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HomeMy WebLinkAbout95-5396 BUILDING PERMIT --- CITY OF ZEPHYRHILLS Permit N! (813) 788-6611 j-539W b ~~IJ ~LDIN"2) ,. \ 6V ol-''::> . 0LECTR~ P,"..rtyOwn." ~~?>>fftJ< ...I~ Job Address: <...393 /1.- ParceII.D.# /() - Ol-b -cJ.j- O/~CJ - rJOOOD- D-.~--....o D Zoning: ~ C1 Code: Radon Gas: / ~ Description of Wor~ ~ 'I od..P' A..LP AI1 ~ /? LA Date 11-- / 7 - ,7~-- PLUMBING MECHANICAL Sewer Conn Water Conn: Water Meter: T.I.F:s: NO OCCUPANCY BEFORE C.O. FINAL C.O. I " L G,-- DATE Complete Plans, Specifications and Fee Must Accompany Application. All work shall be performed in accordance with City Codes and Ordinances. City License Registration # State Certified License# r:l7'f Inspector P~rmitFee\ ~~Z? Slgna~ Company Address Telephone# DATE W/rL; Valuation or Contract Price y-s Cro.- Ol) , ---....., rR~~ )t; a/>7;,; ,97 BUILDING ELECTRICAL Ftr. 1!5J,-fJ/ll.!.P' Servo Pre SLBQ Rough In 12...."S-~~ &8 Lintel Meter Can FRM. /2.-15-95" /f:LL.. Const. Pole Insul. CL I}, (5 .~'5 ~,/;..(..,POOI WL I Pre-Meter Final PLUMBING - MECHANICAL SLB Tub Set Water Sewer Final Breakers Ducts Insl. Compressor Final Driveway S~eA-11-1: lo#~ \d.,\I...t;1S' 6, LL 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. , . CITY OF ZEPHYRHILLS BUILDING DEPARTMENT OWNER 5AMu{'\ ':\ -S;oy(!e --C)CPA-S.C~~U\ \e JOB LOCATION · 3l34lo 'CDf(NlA)~ll~(<j oc:.- W~rJG-( WOOQ \ o. Ll.o -d- \ - O\"d-o-QOo,oQ -0 soD PARCEL 1.D, It SHOW ALL EXISTING & PROPOSED STRUCTURES GIVING DIM~NSIONS & SETBACKS. (p~; . to' + '71 Aoe I ION \ 0 )<, I ~' . . t;~IS~t ""(ii. Home 'l a,.~q, . UTILITY BUILDINGS H\JS'l' S H G\~ fJI~~ &. . FOUNDATION INFOR- . HATION, (NOTE EXAMPLES 1 & 2 ) STREET 1. SETBACKS FOR Rl, R2 ZONING 60'- 10' p E R X 0 I , 10' P S 10' 0 T S I E N D G 20' FRONT PROPERTY LINE FRONT PROPERTY LINE . . 03 (J-.,f-A}Ik)IA:LL Oai Uf 2. SETBACKS FOR R3 ZONING 60' 1 0' 10' 10' EXISTING 10' PROPOSED 20'SGL FAH 30'DUPLEX '. 1 0' . FRONT PROPERTY LINE a........._.....~......4VU .a.-v....", ....a....a.U'L.L.a. CITY OF ZEPHYRHlLLS BUILDING DEPARTMENT l:)c4)A~'A-\e PHONE c.clLNWA-\ \ '--o~.J l> e.. WORK PROPOSED: ____New Construction XAddition ~teration -Repair _Install ____Sign ---'1ove ____DeJlolish PROPOSED USE: ~ingle Family ____KIF _' of Units _K/H _eo..ercial _Indust. _Swim. Pool _Other ____Restaurant & Health Department Approval DESCRIPTION OF WORK: BUILDING SIZE: 10 X GlAsS. ) Sc.(2L t'.1O e.OO (Y\ I 10, J~() Square Feet, 8 Height RES lDENTIAL: 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. LBUILDING XELEC'l'RICAL PERMITS REOUESTED $ ..4-500 0 ~ Valuation of Total Construction AMP Service Florida Power Corp. y W.R.E.C. -KECHAlUCAL $ Valuation of Mechanical Installation ____PLUMBING GAS ROOFING SPECIALTY TYPE OF CONSTRUCTION: _Block .)(' Fr8lle _Steel Other FDfISHED FLOOR ELEVATIONS: ~ FT. IS PROJECT IN FLOOD ZONE AREA? ****************************************** YES NO Si CONTRACTOR SECTIO~ COKPANY.:R~mA1\) Cb NS{e.,u..c\-i'<.1 :J State Cert. or Regist. , Q &C.-O~S\-34. City License Registration' -e.g ~ '7 Y ****************************************** :::;.. ./ '-. ~ COMPANY MMZ:.