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HomeMy WebLinkAboutBuilding plansSM. ITH 96iZ Pr.RNTRTtOU' ,AyE5 'P0tzr Sr.. i. ut Ft. v,,,,,r 'ey c FO-A t 7009 ,Z'u a?' wkRe OEt1C d If'ES,VT RKISrWz Foot DEM TU MpY-6 F?tKS3 uu id2 i , p N X cv N xY9 N Oz N O� C� ix9 �I t•3n .7�u '1r6� 7v 7J3„ Y O 4 W 2 C a CATef grxI CENS � 1>t vi� X Z jq WO'.2C` T. 61 F NA ? x Do YbyDigD-aY,K. ,,— L �' O D.1' "6 mKim1'6'252:32 -0 16:S'00' OO YEON KIM, P_E_ FLA. LAC_ NUMBER 49497 CA. # 26887 E3O KIM ffi ASSOC., LLC P_O_ BOX 10039 Te4MPq, FL 33679 (813) 875-9965 19) 112.%, S.M.S. (❑R) 2" (MA I (4)2x2 x YS.M.S. 2x2A" A ANGLE O :1 SHME(RXC BEAN STITCHING SCREWS (SEE TABLE) @ 24' O.C. SPLICE PLATE (EACH SIDE OF BEAM) SPACE SCREWS A A A 5052-H32 ALLOY OR EQUAL, 1/0' THICKNESS EpUALLY (TYP.) AS /q5�,,,5� a —© / AL x SPx' 0020 THICK A o' o `(\ ALUMINUM FLAT BAR Y/- °sr. --0 (❑R) 3- STEEL 'CAMELBACK' CLIP (TYP.) THIS CLIP MAY BE INSTALLED ON T/C OR ON SIDE OF CONC. SLAB (2' MIN. CONCRETE EDGE DISTANCE) (2) - Y' x 2- CONCRETE SCREW ANCHOR (TYPO cam{ � �Npl zRPG�SGp��, ctyPi G l w� � oRj241 x tHP3 31A � SCR �Yi .P C� p.� �� • 1 JWotH l'.. PtytE MANSARD BEAM CONNECTION DETAIL EYE BOLT \\ / I THRU—BOLTED TO I 2X2 HEADER W/ DOUBLE WASHER & NUT EACH SIDE, EYE SNUG AGAINST ANGLE 1x1xY" BY 2" LONG CABLE BRACE DETAIL ANGLE, EACH SIDE (TYP.) 2x3x0.070 Gill R /CHAIR RAIL (SEE PLAN) MIN. (4) #10x2" LONG (4) #14A" S.M.S., 2 SCREWS S.M.S. INTO SCREW BOSSES (tt. ALTERNATIVE) EACH LEG (TYP.)S.M.BP. POST HOLLOW POST (5) &12x3/4" S.M.S. 1x5.A' ANGLE 6- LONG 1.2 O.B. ATTACHED TO BEAM W/ (TYP. @ EACH BEAM) (2)-Jl10X2' S.M.S. INTO SCREW BOSS (2) Y-0x3- -G. @ EACH ANGLE (1)-1/4-A S.S. THRU-BOLT W/ Y" NUT AND WASHER NOTE: PRIMARY SCREEN ENCLOSURE BEAMS SHALL BE CHAIR RAIL GIRT TO POST O EACH SIDE OF BEAM ATTACHED TO HOST STRUCTURE CONSISTING OF DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 ISSUED (3) #1211J" S.M.S., EACH LEG AND MIN. (4) b10x3" LONG S.M.S. INTO (6) #121Ij- S.M.S. CHANNEL TO BEAM SCREW BOSSES (IYP. ALTERNATIVE) (9) SCREW TOTAL (n BEAM STITTOP MINAND O 24" O.C. J (TYP. TOP AND BOTTOM OF SUB — Q PURLIN070 � � SEE TABLE FOR SIZES) F 1" x 2 1/B" x 1) x 3" LG. 1 I MP. 1/B-ATNE) 1`TW'I �l PURLIN TO ROOF BEAM CONNECTION DETAIL LLJ C LLJ U U) 1 xt xJg' BY 3' LONG C 0 ANGLE, EACH SIDE (ttP.) U (3) #12A" S.M.S.. EACH Z LEG (6) TOTAL (TYP.) LLJ TRUSS/RAFTER (4) /12x2" S.M.S. - 1.2 O.B. TO SUPER GUTTER (TYP.) / \)\ LONVENTIONRL FRAMING WITH MAX. FACIA TO BE 2.6 (MIN.S.P.F. OVERHANG NO TO EXCEED 30' UNLESS OTHERWISE OR OR WESTER RED CEDAR) NOTED ON PLAN DWG. STRUCTURAL GRADE 2 MIN. CONNECTION DETAIL 2x3x0.045 EAVEMIIL ATTACHED TO BEAMS WITH (3)-g10x2" S.M.S. (4) #12x3/4" S.M.S. (D W0x2- -G. LAG SCREW @ 24' O.C. ENTIRE LENGTH OF GUTTER (2.M PURLIN (MAY BE SLOPED INTO SCREW BOSS. ROOF BEAM (FLAT OR