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HomeMy WebLinkAboutBuilding Plans. r 0 3' x 3' x 0050' MIN 6063-T6 ALLOY PLATE OR STRONGER (ONE SIDE) WITH (3) - 012 ' S)CS, EACH SIDE AS SHOWN (%;',MIN. PLATE EDGE DISTANCE 6 C-C FASTENER SPACING) 3• x 2'fx 0.➢50 MM. 6063-T6 ALLOY IDEATE OR STRONGER ALLEY SIDE) (3) - L x %' SAS, EACH SIDE AS SHOWN FOINDATI➢N (5) lx2 O.B. ATTACHED TO BEAR (2)-#IOx2' SAS. INTO-ScT (4) 11 S.I S. e CORNER POST POST EAVE RAIL (11 TOTAL) - 1' x 2' O.B. SAS AS SHO PATIO SECTION PLATE EDGE C-C FASTEM 6' x 5' x 0050' 6063-T6 ALLOY PLATE (ONE SIDE) M STRONGER K-BRACE 2x3xO.070 CNMR RML IK-BRACE 1' x 2' 6OLE PLATE 0 CONCRETE ANCHOR (2 PLACES) IEU W TYP. %' 0 CONCRETE :WS FOR CORNER COLUMN 54' ANGLE 6' LONG YP. R EACH BEAM) (2) Yl0x3- La B EACH ANGLE GTE,. ATTAG cmVE FACIA TO BE 2x6 OUR) SPf. DVERH OR WESTER RED CEDAR NOTED STRUCTURAL GRADE 2 MIN (1) y0x2' LG. LAG SCREW B 24' O.C. ENTIRE LExGTH GF GUTTER SECURE FASCIA TO EACH RARER TAIL V/ CD Y.'0x4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING SUPER GUTTER (U Y4.Ox2' LG. LAG SCREWS (OR) O F'] (TYP. B EACH BEAM) (4) /12x3/4' S.M.S. IC O) 012x2' SAS a 12, Uc (MAX) BETWEEN BEAMS EACH EC. Ife TICK CONTINUOUS 5. 0r 7' SUPER GUTTER MIN 0490' THICK SECURE FASCIA TO EACH BE (D W'9TAC LONG PAN BEFORE ATTACHING SUPE. ROOF BEAM TO SUPER GUTTER CONNECTION DETAIL ®123/04C S.M.S. p➢HESIVEWOUS BEAD OF CON TRU6 40, SPACE 5 EQUALLY a ® 9 0 ) 6 © � t TN B `xx GIRT ([HAIR RAID \YB%3s�-�k! 1.14' BY 2' LONG - ANGLE,EACH SIDE (TYP.) (4) /14A' B.M.B.. 2 SCREWS EACH LEG (nv.) HOLLOW POST — BE (2) /IOx4' S.M.S. THRU. 2x3 —� FAME RML INTO PURUN SCREW BOSSES USE /10.1$' B:NS 0 24' O.C. - TO CONNECT TO 1.2 O.B. To 2.3. y� xp'.r r VI O.B. FASTENED 10 COLUMN /IOxI$' S.N.S. INfO SCREW BOSSIDSBI CHAIR RAIL / GIRT TO POST CONNECTION DETAIL 'DEAN STITCHING SCREWS (SEE TABLEI B 24. OL ^� i 1� SPLICE PLATE O'ACH SIDE OF BEAR) �A (( 5052-M32 ALLOY OR EQUAL, 1/8' TfUCKNESS '� D ❑ K I M & ASSOCIATES, LLC -0� CONSULTING oil STRUCTURAL �. ENGINEERS m C PO Box 10039 Tampa, FL 33679 OyPI 814x9?4' SCREWS Tel: (813) 374-0321 BEAM LINE LINE SCREWS PLATE ReviDatd DeSCTI UOn 'A' 'B'M'C' TOTAL WIDTH eMG l'}�4coR z-2x4 3 2 24 12' Qp �n; ISSUED uN6 10 2x5 3 3 32 14' 2x6 4 3 40 14' • i T 7 75— - --4-7 =6 16r i Q 2x8 5 5 64 16' 2z9 5 6 72 18, �, Q MANSARD BEAM 2x9(HW) 6 7 88 18' CONNECTION DETAIL zxlo 7 7 96',,� © IS- Q (3) /12x1f' S.M.S.. EACH LEG AND SCREW MIN. (4) /lOx3' LONG S.M.S. INTO (6) /12AA' S.M.S. CHANNEL TO BEAM BOSSES (TYP. ALTERNATIVE) (9) SCREW Ii6z BEAM WC ®24' O.C. YP (T. TOP TOP AND BOTTOM OF SUB 2x3x0A]0' � SEE TAB1E FOfl S2ES) -� E, _ O Ix1xl§' BY 3' LONG BBAKE-FORMED REOMNG CHANNEL ANG1E, EACH S1DE (TYP.) (MIN. 0.062- UATERAL THICKNESS) (3) /12il5' S.N.S.. EACH 1' x 2 1/8' x 1' x 3' L0. LEG (6) TOTA1 a "� REVIEWS 2�•� CODE CQ I ST. L.UCI 2x30.045 EAVERAL ATTACHED BEAMS WON (3)-/IOx2' S.M. INTO SCREW BOSS. ..OG. ,USE(/IOxlij' S.N.B. O 24' O.C. ?ONNECT TO 1x'2 O.B. TO 2x3. PURUN FASTENED TO COLUMN/PO$T(9) /12.