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HomeMy WebLinkAboutAPPROVED Telese job Digitally signed by 1,Y Kim Do Y Ki M Date:2021.03.29 12:50:53 -04'00' kur J A—,4 IE)C> KIM, R-F�- NUME31EF.' 49497 4 6xLIC 4t 26887 it 11300 KIPA L-L-C P-C>- E3c:)x 10039 T^RqFPPL, FL- 33679 875-9955 �M� CORNER POST EAVE RAIL RAG BEAM STITCHING SCREWS (SEE TABLE) @ 24. O.C. S (I1 TOTAL) - #12 x %' SAS AS SHOWN (Y2' MIN. SPLICE PLATE (EACH SIDE OF BEAM) D K I M PATIO SECTION PLATE EDGE DISTANCE & SPACE SCREWS q A q 5052-H32 ALLOY OR EQUAL, 1/8' THICKNESS C-C FASTENER SPACING) COLUMN EQUALLY (TYP.) & ASSOCIATES, L L C 0 , 6 x5• x0.050• —� CONSULTING 6063-T6 ALLOY PLATE o a (ONE SIDE) OR STRONGER A o w STRUCTURAL K-BRACE osT �-�' w ENGINEER S m m 3' x 3' x 0.050' MIN. 6063-T6 ALLOY 2x3x0.070 CHAIR RAIL PLATE OR STRONGER (ONE SIDE) WITH O A (3) - #12 x %' SAS, EACH SIDE AS p r�J PO Box 10039 SHOWN (%' MIN. PLATE EDGE DISTANCE K-BRACE p Tampa,FL 33679 & C-C FASTENER SPACING) O O p �{ <.(yP� #14x3/q' SCREWS Tel:(813)374-0321 K-BRACE CORNER POST A, LINE LINE SCREWS PLATE ,Q BEAM Rev./Date Description 3' x 2' x 0.050' MIN. 6063-T6 (typ,) �4x3�AQ�f'1E5j1 "A' 'B'&'C° TOTAL WIDTH 7 /27 ALLOY PLATE OR STRONGER Pp� '�fi l**> 'OR 2' 2x4 3 2 24 12' 0 2015 ISSUED (ONE SI B DE) 9Q gPFC jpa-F 1 VANE WS SO 2x5 3 3 32 14' E 2x6 4 3 40 14' (3) - #12 x �p' S.M.S, K-BRACE *1 1�1�*`, 0 EACH SIDE AS SHOWN P *** 2x7 5 4 56 16' (�' MIN. PLATE EDGE GIRT (CHAIR RAIL) B ��NE tN�* 0 DISTANCE & C-C �E��0 2x8 5 5 64 16' FASTENER SPACING) Qom' 2x2xO.093 2x9 5 6 72 18' 0 BRACE(TYP.), MANSARD BEAM 2x9(HW) 6 7 88 18' 0 0 UNLESS 0p 0 V x 2' OLE PLATE OTHERWISE CONNECTION DETAIL NOTED 2x10 7 7 96 IV ■ SEE ELEVATIONS FOR 'K' BRACE SIZE FOUNDATION (3) #12A2" S.M.S., EACH LEG AND MIN. (4) LONG S.M.S. INTO (6) #12A" S.M.S. CHANNEL TO BEAM SCREW BOSSESSSES (TYP. ALTERNATIVE) (9) SCREW TOTAL ' 0 CONCRETE ANCHOR (2 PLACES) BEAM STITCHING ® O.C. C7 (TYP. TOP AND BOTTOM OF SMB J IN LIEU OF TYP. /q' 0 CONCRETE 2z3x0.070 SEE TABLE FOR SIZES) SCREWS FOR CORNER COLUMN PURLIN W C � W LATERAL"K" - BRACING 1x1A" BY 2" LONG 0� ANGLE, EACH SIDE (TYP.) 2x3x0.070 GIRT/CHAIR RAIL CONNECTION DETAILS (SEE PLAN) U � 7ANG4LE, E.ACH 3" LONG BRAKE-FORMED RECIEVING CHANNEL SIDE (TYP.) C O (MIN. 0.062" MATERIAL THICKNESS) 0) 1" x 2 1/8" x 1" x 3" LG. #12x)¢" S.M.S., EACH U (TYP. ALTERNATIVE) LEG (6) TOTAL (TYP.) U z W MIN. (4) #10x2" LONG i z 4 14x7¢" S.M.S., S.M.S. INTO SCREW BOSSES N (ll Lu 2 SCREWS (TYP. ALTERNATIVE) Z Lu EACH LEG (TYP.) S.M.B. POST 0 O 0 (5) #12x3/4" S.M.S. HOLLOW POST 0- PURLIN TO ROOF BEAM ~—�, Q I ANGLE LONG 1x2 O.B. ATTACHED TO BEAM W/ (TYP.TYP. @EACH