAP16----14 gauge anchor, 11--10d nails to truss
Actual number of nails = 6 to truss
Truss 2 --Gable roof--Span 24 feet, at 24 inches oc--in end zone:
Uplift = 947 Dead. 255 Net = 692 Model TAP16, Resistance = 946 C
Model TAP16----14 gauge anchor, 11--10d nails to truss
Actual number of nails = 6 to truss
**** ANALYSIS OF ROOF SHEATHING AS SHEAR DIAPHRAGM TRANSVERSE ****
Shear analysis applies along supporting shearwalls.
Roof trusses are Southern Pine lumber, spaced at 24 inches
Sheathing is CD plywood sheathing, 15/32 inch thick
Sheathing has no intermediate blocking
Fasteners on panel ends are 8d nails spaced at 6 inches
Fasteners in panel interior are 8d nails spaced at 12 inches
Total lateral wind force on building
Total force transferred through diaphragm to shearwalls
Total length of shearwalls
= 6941 pounds
= 3470 pounds
- 48 feet
Actual diaphragm force per unit length of shearwall
Allowable diaphragm force per unit length of shearwall
- 76 plf
= 240 plf
------------------------------.--------------------------------------------------
*** Summary of Analysis ***
Roof sheathing diaphragm satisfies Code requirements.
**** ANALYSIS OF ROOF SHEATHING AS SHEAR DIAPHRAGM LONGITUDINAL ****
Shear analysis applies along supporting shearwalls.
Roof trusses are Southern Pine lumber, spaced at 24 inches
Sheathing is CD plywood sheathing, 15/32 inch thick
Sheathing has no intermediate blocking
Fasteners on panel ends are 8d nails spaced at 6 inches
Fasteners in panel interior are 8d nails spaced at 12 inches
Total lateral wind force on building
Total force transferred through diaphragm to shearwalls _
Total length of shearwalls
= 5116 pounds
2558 pounds
= 64 feet
Actual diaphragm force per unit length of shearwall
Allowable diaphragm force per unit length of shearwall
= 39 pIf
= 209 plf
-------------------------------------------------------------------.------------
*** Summary of Analysis ***
Roof sheathing,diaphragm satisfies Code requirements.
****. T RAN S V E R S E
SHE A R W ALL
A N A L Y S I S ****
Shearwall is 8 inch concrete masonry with Type S mortar
Masonry compressive strength is 1500 psi on net area
Steel is Grade 40 , with 1--#5 in single grouted cell at each end
Total lateral force on building
Force applied at top of walls
Sum of shearwall stiffnesses IlL
,- 6941 pou nds
_. 3470 pounds
= 1469.757
Shearwall Number 1 :
Relative sti ffness pel'centage ratio
Total shear at top and bottom of wall
Clear height
Overturning moment
Uplift tensile stress on masonry
Dead load at bottom of shearwall x 2/3 _
Net uplift tension
:::: ..5
=: 1735 pounds
== 7..333333 feet.
=: 12723 ft-pounds
=: 1557 plf
471 plf
== 1086 plf
Moment at base of shearwall
Area of reinforcing steel
Neutral axis to compression fiber _
Neutral axis to reinfol-cing steel =
Value of ratio
Bending stresses:
Reinforcing steel, tension
Concrete masonry, compression
Shear stress in concrete masonry
= 12723 ft-pounds
= M3067969 sq.. in..
36.86685 inches
42.88315 inches
= .8597049
for each grouted cell
Actual =:
Actual =:
Actual =
4319 psi
214 psi
20 psi
Allowable =: 26666 psi
Allowable = 666 psi
Allowable = 46 psi
Required lap splice:::: 25 inches
*** Summary of Analysis ***
Shearwall COMPLIES with all Code requirements.
-----------------------------______v__________________-------______v_____________
**** T R"A N S V E R S E
SHE A R W ALL
A N A L Y S I S ****
SheaTwal1 is 8 inch concrete masonry with Type S mortar
Masonry compressive strength is 1500 psi on net area
Steel is Grade 40 , with 1--#5 in single grouted cell at each end
Total lateral force on building
Force applied at top of walls
Sum of shearwall stiffnesses IlL
= 6941 pounds
= 3470 pounds
= 1469.757
Shearwall Number 2 :
Relative stiffness percentage ratio
Total shear at top and bottom of wall
Clear height
Overturning moment
Uplift tensile stress on masonry
Dead load at bottom of shearwall x 2/3 _
Net uplift tension
:= .5
= 1735 pounds
::: 7.333333 feet
= 12723 ft-pounds
-. 15.57 plf
471 plf
= 1086 plf
Moment at base of shearwall
Area of reinforcing steel
Neutral axis to compression fiber _
Neutral axis to reinforcing steel =
Value of ratio
Sending stresses:
Reinforcing steel, tension
Concrete masonry, compression
Shear stress in concrete masonry
= 12723 ft-pounds
:= .3067969 sq. in.