% S.N.S. EACH SIDE. WITH (4) /12x1'S.MS. (EACH EEO)OF BEAM (TYP.) OR USING jb' THICK MT W B(6) j12xi.' S.N.S. EAdi SIDETOFR(60fi3-T6 AILOI) I{aF BEAU FOR 2x5 COLUMN TO 24 BEAM PURUN TO ROOF BEAM CONNECTION DETAIL SPACING OF -FASTENERS (TYP.) Y(' MIN BEAN EDGE DISTANCE (TYP.) BE SLOPED OR MT PLMI FOR SIZE) J �' v I.) W U) a U 0 A 8/11106 DO PEON KIM, P.E. FLA REG. NUMBER 49497 DO KIM IATES, LLC A# 268 7 P ox 1 039 Tamp , F 9 '�-r-so Drawing No. - 060811 SHEET IOF3 l� Y jCOWMN/POSE "z- Jg' ,ANGLE, FACN SIDE (TYPJ L AM 2.5.16' ANGLE (2' LONG) W/ GD-014 W.1/8' . 2' LG. ANGLE S.M.S. WITH MIN. ' \,p'0 CONCRETE ANCHOR BGM TEKS INTO TOP OF 2.3 EAVE RAIL AND (!)- EDGE DISTANCE 014 TEKS INTO THE FRONT OF THE CORNER POST D K I M -�.•-�'' W/ H /I2zJ/a' S.M.S STRQ EMBEDMENT INTO (EACH SIDE) SiRUCNRAL CONCRETE (iYP.. " � �A • O 0 %-0 CONCRETE ANCHOR ME II x2 OD.E. SOLE PLATE „�`� &ASSOCIATES, LLC W/2 RrMENT INTO 2-. PUm1N (F�NAcil ao j EONS CONSULTING L1.2 0.0. rov FRAME STRUCTURAL EN13INEERS .� '�0'. • I V h2.K' ANGLE G(E CUf AT 1.3 O.B. FASTENED TO CORNER CORNER POST ATTACHED 10 TMI1E AND NEEN ROOF %" DIA- W S R 0 I S.Y.S. W/ -) W BEAN MAY KCR 16" 01A WASHER O 18' O.C. �) Yj 0.2)'j CONCR BE ftAT ^ BCMA WITH ONE (EI)IH"0 THRU- PO Box 10039 SCREW ANCHOR O 24' O.C. OR SLOPED f 1 �L�tm 1BEAM I.'OR EAVE RAIL 1. O.B. SIDE WALL CORNER UPRIGHT Tempe, FL 33679 AND 9' FROM POST .) J }� D I. BRACING ISHALL NOT BE T81: (873) 374-0321 4N OO ATTACHED TO ROOFJPURUNS. PLAN FOR SZE -� O.B. FASTENED TO CORNER I ION WTIH /14.01' S.M.S.O O.C. %' ANGLE 2' LONG (EACH SIDE) T14x%" S.M.S. TO POST BA0 H.O. GAO. DIP. BOLT 0 )§' ANGLE, EAOH SIDE (M.) %'0 CONCRETE ANCHOR - W1W EMBEDMENT INTO SIRUCTURN. CONCRETE (IYP., SEE NOTE 10) /l �17.2' O.B. SOLE PLATE 3' MIN. y'4.2Yj CONCRETE SCREW ANCHOR 0 24' O.C. MHO 9' MM PoST (IYP.) 1.2 O.B. SOLE O 0 EDGE OF CONCRETE 1' (TYPJ nti I999y1i1u PIA VIEW NI _ p O.B. SOLE PLATE NP,LAN -TYPICAL DIAGONAL I D Arc FnM.¢FTIMI N� BEAM SUPPORT COLUMN/KST 24.1/6' . 