Loading...
HomeMy WebLinkAboutProject information ............ ox C-r, Lor"aq = as z Do Y Kim V / M Digt,llysgned by Do Km U�= ti �€ k Date 2020.05.04 yv 7" 15:13:30-0400' (Mt t+ra S P,•rA D V,00 r) r k l x 6"9 x a N l� �x K". J "�e'= I��4 •R E� A_ 1� _ dIJmRER 494 7 "L c � �1 CA_ # 26887 zc X -7 7 - P_O_ BOX 10039 TAMP^_ EL ';';679 JFt75-4QSS RAG CORNER POST EAVE RAIL BEAM STITCHING SCREWS (SEE TABLE) @ 24' D.C. S�M� (11 TOTAL) - #12 x 3/4' I' x 2' O.B. S.M.S AS SHOWN ()2' MIN. SPLICE PLATE (EACH SIDE OF BEAM) D ❑ K I M PATIO SECTION PLATE EDGE DISTANCE & SPACE SCREWS A A A 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS C-C FASTENER SPACING) EQUALLY (TYP.) & ASSOCIATES, L L C COLUMN �t —© C❑NSULTING 0 6' x s• x 0.050' IE STRUCTURAL 0 0 6063-T6 ALLOY PLATE o° x^ _ 0 0 (ONE SIDE) OR STRONGER A wo w ENGINEERS K-BRACE OisT2y �'� w 777 3' x 3' x 0A50' MIN. 6063-T6 ALLOY 070 CHAIR RAIL 9tic�Oc PO Box 10039 F` PLATE DR STRONGER (ONE SIDE) WITH 2x3x0. O r�A (3) - #12 x 3/4' S.M.S, EACH SIDE AS O J �, Tampa,FL 33679 SHOWN (%' MIN. PLATE EDGE DISTANCE K-BRACE p & C-C FASTENER SPACING) p O p PJ #14x3/4' SCREWS Tel:(813)374-0321 K-BRACE O p Rev./Date Description coRNER POST �G�`�Ql �P�� x�l� ��s1� BEAM LINE 'B'&C" TOTALS PLATE WIDTH ens 3' x 2' x 0.050' MIN. 6063-T6 ('( �A PV' 2019 ISSUED ALLOY PLATE OR STRONGER P�J 'yy <**� #OR 2� 2x4 3 2 24 12' (ONE SIDE) B 5Q ggc SPA- V��E 5�O 2x5 3 3 32 14' 0 CREW (3) - #12 x %' S.M.S, K-BRACE * #1A�,31***�5 2x6 4 3 40 14' EACH SIDE AS SHOWN P`1** 11 2x7 5 4 56 16' ()�' MIN. PLATE EDGE GIRT (CHAIR RAIL) B VANE DISTANCE & C-C SE w�aSN 2x8 5 5 64 16' FASTENER SPACING) Qom' 2x9 5 6 72 18" 2x2z0.093 o f BRACE(TYP.), ROOF BEAM 0 o UNLESS 2x9(HW) 6 7 88 18' o G 1' x 2' DLE PLATE OTHERWISE CONNECTION DETAIL NOTED 2x10 7 7 96 18' ■ SEE ELEVATIONS FOUNDATION FOR 'K' BRACE SIZE MIN. (4) #10x3" LONG S.M.S. INTO (3) #12YY2" S.M.S., EACH LEG AND SCREW BOSSES (TYP. ALTERNATIVE) (9)SCREW OTAS. CHANNEL TO BEAM BEAM STITCHING ® 24" O.C. J 0 CONCRETE ANCHOR (2 PLACES) (TYP. TOP AND BOTTOM OF SMB Q IN LIEU OF TYP. Y/4' 0 CONCRETE 204.070 SEE TABLE FOR SIZES) SCREWS FOR CORNER COLUMN PURLIN W U p W LATERAL "K"- BRACING 1x1yY8" BY 2" LONG ANGLE, EACH SIDE (TYP.) 2x3x0.070 GIRT/CHAIR RAIL U U) CONNECTION DETAILS O(SEE PLAN) C 0 ixi x�" BY 3" LONG J BRAKE-FORMED RECIEVING CHANNEL ANGLE, EACH SIDE (TYP.) (MIN. 0.062" MATERIAL THICKNESS) Z 1" x 2 1/8" x 1" x 3" LG. (3) #12x1�° S.M.S., EACH U W (TYP. ALTERNATIVE) LEG (6) TOTAL (TYP.) 0 Z MIN. (4) #10x2" LONG