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HomeMy WebLinkAboutREVISION - BUILDING PERMITOFFICE USE ONLY: ^---DATE —FILED: J -/� — --- - -PERMIT # REVISION FEE: J . -on :,: RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATIO 2300 PIERCE,IRGINIA FL AVENU .I_� FORT PIERCE,FL349S2-5 2 (772) 462-1553 FAX (772) 462- 57 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE SCANNED ADDRESS: 9 4 (o 'P=ljEBR12K CT. FT PIE2cs f:�L St Ririe linty 01 3. 4. DETAILED DESCRIPTION OF PROJECT REVISIONS: CONTRACTOR INFORMATION: STATE of FL PEG./CERT. #: KK BUSINESS NAME: QUALIFIERS NAME: _ ADDRESS: lGgz SW CITY: Po,cr S?. Coa t PHONE (DAYTIME): 702 � OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: 5. ARCHITECT/ENGINEER, INFORMATION: NAME: DO wl ADDRESS: P.O. B( CITY:-rRMPA PHONE (DAYTIME): t9 13 Revised 07/222014 ST. LUCIE COUNTY CERT. #: q %?� r� ZIP:. 3v4 'I FAX: �12) Ryo^y62G STATE: ZIP: FAX: STATE: FAX: ZIP: �dRCUT(' 941 � Prae " Eyf. (Z' xt- '!4D YEOhV KIM, P-E. LIC_ NUMBER 49497 CA_ 1* 26687 DO KIM & ASSO LC P.O. BOX -100 9 TAMPA, FL 33 (813) 876-99 Q 17, 2x3 %efOf .�-is REVIEWED FOR CODE COMPLIANCE ,$UCIE COUNTY B CC �GABY Gou t Lucie n . I• r..'o 2 3' x 3' x 0050- MIN. 6U631T6 ALLOY PLATE OR STRONGER MNE'SIDD WITH (3) - 012 x % SXS',�EACH SIDE AS SHOWN t%' MIK.PLATE EDGE DISTANCE 6 C-C FASTENER'SPACING) /2' x 0.05a' MIN. 6063-T6 Y PLATE OR STRONGER SIDE) - 012 x 41.- SAS, 1 SIDE AS SHOWN (5)'12x3/4• BLS. lx2 O.B. ATTACHEO TO BEAN W/ (2)-110X2• S.M.S. INTO<SCREW BOBS (1)-1/NuiI NI ASu-BOLT W/Yi NWE O WASHER O EACH/�510E OF BEAM '12x2• S]I.S. O 24• D.C. tx2 0q,.(@YTO WpmGIIfIER (4) j�12x3/4' SAS. ROD BEAN ( x OR SLOPED) 1 CORNER POST /�- / EAVE_RAIL - 1' x 2' PATIO SECO.B TION Of TOTAL)- 012. z�': SAS AS SHOVM(Y2'. MIN PLATE EDGE DISTANCEA6 FCC FASSENER_$PALIN _ —EQU �L{.�tC �--.BEAM_Si1TCf SPACE SCREWS A •�� p EQU -- - — _I COLUMN Y e p p p ALLOY PLATE 606E-SIDE) (ONE SIDE) DR STRONGER ) � A O G r� K-BRACE \/ 2x3-0070 CHAW MAIL © s K-BRACE K-BRACE IS �J CORNER POST ®®® �• B (1HP) 11P1•PY�7A �h9'e'� By,C 10 K-BRACE VAL Lt 4{ )4131„ xl SOR GIRT (CHAIR RAIL) ° 2x2x0.093 BEn''P>• MANSARD BEAM p R p ° 1' x 2' LE PLATE mcm°W1sE ��'CONNECTION DETA v • SEE ELEVATIONS ryB OR_K' BRACE SIZE 0 CONCRETE ANCHOR (2 PLACES) .IEU OF TYP. Y4' 0 CONCRETE .WS FOR CORNER COLUMN fps LATERAL""=oVC -BRACING lYYAINI C/�T1llA1 IICTnII o x) ds B 2 LDND ANGLE, EACH SIDE (IYP� �2x3x0.070 GIRT/CMNR RNL MIN. (4) JIW- LONG (4) B14A* S.M.S.. ''3 S.M.S. INTO SCREW BOSSES 2 SCREWS (TYP. ALTERNATIVE) EACH LEG (TYPJ S.M.B. POST HOLLOW POST , IxW6' ANGLE 6' LONG - (TYP.