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HomeMy WebLinkAboutTYPICAL SCREEN ENCLOSURE DETAILS3' x 3' x 0430' MIN. 6063-T6 ALLOY PLATE OR STRONGER (ONE SIDE) WITH (3) - 012 * 4'4' SAS, EACH SIDE AS SHOWN (%' MIN. PLATE EDGE DISTANCE L C-C FASTENER SPACING) 3' x 2' x 0,050' MIN. 6063-T6 ALLOY PLATE DR STRONGER (ONE SIDE) (3) - N12 x ;; S.M.S, EACH SIDE AS SHOWN DISTANCE & C'CMIR PLATE EDGE FASTENER SPACING) FOUNDATION (5) 6124/4- S.M.S. 1x2 D.B. ATTACHM TO SM W/ (2)-IlOX2--S.M.S. INTO SCREW BOSS (1)-1/4%' S.S. THRU-BOLT W/ Ys' NUT AND WASHER '.O EACH SIDE OF BEAN '/124" S.M.S. O 24" O.C. J 1x2 O.B. TO SUPER GUTTER (4) #12x3/4- S.M.S. ROOF BEAM (FLAT OR SLOPED) (4) /12x3/4' S.M.S.J EACH LEG. 5' or 7' SUPER GUTTER MDL 0.090' THICK ,CORNER POST _ HEAVE RAIL BEAM STITCHING SCREWS (SEE,TABLE)_9,24' DC (11 TOTAL) - 112.x 3i AS SHOWN��ya Q �f - OF BEAM) V x 2' O.B. PLATE EDGE DIS NICE;L C N QED SPACE SCREIMS�/ A A A �E�FId2LALLOTE �O�R EOU�, 18' THICKNESS PATIO SECTION C-C FASTENER SPACING)-,\ BY EUUALLYs(TYP.) O 6' x 5' x 0A50' �\ ucie County O e 606E-T6 ALLOY PLATE e (ONE SIDE) !]R STRONGER 0 e ^ c K-BRACE `�• '� 2x3xO.070 CHAIR RAIL a 40 ==A I —© K-BRACE A O 0 0 �yA P� R14x%' SCREWS K-BRACE OO O �'��pJY" (x) (xx) I (Nxx) (ENNE) CORNER POST LINE LINE SCREWS PLATE ti� (`tea ,A+3'4 �11 BEAM •A--B-L-C' TOTAL WIDTH I6 Q cf/�c` l�•� f0� 1 PIA 2x4 3 2 24 12- \� 9 Jw 2x5 3 3 32 14' a K-BRACE 2x6 J 4 3� 40 14T GIRT (CHAIR RAIL) ) B ` �� uNi P ls��. 2x7 64- 1' x 2- 11ILE PLATE 11 \\ OTHERWISE 0 CONCRETE ANCHOR (2 PLACES) IEU OF TYP. I.' 0 CONCRETE EWS FOR CORNER COLUMN LATERAL "K" - BRACING/ CONNECTION -DETAILS lx54- ANGLE 6- LONG CTYP, a EACH BEAN) 1-2) Y'Ox3' I.G. a EACH ANGLE DETAIL ■ SEE ELEVATIONS FOR .K' BRACE SIZE lxlx'4' BY 2' LONG - ANM& EACH SIDE CM.) , 'C 1EW ' S.M.S.. EACH LEG (TYP.) HOLLOW POST — ATTACHED PRIMARY SCREEN UCTUREICONSI CONSISTING SHALL BE ATTACHED TO HOST STRUCTURE CONSISTING OF TD]NAL TRUSS/RAFTER FRAMING WITH MAX FACIA TO BE 2x6 MIN.) S.P.F. [affmNG NO TO EXCEED 30' UNLESS\OTHERWISE DR WESTER RED CEDAR ON PLAN DWG, v STRUCTURAL GRADE 2 MIN, (u )"Ox; LG. LAG SCREW a 24• O.C. �EITIRE LENGTH OF GUTTER 2x SECURE FASCIA TO EACH RAFTER TAIL OF W/ (1) IWOx4' LONG PAN HEAD LAG SCREWS (2) RAIL S.M.S. RIJNTHRRE a �� BEFORE ATTACHING SUPER GUTTER FAVE RAIL INTO PURLIN SCREW BOSSES �r. 14f USE /1Ox1X S.NS.