2' LG. W/ (4) J123/4' 1 (EACH SIDE) m POST 2.2.0.093 (SEEP A0 2)y' MAx. TICK BRICK PAYERS SIN MOS)�LH_y}Q� ON TOP OF Fo0)ER 0 0^ g, SOLE pIgTF Z - Yj 0.5CONCRETE SCRlvS 0 24' O.C. a 2V' MIN. CONC. (TYP.), tY2" GONG. EMBEDMENT (MIN.) EMBEDMENT (TYPJ TYPCIAL FRONT VIEW OF POST TO FOUNDATION CONNECTION WITH PAVERS 4' NOMINAL CONCRETE SLAB WW.M. OR FIBER RONFORCE/DIO [POLYPROPYLENE RBm - 1.5 POUND (MIN.)PER C.Y.] a e, G' '4 ' 0 e • 44- ° : e A e °0 .0 UNDISTURBED SOIL OR COMPACTED CRUSHED LIMEROCK (SOX PROCTOR) ^•'.-'•` I MIN. (1)-15 REBAR CONTINUOUS, SPLICE MUST OVERLAP 20- MIN. 3' COVER (TYPJ ISSUED CORNER POST / COLUMN UPRIGHT DETAIL 2500 PSI MIN. CONCRETE SIFR.N($}VI APPROXIMATE 'e 4 I CODE COMPLIANCE GRAOEft ST. LIL10FIE //OOCOUNTY ° OCCTn J e°' COMPACTED OR Q G. q I UNDISTURBED SOIL/SAND = W (1)-85 REBAR, CONTINUOUS c -II I��� -3" MIN. PUCCOENC. COVER, 36' MIN. O LU n U O (D J 12" MIN! N Z U) LU MIN. CONTINUOUS PERIMETER FOOTING a`) LU (4) J12 y' 2•. PURUN BEAM MAY BE MT OR SLOPED R) FINAi M. EACH (2) S1CH ( P EACH O cc) IL F F EF (n ¢ W _! a ALTERNATE 111 2.1.A'j' ANGLE U Lu W C PLAN - TYPICAL ROOF BRACE TO BEAM CONNECTION 1 E x ANGLE (BRACE) W/ 12xy' S.M.S. O EACH ER INTERSECTION 'p' ANGLE 2• LONG ON RSDEW/(4) 1124' S.MS lEG (BEAM k BRACE) 3PACE PLAN) ALTERNATE (21 20 BRACE I SCALE AS SHOVVN I DO YEON KIM, P.E. FLA. REG. NUMBER 49497 DO KI AS CIATES, LLC ox 10039 Tampa, FL 33679 3, r--Z o FOUNDATION/SLAB DETAIL Drawing No. - 060811 SHEET 2OF3 i 1 ` cs- . 8 REVIEWEDFOR CODE COMPLIANCE ST. LUCIE COUNTY rI BOCC 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"On. 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, 00 Kim & Associates, LLC have made interpretations where necessary. 4. The following structures are designed4o 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`acchitect or engineer to verify host structure capacity. Y 5. Screen density shall be a maximuln'ofti18 x 14 x 0.013" mesh. Aluminum 'shall be 7005-T51 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 edqe distance and center -to -center distances as shown in this table. 1-1022 Low Carbon'Steel SMS & Self -Drilling (TEK) Screws (industry Standard Screws) Screw .'- `-Nominal Screw Diameter lin) Minimum Ede Distance g Minimum Center to Center Distance #10 0.188 s/s' #12 0.219 #14 (1/4") 0.250 DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 LU V W UU w 0 G 0 z U w a� w c Z 0 a C) U J Z U U W a ULU 0 BY: DO VEON KIM; P.E. FLA. REG. NUMBER 49497 9. Structure has been designed to meet the 61h Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, VAI,is 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4. D KI & SS6817rEs,LLc 2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASK 9 Ta FL 33679 10. Concrete anchors may be "Large Diameter Tapcons" ILTDs), 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. i Drawing No. - 060811 SHEET 3OF3 M--,E,