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HomeMy WebLinkAboutBuilding plans. ..aly ./ 0 § /( 3' x 3- x 0.050- MIN. G063-T6 ALLOY PLATE OR STRONGER (ONE SIDE) WITH (3) - 012 x % S.M.S, EACH SIDE AS SHOWN (%' MIN. PLATE EDGE DISTANCE 4 C-C FASTENER SPACING) 3' x 2- x 0.050' MIN, 60G3-TG ALLOY PLATE OR STRONGER (ONE SIDE) (3) - #12 x ;'( S.M.S, EACH SIDE AS SHOWN (S' MIN. PLATE EDGE DISTANCE M C-C FASTENER SPACING) POST \ � EAVE RAIL 0 O CORNER POST V x 2' SOLE PLATE CONCRETE ANCHOR (2 PLACES) :U OF TYP. K' 0 CONCRETE 'S FOR CORNER COLUMN CONCEAL FASTENEpR CR ATTACHMENTS ARE THERESpONsIBILn OF THE CONTRACTOR OF RECORD (5) #12x3/4' S.M.S. 1x2 O.B. ATTACHED TO BEAM W/ (2)-#f0%2" S.M.S. INTO SCREW BOSS �T OLT WI/ Y4/ NUT AND WASHER \ 0 EACH SIOE OF BEAM #12x2" S.M.S. 0 24" O.C. 1x2 O.B. TO SUPER GUTTER (4) #12x3/4" S.M.S. ROOF BEAM (FLAT OR SLOPED) (1)-2x2,%" ANGLE, EACH (2 FOR 2x8 SMB OR EAR (4) #120/4" S.M.S.-1 EACH LEG. 5' or 7' SUPER GUTTER MIN. 0.090- THICK 41 TOTAL) - I V x 2' O.B. S.M.S AS SHOW PATIO SECTION PLATE EDGE D C-C FASTENER 6' x 5' x 0.050- 6063-T6 ALLOY PLATE (ONE SIDE) OR STRONGER 2x3x0.070 CHAIR FAR. K-BRACE K-BRACE i S,IN,EIMIp BEAM STITCHING SCREWS (SEE TABLE) @ 24' CO. a N. M SPACE SCREWS A EAM) EQUALLY (TYP.)A SPLICE PLATE (EACH SIDE ,B IG) A 5052-H3Z ALLOY OR EQUAL1/8' THICKNESS ' COLUMN O, AIL 1 Q+iF fQ m ® J 6 © G ® '1 � (t'lP3 k14x3'q' SCREWS C.) (x•) INxcx) LIIN NE LE SCREWS PLATE cE50� ctYPD #1 ax31gP�t6511 BEAM 'A' 'B'4'C' TOTAL WIDTH 8 RP 0 l+i F0k 2' 2x4 3 2 24 12, l \NE 9W SOSM' 2X5 3 3 32 14- SCP S 2x6 4 3 40 14' GIRT (CHAIR RAIL) B VNC N i *** 2x7 5 4 56 16, p1AtE W(DS2x8 5 5 64 16' 2x9 5 6 72 IN, MANSARD BEAM 2x9(HW) 6 7 Be IN, CONNECTION DETAIL 2x10 7 7 96 18, x SEE ELEVATIONS q FOR 'K' BRACE S[ZE f T. L�. C C nl-k Tb RENT T7ti 1;'- 1n7VIST'!_ N RF JIT\ y j r UL) / Y (3) #12XV S.M.S., EACH LEG AND MIN. (4) #101 LONG S.M.S. INTO T. L SCREW BOSSES (1YP. ALTERNATIVE) ]� CHANNEL TO BEAM!YdL L)1:1)' T =lB) SCREW TOTAL DATE 1 l BEAM SRrGHING ® 24' O.C. F,YY II AA t+ 1�T� rt (TYP. TOP AND BOTTOM OF SHE F A A,N.S I'T ND I71..&+1VES T NSL ST EE KEPT OI JO-- PUR N070 � SEE TABLE FOR SIZES) C�T\4M1J..