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HomeMy WebLinkAboutEngineering i3c) Kim 6% Aksadoc'-_, � P.al. 136X "1 C003 -'r®►11i1P.A, Ft- 3387 - (8-13) 876-9966 3� po szy S-r, VAT =��O��o� _--= tulgNuniLll '1i.7• ' e -51 Rise ~`'•,:.,. :.�.... ;� c�.�: 71/ cc a-+ � J , t � v 3 CL 3 _ -xx CORNER POST CAVC RA I S'" 1C BEAM STITCHING SFASUB(SEE TASLD a E4'0.C. (11 TOTAL)-112(75x� 1'•2'0.& AS SHOWN ATI MIN. f SPLIC[PLA H SLOE OF BEAW D❑ K I M PATH SECTION PL CDGE GIST CE\ SPACE SCMREW�S A So3Eil72 ALLOY D L,VB•Tm SS C-C ENER SPACING) I EQUALLY(TYP.) &ASSOCIATES,LLC 0 6'xs•.0.050• COLUMN I -© CONSULTING 6063-T6 ALLOY PLATE € mNE SIDE)OR STRONGER IC S STRUCTURAL K-BRAEEtf,,• J � ENGINEERS 3'x 3'. 30'MIN.6063-T6 ALLOY _� --© PLATE STRONGER(ONE SIDE)WITH 2.3.0.070 CHAIR PAIL O �a PO Box 10039 13)-0 .V4'SAS,EACH SIDE AS O J SNOVN �R(( NM PLATE EDGE DISTANCE K-BRACE 0 T\m(1\,FL 37B79 \C-C ASTEWER SPACING) O O O I 4 �tR• ) T 114x;'�SCREWS TBI:(813 3740321 K-BRACE 0 'h (.) dx) (nq <on) O©O �('� LINE LINE SCREWS PLATE RovJDB Description CORNER POST , 03 A4714 tE6TT BEAM A •B'6'C' TOTAL WIRTH 3• 2•.0.030'MDL 6063-T6 I B �.f, Lt l'�S pP q.9 2N0 3 2 24 12' QO j(0 0 ISSUED AL OY PLATE DR STRONGER Y• E SLOE) Y J1yF0EN�15 tOtW 2.5 3 3 32 14' 3 2x6 4 40 l4. N-BRACE Q ACN SIDE AS SI DOE GIRT(CHAIR PAIL) EOGC uWE �`i 2x7 5 4 56 16' Q NIN.PLATE tYT ' STANCE\C-C t2,'AIO 2xB 9 S 64 16' AST ENER SPACING) 2.9 9 6 72 1B' Q 0 eR�ci°(rrv.)• ROOF BEAM 2x9(Hv) 6 7 e6 1B• R 2' ME PLATE OTHERWISE UNLESS 0 1' CONNECTION DETAIL 2xm 7 7 96 is, Q D x , g�njTITVt.nT 5T,LU CTF rpUNT�nr . •SCE ELEVATIONS f0UN0ATi01 MR•N'BRACE SISE nevTFNNTD FOR C^w) ei.L�VLE UK(4)110.3•LO .U.S.INTO AL VIE:A�)}�/J❑• rNl,v 1201.9.Y.5..FKN LEG AND SCREW BOSSES ALI IUMUM E) DATE 7/1 1 i Y 6 NS.CNWNEl TO BFAY e scREw I T{'0 CONCRETE ANCHOR m PLACES) (FAY TOP AND 0 11'O.C. PL.9IVS�A ID PElT4ti[1T MUST AE KEPT 01 JO w SEEE TABLE FOR SIZES)OF�B SCREWS OF nP.FOR CORNETt CO CoNCR1"ET[ Og;NO�gpEC IO:I WILL BE�:.".is°. C L(1 THESE PLANS ALL ROPOSED WOFI LATERAL V'-BRACING I.I r BY 2'LONG � ANGLE EACH SIDE(rtPJ 2.3 O7 CHMR RAIL 0 y ARE SUBJECT TO A RECTIONS CONNECTION DETAILSI I n F{� OR A PVN) _ .1y�•NT°•LCN0/.w pp� q� $��T pa'p ANGLE,EACH S0E(TYP.) c _j RE4UIRED®1�I�L®{N31�Fal OF THE (Yw.O.a62 wERtLTHCNNE35) (3)/12d)'SAS.,EACH TI U VI P x 7 1/B•x P.3'L. LEG(e)TOfa(IMP.) (G2 W s,MAY OF N�O.30 DER 70:'• � (Tw.ALTER (n CAMPLI7 W{TLi, I LICAOLE C©DES. 5'Y:6"1N�U 5'' BD55E3. y w y �... VU11 5'S.Y.S.. , F-2kM C z (Y GCK LEG(ITT.), S B.POST .2 O N . N011AM P0S� PURLIN TO ROOF BEAM (5)J12.3/4•s.Y.s ~ 1.5.16•ANGLE 6•LONG ��-.