-~ I\J t;\ee:t'R_{' e.. .' ~ -,)> ,-----, , " State Cort. or Regis t. . 5. e 'I 0 \3 '+4,i =-~L-... ~~. City License Registrlltion' ~ 1_ ****************************************** PLUMBER COMPANY State Cert. or Regist. t Signature City License Registration , ****************************************** MECHANICAL COMPANY State Cert. or Regist. , Signature City License Registration' ****************************************** .QIIlEB COMPANY State Cert. or Regist. , Signature City License Registration' ****************************************** APPLICATION APPROVED BY PERMIT OFFICER. LUNJJlT lUN::> UJ~' )!J~RJ"'U.T AE'F'IDA V 1. T '- A.~ NOTICE OF DEED RESTRICTIONS The undersigned understands that this perlit lay be SubjE~Ct tc "deed restrictions" which lay be IIOre restrictive than City regulations. The undersigned assUles responsibility for cOlpliance with any applicable deed restrictions. B. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES If the owner has hired a contractor or contractors to uncertake 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 lisdeJeanor violation under state law. If tiie owner Of intended contractor are uncertain as to what licensing reguirelents lay apply for the intended work, they are advised to contact tile City of Zephyrhills Building DepartJent, (813) 788-6611. Further.ore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the .Contractor Sections' of this application for which 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 wishes you to sign as contractor that lay be an indication that he is not properly licensed and is not entitled to perlitting privileges in the City of Zephyrhills. C. TRANSPORTATION IMPACT FEES AND UTILITY CONNECTION FEES D. CONSTRUCTION LIEN LAW (CHAPTER 713, FLORIDA STATUTES, AS AMENDED) I certify that I, the applicant, have been provided with a copy of'''Florida's Construction Lien Law - Hoaeowner's Protection Guide" prepared by the Florida Departlent of Agriculture and ConsUler Affairs. If the applicant is sOleone other than the "owner", I certify that I have obtained a copy of the above described docUlent and prolise in good faith to deliver it to the "owner" prior to couencl!lent. E. CONTRACTOR'SjOWNER'S AFFIDAVI~ I certify that all the inforaation in this application is accurate and that all work will be done in cOlpliance with all applicable laws regulating construction, zoning, and land developlent. Application is hereby lade to obtain a pertit to do work and installation as indicated. I certify that no work or installation has cOllenced prior to issuance of a peIlit and that all work will be perf OIled to leet standards of all laws regulating construction, City codes, zoning regulations, and land develop.ent regulations in the jurisdiction. I also certify that I understand that the regulations of other govel1llental agencies lay apply to the intended work, and that it is IY responsibility to identify what actions I lust take to be in cOlpliance. Such agencies include but are not lilited to: t DepartJent of EnviroDlental Regulation - Cypress Bayheads, Wetland Areas and EnviroDlentally Sensitive Lands, Water/Wastewater Treatlent t Southwest Florida Water ManageJent District - Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses t AIIY Corps of Engineers - Seawalls, Docks, Navigable Waterways " t DepartJent of Health & Rebabilitative Services, EnvirODlental Health Unit - NeIls, Wastewater rreatJent, Septic ranks t US EnvirODlental Protection Agency - Asbestos abatement . 