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HomeMy WebLinkAboutPLANSN 1 o ♦ IR UP Ill, .o N $7=a" I 1133s:�t. l23�3S,H, �4S.H, P� °o z� 0 fR.va+rr�r �fiilYllL Y E40 i I �07A2 e . lNSTR.:< 200 s4<YIP ELECT PRA'EG . .3, ALL L<GlYrS BY C,YlilVE.0 _ �, !!Y$TAGG S.�YalNsEl.EA- SYSrEA2. ciA'$TRLG J'':, c�iG/OL/SrlNB .�G. G, lN.gTRGL. <f:<<.OEu," RES/BRNr Sh'�NGLE9, 7, fz'aus-e Tc 6E sYa�,�e lre To Ca<�lvrr Lc�trE.¢, y>.sswEle . 8. lNSTAG< <ERArnlC T«E <!v FoYE.•e � As :4a�v. 9_ uiva� Fcsa t%<ceo-u/.gve. (O- sQO ,V o CCr f.VeA AS&.AV !N LlVINGi LiII �F.`�l�zlLY M `� �'�1�4�✓EACTI�RE'R NA�1ES !L!Nl.70lLS ALCAN OuaaS - - TfdE'c4srxp - Thu ti �7 r— �lO- I �. 44 1 1 i' 1�s4xrc.zco CE<GlNG I^. t `n v O � i 1- if�iti Ja•ti� - ! `l / '-Eff �, , _ ,I F.�.vrw: f¢. � :._ �R47rbg7 4aat'v'g� o ° �. c 'p IC (O 'F/qI Ce«lnr3� e �i� sit s. WIN .1 ■ J C3G. !G,lKL3 r� 9E6 t> 'Will ?'?RY L — --. _ m o / �.'?T. SPX 4• c-o�.:r�s�s V! ' _. j ✓ �%�� .. -cD T-'1C 4t 7-,r. ij- Ltiit�P ON�Ei'YiSZAL _ '� 73 L�csr Glsrr r !^ -° r r / 1.. - • $':else � Ae- 1( III I �"'�G�riZ".�ELLcr'><7IlvB(u��2' I . II � RAL14 <Z'6N�f p 7w.aw r'v 6L'ge'ac - w/.' g L- 0'.5 "law T L--_ 1 • ..Y.. -cam` I __ _-_ 5�. o• A01�4.AV [[A1D=EQUA(',y STRUCTURAL ACCORDANCEND REVISIONS`-- Ay CIS . AFF.Stox, SgAol EL!!vE 4V00< o ." ►�Eur QvE STcaav � p . 1-� C.B.S, c4E.4loEtv�21=6"•� p T � cr c 4 � EEAz/dEiQ CR.�l. Reuro .'-�5d�.¢!n'SL,RB.QrALL COr7lvER,s�'" .4ca.Y.`�.E Al4940x_��xarrow_ a IrG ' i)ZOIVOLIFc� Tlsw^ al `_ 4c . Li/- �ZE�REIsvFOsQ.CllYl3 . `1 CHAPTER 566, FLORIDA STATUTM IRE UNDERGROUND FACILITY DAMAGE PREVEMT ION AND SAFETY ACT, REQUIRES' YOU TO VERIFY THE N.00ATION OF ALL UNDERGROUND UTILITIES PRIOR TO BEGINNING ANY DIGGING OR EXCAVATION ACTIVITIES ON YOUR PROPERTY. CALL AT LEAST40 HOURS DEEW YOU DIG: Tw�ET�w��F�ara FOR THE I QCAIIRN OF IINDFRG11011Ni110YE H. TELEPHONE, « w4ft4; uWER,UADAMUDATVSERV+r.I„INRO, 9cI am osq/ ST. LUCIE COUNTY ETUILDING DIVISION REVIEWED FOR COMPLIANCE D BY � i 7.q, _�Yltj NS PERMIT � KEPT ON ,1^` GlQ,¢.aGE �r"a3Lo S. F" SCANNED ��au. Res<oesv c E' Fo.c NUMMR 6sr /,y-2 Fx�a Gam. cvrvoclui, ��: r" LL</NLi7LG OCETRIL "C "- - - IF \1 ZGt'��t tK�R 4nf:-RiL 'C'' LL/�1�tJDGU �Er��'LS -qq,qz mftmmlm c :o Ilk — 1 �' r �A X 7' OV�.4s' `srEhtG' Z 4 -__ Ij t?�o✓�, SeE l�iisvoraw �r,�<L 'R ';Z Zova' Nrc'E l2 - W1, LEFZ" 561aE 541. Y- �lGfi'?' �E�4R ELEY. _ ow.,.. ..