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Home My WebLink AboutAPPROVED Guerriero job, Z2.. -r ,;:'-" ' s:. .t:: If \1 ;,( a r -2 a ~ I ·-i..J -J r- £1<1:-OI ), ,h I i '-------,/ / l / ...i..":..x, .. c i% L_ i' i' i/ ---"---t.-~ ~~~~$-----1-_:;_ _ _:::,.8' ---------'EC:?.'--------- t In' z. 2. k j >'-"' 1' (:, ~ "::I' '-z. ·2_,c3 st!' PURLIN SUPPORT COLUMN/POST 2x2x1/8" x 2" LG. ANGLE W/ (4) #12x3/4" S.M.S (EACH SIDE) S.M.S. WITH MIN. ¾," EDGE DISTANCE 0 0 0 0 3" MIN. (1YP.)----1----' ¾, "¢ CONCRETE ANCHOR W/2¾," EMBEDMENT INTO STRUCTURAL CONCRETE (EACH SIDE) SIDEWALL COLUMN TO CONCRETE CONNECTION DETAIL SEE PLAN FOR SIZE 1 x2 0.8. FASTENED TO CORNER SECTION WITH #14x1½'' S.M.S.@ 24" o.c. 2x2x}f," ANGLE 2" LONG (EACH SIDE) W/(2) #14x¾" S.M.S. TO POST & 3/8"¢ H.D. GALV. EXP. BOLT W/ 2 1 /2" MIN. EMBEDMENT CORNER POST/COLUMN TO CONCRETE CONNECTION DETAIL S.M.S. WITH MIN. ¾," EDGE DISTANCE EDGE OF CONCRETE }(," ANGLE, EACH SIDE (1YP.) ¾,"¢ CONCRETE ANCHOR W/2¾," EMBEDMENT INTO STRUCTURAL CONCRETE (1YP., SEE NOTE 10) ( 1 "x2" O.B. SOLE PLATE . z '-'-=-=----Lg ¼"¢x2¼" CONCRETE SCREW ANCHOR @ 24" O.C. AND 9" FROM POST (1YP.) --+--'--!' <TYP.> • zru� PLAN VIEW MAIN COLUMN TO CONCRETE CONNECTION DETAIL EDGE OF CONCRETE .Ji," ANGLE, EACH SIDE (1YP.) ¾,"¢ CONCRETE ANCHOR W/2¾," EMBEDMENT INTO STRUCTURAL CONCRETE (1YP., EE NOTE 10) 1 "x2" O.B. SOLE PLATE . z ,_:_�=---___]_g ¼"¢x2)f' CONCRETE SCREW ANCHOR @ 24" O.C. AND 9" FROM POST (1YP.) 1 x2 0.8. SOLE PLATE :... 2"x PURLIN BEAM MAY BE FLAT OR SLOPED BEAM PLAN -TYPICAL DIAGONAL ROOF BRACE CONNECTION 2x2x½," ANGLE CLIP. CUT AT A 45" (+/-) ANGLE AND ATTACHED TO THE SCREEN ROOF BEAM WITH ONE (1) ¼"¢ THRUBOLT, WITH FENDER WASHER. ATTACHED TO BEAM OR EAVE RAIL. DIAGONAL BRACING SHALL NOT BE ATTACHED TO ROOF PURLINS. 2x2x0.093 BRACE (SEE PLAN) _-+-_,___ 1' <TYP.) . z ru� PLAN VIEW BEAM SUPPORT COLUMN/POST 2x2x1/8" x 2" LG. ANGLE W/ (4) #12x3/4" S.M.S (EACH SIDE) POST � COLUMN 2½" MAX. THICK BRICK PAVERS SET IN MORTAR ON TOP OF FOOTER 0.8. SOLE PLATE : .... ·.. .... · .... .-,I . . . . . '!· . . .. . .4 •. .-.•. • . · .. �--··. ·. · . _ ........ .;. ....•. · .... � ,a. -',4--: ··" . _...... �--. . ... · . : '. . .. ¼" ¢x5" CONCR�E SCREW�· : 0 2: .. , . O.C.: �2¾," �IN: CONC. (1YP.), 1½" CONG. EMBEDMENT (MIN.) EMBEDMENT (1YP.) TYPCIAL FRONT VIEW OF POST TO FOUNDATION CONNECTION WITH PAVERS .•. <I B'(MIN.) '4. ., ... 