BEE CONNECTION DETAIL z cU U AM) W � D_ (2)-#10X2" S.M.S. INTO SCREW BOSS (2) 1/p'0x3' LG. @ EACH ANGLE W )'4" NUTt/ " S.S. THRU-BOLT J W ® EACH SDE NOF BAEAMT AD WSHER ATTTACHEDMTONOTE1PRIARYHOSRTESTRUCTUREUCONSIS CONSISTING OFLL BE CHAIR RAIL/GIRT TO POST U CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX. #12x2" S.M.S. ® 24" O.C. FACIA TO BE 2x6 (MIN.) S.P.F. OVERHANG NO TO EXCEED 30' UNLESS ❑THERWISE CONNECTION DETAIL DRAWN BY: DYK 1x2 O.B. TO SUPER GUTTER OR WESTER RED CEDAR NOTED ON PLAN DWG. STRUCTURAL GRADE 2 MIN. 2x3XO.045 EAVERAIL ATTACHED TO CHECKED BY: DYK BEAMS WITH (3)-#10x2" S.M.S. a S.M.B. BEAM SCALE: AS SHOWN (4) #12x3/4" S.M.S. (1) Yq'Ox2' -G. LAG SCREW @ 24'T INTO SCREW BOSS. r MAY BE SLOPED OR FLAT O.C. ENTIRE LENGTH OF GUTTER 2x PURLIN X DATE: 8/11/06 (MAY BE SLOPED (SEE PLAN FOR SIZE) ROOF BEAM SECURE FASCIA TO EACH RAFTER TAIL OR FLAT) f (FLAT OR SLOPED) BE (R ATTACHING LONG PAN HEAD LAG SCREWS (2) RAIL S.M.S. THRU. 2x3 BEFORE ATTACHING SUPER GUTTER EAVE RAIL INTO PURLIN SCREW 2x5x.125 ANGLE-2" WIDE WITH B w BOSSES (2)-#14x1" INTO BEAM & (2)-#14x1" INTO UPRIGHT. •r 2!J J USE #100J/2" S.M.S. ® 24" O.C. — — — (1)-2x2x)g" ANGLE, EACH SIDE TO CONNECT TO 1x2 O.B. TO 2x3. `w DO YEON KIM,P.E. (2 FOR 2x8 SMB OR LARGER.) USE #1041 " S.M.S. ® 24" O.C. FLA.REG.NUMBER 49497 n (1) Y4 Ox2' LG, LAG SCREWS _ _ _ _ TO CONNECT TO 1x2 O.B. TO 2x3. (TYP. @EACH BEAM) 1z2 O.B. FASTENED TO COLUMN/POST (4) #12x3/4" S.M.S. f�l <ll #12x2' S.M.S @ 12' o.c. PURLIN FASTENED TO COLUMN/POST (MAX) BETWEEN BEAMS W/(2) #10x1Nz" S.M.S. INTO SCREW BOSSES WITH (4) #12x1" S.M.S. (EACH LEG) OF)BEAM (TYP.) OR EACH SIDE ' MIN., 3 3�Z' MAX. C-C EACH LEG. (EACH END, TYP.) USING Ya"THICK FLAT BAR BENT DO KIM&ASSOCIATES,LLC Ks' THICK CONTINUOUS (6) #12x�'y" S.M.S. EACH SIDE SPACING ❑F FASTENERS (TYP.) TO FIT (6063-T6 ALLOY) CA#26887 OF BEAM FOR 2x5 COLUMN TO 5' or 7' SUPER GUTTER ANGLE 2x5 BEAM #' MIN. BEAM EDGE PO Box 10039 MIN. 0.090' THICK COLUMN/POST DISTANCE (TYP.) Tampa,FL 33679 COLUMN/POST SECURE FASCIA TO EACH RAFTER TAIL W/ (1) Y4 Ox4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING SUPER GUTTER ROOF BEAM TO SUPER GUTTER 3 SIDEWALL POST/COLUMN TO PURLIN MAIN POST/COLUMN TO ROOF BEAM CONNECTION DETAIL 0 2 D.C. S.M.S. ADHESIVE UOUS BEAD OF CONSTRUCTION CONNECTION DETAIL CONNECTION DETAIL Drawing No. -060811 SHEET 1 OF 3 PURLIN SUPPORT COLUMN/POST Ya"ANGLE, EACH SIDE (TYP.) I, S.M.S. WITH MIN. 3/g" %"0 CONCRETE ANCHOR BEAM TEKS ' ANGLE (O LONG) V (RAIL 2x2x1/8" x 2" LG. ANGLE EDGE DISTANCE W TEKS INTO TOP OF 2x3 EAVE RAIL AND C2)- W/ (4) #12x3/4" S.M.S /2%" EMBEDMENT INTO #14 TEKS INTO THE FRONT OF THE CORNER POST D K I M (EACH SIDE) STRUCTURAL CONCRETE (TYP., fff EE NOTE 10) O O %"0 CONCRETE ANCHOR 1"x2" O.B. SOLE PLATE & ASSOCIATES, L L C 0 o W/2%" EMBEDMENT INTO 2"z PURLIN STRUCTURAL CONCRETE (EACH SIDE) 7— CONSULTING 1x2 O.B. TOP FRAME STRUCTURAL �f ° ':o.,'� ENGINEERS Nf °'' �'a r ."ti', •- 2x2 ANGLE CLIP, CUT AT 1x3 O.B. FASTENED TO CORNER • .