36.86685 inches
42.88315 inches
::: .8597049
for each grouted cell
Actual --
Actual =
Actual =
4319 psi
214 psi
20 psi
Allowable = 26666 psi
Allowable ::: 666 psi
Allowable = 46 psi
Required lap splice = 25 inches
*** Summary of Analysis ***
Shearwall COMPLIES with all Code requirements.
-------------------------------------------------------------------------------
**** LON G I T U DIN A L
SHE A R W ALL
A N A L Y S I S ****
Shearwall is 8 inch concrete masonry with Type S mortar
Masonry compressive strength is 1500 psi on net area
Steel is Grade 40 , with 1--#5 in single grouted cell at each end
Total lateral force on building
Force applied at top of walls
Sum of shearwall stiffnesses I/L =
= 5116 pounds
= 2558 pounds
1342.994
Shearwall Number 1 :
Relative stiffness percentage ratio
Total shear at top and bottom of wall
Clear height
Overturning moment
Uplift tensile stress on masonry
Dead load at bottom of sheaTwall x 2/3 =
Net uplift tension
= .2359508
-- 603 pou nds
-- 7.333333 feet
= 4426 ft-pounds
= 1062 plf
471 plf
= 591 plf
Moment at base of shearwall
Area of reinforcing steel
Neutral axis to compression fiber =
Neutral axis to reinforcing steel =
Value of ratio
Bending stresses:
Reinforcing steel, tension
Concrete masonry, compression
Shear stress in concrete masonry
= 4426 ft-pounds
= ~3067969 sq. in~
25.4274 inches
30.3226 inches
-. .8385628
for each grouted cell
Actual =
Actl~al =:
Actual =
1337 psi
80 psi
10 psi
Allowable = 26666 psi
Allowable = 666 psi
Allowable ~ 46 psi
RequiTed lap splice = 25 inches
*** Summary of Analysis ***
Shearwall COMPLIES with all Code requirements.
----------------------------------------------------------.-----------------------
~*** L d N G I T U DIN A L
SHE A R W ALL
A N A L Y 5 I S ****
Shearwall is 8 inch concrete masonry with Type S mortar
Masonry compressive strength is 1500 psi on net area
Steel is Grade 40 , with 1--#5 in single grouted cell at each end
Total lateral force on building
Force applied at top of walls
Sum of shearwall stiffnesses IlL
== 5116 pounds
= 2558 pounds
-- 1342.994
Shearwall Number 2 :
Relative stiffness percentage ratio
Total shear at top and bottom of wall
Clear height
Overturning moment
Uplift tensile stress on masonry
Dead load at bottom of shearwall x 2/3 =
Net uplift tension
= .7640492
= 1954 pounds
= 7..333333 feet
= 14332 ft-pounds
.- 1343 plf
471 plf
= 872 plf
Moment at base of shearwall
Area of reinforcing steel
Neutral axis to compression fiber
Neutral axis to reinforcing steel
Value of ratio
Bending stresses:
Reinforcing steel, tension
Concrete masonry, compl-ession
Shear stress in concrete masonry
= 14332 ft-pounds
= .3067969 sq.. in..
== 42.67474 inches
== 49.07526 inches
= .8695775
for each grouted cell
Actual = 3688 psi
Actual = 188 psi
Actual = 20 psi
Allowable = 26666 psi
Allowable = 666 psi
Allowable = 51 psi
Required lap splice = 25 inches
*** Summary of Analysis ***
Shearwall COMPLIES with all Code requirements.
---------------------------------------~---------------------------------------
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APPLICATION FOR PERMIT
CITY OF ZEPHYRBILLS
BUILDING DEPARTMENT
---;---r
OWNER · S NAKE M .... 1< E~ I 1+-'1 Lf) i2..
~ ~
OWNER' S ADDRESS 5 2.. 2.0 I YJ .:s. (~T
JOB ADDRESS Sv 0 I r"J~ ~1eLiJ Z -e p iJ. L( ~ Ii- h1.S
PHONE
LEGAL DESCRIPTION: LOT(S) BLOCK SUBDIVISION
PARCEL 1. D. f II - Lie.. - z" - 00 1-0.. l<=t 70 0 - D lq 0 (OBTAIN FROM PROPERTY TAX NOTICE)
WORK PROPOSED: /New Construction _Addition ~teration _Repair _Install
PROPOSED USE:
_Sign
~ GA-Il.t4Jj 6-
~Single Fallily
_Move
_Deaolish
----lI1 F
_' of Units
_M/H
_eo..ercial
_Indust.