-B EACH BEAM) -(2) ):'0x3' LO B EACH ANGLE NOTE PRIMARY.SCREEN ENCLOSURE BEAMS SHALL BE ATTACHED TO HDST• STRUCTURE CONSISTING OF CONVENTIONAL TRUSS/RAFTER FRAMING WITH MAX. CIA TO BE 2x6 tMIN) SP.F. OVERHANG NO TO EXCEED`30, UNLESS OTHERWISE NOTED ON PLAN DWG. OR WESTER RED CEDAR STRUCTURAL GRADE 2 MIN (1) y'Ox2' LG. LAG SCREW B 24' ` O.0 ENTIRE LENGTH BF GUTTER y SECURE FASCIA'70 EACH RAFTER TAIL W/ (D Yeibx4' LONG PAN HEAD LAG SCREWS (2) JIM4' SAIS. THRU. 2x3 j BEFORE ATTACHING SUPER GUTTER EAVE RAI INm PURLW SCREW- BOSBES'w USE 010xi S.M.S. 24' O.C. - TO CONNED •TO la O.B. TO 2x3. (1)-2x2x16' ANGLE, EACH SIDE ) i2 FOR 2x8 SMB OR LARGER.) (1) Y4T2' LE LAG SCREWS O R) (TYP. B EACH BEAM) Iz2 O.B. i1 ED TO COLUMN PoS (4)'12x3/4• S.M.S. \ 1�/ (D M12x2' SAS a 12' ac. / EACH LED. (MAX) BETWEEN BEAMS W/(2) '1Ox115' A . INTO SCREW BOSSE (ETCH END. TYP )IGLTEICK CONTINUOUS 5' ar 7' SUPER GUTTER ♦* MIN. 0490' THICK SECURE FASCIA TO EACH RAFTER TA V/ (D V'0zd' LONG PAN HEAD LAG'SLREVS f` ( BEFORE ATTACHING SUPER ) C; ROOF BEAM TO SUPER GUTTER �SIDEWALL CONNECTION DETAIL 'f 2' D.C.S.N.S. AD CONTINUOUS BERG O�ca s;RucnGN S C� O 2' O.ADHESIVE CHAIR RAIL / GIRT TO POST CONNECTION DETAIL TABLE) B 24. O.L. 'Z & ASSOCIATES, LLC —© CONSULTING r o ")N STRUCTURAL g r ENGINEERS .a PO SON 10039 Tampa, FL 33679 M14x2' SCREWS Tel: (813) 374-0321 IN) trM) (.a*) (NxN.) BEAM LINE LINE SCREWS PLATE Rev.(Da( Descri lion �5)1 'A' 'B'4'C' TOTAL WIDTH Pam. 2x4 3 2 24 12' ^ -' ISSUED 2.5 3 3 32 14- 2x6 4 3 40 14- 2x7 5 4 56 16' 4 2x 5 5 6 t 2.9 5 6 72 8' 2x9<HW) 6 7 88 �IB' IL BAD 1 7 1 7 16 18' (3) #124' SNS., EACH LOS AND MIN. (4) g100- LONG SAS. INTO SCREW BOSSES (TYP. &TERNATVE) (6) 11 S.M.S. CHANNEL TO BEAM (9) SCREW TOTAL BEAM O 24' O.C. 2x3x0.07D PURIIN TOP AN (1YP. TOP D BOO TTOM OF SNB AN SEE TABLE FOR SIZES) 2x3YD.O45 FAVERWL ATTACHED TO BEAMS WITH (3)-/t0x2• S.M.S. INTO SCREW BOSS. S� USE tO B.N.B. O 24. O.C. ECT . ECT TO lx2 O.B. TO 2x3.WITH( iCo'1,1(:N) FASTENEDTOCOLUMN/POST'124.' (4) S.M.S. SA.S. EACH SIDEWml