� x1y" CORNER POST A 45- (+/-) ANGLE AND SECTION WITH #10x2" S.M.S. W/ 3' MIN. (TYP.) ATTACHED TO THE SCREEN ROOF %" DIA. WASHER ® 18" O.C. ¢wBEAM MAY BEAM WITH ONE (1)Yq"0 THRU- PO BOX 10039 /Y4C'0x2y4" CONCRETE BE FLAT BOLT, WITH FENDER WASHER.UUSREW ANCHOR ® 24" O.C. OR SLOPED 1x O.B. SIDE WALL CORNER UPRIGHT Tampa,)3 33679 4-032 ATTACHED TO BEAM OR EAVE RAIL. Tel: $13 374-0321 Z �z AND 9" FROM POST (TYP.) O DIAGONAL BRACING SHALL NOT BE ( ) F u ATTACHED TO ROOF PURLINS. N 2x2xO.093 BRACE Rev./Date Description SIDEWALL COLUMN TO CONCRETE 9• COLUMN/POST (SEE PLAN) ELEVATION VIEW 117 ISSUED CONNECTION DETAIL 2015 1x2 O.B. SOLE PLATE CORNER POST/COLUMN PLAN - TYPICAL DIAGONAL ROOF 0 EE UPRIGHT DETAIL BRACE CONNECTION Q �3— O 0 SEE PLAN FOR SIZE EDGE OF CONCRETE 1- (TYP.) 2500 PSI MIN. CONCRETE STRENGTH 1x2 O.B. FASTENED TO CORNER N COLUMN d d SECTION WITH #14xlX" S.M.S.® a za" D.C. W�u PLAN VIEW APPROXIMATE o I 1I— wwdTHICK BRICK w z' SET NAM MORTAR ON TOPP OF F OOTER GRAD ' III—I 2x2A"ANGLE 2" LONG (EACH SIDE) _ • _ W/(2) #14x3/q" S.M.S. TO POST z 0 z d & 3/8"0 H.D. GALV. EXP. BOLT a$ SCREEN O.B. SOLE PLATE -III d III-I W/ 2 1/2" MIN. EMBEDMENT —II ° —II1- co `4 -III Qo' III—I�COMPACTED OR Q IIIII I d, d IIIIII�II UNDISTURBED SOIL/SAND = W CORNER POST/COLUMN I—I I _ (1)-#5 REBAR, CONTINUOUS c 4: —III III—II 3" MIN. CONC. COVER, 36" MIN. TO CONCRETE r,'• _ uj uj d '. m I I—I I -III—III—III—I I =III= LAP SPLICE o CONNECTION DETAIL 4 4 0•..d :. 12" MIN.* J Yq" Ox5" CONCRETE SCREWS ® 24" O.C. 2%" MIN. CONC. Z BEAM SUPPORT (TYP.), 1Ys" CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.) U W "ANGLE, EACH SIDE (TYP.) COLUMN/POST S.M.S. WAMINL CO EDGE DI %"0 CONCRETE ANCHOR L z 2x2x1/8" x 2" LG. ANGLE MIN. CONTINUOUS PERIMETER FOOTING W/2�" EMBEDMENT INTO � W STRUCTURAL CONCRETE (TYP., W/ (4) #12x3/4" S.M.S TYPCIAL FRONT VIEW OF POST TO W SEE NOTE 10) (EACH SIDE) 0 Z 0 1"x2" O.B. SOLE PLATE FOUNDATION CONNECTION WITH PAVERS �_ p � O O O O O CC Q _ Z U U `a z � BEAM W U) D- �... '� Nf 4 ALTERNATE 111 J W POST U 0 a ...4 •• 2x1xY8" ANGLE • 3" MIN. (TYP.) (4) #12x%" S.M. BRACE DRAWN BY: DYK z Y4"0x2Yq" CONCRETE U U SCREW ANCHOR ® 24" O.C. 4" NOMINAL CONCRETE SLAB 2"x PURLIN 2"x1",A"ANGLE (BRACE) W/ CHECKED BY: DYK AND 9" FROM POST (TYP.) (2500 PSI, MIN.) W/6x6x10/10 (4) #12x3/q" S.M.S. ® EACH SCALE: AS SHOWN v o W.W.M. OR FIBER REINFORCED [POLYPROPYLENE FIBER - O MEMBER INTERSECTION DATE: 8/11/O6 1.5 POUND (MIN.)PER C.Y.] 0 COLUMN/POST z 9^ £ v f o 2x2A"ANGLE 2" LONG ON UNDERSIDEW/(a) #12x�4" S.M.S. 1x2 O.B. SOLE PLATE ., BEAM MAY EACH LEG (BEAM & BRACE) d d' 'a a. _• a.. A A4 .