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HomeMy WebLinkAboutAPPROVED Bausell job Digitally signed by Do Y_ _ Do Y Kim DaKte:aA22 qLL _ :14 23062-01.50'20.19 13 0'pop'r sr,LU21`-t�-`- V&r S-D Al 0 ". P �aAl 5f, z 0 o lj� f3 L Lz� 77— 717 E)c:) -IrEEC)N KIM, F L-A, t_lr-_ NLjMl3eF'- 49497 C— a 1, _ *p 26887 13C) KIM & A­43S(:>C­ "C P_C)_ BC)X -10039 -F^MRALI FL_ 3367,9 1:3) 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 DOUBLE S.M.B. BEAM - (SEE PLAN FOR SIZE)--,,,_ S.M.B. BEAM #14x 4" O 24" O.C. (SEE PLAN FOR SIZE) NOTCH KNEE BRACE TO ACCEPT BEAM FASTEN WITH (6) #14X-$' S.M.S., (TYP.) �i EACH SIDE. OR (P) Y4'0 THRU BOLTS DOUBLE BEAM (PATIO/S.M.B.) POST W/ WASHER & NUT. D ❑ K I M i� & ASS❑CIATES, LLC 2z3x0.044 CONSULTING -_-_-_ STRUCTURAL ENGINEERS (3)-%'0 THRU-BOLT 1 W/ 11' WASHERS (1)-#10)A4" ® 12" O.C. OR (1)-#14A4" O 24" O.0 S.M.S. �� 1 AT MIDHEIGHT OF BEAM PO Box 10039 4x4x0.125 KNEE BRACE OR SEE PLAN FOR SIZE � Tampa,FL 33679 (1)-#8x3'4" S.M.S. 2x2A" ANGLE (EACH SIDE) Tel:(813)374-0321 ® 24" O.C., TOP & BOTTOM DOUBLE S.M.B. BEAM (8) #14=2x-Y4" S.M.S. EACH SIDE (ALTERNATIVE) CONNECT KNEE BRACE (SEE PLAN FOR SIZE) OF BEAM W/ 0.050' THICK 'U' CHANNEL 6063-T6 Rev./Dat Description DOUBLED BEAM O ALLOY PLATE OR STRONGER, FASTEN 8�16 (SEE PLAN FOR SIZE) O WITH (4) #14X% SMS EACH SIDE. 02016 ISSUED (3)-%'0 THRU-BOLT DR (2) Y4'0 BOLTS W/ WASHER & NUT. W/ 1}' WASHERS BEAM STITCHING SCREW ® 24" O.C. O (TYP. TOP AND BOTTOM OF SMB) 10 O NOTCH POST TO O ACCEPT BEAM a TYP. BEAM TO DOUBLE CARRIER BEAM CONNECTION KNEE BRACE LENGTH 1PDST f - (24' MIN.) (4)-#14x4'4 S.M.S. DOUBLE CARRIER BEAM TO KNEE BRACE CONNECTION DETAIL POST CONNECTION DETAIL General Notes and Specifications: 4x3'4 O.M.S. THROUGH J¢ OF 2x 1. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate THROUGH UPRIGHT INTO POST ® 12" O.C., consideration. U) (TYP.)—, J 2. Concrete shall be minimum 28 day compressive strength of f'c=2500 psi, and be in accordance with the requirements of ACI 318. _ Q Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with ACI 318. LU POST (SEE PLAN FOR SIZE) 0 THRU BOLT ^ /lY4'W (1 y /lYa 0 WASHER — Lu 3. All dimensions are provided by contractor, DO Kim & Associates, LLC have made interpretations where necessary. 2x SMB BASE INSERT W/1Y2' VERTICAL o UPRIGHT OR O.B. LEGS Ye' THICK 6063-T6 ALLDY 4. The following structures are designed to be attached to block and wood frame structures of adequate structural capacity. The U U) (SEE PLAN DO NOT USE CAST ALUM. BASES (TYP.) !_ LOCATION)FOR SIZE contractor shall verify that the host structure is in good condition and of sufficient strength to hold the proposed addition. If a) U (4)- '0 HOT DIPPED GALVANIZED L_ Z WEDGE ANCHORS W/ 2Y4 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) © © C INTO CONCRETE. LU �� •..c •�•• TOP OF CONCRETE structure capacity. L Z N W :' b•. .•� tom: ' a) LU A. 4a•e 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 c Z • .• '. ��,' components 6063-T6, Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted. a A. 6. Unless otherwise noted, SMB shall be stitched with #10x3/4" SMS at 24"o.c., top and bottom. ~ � Q 2' MIN. EDGE Z d V DISTANCE (TYP.) W (n EL 7. Connections using screw bosses shall have minimum (4)-#10x2" per connection unless shown otherwise. :--i LU >- POST TO CONCRETE U 10 CONNECTION DETAIL 8. Unless otherwise shown, screws shall have minimum edge distance and center-to-center distances as shown in this table. DRAWN BY: DYK SCREW C-1022 Low Carbon Steel SMS & Self-Drilling (TEK) Screws (Industry Standard Screws) CHECKED BY: DYK SCALE: AS SHOWN _MAX. DISTANCE FROM 1.1 ill. MIN. EDGE Nominal Screw Diameter Minimum Center to Center DATE: 8/11/06 BEAM EDGE (TYP.) DISTANCE (TYP.) Minimum Edge Distance Screw (in) Distance w w #10 0,188 /,6' 1/2" a #12 0.219 '/g" #14 (1/4") 0.250 /2" s/e„ FLDOYEON KIM,P.E. A.REG.NUMBER 49497 J¢" MIN., EQUALLY SPACED (TYP.) 9. Structure has been designed to meet the 711 Edition FBC (2020 FBC). Project is sited where the ultimate design wind speed, V-1}, is DO KIM&ASSOCIATES,LLC CA#26887 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4, PO Box 10039 2020 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO). Tampa,FL 33679 SINGLE BEAM (SEE PLAN FOR SIZE) ROOF BEAM 10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong-Tie Anchors or Titian Screws (MAY BE FLAT OR SLOPED) or approved equal. 2x2x1/8 THK. ANGLE - EACH SIDE W/ (8)-MIN. #12x3/4" S.M.S EACH LEG 11. Screen enclosure structure shall meet Section 454.2.17 Residential Swimming Barrier Requirements and the screen enclosure per g Drawin No. -060811 TYP. BEAM TO SINGLE CARRIER BEAM CONNECTION 454.2.17.1.11. if enclosing a pool. SHEET 3 OF 3