��r�t'T-LIE 5. LATERAL "K" - BRACING 1.14" BY 2" LONG - CONNECTION DETAILS ANGLE, EACH SIDE (TYP.) I#" E PLANS A14D ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS TR;4 EOUIInE0BY rAlELDINSPECTORS THAT MAY Br-�ErGFSISARYINg®0ER gOC R4x)£" S.M.S., 9YLWTf N 'e 'PIICABLI COO LEG (TYP.' ='HOLLOW POST Ix5aIY' ANGLE 6- LONG (TYP, @ EACH BEAM) -(2) Y-0x3' -G. @ EACH ANGLE ROOF BEAM TO SUPER GUTTER CONNECTION DETAIL GIRT/CHAIR RAIL (SEE MIN. (4) #10x2" LONG S.M.S. INTO SCREW BOSSES (TYP. ALTERNATIVE) S.M.B. POST L IMARY SCREEN ENCLOSURE BEAMS SHALL 8E CHAIR RAIL / GIRT TO POST D TO HOST STRUCTURE CONSISTING OF IONAL TRUSS/RAFTER FRAMING WITH WISE FACIA TO BE 2x6 (MIND SPFA G ND TO EXCEED 30' UNLESS OTHERWISE CONNECTION DETAIL DR WESTER RED CEDAR N PLAN DWG. STRUCTURAL GRADE 2MIN. (U Y4'0x2' -G. LAG SCREW @ 24' D.C. ENTIRE LENGTH OF GUTTER 2x PURUN (MAY BE SLOPED SECURE FASCIA TO EACH RAFTER TAIL (2) #IDx4" S.M.S. THRU. 2.3 OR FLAT) BE <O AI TTA LONG PAN HEAP LAG SCREWS EAVE RAIL INTO PURN SCREW BEFORE ATTACHING SUPER GUTTER BOSSES USE CONNECT B.M.S. ® 24" O.C. — — — TO CONNECT i0 1x2 O.B. TO 2x3. (1) Y4'0x2' LG. LAG SCREWS C O F-)\ (TYP. @ EACH BEAR) Ix2 0.8. FASTENED TO COLUMN f�/ (1) #12x2' S.M.S @ I2' A, /POST PURLIN FASTENED TO COLUMN/POST (MAX) BETWEEN BEAMS W/(2) #10x%" S.M.S. INTO SCREW BOSSES µOH (4) #12x1" S.M.S. (EACH LEG S(y' THICK CONTINUOUS (EACH END, TYP.) USING )b" MICK FLAT BAR BENT ) ANGLE TO FIT (6063-T6 ALLOY) COLUMN/POST SECURE FASCIA TO EACH RAFTER TAIL W/ (1) K'0x4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING SUPER GUTTER #10x3/4" S.M.S. y' CONTINUOUS BEAD OF CONSTRUCTION SIDEWALL POST COLUMN TO PURLIN ® 2, D.C. ADHESIVE CONNECTION DETAIL x 2 1/8" x I" x 3" DO. �. ALTERNATIVE) 2.3.0,045 EAVERAIL ATTACHED TO BEAMS WITH (3)-#10.2" S.M.S. INTO SCREW BOSS. 2x5x.125 ANGLE-2" WIDE WITH INTO#UPRIGHTTD BEAM h (2)-#1 USE #IOx1Yi" S.M.S. ® 24" O.C. — TO CONNECT TO tx2 O.B. TO 20. OFBEAM (TYP.) OR EACH SIDE (6) #12xYx" S.M.S. EACH SIOE OF BEAM FOR 2.5 COLUMN TO 2x5 BEAM PURLIN TO ROOF BEAM CONNECTION DETAIL u �w Yz' MIN. REAM EDGE DISTANCE (TYPJ MAIN POST / COLUMN TO ROOF BEAM CONNECTION DETAIL 1x14" BY 3' LONG ANGLE, EACH SIDE (TYP.) LEG (6) TOTAL (TYP.) EACH S.M.B. BEAM MAY BE SLOPED OR FLAT (SEE PLAN FOR SIZE) DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 ISSUED GO J = a d W C cl LU GO C 0 z U L11 6n I- Z a) LL1 uj C Z Q a O m J Z U U W (n a U O BY: DO YEON KIM, P.E. FLA. REG. NUMBER 49497 (Tpp,) DO KIM &I SS AI LLC C 26 87 PO x 039 Tamp 79 