`O 24' O.C. TO CONNECT-T031x2 0.8. TO 2x3. (1) Y'OX2' LG. LAG SCREWS (OR) (TYP. a EACH BEAM) tx2 O.B. cu N12x2' SIRS a 12' oc, w/(2) HOxU¢ (MAX) BETWEEN BEAMS )A SICK CONTINUOUS SECURE FASCIA TO EACH RAFTER TAIL: - V/ (D Pi'Dx4' LONG PAN HEAD -LAG SCREWS BEFORE ATTACHING SUPER GUTTER j10x3/4' S.M.S. Y: CONTINUOUS BEAD OF-CUNSTRUCTION O 2' O.C. ADHESIVE - COLUMN/POST SCREW BOSSES ACH END. TYP.) 2x9 1 5 1 6 1 72 1 IB' ROOF BEAM 2xscEly) 6 7 ss _1s CONNECTION DETAIL 2xlo 7 7� �96 - ls- ' �R PLANS AND --- - � jU2jECT TO ANY �riGPOSEp WORK REQiy CO Ip YIN. (4) f 10x3- LONG S.Y.S. INTO b A► �/ (3) /12)A' S.M.S.. EACH LEG AND SCREW BOSSES (TYP. ALTERNATME) ' RE® D• A��4® B'Y�C CORRECTIONS �8� 3 S.M.S.ALCHANNEL TO BEAY p jI BEAM SMCHING O 24' O.C. CO IPLY �O�SS ��� OenS ��A 2x3x0:07O SERE TABLE FOR SIZES) OF SNB nrrd (` yy irar4 ? ?r PURLIN IT %�` \.)\ 2x3xG.07O GIRT/CWUR RAIL 1}- (� PLAN) 1xix1J;' BY 3' LONG `x 7:x (F� IT) RELIEVING CHANNEL ANGLE. EACH SIDE (IYP.) . 0.062' MATERUL THICKNESS) 2 1/8' x 1' x 3' LG. (3) /12d4- S.M.S.. EACH I (TYP. ALTERNATIVE) LEG (6) TOTAL (TYP-) YIN. (4) /1Ox2' LONG ' S.Y.S. INfO SCREW BOSSES �I (TYP. ALTERNATIVE) ISM S.M.B. POST CHAIR RAIL / GIRT TO POST CONNECTION DETAIL PURLIN FASTENED TO COLUMN/P WITH (4) /120- S.M.S. (EACH L USING THICK FLAT TSAR BEM \ TO FIT 6083-TO ALLOY) COLUMN/POST SIDEWALL POST / COLUMN TO PURLIN CONNECTION DETAIL PURLIN TO ROOF BEAM CONNECTION DETAIL 2x3xO.045 EAVERAIL ATTACHED -,TO- SEAMS WITH (3)-01047-S.MS. S.N.B. BEAM INTO SCREW BOSS.�' `_-'�-�� F MAY BE SLOPED OR FIAT (SEE PLAN FOR Sf 2x5x.125 ANGLE-2- WIDE WITH (2))04UPRIG,A 0 BEAM & (2)-j14x1-INT - 3 J� Zf1coh" S.M.S. O 24' O.C. 7 TO CONNECT TO 1x2 O.B. TO 20. (9) 012x34- S.M.S. EACH SIDE OF BEAM (TYP.) OR W MIN., 3 I¢' MAX, C-C [6) /12xia' S.M.S. EACH SIDE bbF BEAM FOR 2x5 COLUMN TO SPACING OF FASTENERS (TYP.) 2x5 BEAN MIN. BEAM EDGE D STANCE (TYP.) i 'v, COLUMN/POST 1 MAIN POST / COLUMN TO ROOF BEAM , CONNECTION DETAIL - DO KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 ' OQI2M5IISSUED I 16 � C w O M U CO) C J �j U Z V w N z LU c O v a - CO) J w C. a w U DRAWN BY: DYK CHECKED BY: DYK SCALE AS SHOWN DATE 8/11106 DO YEON KIM, P.E. FLA. REG. NUMBER 49497 DO KIM SOCIATES, LLC P Box 10039 Tempe, FL 33679 t /w+'d Drawing No. - 060811 SHEET IOF3 