20211668 Ver 1_Design/Maps/Site Plans_20211112

~105'-0"8'-0"990.01000.03'-6" X 1'-2" 3500PSI CONCRETE FOOTINGW/12X20 SOIL KEY LOCATED ON FRONTEDGE OF FOOTING.VERTICAL REINFORCEMENT - #5 BARSIN EVERY OTHER BLOCK VOID (16" OC)CENTERED IN BLOCK VOID3'-6"1'-9"1'-9"(4) #4 BARS CONTINUOUS ANDSPACED 12" APARTHORIZONTAL REINFORCEMENT - 9 GA.GALVANIZED LADDER TYPE REINFORCINGINSTALLED IN EVERY OTHER COURSE#4 BARS 36" LONG SPACED 16" OCOPEN BOTTOM BOND BEAM AT 7THCOURSE AND TOP COURSE WITH (2) #4(OR LARGER) REBAR AS SHOWN12" STEEL REINFORCED SOLID FILLED CMU WALLSTUCCO FINISH TOP AND LAKE FACE12" MIN. #57 WASHED STONE INBACKFILLED AREA BEHIND WALL. INSTALLNONWOVEN GEOTEXTILE FILTER FABRICBETWEEN SOIL AND GRAVEL AS SHOWNCREATE SOIL SWALE AT TOP OF WALL5"-6"2" PVC THRU-WALL DRAIN PIPE @ MIN. 8FT. INTERVALS JUST ABOVE LAKEBOTTOM TO PREVENT WATER BUILDUPDURING LAKE DRAW DOWN6"x28" DOWEL @ 8" OCCENTERED IN BLOCK VOIDIMPORTANT NOTE:CARE MUST BE TAKEN TO ENSURE THAT THE BACKFILL ZONE SOILIS TAMPED OR GRAVEL FILLED. FAILURE TO ENSURE ADEQUATECOMPACTION MAY CAUSE THE SOIL ABOVE THE BACKFILL ZONE TOBECOME UNSTABLE AND SLIDE. IF GRAVEL IS USED INSTEAD OFCOMPACTED BACKFILL, THE SOIL SEPARATING FABRIC SHALL BEINSTALLED AGAINST THE BANK BEFORE THE GRAVEL IS INSTALLED.MAXIMUM DESIGN HEIGHT
1'-8"
8'-0"
1'-2"1'-0"
MIN.SOIL SEPARATING FABRIC INSTALLEDUNDER AND BEHIND RIP RAP≈21LAKE EL = 990.0990.01000.0PROVIDE SHORELINE PROTECTIONUSING EXISTING STONE AND WASTESTONE FROM THE EXISTING WALL.INSTALL TO A HEIGHT OF AT LEAST 12"ABOVE NORMAL FULL POND (990.0)CONCRETE (WHEN APPLICABLE)MINIMUM SOIL BEARING PRESSURE 2000 PSFMINIMUM SOIL INTERNAL FRICTION ANGLE 30 DEGCOMPACTED BACKFILL DENSITYSLIDING COEFFICIENT .35uMINIMUM 28 DAY COMPRESSIVE STRENGTH FOOTINGS & WALLS/SLABS 3500 / 3500 PSIDENSITY 150 PCFPERFORMING SLUMP 4 INCHESALL REINFORCING STEEL IS TO BE ASTM A615 GRADE 60,FABRICATED AND PLACED IN ACCORDANCE WITH ACI 318.ALL LAPS SHALL BE A MINIMUM OF 36 BAR DIAMETERS.REINFORCING (WHEN APPLICABLE)SOIL (WHEN APPLICABLE)SEISMIC USE GROUP 1SITE CLASSIFICATION DSPECTRAL RESPONSE ACCELERATION SDS 39% g, SD1 21% gSTRUCTURAL SYSTEM MOMENT FRAMESEISMIC BASE SHEAR Vx=1.1k, Vy=1.1kANALYSIS PROCEDURE EQVLNT LTRL FRCESEISMIC DESIGN (WHEN APPLICABLE)ROOF DL / SNOW 15/20 PSFFLOOR & DECKS DL / LL 10 /40 PSFWIND 100 MPHEXPOSURE CATEGORY CDESIGN LOADS (WHEN APPLICABLE)WIND 1.0SNOW 1.0SEISMIC 1.0IMPORTANCE FACTORS (WHEN APPLICABLE)DESIGN INFORMATION (APPLIES TO ALL PAGES)THE DESIGNS PRESENTED ON THIS DRAWING INCORPORATE THE FOLLOWING MINIMUM VALUES.VERIFICATION OF THE DESIGN ELEMENTS SHOWN ON THESE PLANS DURING CONSTRUCTION ISTHE RESPONSIBILITY OF THE LOCAL AUTHORITY NOT THE DESIGN ENGINEER.GENERAL NOTES:1. GLOBAL STABILITY AND SEISMIC LOADING HAVE BEEN CONSIDERED IN THIS DESIGN.2. HYDROSTATIC LOADING IS CONSIDERED IN THIS ANALYSIS. SUFFICIENT DRAINAGE MUST BEPROVIDED SUCH THAT HYDROSTATIC LOADING IS DISSIPATED.FLOOD ZONE NOTE:THE PROPOSED SEAWALL DETAILED ON THESE DRAWINGS IS A FUNCTIONALLY DEPENDENTSTRUCTURE THAT, WHEN CONSTRUCTED, WILL NOT INCREASE THE LAKE LURE BASE FLOODELEVATION DUE TO THE TOWN OF LAKE LURE'S ABILITY TO CONTROL THE LEVEL OF THE WATERDURING A FLOOD EVENT.MASONRY SEAWALL FOR
216 YACHT ISLAND DR. LAKE LURE, NC 28746
ALL FEDERAL, STATE, LOCAL CODES,
ORDINANCES AND REGULATIONS
SHALL BE CONSIDERED AS PART OF
THESE PLANS AND SPECIFICATIONS
FOR THIS STRUCTURE AND SHALL
TAKE PRECEDENCE OVER ANYTHING
SHOWN, DESCRIBED, OR IMPLIED
WHERE VARIANCES OCCUR.
SIGNIFICANT CARE AND EFFORT HAS BEEN
TAKEN TO ENSURE THAT THESE PLANS ARE
CORRECT AND COMPLETE. THE CONTRACTOR
IS RESPONSIBLE FOR CHECKING AND
VERIFING ALL DIMENSIONS AND EXISTING
CONDITIONS. VARIATIONS SHALL BE
BROUGHT TO THE ATTENTION OF THE
DESIGN ENGINEER FOR RESOLUTION.
NO RESPONSIBILITY IS ASSUMED BY THIS ENGINEER
FOR THE EXECUTION OF THESE DESIGNS OR THE
TECHNIQUES USED TO COMPLETE THEM UNLESS
SPECIFICALLY ADDRESSED WITHIN THESE PLANS.
SITE INSPECTIONS BY THIS ENGINEER ARE NOT
INCLUDED IN THE DESIGN CONTRACT BUT MAY BE
FURNISHED UPON REQUEST FOR AN ADDITIONAL FEE.PRINTS ON 24x36 PAGESRPKIO
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NONE
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