S.M.S. INTO SCREW BOSSES Z Of 2438REWS S.M.S., (TYP. ALTERNATIVE) .0 O O U EACH LEG (TYP.) a co COLUMN S.M.B. POST I— HOLLOW POST PURLIN TO ROOF BEAM ~ 0 Q CONNECTION DETAIL W u a J W } CHAIR RAIL/ GIRT TO POST DRAWN BY: DYK CONNECTION DETAIL CHECKED BY: DYK S.M.B. ii 2x3z0.045 EAVERAIL ATTACHED TO SCALE: AS SHOWN (SEE PLAN FOR SIZE) 0 it 0 O I BEAMS WITH (3)-#10x2" S.M.S. i' S.M.B. BEAM DATE: 8/11/06 2x PURLIN INTO SCREW BOSS. a MAY BE SLOPED OR FLAT (MAY OR FLAT BE) U SLOPED �" (SEE PLAN FOR SIZE) 0 4 ra (2) #10x4" S.M.S. THRU. 2x3 ¢ EAVE RAIL INTO PURLIN SCREW 2x5x.125 ANGLE-2" WIDE WITH — — (9) #12x3/4" S.M.S., EACH SIDE I BOSSES (2)-#14x1" INTO BEAM & (2)-#14x1" ti (EACH END, TYP.) i i INTO UPRIGHT. z J I N f¢ I I USE #10x1�" S.M.S. ® 24" Q.C. — — — o DO YEON KIM,P.E. TO CONNECT TO 1x2 O.B. TO 2x3. ,jaw FLA.REG.NUMBER 49497 I®o USE #10z1Y2" S.M.S. ® 24" O.C. I TO CONNECT TO 1x2 O.B. TO 2x3. 1 o J 1x2 O.B. FASTENED TO COLUMN/POST PURLIN FASTENED TO COLUMN/POST r DO KIM&ASSOCIATES,LLC W/(2) #10x1J¢" S.M.S. INTO SCREW BOSSES WITH (4) #12x1" S.M.S. (EACH LEG) OF)BEAM (TYP.) OR�CH SIDE Ya• MIN., 3 Ye' MAX. C-C CA#26887 O (EACH END, TYP.) - USING li )6"THICK FLAT BAR BENT SPACING OF FASTENERS (TYP.) PO BOX 10039(6) #12x�'4" S.M.S. EACH SIDE ii O N TO FIT (6083-T6 ALLOY) OF BEAM FOR 2x5 COLUMN TO Tampa,FL 33679 2x5 BEAM #' MIN. BEAM EDGE DISTANCE (TYP.) 2x7 MIN. BEAM BRACE I COLUMN/POST /POST(NOTCH TOP FLANGES) i COLUMN KNEE BRACE DETAIL S.M.B. SIDEWALL POST/ COLUMN TO PURLIN MAIN POST/ COLUMN TO ROOF BEAM Drawing No. -060811 (SEE PLAN FOR SIZE) CONNECTION DETAIL CONNECTION DETAIL 9 SHEET 1 OF 3 PURLIN SUPPORT COLUMN/POST Yg" ANGLE, EACH SIDE (TYP.) S.M.S. WITH MIN. 3/8" 3A"O CONCRETE ANCHOR BEAM � ANGLE ( LONG) (TEKS INTO TOP OF 2 3EAVE RAIL I AND (2)- W (4)8" x 2" LG. ANGLE EDGE DISTANCE 3•• #14 TEKS INTO THE FRONT OF THE CORNER POST (EACHH SIDE) STRUCTURAL CONCRETE (TYP.,#12x3/4" S.M.S EMBEDMENT INTO /// D ❑ K I M (EACH EE NOTE 10) & ASSOCIATES, LLC O O %"0 CONCRETE ANCHOR 1"x2" O.B. SOLE PLATE O O W/2%" EMBEDMENT INTO 2"x PURLIN STRUCTURAL CONCRETE CONSULTING (EACH SIDE) I 1x2 O.B. TOP FRAME STRUCTURAL a a z ENGINEERS NE °'' �'° ^ y •t � 2x2 ANGLE CLIP, CUT AT 1x3 O.B. FASTENED TO CORNER .� 5' CORNER POST .`A':� A 45' (+/-) ANGLE AND SECTION WITH #10x2" S.M.S. W/ 3" MIN. (TYP.) a w BEAM MAY ATTACHEBEAM WITH TO THE (1)SCREEN THROOF �" DIA. WASHER ® 18" O.C. PO BOX 10039 Y4"0x2Yq" CONCRETE BE FLAT ix O.B. SIDE WALL CORNER UPRIGHT z W BOLT, WITH FENDER WASHER. Tam a,FL 33679 SCREW ANCHOR ® 24" O.C. OR SLOPED P E j z ATTACHED TO BEAM OR L N RAIL. Tel: 813 374-0321 ago AND 9" FROM POST (TYP.) O DIAGONAL BRACING SHALL NOT BE ( ) N� I ATTACHED TO ROOF PURLINS. 