• a. BE FLAT OR SLOPED .A d' •L •' a '' d 2) #1ox2Yz" S.M.S. -°--- DO YEON KIM,P.E. �— © 0 4 4 A n • �ttP. EACH END) 2x3 BRACE FLA.REG.NUMBER 49497 I— o d a �2) #lOx3 END).S. (SEE PLAN) III III III III a _I-I I-III-I I-I I ALTERNATE 121 DO KIM&ASSOCIATES,LLC III—III III—III d • d. • 2x3 BRACE CA#26887 ' (TYP.) SOIL OR COMPACTED_I I _III_ I I_I I °a A A. PO Box 10039 1' CTYP EDGE OF CONCRETE Tam a,FL 33679 f .e P CRUSHED LIMEROCK (90% PROCTOR) PLAN VIEW MIN. (1)-#5 REBAR CONTINUOUS, SPLICE MUST OVERLAP 20" MIN. PLAN - TYPICAL ROOF MAIN COLUMN TO CONCRETE a•(MIN.) 3" COVER (TYP.) BRACE TO BEAM CONNECTION 1 CONNECTION DETAIL FOUNDATION/SLAB DETAIL Drawing No. -060811 SHEET 2 OF 3 S.M.B. BEAM DOUBLE S.M.B. BEAM (SEE PLAN FOR SIZE) #14x 4" O 24" O.C. SEE PLAN FOR SIZE NOTCH KNEE BRACE TO ACCEPT BEAM (TYP.) �i FASTEN WITH (6) #14X%' S.M.S., DOUBLE BEAM (PATIO/S.M.B.) �- EACH SIDE, OR (2) y'O THRU BOLTS W/ WASHER & NUT. -'' DO K I M 2x3x0.044 & ASSOCIATES, LLC POST CONSULTING STRUCTURAL (1)-#10xY4" O 12" O.C. OR �- 1 ENGINEERS (1)-#14014" O 24" O.0 S.M.S. - AT MIDHEIGHT OF BEAM /� 1 \ I --- �i `4x4x0.125 KNEE BRACE (4)-%'0 THRU-BOLT J �®14"o4"C S•TOP -� - 2x2x'�" ANGLE (EACH SIDE) PO a, 10039 W/ 1J' WASHERS & BOTTOM Tel:(813)374 0321 (B) #14=2x3'4" S.M.S. EACH SIDE (ALTERNATIVE) CONNECT KNEE BRACE DOUBLED BEAM OF BEAM W/ 0.050" THICK •U• CHANNEL, 6063-T6 ^ ^ (SEE PLAN FOR SIZE) O ALLOY PLATE OR STRONGER FASTEN Rev./Dot Description O WITH (4) #14X44 SMS EACH SIDE, O OR (2) Ya'0 BOLTS W/ WASHER & NUT, 0 6127 ISSUED BEAM STITCHING SCREW ® 24" O.C. 2017 DOUBLE S.M.B. BEAM (TYP. TOP AND BOTTOM OF SMB) F O (SEE PLAN FOR SIZE) a n (4)-%'0 THRU-BOLT TYP. BEAM TO OOUBLE CARRIER KNEE BRACE LENGTH W/ 1}' WASHERS (24" MIN.) BEAM CONNECTION NOTCH POST TO (4)-#14x34' S.M.S. ACCEPT BEAM POST KNEE BRACE CONNECTION DETAIL DOUBLE CARRIER BEAM TO POST CONNECTION DETAIL General Notes and Specifications: 1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate consideration. U) J Q 2. Concrete shall be minimum 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of All 318. = w Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and he provided with cover in accordance with All 318. U ❑ POST (SEE PLAN FOR SIZE) (3)-%'O THRU BOLT LLI W/1Y4-0 WASHER ., D 3. All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary. o D BASE INSERT W/IY2' VERTICAL U 07 LEG NOT8 uTHIC6 ALUM BALLOY ASESCTYPJ 4. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The C O contractor shall verify that the host structure is in goad condition and of sufficient strength to hold the proposed addition. If a) U (4)-%'0 HOT DIPPED GALVANIZED L_ Z WEDGE ANCHORS W/ 2y' MIN. EMBEDMENT there IS a question about the host structure, the owner (at his Own expense) shall hire an architect or engineer to verify host L) w © O C INTO CONCRETE. Z TOP OF CONCRETE structure capacity. L w UJI • °; a , . 5. Screen density shall be a maximum of 18 x 14 x 0.013" mesh. Aluminum shall be 7005-T53 Alloy, 6005-T5 Alloy; far secondary o Z Of components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted. a U) 6. Unless otherwise noted, SMB shall be stitched with #100/4" SMS at 24"o.c,, top and bottom. Z � Q 4" OR 5" POST TO CONCRETE cii FL 2' MIN. EDGE w DISTANCE (TYP.) 7. Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise. u1 H CONNECTION DETAIL U p 8. Unless otherwise shown, screws shall have minimum edge distance and center-to-center distances as shown in this table. DRAWN BY: DYK C-1022 Low Carbon Steel SMS & Self-Drilling (TEK) Screws (Industry Standard Screws) CHECKED BY: DYK SCALE: AS SHOWN (2)-#14xY4" S.M.S. Nominal Screw Diameter Minimum Center to Center DATE: 8/11/06 THROUGH)� OF 2x Minimum Edge Distance UPRIGHT INTO Screw (in) Distance POST® 12" O.C., (TYP.) #10 0.188 5/76" %2" #12 0.219 3/8" 9/16•' POST(SEE PLAN FOR SIZE) (3)-%'0 THRU BOLT #14 (1/4") 0.250 1/2" s/B" DO YEON KIM,P.E. W/lYe'm WASHER FLA.REG.NUMBER 49497 2x SMB 4' BASE INSERT W/lY2' VERTICAL UPRIGHT OR O.B. LEGS Y8' THICK 6063-TG ALLOY FOR SIZE PLAN & M-NOT USE CAST-ALUM BASES.(TYP,) 9. Structure has been designed to meet the 7'" Edition FBC (2020 FBC). Project is sited where the ultimate design wind speed, Vw, is DO KIM&ASSOCIATES,LLC LOCATION) (4)-%'0 HOT DIPPED GALVANIZED 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4, PO Box10039 WEDGE ANCHORS W/ 2Y4 a' MIN. EMBEDMENT Tam FL 33679 0 0 © INTD CONCRETE. 2020 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO). P •• TOP OF CONCRETE �•:. ; .. ' ••a"' :.« 10. Concrete anchors may be "Large Diameter Tapcons" MOO, Tapcon concrete screws, Simpson Strong-Tie Anchors or Titian Screws •a "••' or approved equal. •a' a a a. . '• .. 4 t .. . •4. .• '.t.•'• 11. Screen enclosure structure shall meet Section 454.2.17 Residential Swimming Barrier Requirements and the screen enclosure per 4A 0.125 POST TO CONCRETE 2' MIN. EDGE 454.2.17.1.11. if enclosing a pool. Drawing No. -060811 CONNECTION DETAIL DISTANCE (TYP.) SHEET 3 OF 3