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 'cOlpensating volUle' will be subtitted which is prepared by a professional engineer registered in the State of Florida prior to perlit issuance. A perlit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel alter, or set aside any provisions of the technical codes, nor shall issuance of a per.it prevent the Building Official frOJ thereafter requiring a correction of errors in plans, construction, or violations of any code. Every perJit issued shall becOle invalid unless the work authorized by such perlit is cOlleDced within six IOnths of issuance, or if work authorized by the perlit is suspended or abandoned for a period of six IOnths after the tile the work is cOlllenced. One 90 day extension of tile, laY be allowed for the perJit with fee charge of $15.00. The extension shall 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 TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COKMENCKMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVKMEHTS TO YOUR PROPERTY. IF YOU IllTEHD TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. JOBS UNDER $2,500 IN VALUE DO NOT NEED TO RECORD AND POST A "HOT ICE OF COMMENCEMENT", ...,....-. ~ ~, - ~ r-'- -=:> ~ - ... --:::::--, ,,, ~tmAGEMT -- SIGXATU~~ ... STATE OF FLORIDA ~ COUllTY OF ' 'A.s c 0 The foregoing instrument was acknowledged before me this~{)V /'( , 19~ by STATE OF FLORIDA COUNTY OF ~1I..s c 0 The foregoing instrument before me thisv"}1 tfV /4 was acknowledged , 191L.... by who is personally known to me r who has produce as identification and who did/did not take ~ v-m ,--L~/1 (Signature) (Nam~ Typed, Printed or Stamped) NOTARY PUBLIC ~" *~* #e.~ ~perSOnallY ~or wbo bas pro uced as identification take an h. (Signature) (Name Typed, Printed or Stamped) NOTARY PUBLIC DONNA M SINCLAIR MyCom~~nCC~18 Expi,es Jun. 14. 1998 #A' *~ e~* DONNA M SINOLAIR My Commission CC382019 Expir.." Jun, 14,1998 DiPasquale Addition WIND LOAD ANALYSIS for: Ryman Construction by: Catalano Engineering, Inc. 11/7/95 Page 1 es Catalano, P. E. ] 1/7/95 I.) Location: Pasco County, FL. II.) Design wind velocity: 100 (mph) III.) Construction: I-story Hip roof Fiberglass shingles 1/2" CDX plywood roof sheathing Wood trusses Wood frame const. Slab on Grade, (4") Monolithic footing IV.) Geometry Height of ridge (ft.): 12.0 Mean roof Height = 10.0 ft Height of eave (ft.): 8.0 Building Length (ft): 16.0 Building Width (ft.): 10.0 Roof pitch ("per ft. hz.): 4.0 Roof overhang (ft): 1.0 Longitudinal exposure = 200.0 sf Transverse exposure = 108.0 sf Plan area under roof = 160 sf Page 2 DiPasquale Addition es Catalano, P. E. 11/7/95 v.) Horizontal pressure: P = Pv( GCp )(1) DiPasquale Addition Use Factor ( I ) = 1.0 