2x2xO.093 BRACE P SIDEWALL COLUMN TO CONCRETE 9• COLUMN/POST ELEVATION VIEW Rev./Date Description (SEE PLAN) CONNECTION DETAIL 0 Zo,s ISSUED 1x2 O.B. SOLE PLATE CORNER POST/COLUMN PLAN - TYPICAL DIAGONAL ROOF � BRACE CONNECTION UPRIGHT DETAIL 0 0 SEE PLAN FOR SIZE EDGE of CONCRETE I' (TYP.) 2500 PSI MIN. CONCRETE STRENGTH 1x2 O.B. FASTENED TO CORNER ti£ COLUMN d d SECTION WITH #14x1Yz" S.M.S.® za" O.C. APPROXIMATE qN PLAN VIEW wwa a III— w z SET IN MORTAR ON TOP OFFOOTER GRAD ' III—I 2x24" ANGLE 2" LONG (EACH SIDE) IE W/(2) #14x3/4" S.M.S. TO POST z ti� Z -I I I I I c. d d ° I I III l & 3/8"0 H.D. GALV. EXP. BOLT + u ca£ SCREEN 0.6, SOLE PLATE _ W/ 2 1/2" MIN. EMBEDMENT I—I I a —I I I- CID�)I1IIII A IIIIIII�COMPACTED OR _ � _III d I I=I UNDISTURBED SOIL/SAND w CORNER POST/COLUMN I—I I _ (1)—#5 REBAR, CONTINUOUS c •;' —III III—I I 3" MIN. CONC. COVER, 36" MIN. LU TO CONCRETE r ;. .. , . _ II—II -III—II I—III—II =III= LAP SPLICE o CONNECTION DETAIL ° cn...° i fii � O 3 12" MIN.* 0Yq" Ox5" CONCRETE SCREWS ® 24' O.C. 2/8" MIN. CONC. BEAM SUPPORT T1• EMBEDMENT (TYP.) U z 3 Jg" ANGLE, EACH SIDE (TYP.) COLUMN/POST (TYP.), 1Y2•• CONC. EMBEDMENT (MIN.) LL1 S.M.S. WITH MIN. /g" EDGE DISTANCE %"0 CONCRETE ANCHOR L z W/2%' EMBEDMENT INTO W/ (4)8" x 7" LG. ANGLE (D iii STRUCTURAL CONCRETE (TYP., W/ (4) #12x3/4" S.M.S TYPCIAL FRONT VIEW OF POST TO MIN. CONTINUOUS PERIMETER FOOTING m LLI SEE NOTE 10) (EACH SIDE) 0 Z C) (\1i` 1"x2" O.B. SOLE PLATE FOUNDATION CONNECTION WITH PAVERS �_ p �U O O O _I O O \ , Q a N-6 I Q BEAM V ALTERNATE (1) J LLI > POST U Q ...° 2x1x%" ANGLE 3" MIN. (TYP.) (4) #120/4"" S.M. BRACE DRAWN BY: DYK z Y4"OxA4"" CONCRETE £ w SCREW ANCHOR ® 24" O.C. 4" NOMINAL CONCRETE SLAB 2"x PURLIN 2"x1"A"" ANGLE (BRACE) W/ CHECKED BY: DYK uu AND 9" FROM POST (TYP.) (2500 PSI, MIN.) W/6x6x10/10 z (4) #120/4" S.M.S. ® EACH SCALE: AS SHOWN `a o W.W.M. OR FIBER REINFORCED ti POLYPROPYLENE FIBER - MEMBER INTERSECTION [ O DATE: 8/11/06 1.5 POUND (MIN.)PER C.Y.1 O COLUMN/POST z z O 2x2xYe"' ANGLE 2" LONG ON UNDERSIDEW/(4) #12x3/4"" S.M.S. 1x2 O.B. SOLE PLATE ° - d •a BEAM MAY EACH LEG (BEAM & BRACE) ® ® a.. .