SLOPED) SECURE FASCIA TO EACH RAFTER TAIL (2) #10x4" S.M.S. THRU. 2.3 W/ (1) Y'0x4' LONG PAN HEAD LAG SCREWS SAVE RAIL INTO PURLIN SCREW OR FLAT) 2x5x.125 ANGLE-2' WIDE WITH — Z LILI LILI C Z W O CL � � Q Z U U ILL U) d Lu U 0 F- DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN S.M.B. BEAM MAY BE SLOPED OR FIAT (SEE PLAN FOR SIZE) PATE: 8/11/O6 4+ BEFORE ATTACHING SUPER GUTTER BOSSES (2)-&14x1 INTO BEAM & (2)-b14x1 INTO UPRIGHT. USE #10x1)'2" S.M.S. O 24" O.C. TOONNECT TO tx2 O.B. TO 2x3.(1)-2x2x10" ANGLE. EACH SIDE USE V S.M.S. O 24" O.C. (2FOR 2x8 SMB OR URGER.) (1) Y'6x2- LG, LAG SCREWS ONNEC(" TOCONNECT TO 1x2 O.BTO 2x3. (❑Rl (TYP. @ EACH BEAM) 1x2 O.B. FASTENED TO COLUMN/POST (D p12x2- S�M�S @ 12' o.c WA2) #100ii" S.MS. INTO SCREW BOSSES FASTENED TO COLUMN/POSTI�/ g12x1" S.M.S. (EACH LEG) r (9) g12xY" S.MS. EACH SIDE (4) #12x3/4" S.MS. EACH LEG. (MAX) BETWEEN BEAMS(EACH ENO, ttP.) ' THICK FLAT BAR BENT OF BEAM (TYP.) OR Ye' MIN, 3 W MAX. C-L (a) B12xY" S.M.S. EACHSIDE SPACING OF FASTENERS (TYP+) 5' 7' SUPER GUTTER X,' THICK CONTINUOUS ANGLE 6063-T6 ALLOY)OF BEAM FOR 2x5 COLUMN TO 2x5 BEAM Vs' MIN. BEAM EBGE DISTANCE (TYP.) MIN, 0,090' THICK /POST COLUMN/POST SECURE FASCIA TO EACH RAFTER TAIL W/ (1) Y'0x4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING SUPER GUTTER ROOF BEAM TO SUPER GUTTER SIDEWALL POST / COLUMN TO PURLIN MAIN POST / COLUMN TO ROOF BEAM CONNECTION DETAIL 012' D.C.S.M.S. HDHESNE CONTINUOUS BEAD DE CONSTRUCTION CONNECTION DETAIL DO YE . REG. CONNECTION DETAIL Drawing No. - 060811 SHEET IOF3 PURLIN SUPPORT COLUMN/POST J4" ANGLE, FACA S1DE (TYP.) 8' x 2" LG. ANGLE S.M.S. WITH MIN. �§' %"0 CONCRETE ANCHOR BEPM W/ (4 W12x3/4" S.M.S W/ EDGE DISTANCE W/2% EMBEDMENT INTO (1 � O O O O (EACH SIDE) H ie"0 CONCRETE ANCHOR W/2%" EMBEDMENT INTO STRUCTURAL CONCRETE (TYP., EE NOTE 10) 1'x2" O.B. SOLE PLATE 2'x PURLIN STRUCTURAL CONCRETE (EACH SIDE) ' 2A24' (ANGLE CLIP, CUT AT A 45' +/-) ANGLE AND 3' IN. BEAm MAY ATTACHED TO THE SCREEN ROOF BEAM WITH ONE (1) Ya"0 THRU- �N 1a"0x2y" CONCRETE SCREW ANCHOR O 24" O.C. BE FLAT OR SLOPED BOLT, WITH FENDER WASHER. ATTACHED TO BEAM OR LAVE RAIL. AND 9" FROM POST P. (N ) O DIAGONAL BRACING SHALL NOT BE ATTACHED TO ROOF PURUNS. SIDEWALL COLUMN TO CONCRETE 9• COLUMN/POST 2x2 D-3 BRACE (SEE PLAN) CONNECTION DETAIL l 1A2 O.B. SOLE PI -ATE PLAN - TYPICAL DIAGONAL ROOF BRACE CONNECTION O SEE PLAN FOR SIZE ♦� EDGE OF CONCRETE 1• (TYPO 1.2 O.B. FASTENED TO CORNER SECTION WITH &14.%' S.M.S.