• 2 Q 1.2 O.B.ATIACH TO BUM W/ (iYP,a EACH BEAM - CONNECTION DETAIL W f a (2)-�TOK2'S..S.INTO SCREW BOSS (2))f•0.3•L6 a EACH ANGLE UT AND IS OLT NOTES PRIIMRY SCRECN ENCLOSURE SCAMS S L BE U Q 0 THRI- SIDE OF 09AM ATTACHED TO HOST STWCTURE CONSISTING OF CHAIR RAIL/GIRT TO POST CONVENTIONAL TRUSS/RAFTER FRAMING WITH MA. §124 S.Y.S.0 24'O.C. FACIA TD BE 2.6 OQKI SPS. OWERHANG M TO EXCEED 30'UNLESS OTHERVIS CONNECTION DETAIL DRAWN BY: DYK 14 .B.TD SUPER GUf1FA ORVESTER RED CEDAR NOTED ON PLAN DV4 CHECKED BY: DYK ST STRUCTURAL GRADE E MIN B WITH FA3)-11VERAIL ATTACHED 10 (1)Y1•P�.2'LO LAG SCREW a 24' INTOBEAUS WITH eOSS.I0a2'S.M.S. u') S.Y.B.BUBO SCALE: AS 6MONM (4 #I20/1'S.Y.S. O.C.EnTIRE LENGTH OF GUITEN INTO SCREW 8055. (SE BE SLOPEDOR OR FIAT (WO BE SLOPED (BEE PLAN FOR SIZE) DATE B/1RB ROD BEAM SECURE FASCIA TO EACH RAFTER TAIL (2)/10.4'S.Y.S.TH U.2 OR Mn ( OR SLOPED) W/(1)N'OiA•LONG PAN NFAD LAG SCREWS Fq\•[RAIL INTO PURU EN .125 ANGLE-2' E BEFORE ATTACKING SUPER CUTTER. BMES (2)-140'INTO B 2)-#14.1 INNtT0 MGHF. USE//IGOy, S. 24'O.C. -- - 1 2.3.11'ANGLE.FACH SIDE TO CLNN[!:T•TO 1. O.B.TO 2.3. W DO YEON KIM,P.E. J) USE 110. • .U.S.0 24'D.C. FLA.REG.NUMBER 49497 2 A 2.B SUB OR GwGwJ TO.CONNE la 0.9.10 20. (1)Y'Ax2'L0.LAID SCREWS ----- C❑F]l (TYP.B EACH BEAMI 1.2 O.B.F TO COWYN/Pou PURLIN FAMED TO COLUMN OST IICC// (1)AI2x2'SMS B 12'..c. B ILY'S.Y.S.FACH SIOE (4)I12.3/4'S.U.S. (MA%l BETWEEN BEARS W/(2)'I10.Uj'S.M. WO SCREW BOSSES WITH(4)/12x1'S.YS.(FACH LEG) V Sryp•)OR MIN. 3 IY MA%C-C DO KI AS,OCIATEB•LLC FALIi lEG (EACH END,TYP.) y�p USUIG J� TIOCN FIAT BAP BEM (6 12.Y'S.Y.S.EACH SIDE ACINFi 0<FASTENERS RYPJ (y1 THICK CONTINUOUS TO F1T(60B3-T6 ALLO)) D� EAV i0R 2..COLH SIDE E AK 68 7, 5'or 71 SUPER GUTTER "'„ 2 BFAII µ MIM SCAM CDGE TOD38 mm 0.090•THICK � DISTANCE fSYPJ TI PI 33978 COLUMN/POST COLUMN/POSE /S I SECURE FASCIA TO EACH RAFTER y,`•-I? V/(1) ,TTAC I.A•LONG PAN HEA G SCREWS BEFORE HING SUPE TER ROOF BEA PER GUTTER SIDEWALL P COLUMN TO PUR MAIN POST IfCOLUMN TO ROOF M CONNECTION D I10.J/4'Sl/.9• K'ESOBTIEW6U D Of CONSTRUCTION CONNECTI CONNECTION DETA i - •• 1 brewing No.