Velocity Pressure (Pv) : Height. (it) Pv(psf) 0-15 21.0 20 23.0 40 28.0 60 3 1.0 Pressure coefficient (GCp) : Zone Transverse Parallel Location 1 0.80 N/A Sidewall 2 -0.75 -1.00 Roof 3 -0.75 -0.65 Roof 4 -0.70 N/A Sidewall 5 N/A 0.65 Endwall 6 N/A -0.55 Endwall Transverse pressure (Ph) : Longitudinal pressure (PI) : Height (it) Pressure (pst) 0-15 3 1.5 15-20 34.5 20-40 42.0 40-60 46.5 Hei~ht (it). , Pressure. (pst) 0-15 25.2 15-20 27.6 20-40 33.6 40-60 37.2 Therefore ; "Transverse pressure governs horizontal design" Page 3 ! es Catalano, p, E. 11/7/95 VI.) Uplift pressure (U): Pressure coefficient (GCp) : Transverse pressure (Ph) : Longitudinal pressure (PI) : Therefore ; U=Pv(GCp)(I) DiPasquale Addition :lZ6rie :mTiililiiVerse Parimit !:E6Cition:? ....................... ....... ............................... .......................... .... ................................ ....................... ............................... .......................... ................................ .................. 1 o. 80 N/A Sidewall 2 -0. 75 - 1 00 Roof 3 -0. 75 -0. 65 Roof 4 -0 70 N/A Sidewall 5 N/A o. 65 Endwall 6 N/A -0. 5 5 Endwall Height (ft) Pressure (psi) 0-1 5 -1 5.8 15-20 -17.3 20-40 -21 .0 40-60 -23 .3 Height eft) Pressure (pst) 0-15 -21.0 15-20 -23.0 20-40 -28.0 40-60 -31.0 "Longitudinal pressure governs uplift design" Page 4 VII.) Net Uplift DiPasquale Addition Roof Deadloads: (SBC Appendix A) Element Description Wei@t{pst) Covering Fiberglass Shingles 2.0 Sheathing 1/2" CDX 1.6 Framing Wood Trusses @ 24" O.c. 6.0 Ceiling 1/2" Gypsum 2.2 Total Roof Load = 11.8 psf Height (ft) Uplift. Pressure(pst) Roof Load (pst) Net. Uplitl(pst) 0-1 5 -21 .0 1 1 .8 -9.2 1 5-20 -23.0 1 1 .8 -1 1 .2 20-40 -28.0 1 1 .8 -16.2 40-60 -3 1 .0 1 1 .8 -19.2 VIII.) Hold-down at truss connection: Maximum truss length = 12.0 ft (Assumes building width + 2 x overhang) Truss spacing (ft) = 2 ft Height (ft) Contrib. area (st) NetUplift (pst) '" "'Uplift perbrg... (lbs) 0-15 24.0 -9.2 -11 0.4 15-20 24.0 -1 1.2 -134.4 20-40 24.0 -16.2 -194.4 40-60 24.0 -19.2 -230.4 ** SpecifY hold-down accordingly, FS 'built in' to Mfr's tables. Page 5 IX.) Overall Moment Stability (Overturning): Resisting Moment: Dead loads above slab: Roof area: Dead Weight: Total Weight = Exterior Walls: Wall height: Unit weight: Total Weight = DiPasquale Addition W(I) 160.0 sf 11.8 psf 1888.0 Ibs (Neglect overhang; conservative) 1888.0 52.0 If 8.0 ft 11.0 psf ( SBC Appendix A) 4576,0 Ibs 4576.0 Interior Walls: 0.0 If Wall height: Unit weight: Total Weight = Total Resisting Dead Load (W) : Dead Load Moment Arm ( I ) : Resisting Moment (RM) = Overturning Moment: Uplift : 8.0 ft 8.0 psf( SBC Appendix A) 0.0 lbs 0.0 6464.0 lbs Total Resisting Dead Load = 6464.0 lbs 5 ft, Width / 2 32.3 ft-kips U(I) + P(h) Height: 0-15 15-20 20-40 40-60 Roof area: 160,0 0.0 0,0 0.0 Gross Uplift : -21.0 -23.0 -28.0 -31.0 Total Uplift (U) = -3360.0 0.0 0.0 0.0 Moment Arm (I) : 5.0 5.0 5.0 5.0 Uplift Moment = -16.8 0.0 0.0 0.0 Horizontal Pressure: sf psf lbs ft ft-kips Height: 0-15 15-20 20-40 40-60 Pressure: 31.5 34.5 42.0 46.5 Contrib. Height: 12.0 -3.0 -8.0 -28.0 Total hz. Pressure = 378.0 0.0 0.0 0.0 Moment Arm (I) : 6.0 13.5 16.0 26.0 Unit Pres. Moment= 2.3 0.0 0.0 0.0 Hz. Pres. Moment = 36.3 0.0 0.0 0.0 sf If Ibs/lf ft ft-ki ft Page 6 DiPasquale Addition Height: 045 15-20 20-40 40-60 Total Resisting Moment: 32.3 32.3 32.3 32.3 32.3 x 2/3 = 21.5 21.5 21.5 21.5 21.5 Uplift Moment -16.8 0.0 0.0 0.0 -16.8 Hz. Pres. Moment -36.3 0.0 0.0 0.0 -36.3 Overturning Mmt. = -53.1 0.0 0.0 0.0 -53.1 Note: If OM < 2/3 RM, hold-downs are not required. Required tie-down force (T): ( Factor of Safety 'built in' to Mfr's tables.) Therefore: T x b + RM > or = OM. where, b= building width. T = (OM-RM) 1 b = I 2077 Ilbs * * Specify tie-down accordingly, FS 'built in' to Mfr's tables. X) Girder Uplift: I.) Two (2) Point Bearing, Symmetric, Girder Contrib. area (st) Height (ft) Net.Uplift (pst) Uplift per brg. 1 O. 0 -9.2 0.0 1 O. 0 -9.2 0.0 I 0 0 -9.2 0.0 2.) Three (3) point bearing. Modeled as a simply supported beam each direction at intermediate support ( conservative) Girder Span I Span 2 Height (ft) Net Uniform load Max. Uplift Mark (ft) (ft) (Mn.. roof) Uplift (pst) on Truss (pIt) Reaction<(lbs) 1 0.0 -1 1.2 -22.4 0.0 I 0.0 -1 1.2 -22.4 0.0 Page 7 XI.) Shear: DiPasquale Addition L d t T g! fd' h oa 0 cel In roo lap! ragm: Height: 0~15 15~20 20-40 40~60 Total Total hz. Pressure = 252.0 0.0 0.0 0.0 252.0 pvlf 0.0 2016.0 lbs 2016.0 lbs Total shear transferred to sidewall = Unit Shear at roof diaphragm: v=R/b Unit Shear ( v ) =1 201.61 0.01 0.01 o.ol 201.61plf Unit Shear at Midheight walls ( v'): (Design case) Total width of openings at mid~height wall : 6 ft Length of wall available to resist shear = 4 ft Unit Shear @ Midheight ( v' ) = Select structural element to resist v' from SBC tables ie. 1710.2B Shear capacity of structural element: 560 plf (15/32" RS. wi lOd nails at 3"-edges) Required length of transverse shearwall = I 3.6 1ft Longitudinal shear: Height: 045 15-20 20~40 40-60 Total Pressure: 25.2 27.6 33.6 37.2 Contributing Height: 6.0 -3.0 -8.0 -28.0 Unit Hz. Pressure = 151.2 0.0 0.0 0.0 Reaction (R) = 756.0 0.0 0.0 0.0 756.0 Unit shear (v=R/I) = 47.3 0.0 0.0 0.0 47.3 Tot. opngs. ({iJ mid ht 13.5 13.5 13.5 13.5 13.5 Unit Shear ( v') = 302.4 0.0 0.0 0,0 302.4 lbs ft Required length of longitudinal shearwall =1 1.4 1ft Page 8 X) Shear (Cont.): DiPasquale Addition Roof Diaphragm: Maximum shear at roof I wall interface = 201.6 plf Capacity of non-blocked sheathing (SBC Table 171O.2A) = 240.0 plf Capacity of blocked sheathing (diaphragm) = 360.0 plf (15/32" RS. wi 8d nails at 4" bndry, 6" edges) Half Building length = 8.0 ft Slope of the shear diagram = 25.2 plf 1ft Diaphragm length required to resist shear = 0.0 ft ( Round value up to nearest truss multiple of truss spacing) Analysis of shear at roof/wall interface: Location along Distance Shear at building length from endwall (ft) interface (pIt) Endwall 0.0 201.6 0.1 * Length 1.6 161.3 0.2 * Length 3.2 121.0 0.3 * Length 4.8 80.6 0.4 * Length 6.4 40.3 Mid-span 8.0 0.0 0.6 * Length 9.6 -40.3 0.7 * Length 11.2 -80.6 0.8 * Length 12.8 -121.0 0.9 * Length 14.4 -161.3 Endwall 16.0 -201.6 Page 