_Swia. Pool _Other
_Restaurant & Health Departaent Approval
DESCRIPTION OF WORK: ZLl' X '32-' X f?' J-l.t 6-~ ~tJCI2!i1E:. l{ut.l~ GIJIlM:rE
BUILDING SIZE: ~x 32-', ~ t (?fe.8 ~quare Feet, ~ Height
RESIDENTIAL:
COMMERCIAL
ATTACH (2) PLOT PLANS & (2) SETS OF BUILDING PLANS & (1) SET ENERGY FORMS.
ATTACH (3) SETS OF BUILDING PLANS & (1) SET ENERGY FORMS.
PROPERTY SURVEY REQUIRED FOR ALL NEW CONSTRUCTION.
PERMITS REOUESTED
/
_BUILDING
$ 2.0)080
Valuation of Total Construction
~ELEC'fRICAL
AMP Service
Florida Power Corp.
W.R.E.C.
_MECHANICAL
$
Valuation of Mechanical Installation
_PLUMBING
GAS
/" Block
ROOFING
SPECIALTY
TYPE OF CONSTRUCTION:
_Fralle _Steel
Other
FIlU.SHED FLOOR ELEVATIONS:
F1' .
IS PROJECT IN FLOOD ZONE AREA?
YES NO
..........................................
BUILDER
CONTRACTOR SECTION
COMPANY CwAlt#6.-II-Ji-L/ 6>1J~dzat.
State Cert. or Regist. f
City License Registration f
.........................................
Signatur
F.T .RCTRICIAH
SianAture
/~
COMPANY
State Cert. or Regist. t
City License Registration f
..........................................
PLUHBER
Signature
,'{
COMPANY
State Cert. or Regist. f
City License Registration t
..........................................
MECHANICAL
Signature
^
,
COMPANY
State Cert. or Regist. *
City License Registration f
..........................................
OTRRR
f
COMPANY
State Cert. or Regist. f
City License Registration t
.........................................*
Signature
APPLICATION APPROVED BY
PERMIT OFFICER.
CONDITIONS OF PERMIT AFFIDAVIT
A. NOTICE OF DEED RESTRICTIONS
The undersigned understands that this perait lay be subject to .deed restrictions" wbicb laY be lOre restrictive than City
regulations. rbe undersigned assUles responsibility for COIpliance with any applicable deed restrictions.
B. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES
If the owner bas bired a contractor or contractors to undertake work, they lay be required to be licensed in accordance with
state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor laY be
cited for a lisdeteanor violation under state law. If the owner or intended contractor are uncertain as to wbat licensing
requirl!lents lay apply for the intended work, they are advised to contact the City of Zepbyrbills Building Departlent, (813)
788-6611.
FurtheIlOre, if the owner bas hired a contractor or contractors, he is advised to bave the contractor(s) sign portions of the
.Contractor Sections" of this application for wbich they will be responsible. If you, as the owner sign as the contractor,
you are indicating that you, rather than the contractor, are responsible for the work. If the contractor wisbes you to sign
as contractor that lay be an indication that be is not properly licensed and is not entitled to peIlitting privileges in the
City of Zepbyrbills.
C. TRANSPORTATION IMPACT FEES AND UTILITY CONNECTION FEES
D. CONSTRUCTION LIEN LAW (CHAPTER 713, FLORIDA STATUTES, AS AMENDED)
I certify that I, the applicant, bave been provided with a copy of .Florida's Construction Lien Law - BOIeDIDer's Protection
Guide" prepared by the Florida Departlent of Agriculture .and ConsUler Affairs. If the applicant is scmeone other than the
"owner", I certify that I bave obtained a copy of the above described docUleDt and prOlise in good faith to deliver it to the
"owner" prior to CODencl!lent.
E. CONTRACTOR'S/OWNER'S AFFIDAVIT
I certify that all the inforlation in this application is accurate and that all work will be done in cOlpliance with all
applicable laws regulating construction, zoning, and land developlellt.
