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FOUNDATION SECTION (MENU BOARD) <br />1" = 1'-0" <br />EXIST. REINF. TO REMAIN <br />FINISH GRADE, COORD. <br />W/ CIVIL DWGS. <br />SIGNAGE FRAME, <br />COORD. W/ SUPPLIER <br />BASE PLATE PROVIDED <br />BY SIGN MANUF. <br />(4) 3 4"Ø ALL-THREAD <br />EPOXY ANCHOR BOLTS <br />W/ HILTI HY200 EPOXY <br />OR APPROVED EQUAL, <br />MIN. EMBED. = 12" INTO <br />EXIST. FOOTING <br />EXIST. CONC. FOOTING TO <br />REMAIN <br />#5 DOWELS EA. SIDE (T&B) <br />W/ HILTI HY200 EPOXY, SEE <br />REINF. PLANS FOR ADDIT. <br />INFO. (TYP.) <br />(1)-#5 CONT. (T&B) <br />REMOVE EXIST. BASE PLATE <br />AND CUT OFF EXIST. ANCHOR <br />BOLTS ABOVE EXIST. CONC. <br />FOOTING (F.V.) <br />ROUGHEN SURFACE AND <br />APPLY BONDING AGENT <br />(TYP.) <br />4" MIN. <br />SEE TYPICAL <br />CONN. DETAIL <br />SECTION A-A <br />COMPACT SUBGRADE TO 95% <br />DRY DENSITY IN ACCORDANCE <br />W/ ASTM D698 (TYP.) <br />CONCRETE NOTES: <br />1.ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED RESIDUAL SOIL AND/OR EARTH FILL COMPACTED TO 95% OF <br />ITS MAXIMUM DRY DENSITY AS PER ASTM D698 (STANDARD PROCTOR) UNLESS NOTED OTHERWISE. <br />CONTRACTOR SHALL CONFIRM SOIL CAPACITY PRIOR TO CONCRETE PLACEMENT. <br />2.ALL PIERS TO EXTEND TO FROST DEPTH AS DETERMINED BY LOCAL JURISDICTION. VERIFY WITH LOCAL BUILDING <br />OFFICIAL. <br />3.TOP OF PIERS SHALL BE SLOPED SUCH THAT MOISTURE CANNOT ACCUMULATE. <br />4.ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301 "STRUCTURAL CONCRETE FOR <br />BUILDINGS" AND ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." <br />5.ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN AN ULTIMATE COMPRESSIVE STRENGTH (fc) OF 3000 PSI AT AN <br />AGE OF 28 DAYS UNLESS OTHERWISE NOTED. <br />6.ALL REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60 DEFORMED BARS, UNLESS OTHERWISE NOTED. <br />7.CONCRETE PROTECTION FOR REINFORCING AS WELL AS PLACING AND FABRICATION OF REINFORCING SHALL <br />BE IN ACCORDANCE WITH THE "THE AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS" (ACI <br />318). <br />8.ALL CAST-IN-PLACE CONCRETE SHALL BE AIR-ENTRAINED TO 6% (±112%). WATER/CEMENT RATIO SHALL NOT <br />EXCEED 0.48. <br />9.THE MINIMUM CONCRETE COVER FOR THE PROTECTION OF REINFORCEMENT SHALL BE AS NOTED. <br />10.BEFORE PLACING CONCRETE, ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED, <br />AND MAINTAINED SECURELY IN PLACE. NO "WET SETTING" IS ALLOWED. <br />11.AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33 (HARDROCK). <br />12.PORTLAND CEMENT SHALL BE TYPE II FOR ALL CONCRETE CONFORMING TO ASTM C150, LOW ALKALI. <br />13.FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F MAY BE USED AS A PARTIAL <br />SUBSTITUTION FOR PORTLAND CEMENT UP TO A MAXIMUM OF 25% TOTAL CEMENTITIOUS MATERIALS BE WEIGHT <br />IF THE MIX DESIGN IS PROPORTIONED PER ACI318, SECTION 