9 XI.) Summary: DiPasquale Addition Describe the following: 1.) Truss fasteners. U lift er Truss = -134.4 lbs Simpson H3 w/8-8d nails (455Ibs. cap each.) 2,) Girder Fasteners. Max uplift reaction= 0.0 lbs. 3.) Gable -End bracing: 4.) Hold-Downs at foundation. Tie-down force req'd = 2076.8 lbs. Simpson LTT20 w/1I2" AD & 10-16d nails @ building corners (1750 Ibs ea.) 5.) Shearwall element. Wood Frame: Maximum shear at mid-height = 504.0 plf Panel Grade Thickness Nail size Edge Spacing Rated Sheathing 15/32" 10d 3" 6.) Roof sheathing. Maximum shear = 201.6 plf Diaphragm: (Pattern Case 1) Panel Grade Thickness Nail size Edge Spacing Boundary Spacing Length 0.0 Elsewhere: Panel Grade Thickness Rated Sheathing 15/32" Nail size 8d Ed e S acmg 6" Intermediate S 12" Page 10 " =t' j J~~1.0:~t-=1~ _ . l ...~. 4 ~ ill '- t-._~..- ;.-- t-,- , : , " J . , · 10 t-- +--1--'- Ii' . . ' .;--t..cJ __I _. ~ ,. '7:'1.1 r r t-- 5,\t~ H_ i t-- "-1- ---tu.... ~-_.--_... ~.-t"-lt , --+--+- i- "--1' : ! I ____ L t -'--- . -'j ~~--~ . +-,--t-L .-\ -~._- , , 1 .. f - .- ~ . :;AS1/i1'l 1lA1'-~It.. TO, 14'~tJ%) -{ ~:t~ tV~/ilr--. I ' , -t--, .,- r4'L ?it.~ . ~ -'-r- , ! i i ."t---i--'-i ..--.-.. ;--- .. 'Vl '-r-+-'+-- . . {u___ ~-.. f.Yt--- ~ --~- ___+.__m_~. ----.f" - . - -..- --+- - Q -.1- t-.- ~ --f' -+--- ~- "I' . On -- "-1~~--L1 . I . [ 1 J ...X'~~~ - t-~.", :"~ft---. ( . . ~ . . ,. . ~ ''''Tt;'- 'r: . .. . - ;-~;: .~:.::;, . t - . .-- :._~ -- .---. -T"~ l i i r-r'1 r --+-.- , ._+__}- .t. ( 1 . .oi- l A~ \t!ALfr$ AeJ.:. ~~ef\1)..JALlS ~ ' . ( y f{.; i . , 16', ( i I 1 'I ' H., . 'r-'''' ..... ....-. ! I J . ~ -..t .",.-l~,,-~~~~;'~- ~~ " -~'r. " ....j'--.-- : ,i.':, -="..., , ".,.."t"l",", ~ Ju.-t. "\'--- -+ ~ .. -----1 _H r-- on t ~_J , I I I I , I , . ....~ -.--t-'- . - L ..~--.+---L- L .' , i ! i .. . 5" !'" I. $,tJH.., t.. '('72 () . i/I;. "1~H 1./ /.0 -: /~ e/ ti~(. .s e., A'.4~'1' ".. t ,,' f' CA.qy/.~/,s~ ($.tt4~(f5~ /": I: : <..(f/') , .t-_.~--~ I I ..-..~-_. ... , I -~ -'lI!;..... - --~-'.~ .:.<-.~ -- -..!.- ;ilk--"~, ~"':-...'j.~~. ',~",~,,: . ~t. - ;"1 -.-.~ - '. . ~., - ~ ,.,,'..-- >: -' /6" I >- >> C;>I/S7/N~ ;"/~n~ REAR ELEVATION i l':~' '1 t. ;:: l""tf" i. ' - , -y- ,'< -1-t--..~ f-- .t- t.-:-+,-'l- _._~--, ~t. . :"",.,. " r ~ 'r ~, ; ~ __ ~_ __ ___ __ ~ ~ __ l:- "''''t"" '" -. j ,_.f:~. .,-t-_-t..L :,t-_l ~!__L_t._- -t' ; r' ~ ~__.~ . L . .._1 ,];:'_1....,... .. . _. J_ i -~.. . SNt;eL"J ~[Z.; 0-".- 1 Uj-t+~=t '. :+'. )-:-J :-.~:1 ~. _.t "'1-- L '-l---l- .t-.t.-.t-.+ '" .; - r- +:.' i . -1-.., ..t-_::::1::-; . '- ,\ , ,>.' t- .t-- t ____I ::~.:::::"--"':r""""" '." ..:.._~~ ,......:. ....~.....;.<_-.:..;.~._-..;.--- .:......~ ;;'.-"'-':':7~~g~tf"~-';""-1----a:q,..; General Notes: Ll. All reinforcing steel shall be ASTM A 61 S. Grade 40 (D1ln.) DOUBLE 2 x 4 TO? PLATE FIBEGLASS ROOF SHINGLES 1.2. Anchorages shall be hot-&pped galvanized, after fabrication per ASTM A 90. ENGINEERED IJOOD TRUSSES 2 24' QC, 1,3. Trusses shall be designed per SBC and TPI specifications and certified by a Professional Engineer registered in the state of Florida, Bracing specified by the truss manufacturer (internal to the truss system) without fastening instructions shall be fastened with 2-16d nails per bearing point at cross bracing, lOd nails at 8" o,c. along stiffeners (i.e. 