�7RLE; CVGWb LQLL L�U�f?�ING LlnrEs TO � S/ZEO Bj' .�Lu�Y7Bl�1rGi Cawr.4-70. sQES't7TR�vrFl6s,�si�- �L.s4:h.`i' SrKING��BS ' t4GtaA2. �RSC<s4 F' SOFA'<T - 2�O"'s4�� DER �4rK3 STG�CCG ~ _ J�:'l<CCO �fZNOsNCd � .�t5 SffOl�i.N 'at_ © *Ai0me cw 6+4vncs �- ozo Xft�ul�4cu<n . 2'COnrOus z•-- E.cEcs. �¢ Cc' G.tavho, � Maio fin. 4b C<ac�<r To G.Qavn-o Ece•cr.¢sc�'r.- �s��v�L �LECZ, L�'3lYE.G RISER �!��RfilYL -Veu REsi��.c� ecag S!}?!L EY A, a� r EXTERIOR WALL REINFORCEMENT SUMMARY ONE STORY (TWO STORY SIMILAR) 4OF5 YIN. O EACH END _ SHEAR SEGMENTS TYPICAL SHEARWALL SEE M406 MIN„ BEAMS SPANNING OPENINGS SEE SOME FOOTIN FRONT ELEVATION DOWELS NOT REO'D 2#5 EACH SIDE OF OPENINGS SEE 4202.1_ LARGER THAN 12' (105 IN REINFORCED BOND BEAM SO M.P,H. ZONE AND 100 M.P.F CONTINUOUS AROUND PERIMETER ZONE IN BUILDINGS LESS THAN SEE TABLE - W404.3A OR B 40' WIDE) - �� r , vti tar f Ni 6. 'r n•r w1 t MIN. VERTICAL WALL - REINFORCEMENT SEE TABLE M404.3A OR B SIZE AND SPACING 1 N5 WIN. O EACH CORNER AND O EACH CHANGE IN WALL DIRECTION ONE S1vHY MASONRY WALL %BOND BEAM II II jF 1 LI IIIr ) I I 1 1 25' LAP II 1 I I �I �I LEFT ELEVATION Wind Load Deemed -To -Comply RIGHT ELEVATION 145 MINIMUM EACH SIDE Of OPENING HAVING A HORIZONTAL DIMENSION � OPEATER THAN •' 11 ® E REAR ELEVATION HUC41 o Ina rallied on Masonry Block End Wan / O 4 4 -VERT. REINF. IN GROUTED CELL ° a s �/ 0 Typical ETA/TSS Installation Alup CLEANOUT REQ•D Concrete u( Grouted FOR GROUT UFT Block Wall S" yIH. >5 FT. UNLESS �•,1 ) �, L-L--- FOOTING DWL —FOUNDATION NOT REO•D. CONTINUITY OF FOUNDATION AND WALL REINFORCEMENT I I I i ( I 25" LAP 1 #5 OWL. IN CORNER, SLAB -ON GRADE INTERIOR FOOTING 'FASTENER SPACING PER TABLE W305.7 PANEL ATTACHMENT FOR UPLIFT ° FASTENER SPACING ° INTERMEDIATE FRAMING ° o a 1 2"O.C.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a o a 0 0 0 0 0 00 9 9 9 9 9 9 9 0 I rASTENER SPACING SINGLE NAIL EDGE SPACING DOUBLE NAIL EDGE SPACING SHEAR WALLS AND UPLIFT, OVER GROUP III FRAMING' GLULAM Two Boll' -- • mom' Option ' i 0 °o o' -J ' "P,' 1 0.; 060, 1"<�� i I •o Iyy11111�pl ry Typical GLe i Installation GLB xAi. 6x6 #10 W.W.F. 3 1/2" M� T = 1/2 W SLAB -ON -GRADE EXTERIOR FOOTING 6x6 #10 Ill DOUBLE 3' O EDGE 3 1/2" MIN. 8 MINJ i- - MIN. u/ # 5 FTG. DWL, LAP 12' 25" w/ WALL REINF MIN. • 3" MIN. COVER FOUNDATION OPTIONAL FLOATING SLAB FOUNDATION .4C6-E.1u.nEE,Ceo.,R^.'sse,.re,�?fL-F.aP .