u s'n Drawing No. - 060811 SHEET IOF3 3" MIN. PURUN SUPPORT COLUMN/POST 2x2x1/8" x 2" LG. ANGLE W/ (4) #12x3/6" S.M.S (EACH SIDE) %"0 CONCRETE ANCHOR STTRUCTURALLEDMENT CONCRETE INTO (EACH SIDE) Ye" ANGLE, EACH SINE ANCHOR S.M.S. WITH MIN. 1j§""0 CONCRETE ANCHOR EDGE DISTANCE W/2Y0" EMBEDMENT INTO STRUCTURAL CONCRETE (TYP., /'SEE NOTE 10) — IrJ 1"x2" O.B. SOLE PLATE PURLIN IN, AN SIDEWALL COLUMN TO CONCRETE CONNECTION DETAIL SEE PLAN FOR SIZE A 1.2 O.B. FASTENER TO CORNER SECTION WITH #14.Nl" S.M.S.® 24" O.C. wAI 2.24' ANGLE 2" LONG (EACH SIDE) I¢� W/(2)) P14x'Y4" S.M.S. TO POST & 3/80 H.O. CAME%P. BOLT T iLc� W/ 2 1/2" MIN. EMBEDMENT CORNER POST COLUMN TO CONCRETE CONNECTION DETAIL S.M.S. WITH MIN. EDGE DISTANCE XA 1 otl EDGE OF CONCRETE )a" ANGLE, EACH 510E (TYR) %-0 CONCRETE ANCHOR - W/2%" EMBEDMENT INTO STRUCTURAL CONCRETE (TYP., SEE NOTE 10) �1N2" O.S. SOLE PLATE EDGE OF CONCRETE 3" MIN. (TYP.) Y4"0x2Ya' CONCRETE SCREW ANCHOR ® 24' O.C. AND 9" FROM POST UYP.) Ix2 O.B. SOLE PLATE V (TYR) Nf PLAN VIEW MAIN COLUMN TO CONCRETE CONNECTION DETAIL PLAN VIEW COLUMN/POST I �Ix2 O.B. SOLE PLATE (TYP.) 2x24" ANGLE CUP, CUT AT A 4Y (+/-) ANGLE AND BEAM MAY ATTACHED TO THE SCREEN ROOF BEAM WITH ONE (1) )S"O THRU- BE FLAT —�'�— OR SLOPED /'� BOLT, WITH FENDER WASHER. (i ATTACHED TO BEAM OR SAVE RNL. O DIAGONAL BRACING $HALL NOT BE ATTACHED TO ROOF PURUNS. 2x2xO.093 BRACE (SEE PLAN) PLAN - TYPICAL DIAGONAL ROOF BRACE CONNECTION 2$" MAX. THICK BRICK PAVERS SET IN MORTAR ON TOP OF FOOTER -0, SOLI PLATE 0\ II Z ` N BEAM SUPPORT Ya" ox5" CONCRETE SCREWS 0 24" O.C. �2%' MIN. CONC. COLUMN/POST (TYP.). 1Y" CONC. EMBEDMENT (MIN.) EMBEDMENT (TYP.) 2x2s1/8" x 2" LG. ANGLE W/ (4) #12W4" S.Ms TYPCIAL FRONT VIEW OF POST TO (EACH SIDE) FOUNDATION CONNECTION WITH PAVERS POST 4" NOMINAL CONCRETE SLAB (2500 PSI, MIN.) W/5400/10 W.W.M. OR FIBER REINFORCED [POLYPROPYLENE FBI - 1.5 POUND (MIN.)PER C.Y.] .4 AG . a`° . .. d 4 A .. °G' a A A A. '4. Ad A A A'. UNDISTURBED SOIL OR COMPACTED CRUSHED UMEROCK (90% PROCTOR) MIN. (I)-95 REBAR CONTINUOUS, SPLICE MUST OVERLAP 20" MIN. 3" COVER (TYP.) 1.3 O.B. FASTENED TO CORNER SECTION WITH N10x2" S.M.S. W/ %" DIA. WASHER ® 18" O.C. 2x5x)6' ANGLE (2' TEKS INTO TOP DP #14 TENS INTO THE Rae Copy / /E RAIL (AIL AND (2)- OF THE CORNER POST I—Ix2 O.B. TOP FRAME NER POST O.B. SIDE WALL CORNER UPRIGHT ELEVATION VIEW CORNER POST/COLUMN UPRIGHT DETAIL ®o KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 ISSUED 2500 PSI MIN. CONCRETE STRENGTH ° /IIITAT T� .I.