THICK R SNLEE)F USINC )(6 THICK MT BAR BENT BEAM (IYP.) OR 6) '12-Y' S.M.S. EACH SIDE TO FlT (6063-i6 ALLO)� F BEAN MR 2.5 COLUMN TO Q07 _1.14' BY 3' LONG ANGLE. EACH SIDE (TYP.) LEG (6) TOTAL (TYP..) PURLIN TO ROOF BEAM CONNECTION DETAIL -•- : u '• S.M.B. BEAM MAY BE SLOPED OR MT (SEE PLAN FOR SIZE) _14' MIN, 3 !f' MAX. C-C p �O� SPACING m' FASTENERS (TYP.) t � OISNANCE . ( 1 J F W U p c W Li U O C J N Z U (L cf) Z N W c Z of IL U) = J Z U U w U) a U 0 DO YEON KIM, P.E. FLA. REG. NUMBER 49497 DO KIM AS IATES, LLC A! 268 7 P ox 1 39 Tamp , F 9 q�vnr Drawing No. - 060811 SHEET IOF3 • - -- COWYN ' .<- -' /PDST��� �' INGIE, EACH 90E DYP.) . 2 '� T"S INTO ANGLE CO 2x3LONV/ <2)-014 RAIL ,2.2i1/B' x 2- W. ANGLE S.M.S. WITH YIN. 3§' � �` %'0 CONCRETE ANCHOR �� aiM-=' ray., 014 LNTD TO H 2 R FT RAIL AND (2)- -W/ (4) /12.3/4' S.M.S EDGE DISTANCE _ .W/2X' EMBEDMENT INTO i11 TFXS INTO THE FRONT OF THE COMM POST (EACH 90E) STRUCTURAL CONCRETE DYP., y r • __ _ _ _ __r1--R E'NOTE-)0)-'0 CONCREE AYCHOR f"w O.B. SOLE PLATEW/�' WOMMEM INN \- 2.. URLINSTRU TURAL CO(EACH SIDE)E 2x2.16' µ)Y4-O , CUT A� tx3 O.B. FASENED O CORNER A 45 (+E AND SECTION WITH IIOx2' S.M.S. W/ 3- MIN. (TYP-) BUAf MAY ATTACHEDSCREEN ROOF ' OW WASHER O 18' O.C.$'Px2W CONCRETE \ BE MT BEAM M) Yi O IHRU- .SCREW ANCHOR O 24' 0.C)k; OR SLOPED BOLT, ED WASHER.R UPRIGHT lrJ J� 3 AND 9' FROM POST (TYP. P ATTACHEDOR FAVE WV) mAGONAISHALL NOT BEA ACH D PURLINS.BRACE SIDEWAL-LCOLUMN TO,CONCRETE 9• COWMN/POST �S�D uELEVATION VIEW CONNECTION DETAIL 1.2 D.B. SOLE PLATE CORNER POST/COLUMN � PLAN -'TYPICAL DIAGONAL ROOF r� 4 UPRIGHT DETAIL C - BRACE CONNECTION�. / SEE PLAN FOR SIZE O.B. FASTENED TO COME TON M /14.%' S.M.S. O.C. 16' ANGLE 2' LONG (LACE 1A 14xV4' S.M.S . TO FOS B 0 H.O. GOLV. EKP. B01 /J )V ANGLE. EACH SIDE (TYP.) I.SJWm MIN. )6' .E OISTMCE %'0 CONCRETE ANCHOR W/2)6' EMBEDMENT INN STRUCTURAL CONCRETE (M.. SEE NOTE 10) C 1— 17W O.B. SOLE PLATE :. t•. ... FF •.9 , 9, COLUMN/POST 1x2 O.B. SOLE PLATE O O 0 ME OF CONCRETE --/ I I V (TYP.) PLAN VIEW MAIN COLUMN TO CONCRETE CONNECTION DETAIL OF CONCRETE PLAN VIEW COLUMN MAX. THICK BRICK PAVERS IN MORTAR ON TOP OF FOOTER 0.8. SOLE PLATE Z N A. BEAM SUPPORT Y• OW CONMETE SCREWS O 24' O.C. • �2%' MIN. CONC. COLUMN/POST (TW.)