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HomeMy WebLinkAbout96-5756 vO - .---"" /)~~ G~lDI~ ~- p~ ~~ ",opertyOwne, -'{!Z:;:..7ft~ ~OI/~ Job Address: ~ ~ -. 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: ~/ I' c~ X ~,b L!.~. 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' (,IV ~ Permit Fee Signature Company Address Telephone# Inspector City license Registration # 77 State Certified license# C!A{!,/)4:3 h 3";> EL 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 ~.~ L-;- ""S .,.....- ~ -"fr~ 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 \( AND FIND THE DRAWING IN COMPLIANCE ITH SECTION 1205.0 1991 S.B.C. AND SECTION 1606 1994 S.B.C. R IN CRIDER, JR. 0012184 #CGC049869 'i "'V ~,t~'l'"~' II' .'l"..... ~\..f.\1\S \J~~7,." ----::v \- {~'4\\q~ ~ ~ .. 09~O'J~\) .' \- \) \)" ,'C. \)t~\ . ~\> \} '-0 \'~ ~ U\~~\"G ~ ~~ ~ ~~\\\ S\\ I#- , ~~\)~x.~\\ ~\)'?J .),.Q~ ",', I>': ,'y~' ~:;;"l~'~~ 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. ---------------------------------------~--------------------------------------- ~v~ CUNNINGHAM Constroctlon Co. <// V 32' - " --~~~-, -~~ I--'-~----l I , I I , I I I : I I : , I I I I I I I I I I I I ~._, , '" ~ - - o=-t'i '" - - -fl'f - -~ (< "I .. l.* ) :tt:5 S1~ E'--- _.1'0. 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'" l=- ,.'.....\.. ,......"........I_..;,.~,..-.l...,;,.; ~17~ CUNNINGHAM ConstructJOD Co. . 7;1 <# _____ = rtlpl'-".J.IO,e:\Cl' 'V ~----...., ----- ----. '..., _______ .. 9T'fL $1'" lfqt 1~"S' 1! .................. r<<C"Sf l(,C) ~K ~ '. '~ t- & f' I ~'Utllo Sf,." , , I . i i I I I ., I , , I I I , ! t\LL 5ECT'O II'o"u" CUI'Hll tlGHAl'1 COt'~ST 904 521 0":158 1"'.04 ~17~ CUNNINGHAM ConstructJon Co. <//'-> ~/6' _'2."OIlN. " I......... '.....,.... . ....,., I.' f ..... I...... ... ........ ..... ...... ........... . ..... I"" I. ...... II..... I ::':'> ., 021 I2"A'S/, - -...._~ .: 14l;'4r "r--- .. ~ J ~'o ~ ~, " CUNt.~ I t'jGHAt'1 CONST -----------------.----------------------------------- 904 521 0958 P.03 ~v~ CUNNINGHAM Construction Co. <//V , '-3z.~. l<./ Bi:" L,I. '/ 1;:1<.../ :}, ,l 3 112" DROP GABLE 1Ul2x4 6PF CON6T. GRADE LOOKOUTS" 241 OJ:.. W/2x4 6PF SUB. FASCIA NO 5CALE SIHPSON J.l5 W/4 - Sd TO TRU&& . TO PURLIN 3 V21 DROP GABLE TRU&& WI V21 &WEA TJ.IING NAIL 41 OJ:.. EDGES' 121 OJ:.. INT. ALL UPRIGJ.lTS S'OI ,. TALLER - NAIL 2x4 6 TIFFNER TO EA. UPRIGJ.lT 11I1 ad .. SI OJ:.. TRUSS STRAP" 48" OJ:.. &EE CONNECTOR &CJ.lEOULE TJ.II& &WEET 81 TJ.JICK BLOCK W/3000 P ~J. COMC. WlII'5 HIM. LAP 30 (FLAT CEILING <6) TIE SEAM) .. I ! I <.:Z:J ';':'v :::0 ~. x... ~ ~'\ ~~ ~ CO" '~ 'V.. ~~<<> ~<<;\:)~ .~. ~>dI" . 111"'- '--~ll 0 (-.'.-~) (i~\ A) ~-- ~ >-t.. ~'" -- , f - ...-,. t...... D "r 'J ,~ ( (~- (I' - --\ r-- ( w <>- .. J E:7X (stil/{~ flvME -zs' I - ;)5-1 I ~ '"'-.) j( \t- ~ . - - -- , . ffHlo/'J SL ts 1- lJ.J ~ VJ -, , , "' ~ ~ z..o' '''~ '>-tRoP05. E "~ GA- ,// '.... ..3 2. ' ___.___.____.__ j) I . __.~.T_~________ -- -'-,-~--_.. ...::a ... '...... .................. ......_r---.. - u _..__.. ---~ -- '- ~ ~ 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. ~ q- q'L -- 0- __n_ uo ____u -- - ___u 0 -- -_ __ __ n__ u -I--?%::::: _____u. u___.__ "3;/Rhj~ . ....d.~~6 u ou_!!__ -1---u _u :J~__ -- _.. ___u__u__ --1-__0.___________ u___ .......- ~.J ~ ....contraf,lors signa e or agent.... ......dnte......... kk,JgJ~ A- -TA-tJ,loiL ~/~ 11- z..Co... ?-J - GCHo.. l q"10 0 . CJ'7 0