® 24' o.c. PLAN VIEW 2x2x)§' ANGLE 2" LONG (EACH SIDE) W/(2) j—i4- S.M.S. TO POSTlu h 3 80 H.D. G4LV. EXP. BOLT W/ 2 1/2" MIN. EMBEDMENT CORNER POST / COLUMN TO CONCRETE CONNECTION DETAIL S.M.S. WITH MIN. %* )e" ANGLE, EACH SIDE (TYP.) BEAM SUPPoRT COLUMN/POST EDGE DISTPNCE"0 CONCRETE ANCHOR 2A2A1/B' A 2" LG. ANG1E W/2% EMBEDMENT INTO STRUCTURAL CONCRETE (TYP., W/ (4) #12x3/4" S.M.S SEE NOTE 10) O.B. SOLE PLATE (EACH SIDE) O O �1"x2" O O O O O O - s POST - 3" MIN. (TYP.) ff Y4"0x2Y" CONCRETE SCREW ANCHOR 0 24" O.C. AND 9" FROM POST (TYP.) COLUMN/POST T PLAN VIEW MAIN COLUMN TO CONCRETE CONNECTION DETAIL — COLUMN 2Y" MAX. THICK BRICK PAVERS SFi IN MORi ON TOP OF FOOTER O.B. SOLE PLATE A - y" 0x5' CONCRETE SCREWS O 24"0.C. 2%" MIN. CONC. (TYP.), 1Y2" CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.) TYPCIAL FRONT VIEW OF POST TO FOUNDATION CONNECTION WITH PAVERS 4" NOMINAL CONCRETE SLAB (2500 PSI, MIN.) W/6A6x10/10 W.W.M. OR FIBER REINFORCED [POLYPROPYLENE FIBER - 1.5 POUND (MIN.)PER C.Y.] ad- d d Q, a `UNDISTURBED SOIL OR COMPACTED CRUSHED LIMEROCK (90% PROCTOR) MIN. (1)-®5 REBAR CONTINUOUS. SPLICE MUST OVERLAP 20" MIN. 8'(MIN.) 3' COVER (TIP.) FOUNDATION/SLAB DETAIL 2x5x36' ANGLE - TEKS INTO TOP OF N14 TEKS INTO THE ­1x2 O.B. TOP FRAME 1.3 O.B. FASTENED TO CORNER CORNER POST SECTION WITH /10x2" S.M.S. W/ CIA WASHER 0 18'. O.C. tx O.B. SIDE WALL CORNER UPRIGHT ELEVATION VIEW CORNER POST / COLUMN UPRIGHT DETAIL PSI MIN. CONCRETE STRENGTH DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 ISSUED d III_ , llllll� � COMPACTED OR Q .• d ljl UNDISTURBED SOIL/SAND = W L_ (1)-#5 REBAR, CONTINUOUS c 0 I u ll 3" MIN. CONIC. COVER, 36" MIN. - ILE Of —� I —11 -III- LAP SPLICE -1IIr II,rlI 11 1 ITT' o 12" MIN! N U U Z Tn LU Z MIN. CONTINUOUS PERIMETER FOOTING w (4) #12.)" 2"A PURUN BEAM MAY BE FLAT OR SLOPED W#1Ox2it P. EACH (2) #10x31i P. EACH � Z 0_ d 0 c) Q Z U U W_ a ALTERNATE (1) J W 20iyh" ANGLE r-) F BRACE DRAWN BY: DYK 2"x1"A' ANGLE (BRACE) W/ CHECKED BY: DYK SCALE: AS SHOWN (i4) #12INTERSEC. 0 EACH ON DATE: 8/11/06 ' 2x2A' ANGLE 2" LONG ON UNDE-IDEW/(4) #12A,' S.M.S. EACH LEG (BEAM h BRACE) „ 2x3 BRACE (SEE PLAN) ALTERNATE (2) 20 BRACE PLAN - TYPICAL ROOF BRACE TO BEAM CONNECTION 1 Drawing No. - 060811 SHEET 2OF3 NAW, r POST ( _%.0 THRU-BOLT W/ It° WASHERS I I ➢ S.M.B. BEAM (SEEEE PLAN FOR SIZE) (4 %.0 THRU-BOLT W/ It° WASHERS NOTCH POST TO _I ACCEPT BEAM POST DOUBLE CARRIER BEAM TO POST CONNECTION DETAIL S.M.B. BEAM #14x 4' ® 24" O.C. (SEE PLAN FOR SIZE) NOTCH KNEE BRACE T9SMS. (TYP) FASTEN WITH (6) M1DOABLE BEAM (PATIO/S. M. B.) EACH SI➢E OR (2) ): W/ WASHER 6 NUT. DO KIM 2—DO—, & ASSOCIATES, LLC CONSULTING STRUCTURAL ® 12" O.C. OR ENGINEERS 24' O.0 S.M.S. AT MIDHEIGHT OF BEPM 4x4x0.125 KNEE BRACE(1)24" S.M.S. 2x2x)6" ANGLE (EACH SIDE)PO Box 10039 ® 2a" o.c., TOP o. Tampa, FL 33679 &8—M Tel: (813) 374-0321 (8) #14=2xY° S.M.S. EACH SIDE (ALTERNATIVE) CONNECT KNEE BRACEOF BEAM W/ 0.050" THICK 'U' CHANNEL 6063-T6DOUBLED BFAM PLAN FOR SIZE) AHOY PLATE OR STRONGER FASTEN(SEE Rev./Dot Descri lion WITH (4) LT SMS EACH SIDE.BEAM STRCHINC SCREW d 24° O.C. O B DR (2) y'0 BOLTS W/ WASHER 6 NUT.