3MIN. (TYP.) V SEE PLAN FF,,FrrO�FFR; SIZE 1x2 O.B. FASTENEk'TO ORNE SECTION WITH4z11¢" S.M.S.! 24' O.C. F(J,/ 2x24" ANGLE 2' LONG (EACH W/(2) �/141A, S.M.S. TO POS & 3 8'0 H.D GALV. EXP. BOL W/ 2 1/2' ",IN. EMBEDMENT S.M.S. WITH MIN. EDGE DISTANCE -:V i yfr N Tl PURLIN SUPPORT- C0�/BAST" 240/8' x 2' LG. ANGLE S.M.S. WITH MIN. ° W/ (4) #12x3/4' S.M.S EDGE DISTANCE (EACH SIDE) CONCRETE ANCHOR W/2%" EMBEDMENT INTO STRUCTURAL STRUCTURAL CONCRETE (EACH SIDE) x X" ANGLE, EACH SIDE (TYP.) %"0 CONCRETE ANCHOR W/2%" EMBEDMENT INTO STRUCTURAL CONCRETE SEE NOTE 10) �1"x2' O.B. SOLE PLATE Y8' ANGLE, EACH SIDE (TYP.) %"0 CONCRETE ANCHOR //-- W/2-%" EMBEDMENT INTO-:1•'�{~ /STRUCTURAL CONCRETE (TYP., / E�NOTE 10) �J O.B. SOLE PLATE?f .�� 2"x PURUN e 4 BEAM MAY Aixw Yq"0z2Yf CONCRETE BE FLAT f SCREW ANCHOR 024 0.P, OR SLOPED � Z AND 9' FROM POST (TYP.) NU 2xSxl¢' ANGLE (2' LONG) W/ (2)-#14 ' /-TEKS INTO TOP OF 2x3 EAVE RAIL AND (2)- #14 TEKS INTO THE FRONT OF THE CORNER POST D K I M `\ & ASSOCIATES, LLC CONSULTING 1x2 O.B. TOP FRAME STRUCTURAL " ENGINEERS 244" ANGLE;1CUP, CUT AT A 45' (+/-) 1(WGLE AND 1x3 O.B. FASTENED TO CORNER CORNER POST SECTION WITH #IOx2" S.M.S. W/ " ATTACHED TO THE SCREEN ROOF BEAM WITH ONE (1) Y,-0 THRU- DIA. WASHER ® 18" O.C. BOLT, WITH FENDER WASHER. ATTACHED TO BtAM OR EAVE RAIL ix O.B. SIDE WALL CORNER UPRIGHT PO BOX 10039 Tampa, FL 33679 P /1 O DIAGONAL BRACING SHALL NOT BE Tel: (813) 374-0321 ATTACHED TO I�OOF PURLINS. RfifAJ� 2x2xO.093 B CE Rev Datd Descrintion .� :(SEE PLAN p' ELEVATION VIEW 7/27 } 0 20 5 ISSUED PATE PCORNER POST / COLUMN LAN - TYPICAL DIAGONAL ROOF �: UPRIGHT DETAIL y BRACE .CONNECTION ^ a —2500 PSI MIN. CONCRETE STRENGTH !Z PLAN VIEW THESE PLAINS AMID ALL PIjuPOSED WORK ARE SUBJECT TO AW CORRECTIONS REQUIRE® BY FIEF.® INSPECTORS THAT. EY Or- HE'CES "RY IN ORC�R TO L fP`- .ICAf11 CODES, '4 A 3" MIN. (TYP.) i w Yq sx2Yo CONCRETE SCREW ANCHOR @ 24- O.C. Z AND 9" FROMMP5T•-(TYP.) *moo OF CONCRETE PLAN VIEW MAIN COLUMN T CONNECTIO E PLATE 1' (TYP.) z N Z COLUMN 21 " MAX. THICK BRICK PAVERS SET IN MORTAR ON TOP OF FOOTER • CR O:B. SOLE PLATE Z .a •. .. ti. •. .. .: a' a •d ..�•d•a°III-1 IIIIIIf G_ UNDISTURBED SOIL/SAND � =U W d1 (1)-#5 REBAR, CONTINUOUS I I 3" MIN. CONC. COVER, 36" MIN. w 1� I = 1= LAP SPLICE o ILL I I I III' 0n C 0 12" MIN.