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1/2" EXPANSION JOINT <br />WING WALL <br />MAXIMUM SLOPE - <br />30 DEGREES <br />EXPANSION JOINT WITH JOINT SEALANT <br />4" THICK CONCRETE SIDEWALK <br />TRANSITIONS TO 6" THICK <br />01-91, <br />a _ .- 135° <br />#4 VERTICAL REBAR _ <br />30" O.C. <br />THICKENED EDGE BEAM <br />COMPACTED SUBGRADE -` � <br />3000 PSI POURED <br />CONCRETE HEADWALL <br />(6) #4 REBAR CONTINUOUS <br />ATTACH To CAGE WITH METAL TIES <br />#4 REBAR CAGE- 6" HT. x 24" WIDTH - <br />VERTICAL AND HORZ. REBAR AT 30" O.C.- <br />HOLD 3" OFF BOTTOM OF POUR <br />D <br />FOOTING EXTENDS TO LIMIT <br />OF WING WALL SEE PLAN VIEW <br />DECKING - SEE DOCK 4 <br />CONSTRUCTION PLANS <br />1 _0 JOIST - SEE DOCK <br />CONSTRUCTION PLANS <br />1% SLOPE <br />° 3" MINId SIMPSON STRONG TIE <br />° FSA- HOT DIPPED GALVANIZED <br />o FOUNDATION ANCHOR- PLACE ONE <br />ANCHOR AT EACH JOIST <br />°. 0 <br />0 <br />2" AIR GAP <br />t44 <br />°i FINISH GRADE ON LOWER <br />SIDE OF HEADWALL- BLEND <br />-6" GRADE WITH GRADE AT END <br />OF SLOPED WING WALLS <br />a ° • I <br />d a . ATTACH TO HEADWALL WITH <br />(2) 6" LONG 1/2" DIAMETER EXPANSION BOLT <br />-III-III- III --III=1 I I=1 I I -I I 1-I EXPDXY BOLT INTO CONCRETE HEADWALL <br />3-0" <br />0000- <br />ZL <br />1 CONCRETE HEADWALL- CONNECTION TO WOODrOCK <br />HS13 "' _ "-O" <br />NOTES <br />1.\LUMBERTO <br />IGNED TO SUPPORT 100 PSF LIVE LOAD + 10 PSF DEAD LOAD. DECK IS NOT DESIGN FOR VEHICULAR TRAFFIC. <br />2. DESIGNED WITH A SOIL BEARING CAPACITY OF 3000 PSF. <br />3. CTURAL LUMBER TO BE #2 PRESSURE TREATED SOUTHERN PINE. ALL DECKING AND RAILS SHALL BE #1 PRESSURE <br />UTHERN PINE WITH EASED (SANDED) EDGES. <br />4. S L MEET THE REQUIREMENTS OF ASTM F 1667. BOLTS SHALL MEET THE REQUIREMENTS OF ANSI/ASME B18.2.1 <br />5. OF P TS SHALL BE FIELD TREATED WITH AN AMERICAN WOOD PROTECTION ASSOCIATION RECOMMENDED PRODUCT <br />ER NAPHT NA <br />6. ER TO BE P ED TO BE CROWN SIDE UP. <br />DOCK AND OCK <br />PERMITTING T INCLUDED <br />IN CONTRACT (B OTHERS) <br />O <br />16 <br />6-34' <br />O <br />6-34' <br />O <br />LIMITS OF WOOD DECK g'-69" <br />1 <br />HS13 <br />WING WALL AT 45 DEGREE ANGLE <br />v TO HEADWALL- SLOPE AT 30 DEGREE MAX. <br />D <br />EXPANSION JOINT D <br />v v <br />D . <br />ADJUST FINISH GRADE TO PROVIDE <br />MAX. 5% SLOPE ON CONCRETE SIDEWALK <br />AND ALLOW FOR BEAM DIMENSION OVER <br />WING WALL FOOTING <br />COLUMNS AND CONC. HEADWALL <br />2 <br />S13 <br />18" DIAMETER