�`fE hC�ee Ea Ar.v r. e.� � Ilwc Rcl� reams<L�.cr �-e v.c. Fac C � .c'.rc.,. cll Fd/R GL AJf �X,;�t.r6c qv �/�plf . 4cA FEcr - i / l once aS nCr�C CTC .u<n,a;v ROOF SHEATHING LAYOUT Install FIRST 2 SPACES EACH Ellp InsWlstbn RAFTER Sr TRUSS CONNECTORS .t it .. t<•.. ov... ._'C.a,.x3 nix di A,..cu.' �✓ � .a e� .r. .YPnne.�+,'. c��¢ I I _- C,4 Aun>n1J :c...Crncf C See F. nnit f'Lnn Fcu 1' ) di. ells 0'fA' 4W-CAfr C' nC. S:a.e it ^Crso L1w O.-McAu,Ag a' elfIAYcn,t awe.. , a4'r.4ltli' Ca"1NL'. G♦LCCnF qq ,�o ,n ro Lyn re L A',. CIA,. swf l.=-o. y ,. mr• ^fS4. C.C. ,•L<•. SaAc.n C, Le4.<' 1 1 C.`C'-�.'JR:c..aP .ve", IJ.QCL.^µ ✓I. ✓'', .r, n '.J .,O .+la.a•c. rn.0 :t`ri.l-O' I-' "i .`ss'y .l�.it-J .y.a.. 1.4 •Y`.<' ,A•4.QCif.4 Cn L'.Nl,.•A� rL!' Ili' i -'�i i¢pL•,T CON T. .. ,+rGbnT R^. -'.� •�: 4 �-. .44acVT ye cn ..,vwn a�,.w.w c- r r er •-� G'- l4 L �4- �•+'t l � � C2 � �. r✓. �' (.: r, aY- ;�nwS r, n.., 1 4 � .- ... �. 4 . -wa.C'ocl<.' r,r FOOTING DOWELS .1 Footing dowel bars shall be provided for all required vertical reinforcemeq 8x8 CONC. OR EXCEPTION: For all buildings in 90 mph zone and buildings 40 ft wide or less in 100 CMU BOND BEAM mph Zone, Where the sum of openings in a wall is equal to or less than 25% of the total wall area tooting dowels are required only at: 1. Corners of the building, and # 5 WALL REINF. 2. Each side of openings with a rough opening dimension greater than 6 ft in width, O 8'o.c, w/ GROUTED CELL and 3. At the ends of shearwalis. MIN. Dowel bars shall be embedded a minimum of 6 inches into the footing. /ER Dowel bars, where required, shall lap vertical reinforcement a minimum of 25 inches. Ali footing dowel bars shall have a standard 90 degree hook. FIGURE W302.2B GABLE END WALL BALLOON FRAMING IL v 12" MAX. WOOD WALL GABLE END - TRUSS NAILS BASED ON SHEAR WALL REQUIREMENTS CENTER 2x BLOCKING ON SHEATHING JOINT 15/32 PLYWOOD ON GABLE FACE AND ON WALL BELOW BASED ON SHEARWALL REQUIREMENTS DIRECT TRUSS TO MASONRY CONNECTION, ENOWALL EDGE NAIL ROOF SHEATHING /SPACING TRUSSES UADE FROM 2.4's 1/2" GYPSPHRAGM CEIUNG DU 2x4 BLOCKING S, AS REOT IN M505 NAIL O 7"o.c. 5d COOLER NAILS OR GWB54 BOND BEAW- 2x4 1 PT.sr+r�fF 2"x 4"x 12" MIN. NAILED TO EACH BLOCKING MEMBER ,e/ 2-16d