* U U Z 11 l MIN. CONTINUOUS PERIMETER FOOTING (D w (4) #12x%4° 2"x PURLIN BEAM MAY BE FLAT OR SLOPED (2) #10x2i2 (TYP. EACH (2) #1OxA (TYP. EACH C Z C O W J ` \/ALTERNATE IZ (� U (1) J W 2x1x4" ANGLE U o BRACE DRAWN BY: DYK 2"x1-X%- ANGLE (BRACE) W/ CHECKED BY: DYK (4) #120/4" S.M.S. ® EACH SCALE: AS SHOWN MEMBER INTERSECTION DATE: 8/11 /06 2x24" ANGLE 2' LONG ON �— UNDERLEG (B (EAM CE>M.S. &1 BRA EACH PLAN - TYPICAL ROOF BRACE TO BEAM CONNECTION 1 DO YEON KIM, P.E. 3RACE FLA. REG. UMBER 49497 PLAN) ALTERNATE (2) DO KIM & S, LLC 20 BRACE C 26 PO ox 0039 Tampa, FL 33679 FOUNDATION/SLAB DETAIL Drawing No. - 060811 SHEET 2 OF 3 (TYP. EACH STRAP AND EACH SIDE) / 1x2 0.6. (4) #14z2/" S.M.S. — 1x2 O.B. TO SUPER GUTTER (TYP.) / (4)' 814x3/4- S.M.S. S.M.B. BEAM x)/a" ANGLE, EACH SIDE 14x3/4" S.M.S., 4 SCREWS --" LEG (TYP.) SUPER GUTTER — 3x3x0.050 MIN. PLATE W/ B3EAM 1AND COLUMN (TYP.) #14x4' S.M.S. W/ IY4'0 FENDER WASHER AND NEOPRENE GASKET IF 12' D.C. Ix5x)(310?00?0?0A?0?0?020! SEALANT 3'4 MAX. (TYP. 14XY2' SMS W/ INTEGRAL �'0 WASHER AND NEOPRENE GASKET TOP & #14xY2' SMS BOTTOM. 00 @ 12' D.C. (COMPOSITE ROOF) SLOPE O O OOOOO O0 0 0< 0 000 0 0 O O C O O OOO�O�O�O� 0O0O0O�O�O O 3x3xO.093 POST (MIN.) (6) #1404' S.M.S. TOTAL, (3) EACH LEG d ' MIN. C-C SPACING.(TYP.) �• 3' BASE INSERT,W/IY2' VERTICAL LEGS w THICK 606346 ALLOY (TYP.) 1U a (2) %'0 STAINLESS STEEL OR W F >' HOT DIPPED GALVANIZED H CONC. ANCHORS W/ 2Yi MIN."Q EMBEDMENT INTO CONCRETE. c� (SEE NOTE 10) (U NCREfE c • •�•• . •.' 6 d SCREEN -ROOF TO PANEL/ COMPOSITE: / COLUMN TO FOUNDATION__;: - I..VIVIVCI.I IVIV U-C-IAIL,:�� #10x4' S.M.S. W/ IWO FENDER AND NEOPRENE GASKET @ 12' 3' COMPOSITE ROOF PANELS b-0-0 0-0-o"o"O"O"O �+0000 0000000000000 0000 000000,nn0000000 Y2- PANEL WIDTH MAX. PATIO SIDE WALL HEADER—,,--- El (SEE PLAN FOR SIZE) (4) #104- S.M.S. THRU. UPRI INTO EAVE RAIL/HEADER SCREW BOSSES COMPOSITE ROOF TO HOLLOW SIDE WALL HEADER CONNECTION DETAIL COMPOSITE PANEL (SEE PLAN,FOR=SI THROUGH BOLT W/lYi 0 yk/ASHER S.M.B. BEAM (SEE PLAN FOR SIZE) (MIN.) SEALANT SLOPE 00000000000 0000000000 -0-0-0-0-03 #14xY2' S.M.S. W/INTEGRAL -),'0 WASHER AND NEOPRENE1%ASKET TOP & #14xW S.M.S. BOTTOM, @ 12' O.C11F CLEARANCE PROHIBITS INSTALLATION OF ;TOP' FASTENERS USE #14 S.M.S. @ 12- D.C. -J COMPLETELY THROUGH COMPOSITE ROOF. 14' FLASHING (CONT.) TUCK UNDER SHINGLED @ LEAST 6' EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECEIVING CHANNEL (0.044' MIN. THICKNESS) WITH MIN. IW BEARING LEG. (U WO x 2' LAG SCREW @ 24' D.C. ENTIRE LENGTH OF RECEMNG CHANNEL SECURE FASCIA TO EACH RAFTER TAIL W/ (1) WO x 4' LONG PAN HEAD LAG SCREWS BEFORE ATTACHING RECEIVING CHANNEL ��- •--It=":"_= I.' 0 x 2Y2' LONG WOOD LAG SCREW OR ' •a Y' 0 x 2Y4' LONG MASONRY ANCHORS 24' D.C. MAX. HOST STRUCTURE (MASONRY OR WOOD) t EXTRUDED OR BRAKE -FORMED ROOF HEADER OR RECEIVING CHANNEL (0.044' MIN. THICKNESS) WITH MIN. IY2' BEARING LEG. SCREEN ROOF TO COMPOSITE ROOF CONNECTION DETAIL rQ1 71 t =7 cc py F L 7E_ THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT y� : AY BE NECESIARY� IN ORDER TO >. C011APL 1uv I H -fiPA_!- PftICX1- z'! CODES. 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 DSi, 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, 00 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, 6005-T5 Alloy; for secondary components 606346, 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 edge distance and center -to -center distances as shown in this table. C-1022 Low Carbon Steel SMS & Self -Drilling (TEK) Screws 11ndustry Standard Screws) Screw Nominal Screw Diameter (in) Minimum Edge Distance Minimum Center to Center Distance #12 0.119 3/e" #14 (1/4") 0.250 '/2" 9. Structure has been designed to meet the 611 Edition FBI (2017 FBC). Project is sited where the ultimate design wind speed, Vult, is 150 mph 13-sec gust) for risk category I buildings and other structures. Exposure B. Design pressures are from Table 2002.4, 2017 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. 11. Aluminum roof pans shall be of aluminum alloy 3105-H14 or 3105-H28. Composite panel skins shall be of aluminum alloy 3105-H15 or 31DS-H25. DO KIM I & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 I &1 "27 I ISSUED 2017 1 MA J Q _ W r; p W it U co C 0 Z U W W i Z r Z X a O H Z L) U W (1) d U ❑ DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 8111 /06 DO YEON KIM, P.E. FLA, REG. NUMBER49497 DO KIM & A S CIATES, LLC OM 887 PDX feesg Tamp FL 33679 G•I 14A Drawing No. - 060811 SHEET 3OF3 :13-16-2007 15:36 7245 P.03/09 f ------ -- �-- i---- Qvephead U—tll,—Llpe— _—.--Po-ffer —Po l —elr f�_ — —r_. --- I 4 - MIN. SETPACK REQ. 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