CONCRETE FOOTING (TYPICAL) <br />ADJUST FINISH GRADE TO PROVIDE <br />MAX. 5% SLOPE ON CONCRETE SIDEWALK <br />AND ALLOW FOR BEAM DIMENSION OVER <br />WING WALL FOOTING <br />PROVIDE BLOCKING BETWEEN SIMPSON <br />STONG TIE AC6 MAX AND POST <br />Q D <br />a _ ALL SPLICES IN BEAMS TO BE CENTERED <br />D a OVER POSTS. SPLICED CONNECTIONS SHALL - <br />p HAVE SIMPSON STRONG TIE PC66 POST CAPS <br />.. 4 <br />LIMIT OF DECKING <br />D <br />v o <br />v <br />\ SIMPSON STRONG TIE H0212 2" x 6" DECKING 2" x 12" RIM JOIST ACH WITH (3) 3.5" 10d RING SHANK <br />HOT DIPPED GA ANIZED NAILS AT EACH JOIST OR BEAM <br />(2) " x 12" # 24" O.C. 2" x 12" JOISTS - ATTACH TO BEAMS WITH SIMPSON <br />3" x 12" STRONG TIE HU212-HDG FACE MOUNT HANGERS <br />SIMPSON STRONG TIE A MAX MAXIMUM ON CENTER <br />SIMPSON STRO TIE CB66 JOIST JOIST SPACING = 24" <br />-77 <br />COLUMN BASE SET IN GOLU POUR 6" x 6" W00 POST SPAN SPACE JOIST EQUALLY <br />CENTER ON CONCRETE C UMN HEIGHT RIES <br />SLOPE TOP OF COLUMN POST AND BEAM (BELOW) <br />AWAY FROM CENTER TO <br />SHED RAINWATER- 2°� SLOPE - <br />SET CULUMN BASE LEVEL <br />3000 PSI POURED CONCRETE COLUMN <br />FINISH GRADE <br />� <br />III ._°I i I=11 I6" <br />I=1 I I-i! II M <br />II� I= I I=I I ( I I �II I I 24" DIAMETER ROUND 3000 PSI CONCRETE <br />3" MIN. '. .:, Ii I COLUMN REINFORCED WITH (3) #5 VERTICAL <br />3' 0" {- = I { °' 4 I I-{ (( REBAR- TRIANGULAR PATTERN - <br />II II (I f IIII I I ° STIRRUPS AT MAX. 18" O.C. VERTICALLY FOR <br />III 1 " 4 STABILITY DURING POUR <br />- <br />III� III. `'�•� • : II <br />COMPACTED SUBGRADE - - - - = HOLD REBAR 3" FROM EDGE OF POUR <br />(3) #5 HORZ. EBAR AT 15" <br />2 CO CRETE COLUMN SECTI <br />HS13 1 1/ = 1--o" <br />U <br />a. <br />°o <br />d <br />0 <br />N <br />0 <br />N <br />s <br />0 <br />U <br />® DELETED FROM PROJECT <br />JOIST LAYOUT <br />CUT DECK BOARDS <br />AT CORNERS TO PROVIDE <br />NO LESS THAN 1/2 BOARD <br />WIDTH- LOCATE CUT BOARD(S) <br />AWAY FROM CORNER <br />s WOOD DECK <br />HS13 <br />DESIGN CRITERIA <br />1. DESIGN LIVE LOAD = 100 PSF <br />2. DESIGN WIND SPEED = 140 MPH <br />3. EXPOSURE "C" <br />4. STRUCTURE IS AN OPEN STRUCTURE <br />5. Gpc=0 <br />6. VELOCITY PRESSURE = 36.3 PSF <br />7. UPLIFT = 50.8 PSF ROOF ZONE 3, 43.6 PSF ROO/ZE 8. BASED ON THE 2020 FLORIDA BUILDING CODE & <br />DOCK AND DOC/SAW <br />PERMITTING NODED <br />IN CONTRACT (BS) <br />3" x 1H SAW (NON DIMEBEAMNA SE OF (2) 2" x 12" <br />LUMA TO POSTWITH STRONG TIE AC6MAX <br />HOTALVANIZED FILL