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I kl 11 11 I Irl, 11V LII .i 1. '1 _... .I .. _1..1. L I. I 1 I .111. ... <br />112" 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 />NOTES <br />1.\TREATEDUTHERN <br />SIGNED TO SUPPORT 100 PSF LIVE LOAD + 10 PSF DEAD LOAD. DECK IS NOT DESIGN FOR VEHICULAR TRAFFIC. <br />2.S 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 S L MEET THE REQUIREMENTS OF ASTM F 1667. BOLTS SHALL MEET THE REQUIREMENTS OF ANSI/ASME B18.2.1 <br />FOOTING EXTENDS TQ LIMIT 5.S OF PO TS SHALL BE FIELD TREATED WITH AN AMERICAN WOOD PROTECTION ASSOCIATION RECOMMENDED PRODUCT <br />OF WING WALL SEE PLAN VIEWER NAPHT NATE) <br />6.ER TO BE P ED TO BE CROWN SIDE UP. <br />09 l l <br />4 3" MIN a <br />v 135" <br />#4 VERTICAL REBAR --- <br />- -- <br />30" O.C. -- — I o <br />- --- — <br />1 ° THICKENED EDGE BEAM = -.: a <br />o <br />I _ <br />_ o <br />COMPACTED SUBGRADE G1 4 1- <br />a — V-6" I_ <br />— 1-I—� I -- a 4 a <br />3000 PSI POURED -- <br />CONCRETE HEADWALL <br />(6) #4 REBAR CONTINUOUS j <br />v I - <br />ATTACH TO CAGE WITH METAL TIES <br />#4 REBAR CAGE- 8" HT. x 24" WIDTH- _ _ <br />VERTICAL AND HORZ. REBAR AT 30" O.C.- <br />HOLD 3" OFF BOTTOM OF POUR <br />3-0" <br />DECKING - SEE DOCK 4 <br />CONSTRUCTION PLANS <br />JOIST - SEE DOCK <br />CONSTRUCTION PLANS�� <br />1 % SLOPE <br />SIMPSON STRONG TIE <br />FSA- HOT DIPPED GALVANIZED <br />FOUNDATION ANCHOR- PLACE ONE <br />ANCHOR AT EACH JOIST <br />2" AIR GAP <br />FINISH GRADE ON LOWER <br />SIDE OF HEADWALL- BLEND <br />GRADE WITH GRADE AT END <br />OF SLOPED WING WALLS <br />ATTACH TO HEADWALL WITH <br />(2) 6" LONG 1/2" DIAMETER EXPANSION BOLT <br />EXPDXY BOLT INTO CONCRETE HEADWALL <br />1 CONCRETE HEADWALL- CONNECTION TO WOOD rDOCK <br />HS13 1" = 1'-0" <br />SIMPSON STRONG TIE H0212 <br />(2) "x 12" # 24" O.C. <br />SIMPSON STRO TIE CB66 <br />COLUMN BASE SET IN COLU POUR <br />CENTER ON CONCRETE C UMN <br />SLOPE TOP OF COLUMN \ <br />AWAY FROM CENTER TO <br />SHED RAINWATER- 2% SLOPE - <br />SET CULUMN BASE LEVEL <br />COMPACTED SUBGRADE <br />2" x 6" DECKING <br />r— — 3" x 12" <br />SIMPSON STRONG TIE A <br />6" x 6" WOO POST <br />HEIGHT VARIES <br />3000 PSI POURED CONCRETE COLUMN <br />___ FINISH GRADE <br />6" <br />T 24" DIAMETER ROUND 3000 PSI CONCRETE <br />COLUMN REINFORCED WITH (3) #5 VERTICAL <br />— REBAR- TRIANGULAR PATTERN - <br />STIRRUPS AT MAX. 18" O.C. VERTICALLY FOR <br />STABILITY DURING POUR <br />HOLD REBAR 3" FROM EDGE OF POUR <br />(3) #5 HORZ. EBAR AT 15" <br />2 CO CRETE COLUMN SECTI <br />HS13 1/ =1'-0" <br />.IF <br />a <br />® DELETED FROM PROJECT <br />DOCKAND OCK <br />PERMITTING T INCLUDED <br />IN CONTRACT (B OTHERS) <br />0 <br />9 <br />9 6161 <br />6-34' <br />O <br />6-34" O <br />LIMITS OF WOOD DECK O g_��� <br />1 <br />HS13 <br />WING WALL AT 45 DEGREE ANGLE <br />v TO HEADWALL- SLOPE AT 30 DEGREE MAX. <br />h <br />EXPANSION JOINT o <br />v o <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 />o D o <br />ALL SPLICES IN BEAMS TO BE CENTERED <br />0 <br />6 OVER POSTS, SPLICED CONNECTIONS SHALL - <br />h HAVE SIMPSON STRONG TIE PC66 POST CAPS <br />4 <br />LIMIT OF DECKING <br />2" x 12" RIM JOIST A ACH WITH (3) 3.5" 10d RING SHANK <br />HOT DIPPED GA ANIZED NAILS AT EACH JOIST OR BEAM <br />2" x 12" JOISTS - ATTACH TO BEAMS WITH SIMPSON <br />STRONG TIE HU212-HDG FACE MOUNT HANGERS <br />9'66 <br />MAX. MAXIMUM ON CENTER <br />JOIST JOIST SPACING = 24" <br />SPAN SPACE JOIST EQUALLY <br />J-- POST AND BEAM (BELOW) <br />JOIST LAYOUT <br />CUT DECK BOARDS <br />AT CORNERS TO PROVIDE <br />NO LESS THAN 112 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 ROOF Z E 2 <br />8. BASED ON THE 2020 FLORIDA BUILDING CODE & SCE 7-16 <br />DOCK AND DOCK / <br />PERMITTING NO/ATTATO <br />ED <br />IN CONTRACT (BS) <br />3" x 1SAW (NON -DIMENSIONAL) <br />BEAMNA SE OF (2) 2" x 12" <br />LUMTO POSTWITHSTRONG TIE AC6 MAX <br />ALVANIZED FILLGAVHOLEAILSd HOT DIPPED 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 BA STAINLESS <br />SE S ALES 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 />AIM JOIST WITH 3.5" 10d HOT <br />DIPPED GALVANIZED RING <br />SHANK NAILS AT 8" Q.C. <br />® 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 />3/16" GAP BETWEEN ALL DECK BOARDS <br />E NDED 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 />� I <br />I nlI <br />l� ` <br />a <br />1 <br />c< <br />go <br />r <br />Co) � <br />U. <br />p <br />2 �O M <br />C a <br />o <br />N <br />N � N <br />pwC CL <br />E <br />Q <br />q3z <br />W % 0 <br />N00 <br />5 N Ch <br />SA <br />C-4 <br />CV <br />h <br />w <br />Q o <br />oe <br />O <br />zz� <br />(J <br />� <br />z <br />cgo <br />N <br />Kno wh 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: )AZ <br />DATE: 11/6/20 <br />20009 <br />HARDSCAPE <br />DETAILS <br />HST 3 <br />