�II .. ° . El T�I a' I'I���COMPACTED OR Q d. n Ills UNDISTURBED SOIL/SAND U UU ° d III (1)-#5 REBAR, CONTINUOUS C Tff=FF 3" MIN. CONC. COVER, 36" MIN. of 11-11 1IIr -111-III III -I IIrlI1=1IIIII� -1I1; LAP SPLICE III v CO .i O 12 MIN.* m Z U W MIN. CONTINUOUS PERIMETER FOOTING (D w (BY OTHERS) c z x (4) #12,Y' 2"x PURUN III MAY BE FLAT OR SLOPES (2) #10x2i. ,P. EACH (2) #10x3: TYP. EACH CL � Q z Z U U \VALTERNATE W U � Ill ( U � 2xlNV," ANGLE BRACE DRAWN BY: DYK CHECKED BY: DYK 2"xi".%' ANGLE (BRACE) W/ (4) #12xYa" S.M.S. ® EACH SCALE: AS SH( MEMBER INTERSECTION DATE: 8/11/06 ' 2x2,A" ANGLE 2" LONG ON UNDERSIDEW/(4) #12x)'4" S.M.S. EACH LEG (BEAM & BRACE) PLAN - TYPICAL ROOF BRACE TO BEAM CONNECTION 1 DO YEON KIM, P.E. BRACE FLA. REG. NUMBER 49497 PUN) ALTERNATE (21 DO KIM CIATES, LLC 2A BRACE 887 0039 T.R.33679 q.+f •PI FOUNDATION/SLAB DETAIL Drawing No. - 060811 SHEET 2 OF 3 General 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. Wall screen shall be removed in accordance with Rule 61G20-1.002 Alternative Design for Screen Enclosures. Aluminum shall be 7005-T53 Alloy, 6005-T5 Alloy, or 6063-T6 Alloy based on industry standard shapes, thicknesses, and tolerances unless otherwise noted. 6. Unless otherwise noted, SMB shall be stitched with #10x3/4" SMS at 24"o.c., top and bottom. 7. Connections using screw bosses shall have minimum (4)410x2" 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 /,6' %2' #12 0.219 /Q' '/1", #14 (1/4") 0.250 1/2 s/a' 9. Structure has been designed to meet the 511 Edition FBC (2014 FBC). Project is sited where the ultimate design wind speed, V,u,is 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4, 2014 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASO). 10. Concrete anchors may be "Large Diameter Tapcons" (LTDs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screws or approved equal. DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 ISSUED J H w U Q w U 0 a O a) U z U w U z Lu c z cc d O DO 1- 2 z U U u.1 u) a J w } U o I CHECKED BY: DYK I SCALE: IafRM7 DO YEON KIM, P.E. FLA. REG. NUMBER 49497 DO KIM & A SO ATES, LLC P ox 10039 To a, FL 33679 4. f.I') Drawing No. - 060811 SHEET 3OF3