-OBOB17 L �- ( SHEET ICF3 PURUN SUPPORT COLUMN/POST Y'ANGLE,EACH SIDE(GYP.) SJL9.WITH MN.Y' •/CONCRETE ANCNOfl N B„]�{l ANGLE V"LONG)V/t2)-E11 •1'LG.ANGLE r 11;TCNS INTO WE FRONT Oi THE CORNER POST DO K I M /12.]/4'SAS EDGE 06TANCE W/NA•EYBEDNEM IMO �a (EACH s10E) sEE NNM1)ANCNEIE(TYP'• &AS EIC]CIATES,LLC if EE NOTE 10) O O •A CONWIEIE ANGNOfl 112'O.B.SOLE PUTS wso. Wro I 2.PURUN C O N S U LTI N O (EACH s10�`o"`R STRUCTURAL ' 1.2 0.TOP FRAME ENGINEERS •1'' .ti A 45- GlE CUP,CUT AT la]0.8.i/S1EHE0 TO SAS. CORNER POST A IY({-)ANGLE ANO SECTION WUM/10a2'S.N.S.W/ x 10030 ] MIN.(TYP.) •• SCAN!MAY BEAN HE NE E11 THE RE`ROOF �'DA WASHER O 16'O.C. jLm eoFL 33B7B Y.roa�•CONCRETE BE MT BEAM 1.O.B.WE WALL CORNER UPWGM P SCPw AVCHOfl 0 21'0 BE SLOPED /'� BOLT,WRIT WASHER. TOT:(813)374.0321 (` ATTACHED BEW OR LANE PAL AND B'MOM PDSf'( O OVOQ`AL B IN SHALL NOT BE ATTACHE()f0 G PUflU OF NS RwiDat4 DBscr)Uon SIDEWALL COLUMN TO CONCRETE B• (SEE PLAN) eRA E ELEVATION VIEW TAI COLUMN POST .� 292E PUV!) 20i9 ISSUED CONNECTION DETAIL CORNER POST/COLUMN 1.2 os.SO E PUTS PLAN-TYPICAL DIAGONAL ROOF O p A UPRIGHT DETAIL ACE CONNECTION p � o p BE PLAN FOR SIZE p E OF CONCRETE J V(TYPJ N . 2500 PSI MIN.CONCRETE STRENGTH 1.2 0.9 FASTENED TO CORNS COLUMN O SECTIO WITH/f1.U)'S.M.5.0 0 2410. PLAN VIEW APPROXIMATE .. IN 2Y'YAL THICK SIDU PA '•WAN yWy ��00N TOP OE i001ER G2a2,%' GlE 2'LONO(EACH SLOE) p(2 '/(I1�'s.M.s.To P09f y IE PLATE a' •� Nk]e N.D.GALV.EKP.BOLT •. W/2 1 MIN.EMBEDMENT A•' _ COMPACTED OR o - d, * UNDISTURBED SOIL/SAND CORNERPOST/COLUMN (1)-/5 REBAR,CONTINUOUS S W TO CONCRETE r;'• �' 1:':'. I — LAPMSPUCENC.COVER,76•MIN. N CONNECTION DETAIL a 4 • 12'MIN! � U BEAN SUPPORT Y •.5'CONCRETE SCREWS 0 24'O.C. YW.COND. iii��i Z S.MS.WITH MIN. Y'ANGLE,EACH 510E(TV.) COWMN/POST (m.),lY'CONC.EMBEDMENT MIN.) weEDYEM(TYPJ ILL! EDGE OLSTAN gyY CONCRETE/NCHOfl' 2a2.1/8',1'LO ANGLE MIN.CONTINUOUS PERIMETER FOOTING w tY. wBECO CR INTO W/(4)/12.5/{•s.us 51RULTURIL DONDRETE Om.. EACH SIDE) TYPCIAL FRONT VIEW OF POST TO (BY OTHERS) Z CC SEE NOTE f0) d Q J fr7 NOTE 1 O.B.SOLE M GO 0 0 FOUNDATION CONNECTION WITH PAVERS F oO U U \' w m }a} r,' •,1•,•�: 4 BEAM �/ALTERNATE(11 -j LIJ 0 F ti g MT •.. •• 2.M'ANGLE Y ]'NW.