• Or CONIC. EMBEDMENT (MIN.) EMBEDMENT OYPJ W.1/8' x 2' LG. ANGLE W/ (4) J12x3/4' S.M.S TYPICAL FRONT VIEW OF POST TO (EACH SIDE) 4' NOMINAL CONCRETE SUB WW.M. ORO PSI FIBER REINFORCED [POLYPROPYLENE FIBER - 1.5 POUND (MN.)PER C.Y.) ..' . 4 d a .4- .4. 4 e e. ea .4 .4UNDISTURBED SOIL OR COMPACTED CRUSHED UMM= (90% PROCTOR) MIN. (1)-/5 REM CONTINUOUS, SPUCE MUST OVERLAP 20' MIN. 3' COVER (rYP.) B'WIN)) FOUNDATION/SLAB DETAIL PSI MIN. CONCRETE STRENGTH APPROXIMATE .a G a' G 4 .' a . & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 3740321 ISSUED O OR d. 4 ICOMPACTED UNDISTURBED SOIL/SAND = W (1)-05 REBAR, CONTINUOUS c I I I 3' MIN. CONIC. COVER, 36" MIN. - W Of I I - - LAP SPLICE O U In -T rz O 12" MIN! 0 Z U W MIN. CONTINUOUS PERIMETER FOOTING (D LU (4) 812.Y' 2'. PURUN BEAM MAY BE FLAT OR SLOPM (2) EACH BtO (TYP. (hP. EACH C Z Of (L CD = 6- QJ U U IZ (n a ALTERNATE OI I ' ANGLE U Q BRAG20,A BRACE DRAWN BY: DYK ''-''x15' ANGLE (BRACE) W/ CHECKED BY: DYK PLAN - TYPICAL ROOF BRACE TO BEAM CONNECTION 1 12x%' S.LTS. O EACH ER INTERSECTION ANGLE 2- LONG ON RSIDEW/(4) /12.Y' S.M.S LEG (BEAN h BRACE) BRACE PUN) ALTERNATE (2) 20 BRACE DO YEON KIM. P.E. FLA. REG. NUMBER 49497 DO KIM SOCIATES, LLC 26887 39 Tampa, FL 333679 Y'vY` ` Drawing No. - 060811 SHEET 2OF3 General Notes and Specifications. 1. Contractor shall field verity 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. Aluminum shall be 7005-T53 Alloy, 600545 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 14)-#10x2" 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 #12 0.219 )/;' 9/ #14 (1/4") 0.250 DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 ISSUED 03 J_ Q W o — w tr o to U to G 0 a) N UZ U 111 `a) Lu a) w .0 O_ ~ J F Q W cVn a U W DYK I CHECKED BY: DYK I DO YEON KIM, P.E. FLA. REG. NUMBER 49497 9. Structure has been designed to meet the 61" Edition FBC (2017 FBC). Project is sited where the ultimate design wind speed, Vag, is DO KIM& Ss IATES, LLC 150 mph 13-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4, 710039 ox 2017 FBC reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (ASDI. Tampa, FL 33679 10. Concrete anchors may be "Large Diameter Tapcons" (LTOs), Tapcon concrete screws, Simpson Strong -Tie Anchors or Titian Screw �'-by, 111 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. Drawing No. - 060811 SHEET 3 OF 3