� BE FLAT e. ,a ° °d.. ° OR SLOPED °d, °� c d ((2) #1)x2Y2" S.M.S. °__ DO YEON KIM,P.E. ® a d^ ° A (TYP. EACH END) 2x3 BRACE FLA.REG.NUMBER 49497 v III III III III ` _ ((2 a d (TYP#1EA H2 END)S (SEE PLAN) ° a ALTERNATE (2) ° DO KIM&ASSOCIATES,LLC 1' (TYP,) � III—III III—III a d ° .a°: < � 2x3 BRACE PO Box10039 EDGE OF CONCRETE N z —I 11—I 11 11 I—I I '' E .a UNDISTURBED SOIL OR COMPACTED Tampa,FL 33679 CRUSHED LIMEROCK (90% PROCTOR) PLAN VIEW MIN. (1)-#5 REBAR CONTINUOUS, SPLICE MUST OVERLAP 20" MIN. PLAN - TYPICAL ROOF MAIN COLUMN TO CONCRETE B'(NIN.) 3" COVER (TYP.) BRACE TO BEAM CONNECTION 1 CONNECTION DETAIL FOUNDATION/SLAB DETAIL Drawing No. -060811 SHEET 2 OF 3 Generaf Notes and Specifications: 1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate D ❑ K I M consideration. & ASSOCIATES, LLC 2. Concrete shall be minimum 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318. CONSULTING STRUCTURAL Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with rover in accordance with ACI 318. ENGINEERS 3. All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary. PO Box 10039 Tampa,FL 33679 4. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The Tel:(813)374-0321 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 Rev./Date Description structure capacity. 0 2017 ISSUED o, 5. Screen density shall be a maximum of 18 x 14 x 0.013" mesh. Aluminum shall be 1005-T53 Alloy, 6005-T5 Alloy; for secondary 0 components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted. 0 6. Unless otherwise noted, SMB shall be stitched with #10014" SMS at 24"o.c., top and bottom. 7. Connections using screw bosses shall have minimum (4)410x2" per connection unless shown otherwise. Z_\ 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) Nominal Screw Diameter Minimum Center to Center Screw (in) Minimum Edge Distance DistanceuJ Q #10 0.188 1/2" (30 #12 0.219 SIB" gf,�" of o Z) #14 (1/4") 0.250 1/�2" 5/6" o C J a) z U W 9. Structure has been designed to meet the 6" Edition FBC (2017 FBC), Project is sited where the ultimate design wind speed, Vwt, is w 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002,4, c z � 2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design MD). — U) ~ J 10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong-Tie Anchors or Titian Screws z U v w C/) a or approved equal. :3w >- U 0 l­— 11. Screen enclosure structure shall meet Section 454.2.17 Residential Swimming Barrier Requirements and the screen enclosure per DRAWN BY: DYK 454.2.17.1.11. if enclosing a pool. CHECKED BY: DYK SCALE: AS SHOWN DATE: 8/11/06 DO YEON KIM,P.E. FLA.REG.NUMBER 49497 DO KIM&ASSOCIATES,LLC CA#26887 PO Box 10039 Tampa,FL 33679 Drawing No. -060811 SHEET 3 OF 3