(TYP.) (4)/12A,'S.N. BRACE DRAWN D DYK •g 4 -V4 CONCROE CHECKED BY: DYK 4 SCREW ANCHOR 0 2Y O.C. { NOMINAL CONCRETE SUB 21 PUflUN (4)11L'AN (GRACE)W/ AND B'FROM PoSi(MP.) (2]DO PSI,MW.)W/eaeal0/f0 ({)/I SAS.0 EACH SCALE: A66ROWN- W.W.N.OR FIBER R NFORC MEMBER PLITASECTION DATE BH7/DB w 1S POUNPC D Y I.)PEREC.Y.] p 9• COLUwM/POST O 2.24'ANGLE 2•LONG ON UNDEA910EW 5({�/\�/12Bi 9.Y.S 1.2 O.B.50LE PLATE . O• BETA BE T EACH ISO(�lAM h BRACE) O O Ad• OR SLOPED • z /to.2Y'S. s DO YEON KIM,P.E. •!d,••.•; e'� a•' ( 51 FLA.REG.NUMBER 49497 O • 1 •.•A'a:•�'.• 4T EACH ENO/ 2.3 GRACE (SEE PLAN) J ms 'I EACH w0) f�— • ALTERNATE(2) DO KI 8 A OCIATEB,LLC 2.3 BRACE CAY B7 �I I 1 I I I � a 'a• ( A} /' ` T IT Ba 133B7B EDGE Of CONLRflE N UNDISTURBED SOR OR COMPACTED,OCTO CRUSHED WEROCN(SOX PROCTOR) PLAN VIEW MIN.p)-/e REern INNnsuous,srucE PLAN-TYPICAL ROOF ff 1 oust 1)-#0 R 20•WIN. ]'CGNER(IMP.) BRACE TO BEAM CONNECTION 1 MAIN COLUMN TO CONCRE B'mW+ CONNECTIO FOUNDATION/SLAB DETAIL Drawing No.-080811 SHEET 20F3 DOUBLE SN.R BEAN (SEE PLAN FOR ] NOTCH KNEE BRACE TO ACCEPT BEAM B.Y.B.BUM FASTEN WITH(4)LI1X'.SN.S„ DOUBLE BEAM(PATIO/S.M.B.) 114. O 4'O.C.' (SEE PUN FOR SIZE) EACH SIDE.OR (2)Y0 THRU BOLTS ( ) V/WASHER L NUT. I DO KIM &ASSOCIATES,LLC POST 234.044 CONSULTING _ STRUCTURAL 1 ENGINEERS D \ (I)-IIG.Y'0'O O.C.OR j `4N.0.128 KNEE BRACE PO B.10038 (1)-II AT D 24'O.0 S.M.S. Tampa,FL 33B79 W/ •0 WASHERS AT MIONDGHT OF BEW 0 V/1{'WASHERS / Tel:(813)374-0321 S.M.S. 2.2.1('ANGLE(EACH SIDE) . O 24'O.C:,TOP (MOTERHATME).CONNECT KNEE BRACE &BOTTOM W/0.080'THICK'U•CHANNEL;E083-T8 RBVJD.td Description O ALLOY PLATE OR STRONGER FASTEN (8)/14.2a:'B.M.B.EACH,SIDE VITH�(4)'*14Xr4•-SMS EACH-SIDE. /07 DOUBLED BEAM OF IBUM C OR(2)Y•0 BOLTS V/WASHER L NUT. 241E 188VED DOUBLE 1-111 B (BEE PLAN FOR SIZE) - 'SEE PLAN FOR SIZE) j O Q BEMI STDCHING SCREW O 24'O.C. 0 (4]- •0 THRU-BOLT (,P.TOP AND BOTTOM OF SYB) KNEE BRACE IENCIN V/1'WASHERS 024'YIN,) NOTCH POST TD TYP.BEAM TO DOUBLE CARRIER (4)-RL4A4'S.H.S. ACCEPT BEAM BEAM CONNECTION I POST-� KNEE BRACE CONNECTION DETAIL DOUBLE Gen es and Specifications] CONNECTION DETAIL 1. Contractor shall fiell verify all dimensions before construction and shall notify engineer of discrepancies for immediate (2)-I •S.M.S. consideration. a TNR ON)B'OF 2. DST o 122'TToe° 2. Concrete shall be minimum 28 day compressive strength of f'c=2500 psi,and be in accordance with the requirements of ACI 318E = Reinforcing steel shall have a min.yield strength of 40,000 psi(grade 40) and be provided with cover in accordance with ACI 318E c o w 3. All dimensions are provided by contractor,00 Kim&Associates, LLC have made'interpretations where necessary. POST(SEE PLAN FOR SIZE) WIT- •0 THRU BOLT v/1Y,a V,12NER 4. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The m UPRIGHT .•BASE TNBERr W/IJE•VERTICAL contractor shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition.If 4) (UZD (SEE PLAN LEIS •THICK 6083-T6 ALLAY (T FOR SIZE& DO NG . AR A N. AR A H R�(TYPO there is a question about the host structure,the owner(at his own expense)shall hire an architect or engineer to verify host Z LAGOON) (4)-%'P NOT DIPPED GALVANIZED- structure capacity. i y W1LJ WEDGE ANCHORS V/2Y'MIR EMBEOKENT C Z C O D O INTO cDNCRETE. 5. Screen densityshall be a maximum of 18 x 14 x 0.013"mesh. Wall screen shall be removed'in accordance with Rule 61D20-1.002 I a O (Un, TOP OF CONCRETE ` J .' �,.'•:,; "' Alternative Design for Screen Enclosures. Aluminum shall be 7005-T53 Alloy,6005-TS Alloy;for secondary components 6063-T6, E,,. •.,�'..r';�:,'.;••: -:;; Alloy based on Industry standard shapes, thicknesses,and tolerances unless otherwise noted. _ W U U . 6. Unless otherwise noted,SMB shall be stitched with#10x3/4"SMS at 24"o.c., top and bottom. L) 0 2'HIM.EDGE 4x4x0.125 POST TO CONCRETE DISTANCE(TYPE) 7. Connections using sclw bosses shall have minimum(4)-#10x2"per connection unless shown otherwise, DRAWN BY: DYK CHECKED BY: DYE( 8. Unless otherwise shown,screws shall have minimum e(I . DATE:a distance and center-to-center distances as shown in this tableATE: As B00 CONNECTION DETAIL D ASSH 1-10 2 Low Carbon Steel SMS&Self-Drilling(TEK)Screws(Industry Standard Screws) Nominal Screw Diameter EMinimumenter to Center fin) Minimum Edge DistancScrew istance DO YEON HIM,P.E. #1 0.1BB )/M° Y2" FLA.RED.NUMBER 49497 #14(1/4") 0.250 Y2 +/e' DO KIM o CIATES,LLO BB7 10039 T. 3879 9. Structure has been designed to meet the S"Edition FBC(2014 FBC).Project is sited where the ultimate design wind speed,11m,is 3i-IZ 150 mph(3-sec gust)for risk category I buildings and other structures.Exposure B, 'Design pressures are from Table 2002.4, 2014 FBC reduced by 0.88 for screen mesh factor,0.6 for allowable stress design (ASD). l ( 10. Concrete anchors may "Large Diameter Tapcons"(LTDs),Tapcon ccH, to screws,Simpson Strong-Tie Anchors or, Ian Screws Drawing No.-060811 or approved equal. SHEET 3 OF