'L' and 'T' bracing) and 3-16d nails toe-nailed at end bearing colU1cctions, l.~. Trusses shall be braced in accordance with the Truss Plate Institute's HlB-90. 1.5, Windows. exterior doors,and other vendor-provided exterior cladding shall comply with SBC section 1205 including the design criteria set forth in the following wind load notes. 112' GYP, CLG, BOARD FASTEN TO TRUSSES ~I 5~ BOX NAILS DR 54GIJB SCREIJS 2 7' DC, 1.6. All structural lumber shall be #2 (min.) SPF or SYP. SIMPSON H3 'JITH 8 - 8d NAILS PER TRUSS 1.7. All load bearing frame walls shall be stud grade (min,) SPF or SYP with studs at 16" o,c. with a double top plate. Top plate joints shall be lap-spliced a minimum of 48" and fastened with 15 - 16d nails. 1.8. All non-load bearing frame walls shall be stud grade (min.) SPF or SYP with studs at 24" o.C, DBL 2X12 8EADER ~/ 1/2' CDX eTR. PLATE FASTENED 'JITH 2 ROIJS Of 16d NAILS 2 8' O,C. EA. FACE 1.9. Windows in wood framed walls shall be 'fin' framed aluminwn fastened directly to framing with 3 - #8 x 1-1f,f' wood screws per side. Wind Load Notes: ALUM. FIN FRAMED IJINDOIJ OR SGD. FASTEN DIRECTLY TO IJALL FRAM~ ~/ 3 118 x 1-1/4" SCRE'.IS (MIN) PER SIDE 2.1. Design Velocity = 100 Mph 2.2. Specifications = SBC 1991 including 1992 and 1993 addenduills, section 1205. 2,3. Roof Dead Load (used to calculate uplift resistance) = 11.8 psf. 2.4. Maximum net uplift per truss bearing colU1cction = 134.4 lbs. 1/2' GYP, 'JALLBOARD VINYL SIDING OVER 15/32' APA RATED SHEATHING (Typ, EXTERIOR) 2.5. Factor of safety against overturning = 1.5 2.6. Maximwn unit shear at roof diaphragm = 201.6 plf. STUD GR, (MIN) SYP DR S-P-F 2 16' O,C, 2.7. Maximwn unit wall shear at midheight wall = 504.0 plf. 2 ~ 4 PT BDTTD~ PLATE 1/2' CIP DR EPOXY AD wi STD 'JASHER @ 32' O,C, 2.8. Roof Sheathing: Fasten 15/32" APA Rated Sheathing perpendicular to framing with 8d nails or 0.113" spiral shank P-nails at 6" o,c. along panel edges, 12" o.e. along intennediate supports (No blocking required). 4' CONC, SLAB We: = 2500psl) ~ ~/ 6x6-1J1.4xl.4 IJIJF -CENTERED IN SLAB "- ,4' '4 4' .11 ~II ('m" I ~ -III -III I -III 1 f 2.9. Wood-Frame Shearwalls: Fasten 15/32" APA Rated Sheathing to framing \\ith 8d nails or 0.113" spiral shank p. nails at 3" along the top and bottom plates, 4" o.e, along panel edges, 12" o.c.along intennediate supports. Provide 2 x 4 blockingedge\\ise along horizontal panel joints. Buildingcomeis shall be double studs fastened to bottom plate \\ith one (1) Simpson L TT20 tension tie \\ith a 1/2" epoxy set or cast-in-place anchor bolt with a manufacturer's pull-out capacity of 1,750 pounds (min). Fasten tension tie to double studs \\ith 10 - 16<1 nails. C E . ~ ~ .... ---.--------...- -- ~.~~~??--=-~~-~~~*:~:-:~::..-:~::-T~~~~=~.:<.::~:~_:~:_:7"~~~.~~~~ -~. -. - - ~--.~=~~:~c?___= ~~;,,=~.-:-~.c=-;;;o~~~-=:-=~=;;~ l{i-' ::'_"-:f~ <;..:;,";"-, ~~ ~~ '"2:' 1:5 BARS (CONT.> ON 3" CHAIRS 'c}',!4IH. LAP = 25' 31 CLR. ~ -':', ,