NAILS IN EACH MEMBER 2-16d NAILS � 2x4 BLOCKING \ STAGGERED TRUSS ANCHOR ASSEMBLY OR OTHER CONNECTOR PERFORMANCE RATED PER M503.1.1 NOTE: wood Trusses: Truss design and fabrication plants shall an d En Sn eer of Reco rd with a set of the developer rovid p 9 truss Firavings, sealed and signed by a Florida Licensed Profespional Engineer including; plan layout, design loads (LL + PL), truss and girders reactions. Truss design to include uplift effect for a 110, 120, or 140 mph wind velocity based on area zone and in comformance with city or county building codes. The seal and signature of the Engineer of Record certifies that the submitted drawings fol permit produced by the Architect or designer/draftsman are in compliance with the current building code requirements Including, wind load analysis and metal connectors. ',11RAGE DOPE. INSTALLATION cas cowsrEaDc,-loll 4-a �1rs.s R GARAGE' Dorop- IF1$Tdl AT ION WOOP CbNFT0lLT'a*H GENERAL NOTES 1. THESE NOTES ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUSF BE READ AND ADI EKED TO BY ALL APPUCAB14, SULLCoNTRACTORS. 2 h0 NOT SCAIF DRAWING. USE FIGURED DIMENSIONS ONLY 1 AI A DIMENSION 10111% NTRIFU•:D PRIOR TO ANY coNsTRi ICTION BY'THE CONTRACTOR ANIVOR SUFL CONTRACTOR SHALL NOTIFY THE ARCHITECT/ DESIGNER OF ANY DISCREPANCIES, ERRORS, OR OMISSIONS PRIOR TO THE START OF C'ONSTRI ICTION 4. ALL EQLIPMENI, PRODU('TS, AND MATERIALS SHALL. BE APPLIED AND / OR POTALLED ACCORDING TO MANI TACIT RERS SPECIFICATIONS. 3. ALL TNT FR10R AND EXTERIOR FINISHES: MOL.Dr". PAINT COLORS FLOOR TILE, ETC, SHALL RE APPROVED BY OWNER SITE PREPARATION 1 All. AREAS UNDER THE BUILDING AND 3 FEET BEYOND SHALL'BE CLEARED AND STRIPPED OF ALL VEGETATION AND DEBRIS, STGMPS SHALL BE REMOVED IN THEIR EN nTH ETY. 2. IF REQUIRED. FILL SHALL BE CLEAN WELL GRADED ORAMR.Vt SAND MATERIAL; PLACE IN LOOSE LAYERS OF 12 TO 16'. COMPACTED TO A DENSITY OF NOT LESS THAN 96 R OF THE MODIFIED PROCTOR. T SOIL COMPACTION •'T THE FWNDA71ON HAS BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF __ PSI STRUCTURAL I. DESIGN CRITERIA THE. STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE Wrnf THE FLORIDA STANDARD BUILDING CODE TO SUSTAIN THE FOLLOWING SUPERIMPOSED LOADS. ROOFUVELOAD IO PST DEAD WAD ..,... . .... . ......,_.0 PSF DESIGN WIND VELOCITY ..... ... ...... .... _.._ ... .._..........I 10 PS BASIC WIND PRESSURE. _....,.. _ .._ _.. ......