ALLHOLE.5" 16d HOT DIPPED <br />GALVNAILS 6 34 <br />MAX. BEAM SPAN <br />CENTER BEAM ON POST <br />6" x 6" POST - ATTACH TO FOOTING <br />WITH SIMPSON STRONG TIE H0212 <br />COLUMN BASE- STAINLESS STEEL <br />(2) 5/8" THROUGH HOT DIPPED GALVANIZED <br />° BOLTS WITH WASHERS <br />ON BOLT HEAD AND NUT <br />2" x 4" DIAGONAL BRACE ATTACH TO <br />ALL PERIMETER POSTS- SECURE WITH <br />(1) 1/2" DIAMETER THROUGH BOLT <br />WITH WASHER AT BOLT HEAD AND NUT <br />FOR EACH CONNECTION- ATTACH TO <br />BEAMS AT 45 DEGREE ANGLE - PROVIDE <br />BLOCKING AT ATTACHMENT LOCATION <br />BOTTOM OF DIAGONAL BRACE TO <br />BE ATTACHED TO POSTS <br />AT MIDPOINT IN POST <br />ATTACH TO JOISTS WITH SIMPSON STRONG TIE <br />MTSM TWIST STRAPS FOR LOCATIONS <br />WHERE BRACING IS PERPENDICULAR TO <br />BEAMS <br />DIAGONAL BRACES EXTEND OUT 20" <br />IN BOTH DIRECTIONS FROM POST <br />POST - BEAMS - BRACING <br />ATTACH PERIMETER DECK <br />BOARD RUNNING PARALLEL <br />RIM JOIST WITH 3.5" 10d HOT <br />DIPPED GALVANIZED RING <br />SHANK NAILS AT 8" O.C. <br />A DELETED FROM PROJECT <br />DECKING <br />2" x 4" DECK BOARDS- ATTACH TO <br />E ACH JOISTS WITH 3.5" 10d HOT <br />DIPPED GALVANIZED RING SHANK <br />NAILS- TWO NAILS PER JOIST <br />I- 3/16" GAP BETWEEN ALL DECK BOARDS <br />LADED DECK BOARD RUNS TO <br />BE B KEN AT JOIST LOCATIONS ONLY <br />ADD NA ING BOARD TO JOIST <br />TO NAIL A ACENT BOARD- GAP BUTT <br />JOINT AT 3/1 " . ALL DECK BOARD TO <br />REST ON A MIN UM OF FOUR JOISTS <br />NOTES: <br />1. WILLIAM G. REIDY IS SIGNING AND SEALING FOR <br />STRUCTURAL ENGINEEERING ONLY <br />2. DESIGN CRITERIA BASED ON 2020 FLORIDA BUILDING <br />CODE 7th EDITION & ASCE 7-16. <br />DESIGN WIND SPEED: 140 MPH <br />EXPOSURE "C" <br />WIND PRESSURE: 36.3 PSF <br />WILLIAM G. REIDY, P.E. <br />REG. NO. 35605 <br />PROFESSIONAL ENGINEER <br />pep. <br />A� <br />lrl <br />E <br />0 <br />r v <br />co <br />O �C <br />L <br />0 Mm <br />J <br />z �000 <br />< O <br />O <br />a y O <br />N <br />� t J <br />M <br />�E <br />Q �yz <br />W to <br />N_ 0 <br />A N0:3 <br />-0 <br />co <br />N ch <br />O <br />O <br />N <br />N <br />Kno wh t'sbelow. <br />all �efore you dig. <br />REVISIONS: <br />1. 3/12/21 <br />CITY REVIEW COMMENTS <br />2. 4/19/21 <br />CITY REVIEW COMMENTS <br />3. 8/2/2 1 <br />HARDSCAPE <br />PLANS ADDED <br />4. 11/26/21 <br />STRUCTURAL ENGINEERING <br />MODIFICATION- DELETE DEC <br />DRAWN BY: JAZ <br />DATE: 11/6/20 <br />20009 <br />NARDSCAPE <br />DETAILS <br />HS13 <br />