4" NOMINAL CONCRETE SLAB (3000 PSI, MIN.) W/6x6x10/10 W.W.M. OR FIBER REINFORCED [POLYPROPYLENE FIBER -1.5 POUND (MIN.)PER C.Y.] .... ., 4 ., �UNDISTURBED SOIL OR COMPACTED CRUSHED LIMEROCK (90% PROCTOR) MIN. ( 1 )-#5 REBAR CONTINUOUS, SPLICE MUST OVERLAP 20" MIN. 3" COVER (1YP.) FOUNDATION/SLAB □ET AIL . N 1 x3 O.B. FASTENED TO CORNER SECTION WITH #1 Ox2" S.M.S. W/ % " DIA. WASHER @ 18" O.C. 2x5x)(,• ANGLE (2' LONG) IJ/ (2)-#14 / TEKS INT□ TOP □F 2x3 EAVE RAIL AND (2)-/ #14 TEKS INT □ THE FRONT □F THE CORNER POST 1 x2 O.B. TOP FRAME 1 x O.B. SIDE WALL CORNER UPRIGHT ELEVATION VIEW CORNER POST/COLUMN UPRIGHT DETAIL APPROXIMATE GRA . 4 . _ . ., ITT .j 1::=- 3000 PSI MIN. CONCRETE STRENGTH 1! 1i�COMPACTED OR 11 UNDISTURBED SOIL/SAND (1)-#5 REBAR, CONTINUOUS 3" MIN. CONC. COVER, 36" MIN. LAP SPLICE 12" MIN.• MIN. CONTINUOUS PERIMETER FOOTING (4) #12x¾" S.M .. 2"x PURLIN BEAM MAY BE FLAT OR SLOPED (2) #1 OxY2" S.M.S . (1YP. EACH END) PLAN -TYPICAL ROOF BRACE TO BEAM CONNECTION 1 2x1xY," ANGLE BRACE 2"x1 "x}(," ANGLE (BRACE) W/ (4) #12x¾" S.M.S. @ EACH MEMBER INTERSECTION 2x2"'1," ANGLE 2" LONG ON UNDERSIDEW/(4) #12x¾" S.M.S. EACH LEG (BEAM & BRACE) 2x3 BRACE (SEE PLAN) AL TERNA TE (2) 2x3 BRACE DD KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 Rev./Date Description Cl) ...J � () UJ C: 0 UJ c:i 0:: l) Cl) C: 0 Q.) ...J Q.) (.) ,._ z CJ) UJ,._ z Q.) UJ Q.) UJC: z 0::0 0 (.) a: I-Cl) i:-.: 0:::: ...J z l) (.) CJ) 0:: ....J w l) 0 I- DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 8/11/06 DO YEON KIM, P.E. FLA. REG. NUMBER 49497 DO KIM & ASSOCIATES, LLC CA#26887 PO Box 10039 Tampa, FL 33679 Drawing No. -060811 SHEET 2 OF 3 DOUBLE S,M,B, BEAM <SEE PLAN FDR SIZEl POST (4)-'l(,'Ql THRU-B□LT 1,/ I 1¼• 1,/ASHERS DOUBLE S.M.B, BEAM (SEE PLAN FDR SIZEl (4)-'l(,'¢ THRU-B□L T 1,// 1¼• 1,/ASHERS NOTCH POST TD ACCEPT BEAM POST �---''---'I�-'-- DOUBLE CARRIER BEAM TO POST CONNECTION DETAIL (2)-# 14x¾" S.M.S. THROUGH ½ OF 2x UPRIGHT INTO POST @ 12" O.C., (TYP.) 2x SMB � UPRIGHT OR 0.8. (SEE PLAN FOR SIZE & LOCATION) POST (SEE PLAN FOR SIZE) (3)-'l(,'Ql THRU BOLT W1¼'¢ \,/ASHER BASE INSERT 1,//l¼' VERTICAL LEGS )(,• THICK 6063-T6 ALLOY DD NOT USE CAST ALUM, BASES <TYP,) (4)-'l(,'¢ HOT DIPPED GALVANIZED 1,/EDGE ANCHORS 1,// 2¼' MIN, EMBEDMENT INT□ CONCRETE. TOP OF CONCRETE --.� .. · .......,• ... 4" OR 6" POST TO CONCRETE CONNECTION DETAIL POST (SEE PLAN FOR SIZE) <3l-'li,'i1l THRU BOLT 1,//l¼'ill \,/ASHER 4' BASE INSERT 1,//l½,' VERTICAL LEGS )(,• THICK 6063-T6 ALLOY DD NOT USE CAST ALUM BASES <TYP.