➢ 627ISSUED t01T(TYP. TOP AND B070M OF SMB)TYP. 0BEAM BEAM TO DOUBLE CARRIER E BRACE LENGTH(24' MIN.) CONNECTIONx.M.S. KNEE BRACE CONNECTION DETAIL A POST (SEE PLAN FOR SIZE) (3)-%'O THRU BOLT W/sy'0 WASHER \ll T BASE INSERT VERTICAL LEGS )§' THICKK 60 6063-ALLOY 00 N IN BASES (TYP.) (4)-%'O HOT DIPPED GALVANIZED WE➢GE ANCHORS W/ 2Yx' MIN. EMBEDMENT O O O INTO CONCRETE. TOP OF CONCRETE 4" OR 5" POST TO CONCRETE 4 2' MI". EDGE DISTANCE (TYP) CONNECTION DETAIL (2)-/14x%' S.M.S. THROUGH X OF 2. UPRIGHT INTO POST ® 12" O.C., POST (SEE PLAN FOR SIZE) (3)-% 0 THRU BOLT W/ly'0 WASHER 2. SMB 4' BASE INSERT W/1-' VERTICAL UPRIGHT OR O.B. LEGS Y' THICK 6063-T6 ALLOY (SEE PV4J p0 NOT USE CAST ALUMNOT BASES (TYP,) FOR SIZE & LOCATI-11 ON) <4)-%'O HOT DIPPE➢ GALVANIZED WEDGE ANCHORS W/ 2Y.' MIN. EMBEDMENT ,0 INTO CONCRETE, `4 TOP OF CONCRETE 4x4x0.125 POST TO CONCRETE 2' MIry. EDGE CONNECTION DETAIL DISTANCE (TYP.) Genera/ Notes and Specifications: 1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate consideration. 2. Concrete shall be minimum 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318. Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with ACI 318. 3. All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary. 4. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The contractor shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. If there is a question about the host structure, the owner (at his own expense) shall hire an architect or engineer to verify host structure capacity. 5. Screen density shall be a maximum of 18 x 14 x 0.013" mesh. Aluminum shall be 7005-T53 Alloy, 6005-T5 Alloy; for secondary components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted. 6. Unless otherwise noted, SMB shall be stitched with #100/4" SMS at 24"o.c., top and bottom. 7. Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise. 8. Unless otherwise shown, screws shall have minimum edge distance and center -to -center distances as shown in this table. C-1022 Low Carbon Steel SMS & Self -Drilling (TEK) Screws (Industry Standard Screws) Screw Nominal Screw Diameter (in) Minimum Edge Distance Minimum Center to Center Distance #10 0,188 '/„" Ys" #14 (1/4") 0.250 9. Structure has been designed to meet the 6" Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, VM1, is 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4, 2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASD). 10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws or approved equal. 11. Screen enclosure structure shall meet Section 454.2.17 Residential Swimming Barrier Requirements and the screen enclosure per 454.2.17.1.11. if enclosing a pool. J_ Q - H w 6❑ C w Of U � C 0 N U U Z w TZ a) w CLU Z W CL O F Z U U w U) a ULu ❑ F- I CHECKED BY: DYK SCALE: ASSHOWN Drawing No. - 060811 SHEET 3 OF3