__.._, 23 PSF 2 MASONRY UNR'S TI IF. CONCRETE MASONRY LNM SHALL HAVE A NOMINAL THICKNESS OF S' UN FAS OTICERWISF. SHOWN ON TT IF DRAWINGS AT I'H A VERTICAL. REMORCrNO BARS PLACED IN CONCRETE -PI LIED CELLS AT A' MAX. AT CORNERS. WINDOWS, DOORS, AND WALL OPENINOS. at rHA(NO WIDTHS OVER 40' USE 03 VERTICAI. RF:INTORC'TNO aARS rN CONCRETE FILLED CELLS AT 4A' uC . AND SHALL COMPLY WITH THE. SPEC 'IF'IC'A nONS OF AS rM C9D-S3 GRAD*; TYPE I MORTAR , AND SHALL CONFORM TO ASTM C-27096H TYPE M (230OPSI) DURAWALL. OR EQUAL 9 OA TRUSS TYPE HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AT EVERY THLRD COURSE. REINFORCED CELLS SHALL BE FILLED WITH 3000 PSI PEA GRAVEL CY)NCRF.TE IN MAXIMUM UFTS OF 4' ). CONCRETE: "TIIF. CONCRETE, MIX SHAD. BE DESIGNED BY AN APPROVED TFSTINO fABORATORY IN ACCORDANCEF WITII THE Rr.Q(TRF.MF.N 6 ARTML'94-116A AND ACT) 1 S-S9 TO ACHIEVE A 26 DAY COMPRESSIVE STRENGTH OF 3000 PSI, 4. REINFORCING STE.EL: UONCRF.TE REINFORCING BARS SHALLBE DEFORMED NEW RILLET STEEL CONFOMINO TO ASTM A61546 GRAIN, 60 3, WOOD NAILING PATTERN W(x)D SIIALA. [1E S()LIT11FRN PrNE HAVM) A MMNfl TM ALI.OWABIF. nFNDrNO STRESS )F IS(p PSI, AND IIURVDN AL Slit AR SlItF:SS OF 90 PSI MF:MBF.R SVE.S SPFA'LFIF.D ART. N )MTNAI. UN1SS OTHERWISE INDICATED. P"ASURE TREATED Wool) SHALL COMPLY WITH AITC 109. ALL WOOD IN CONTACT WTrH MASONRY TO BE PRESSURE TREATED. ROOF SHF.ATHINV . 11' NOMINAL 4., SPAN RATED PLYWOOD OR O.S.R. NAILED WTTH Sd COMMON 6' o.a AT EDGES A WO a. IN FIELD. OAHU TRUSS OR END WAD. NAILED WrrH W COMMON 4' o a. FIA RAFTER (SUH FASCIA) NAILED WITH ad COMMON 6' o.c. WALL SHEATHING • 1,7* NOMINAL 4 ps SPAN RATED PLY WOOD OR O.S.B. NAILED WITH Sd COMMON 6' o.a AT EDUPS A 12' o a IN FFP.1D 4• o.a AT BOTTOM A TOP PLATES. SHEAR WALLS (F.XCErr FROM OF GARAGE) - NAIL THE SAW AS WALL SHEATHING SHEAR WALL ON FRONT OF GARAGE. - 1/2' NOMINAL 4ps SPAN RAIYD PLYWOOD OR CIS.1) NAILJ'.D 14171I I0d C'OMMUN AT 1'o c. NAILING AT EDGES. GARAGE DUOR I O GOAL. POSTS TO BE FAS'IT�AFLD WITH 4' LAG 11UCr8. 6 ROOF WOOD TRt ssus T NI SS IN.SIGh "I t I BE Fl1RNISHED BY TRI'SS FABRICATOR SILO.1, rN('LUDL C'AI VUTATION SI1F:F.TS AND FR.UdING 'I :`. 