> (4)-'l(,'¢ HOT DIPPED GALVANIZED 1,/EDGE ANCHORS 1,// 2¼' MIN. EMBEDMENT INT□ CONCRETE, TOP OF CONCRETE POST TO CONCRETE CONNECTION DETAIL ... � .. · ....... ·· ... #14x 4" @ 24" O.C. (TYP.) (1)-#10x¾" @ 12" O.C. OR (1 )-#14x¾" @ 24" O.C S.M.S. AT MIDHEIGHT OF BEAM DOUBLED BEAM (SEE PLAN FOR SIZE) BEAM STITCHING SCREW @ 24" O.C. (TYP. TOP AND BOTTOM OF SMB) TYP. BEAM TO DOUBLE CARRIER BEAM CONNECTION S.M.B. BEAM {SEE PLAN FOR SIZE) 2x2"1(." ANGLE (EACH SIDE) (8) #14=2x¾" S.M.S. EACH SIDE OF BEAM NOTCH KNEE BRACE TD ACCEPT BEAM FASTEN 1,/JTH (6) #14X¾' S.M,S., EACH SIDE, DR (2) ¼•¢ THRU B□L TS 1,// \,/ASHER & NUT, (ALTERNATIVE) CONNECT KNEE BRACE W/ 0.050" THICK 'U' CHANNEL. 6063-T6 ALLOY PLATE OR STRONGER, FASTEN 1,/ITH (4) #14X¾' SMS EACH SIDE, DR (2) ¼'ill BOLTS 1,// \,/ASHER & NUT, 0 a. KNEE BRACE LENGTH _J11---+-----(24" MIN.) (4)-#14x¾• S.M.S. KNEE BRACE CONNECTION DETAIL General Notes and Specifications: 2' MIN, EDGE DISTANCE <TYP.) 2' MIN, EDGE DISTANCE <TYP.l 1. 2. Contractor shall field verify all dimensions before construction and shall notify engineer of discrepancies for immediate consideration. Concrete shall be minimum 28 day compressive strength of f'c=3000 psi, and be in accordance with the requirements of A[I 318. Reinforcing steel shall have a min. yield strength of 40,000 psi (grade 40) and be provided with cover in accordance with A[I 318. 3.All dimensions are provided by contractor, DO Kim & Associates, LL[ have made inter pretations 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-TS 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 #10x3/4" 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-cen ter distances as shown in this table. [-1022 Low Carbon Steel SMS 8r Self-Drilling ITEK) Screws (Industry Standard Screws) Nominal Screw Diameter Minimum Edge Distance Minimum Center to Center Screw (in) Distance #10 0.188 1/,." ½" #12 0.219 J/e" 'l,6" #14 (1/4") 0.250 ½" 'la" 9.Structure has been designed to meet the 7th Edition FBC (2020 FB[). Project is sited where the ultimate design wind speed, Vu1'. is 150 mph (3-sec gust) for risk category I buildings and other structures. Exposure C. Design pressures are from Table 2002.4, 2020 FB[ reduced by 0.88 for screen mesh factor, 0.6 for allowable stress design (AS□). 10.Concrete anchors may be "Large Diameter Tapcons" (L TOsl, 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 454.2.11.1.11. if enclosing a pool. DD KIM & ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO Box 10039 Tampa, FL 33679 Tel: (813) 374-0321 Rev./Date Description Cl) ...J () UJ C: UJ c:i 0:: l) Cl) C: 0 Q.) ...J Q.) (_) L.. z (.) UJ CJ) L.. z Q.) UJ Q.) UJ C: z 0:: 0 0 (_) a: I-Cl) i:--: 0:::: ...J z l)(_) CJ) C: _J w � l)0 DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 8/11/06 DO YEON KIM, P.E. FLA. REG. NUMBER 49497 DO KIM & ASSOCIATES, LLC CA#26887 PO Box 10039 Tampa, FL 33679 Drawing No. -060811 SHEET 3 OF 3