Application is hereby lade to obtain a perait to do work and installation as indicated. I certify that no work or
installation bas ~ced prior to issuance of a perlit and that all work will be perforJed to leet standards of all laws
regulating construction, City codes, zoning regulations, and land developlellt regulations in the jurisdiction. I also
certify that I understand that the regulations of other goverDJental agencies laY apply to the intended wort, and that it is
IY responsibility to identify what actions I lUst take to be in COIpliance. Such agencies include but are not 11lited to:
t Departlent of EnviroDlental Regulation - Cypress Baybeads, Wetland Areas and EnviroDlentally Sensitive Lands,
Water/Wastewater rreatlent
t Southwest Florida Water Managl!lent District - Wells, Cypress Baybeads, Wetland Areas, Altering Watercourses
t ArlY Corps of Engineers - Seawalls, Docks, Navigable Waterways
t Departlent of Health & Rehabilitative Services, EnvirODleDtal Health Unit - Wells, Wastewater rreattent, Septic ranks
t US EnvironJeDtal Protection Agency - Asbestos abatl!lent
I also certify that, if fill laterial is to be used in Flood Zone "A. or "A,etc.., it is understood that a drainage plan
addressing a .cQlpensating volllle" will be subtitted wbicb is prepared by a professional engineer registered in the State of
Florida prior to perait issuance.
A perait issued sball be construed to be a license to proceed with tbe work and not as authority to violate, cancel alter, or
set aside any provisions of the technical codes, nor sball issuance of a perait prevent the Building Official frOl thereafter
requiring a correction of errors in plans, construction, or violations of any code. Every perait issued sball beCOle invalid
unless tbe work authorized by such perlit is cOll8llced within sillOnths of issuance, or if wort authorized by the perait is
suspended or abandoned for a period of sillOntbs after the tile the work is co.enced. One 90 day extension of tile, laY be
allowed for the perait with fee charge of $15.00. The extension sball be requested in writing to the Building Official. An
approved inspection lUst be logged during each six IOnth period, or the project will be considered abandoned.
WARMING '1'0 OWNER: YOUR FAILURE ro RECORD A Not'ICE OF COMMENCEMENt' MAY RESULr IN YOUR PAYING !WICE FOR IMPROVIIlEtn'S ro YOUR
PROPER'lY. IF YOlI INt'HIID TO OmAIN FIWCING, COIISULT WITH YOUR LEIIDHR OR All AftORIIHY BEFORE RECORDIIIG YOUR DICE OF
COMMHIICHMENI. JOBS UHDER $2,500 IN VALUE DO IIOT NEED 1'0 RECORD AND POSf A "NOTICE OF COMMHIfCHMHII'I'''.
SIGIIAfURE: OWIIHR OR AGENt'
SIGNATURE: CONt'RAC'lOR
srArE OF FLORIDA
COUN'lY OF
The foregoing instrument was acknowledged
before me this , 19____ by
srArE OF FLORIDA
COlIN'lY OF
The foregoing instrument was acknowledged
before me this ' , 19_ by
who is personally known to me or who has
produced
as identification and who did/did not
take an oath.
who is personally known to me or who has
produced
as identification and who did/did not
take an oath.
(Signature)
(Signature)
(Name Typed, Printed or Stamped)
NOTARY PUBLIC
(Name Typed, Printed or Stamped)
NOTARY PUBLIC
Office Copy
PROPOS~LCONTRACT
CUNNINGHAM CONSTRUcnON
12152 FORT KING ROAD
DADE CITY, FI,ORIDA 33525
LIC. # CBC04J633
Phone # (904) 521-0955
Mr. KEN TA YI.OR
5220 17th STREET
ZF.PHYRIllLLS, FLORIDA 33540
We at Cunningham Construction are pleased to ofTer for your consideration the foDowing Proposal for the construction of
your project located the above listed address.
SCOPE OF WORK, CONCRETE BLOCK GARAGE 24' X 32' X 8' high, &: RAMP 16' X 32' X 6" thick
SPECIFICATIONS;
Specifications will be furnished by contractor for aD listed items bid from the Bid Item Report as6sted below upon
acceptance of dris contract.
COST;
The Proposal Cost for aU listed items from the Bid Item Report to complete this Job Project is ........$ 20,OOO.OC
PAYMENI, ,
Payments will be paid to Cmmingham Construction 8S listed on The Customer Invoice Paymmt Pa~e.
II WE, the undersigned, IDlderstand that acceptance of the above Proposal Contract and authorize Cmmingham
Constmction to supply aD construction contract items included with this Proposal Contract, Bid Item Report, Specifications,
Customer Invoice Payment Page and Drawings as needed for the above project, AU materials, labor and items wiD be
tlunished by Contractor.
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