1 1, s . NUOW IN(; n PI IH"I AND I.Rn VI'rY b .l � AI DS FOR ,N A 110 mph WIND VT1.UC ITY 11,1SH:U ON AREA /()NF IN CONE+,b MANC'I: WI 111 FLA(SDC) CURRF,N'n.A LNTORC'FD 10 SI A'IT. nNl) LOC'AI o0 vERNMENNr (OP1 01- 1 RI IN I ,1YGt'1'. UF.SION IOAUS AND 'fR( SS REACT IONS (DI - LI) TO III, FVRNISIIED' I0'fI1L ENGINEEER OI REr OR[) AI.I. MA.NUFAC"TIRED 1RUNS PIANS TO BF: SLAI}"D BY A FIA LICLNSED ENUINEER. IF'.MPORARY HRAC'INU OF TILT PRE -FABRICATED WOOD TRUSSES SIIAIA BE IN ACCORDANCE WITI I (RxJD STANDARII CONS"TRUCTTON PRACTICE,. LATERAL HRAC(NCI OF PRE -FABRICATED WOOD TRUSSFsi USE CONTTNWUS I-X 4' WOOD BRACE; NAILS TO I TPF.R SIDE. OF LA)WE:R CHORD AT PANEI, POINTS RI fT NOT TO EXCEED 10' °.a. KEY ID TR/RAF -TRUSS/RAFTER DATE­/o TG - TRUSS GIRDER - (s) SIMPSON BM - BEAM IN) HUGHES BRG - BEARING (SEN) S.E.METALS BTM - BOTTOM PON - FOUNDATION WIND LOAD CONNECTOR SCHEDULE Masonry Construction , MFG MFG MFG LOAD NO UPLIFT LOCATION NAILS CONNECTOR ID KEY VALUES VALUES BOLTS Ibs 111s ROOF -/icT=eTc .1.yT "I tCu55 LW..1 56,7 /RAP Top PLAT CT 1 i S" Sa'1 5 E - 73 44. -iaJ > F ,4.D N77 14 i F 7,;6 r7 41r- Nth 25 !¢ O 9S 4, P 11.,. 10 0 o 7 %o 4.0 D- i zs O 0- "Ro - fa as 5A 1 0 /o N/ 2 Cr v_IC 117 �.J 9 'E.a Gurn� TPP I - D /0 n//, IWTBR%R BRIG WALL TR TO TOP PLATE TopDPLATE TO STUD TtJ BTM PLATE BTH PL TO FDN PORCH (-4*) Ems„ 9CPTL qC/6 moo (n • /1. "J G 6- 8 LPTCL /d''/<.c _ ��_• �3O 'meµ N<P_' - ��P>�'{L. 1`I'ZGB ' rfi Z<� 6 90 r• 6 Lc+o' TR/RAF TO STRUCTURAL e BM TO COLUMN COLUMN TO FDN_ TRUSS GIRDER ,(ll.Z a a � IZ'TS' ' 3r2 l , XfC7aY' d /fi a - ci 'L�AP)b j07Cl ZDTB - 2168 Rlylr( G -lode (4) (7) 11V00 4 RIOUIREBS >� H7-4 +-1718 5.e e ,.s Qn-dc rs a DOUBLE CONNECTORS AT SEARING POINTS FOR GIRDERS AND BEAMS. } HURRICANE CONNECTORS TO BE APPLIED TO ALL TRUSSES, AND BEARING WALLS. FOR WIND LOAD TRANSFER FROM ROOF TO FOUNDATION, IF NOT SHOWN, USE MINIMUM 1000 LB. CONNECTOR VALUE. s SUBSTITUTIONS: CONNECTORS OF -OR > VALUE BY OTHER MFG. ARE ACCEPTABLE. # 4 N� e HARRY O. WAGER, P. E 'r TIE NAI ANU SIGNATURE OF HE ENGINEER OF RF.CURD lER1TFffS IHA I THE SIIB W T-IEU UIIAW rN[l6 F(Nl PEIAQT PRODUCED BY THE ARL HITE('TOR DESIGNEW DRAFTSMAN ARI IN WM Pl lA,'.CE WITH THE CURRENT STATF A%D : nC'AI STANDARD 9l TLDING CODES NCLIT)ING WIND WAD +NALYSIS AND METAL Cr)N'%1l"I ORS r a L L u ❑ a C R 0 m T Q e w 0 e ❑ r _ f W L� a N, ` C LL L �i U p� W M 7 lV C 5, n r I f � -4J Ol L o L [ m 00 = Wa U a r� z W n s" W w W (Al � W U