5.3. CONTRACTOR SHALL FORWARD DESIGN MIX <br />TO ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. <br />14.CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94. <br />15.DO NOT USE ANY CONCRETE OR GROUT CONTAINING <br />CHLORIDES. WATER USED IN MIX SHALL BE CLEAN AND POTABLE. <br />EXIST. FOOTING, <br />SEE SECTION <br />HEAVY HEX <br />LEVELING NUT <br />(GALV.) <br />(2) HEAVY 3 4" HEX <br />TOP NUT (GALV.) <br />ADHESIVE ANCHOR <br />BOLT DETAIL <br />NOT TO SCALE <br />2"X2"X14" HEAVY <br />STEEL PLATE <br />WASHERS OR <br />212"Ø x 14" THK. <br />WASHER (GALV.) <br />3 4"Ø ALL-THREAD <br />RODS (GALV.) <br />1' <br />- <br />5 <br />" <br />NOTE:*DIMENSIONS SHALL BE VERIFIED WITH SIGN <br />FRAME AND BASE PLATE PRIOR TO CONCRETE <br />PLACEMENT. <br />TYPICAL ANCHOR BOLT PATTERN <br />NOT TO SCALE <br />NOTE:IF BOLTS ARE CUT, CONTRACTOR SHALL PROVIDE <br />GALVANIZING SPRAY AT CUT BOLTS TO AVOID RUSTING. <br />TYPICAL SIGN BASE PLATE DETAIL <br />NOT TO SCALE <br />114" <br />M <br />A <br />X <br />. <br />TIGHTEN TOP NUTS 16 TURN <br />BEYOND HAND-TIGHT <br />(TURN OF NUT METHOD) <br />(MIN 60°, MAX 80°) <br />NOTE:THE DISTANCE FROM THE TOP OF THE <br />FOUNDATION TO THE BOTTOM OF THE BASE <br />PLATE SHALL BE NO GREATER THAN 114". <br />60° <br />TYPICAL CONNECTION DETAIL <br />NOT TO SCALE <br />FLAT WASHERS <br />5" <br /> <br />P <br />R <br />O <br />J <br />E <br />C <br />T <br />I <br />O <br />N <br />4" MIN. <br />1' <br />- <br />0 <br />" <br />EM <br />B <br />E <br />D <br />. <br />STEEL NOTES: <br />1.REINFORCEMENT: GRADE 60. <br />2.ANCHOR RODS, NUTS, AND WASHERS SHALL BE SHIPPED AS AN <br />ASSEMBLY FROM THE SIGN/LIGHTING MANUFACTURER. COORDINATE <br />WITH MANUFACTURER. <br />A. THREADED RODS: ASTM F1554, GRADE 36 <br />B. PLATE WASHERS: ASTM A-36 <br />C. WASHERS: ASTM F-436 <br />D. NUTS: A563DH OR A194-2H <br />3.ALL HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM <br />A-123, HOT-DIP GALVANIZED, ZINC PLATED OR MECHANICALLY <br />GALVANIZED. <br />4.ANCHOR BOLTS TO BE SET IN ACCORDANCE WITH AISC CODE OF <br />STANDARD PRACTICE. <br />5.FIELD HEATING TO BEND STEEL SHALL NOT BE ALLOWED. <br />6.ANCHOR BOLTS TO BE CUT, IF NEEDED, TO 312". APPLY COLD <br />GALVANIZING TO CUT BOLT ENDS. <br />7.CONTRACTOR (INSTALLER) IS RESPONSIBLE FOR THE MEANS AND <br />METHODS OF CONSTRUCTION IN REGARDS TO JOBSITE SAFETY. <br />8.STRUCTURAL SIGN FRAME AND BASE PLATE DETAILS ARE PROVIDED BY <br />SIGN MANUFACTURER. COORDINATE ALL ATTACHMENTS OF SIGN <br />WITH MANUFACTURER. REFER TO SIGN MANUFACTURER DRAWINGS <br />AND INSTRUCTIONS FOR ADDITIONAL INFORMATION. <br />9.DO NOT CUT ANCHOR BOLTS OR RODS AFTER INSTALLATION OF <br />FRAME. <br />GENERAL NOTES: <br />1.THE FOLLOWING CODES WERE USED IN DESIGN: <br />2022 CALIFORNIA BUILDING STANDARDS CODE (TITLE 24, PART 2), IBC 201 AND ASCE-7 (2016). <br />2.STRUCTURAL LOADINGS: <br />WIND: <br />WIND (3 SECOND GUST)...........................................VULT = 100MPH <br /> VASD = 78 MPH <br />EXPOSURE...........................................................................C <br />RISK CATEGORY.................................................................II <br />WIND BASE SHEAR.......................................................Vb = 690 LBS (MENU BOARD) <br />SEISMIC: <br />SEISMIC IMPORTANCE FACTOR (Ie).................................1.0 <br />MAPPED SPECTRAL RESPONSE ACCELERATIONS..Ss.......1.293g <br /> S1........0.461g <br />DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS......1.034g <br /> SD1......0.565g <br />SITE CLASS...........................................................................D <br />SEISMIC DESIGN CATEGORY.............................................D <br />SEISMIC RESPONSE COEFFICIENT (CS)..............................0.296 <br />COMPONENT RESPONSE MODIFICATION FACTOR (RP)..3.5 <br />SEISMIC DESIGN FORCE (FP)..............................................0.22 KIPS (MENU BOARD) <br />FROST DEPTH...............................................................................0'-6" <br />3.ALL FOOTING EXCAVATIONS ARE TO BE CLEAR OF WATER AND FOREIGN MATTER BEFORE PLACING CONCRETE. <br />4.PRESUMPTIVE MINIMUM ALLOWABLE LATERAL SOIL BEARING PRESSURE (So) OF 100 PSF. CONTRACTOR SHALL <br />CONFIRM AN ALLOWABLE BEARING PRESSURE (Sb) OF 1500 PSF. ALLOWABLE BEARING PRESSURE SHALL BE <br />VERIFIED BY CONTRACTOR PRIOR TO CONCRETE PLACEMENT. <br />5.FOUNDATION SHALL NOT BE PLACED ON OR AT THE TOP OF A SLOPE EXCEEDING 3:1 WITHOUT EVALUATION BY A <br />PROFESSIONAL LICENSED IN THAT STATE. DO NOT PLACE FOUNDATION IN FILL MATERIAL. <br />6.DEPTH OF PIER FOUNDATIONS MAY BE LOWERED IF NEEDED TO OBTAIN LOCAL FROST DEPTH ELEVATIONS OR IF <br />REQUIRED DUE TO POOR SOIL CONDITIONS. VERIFY FROST DEPTH ELEVATIONS WITH LOCAL CODE OFFICIAL. <br />7.ELECTRICAL CONTRACTOR TO PROVIDE INFORMATION ON CONDUIT AND ELECTRICAL REQUIREMENTS AND <br />CONTRACTOR (INSTALLER) SHALL COORDINATE PLACEMENT TO MAINTAIN 2" CLEAR TO ANCHOR BOLTS. <br />8.COORDINATE LOCATIONS OF SIGNS AND FOUNDATIONS WITH SITE PLAN. <br />9.CONTRACTOR SHALL CUT EXCESS SONOTUBE FROM AROUND THE PERIMETER OF THE PIER FOUNDATION AFTER <br />PLACEMENT OF BOARD (PRIOR TO LEAVING SITE). <br />10.CONTRACTOR SHALL NOT DEVIATE FROM STRUCTURAL DRAWING WITHOUT PRIOR WRITTEN CONSENT AND <br />INSTRUCTIONS REGARDING ANY CHANGE TO THE CONTRACT DRAWINGS. ANY DEVIATION FROM THIS DESIGN <br />OR FROM ANY PART OF THIS DRAWING WITHOUT PRIOR WRITTEN CONSENT OF THIS ENGINEER SHALL VOID ALL <br />LIABILITY ASSOCIATED WITH THIS WORK. <br />11.SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THESE SIGN FOUNDATIONS. <br />3'-3"± <br />MATCH EXIST. <br />EXIST. CONC. <br />FOOTING TO <br />REMAIN (F.V. <br />SIZE AND <br />DEPTH) <br />(3)-#5 DOWELS EA. <br />SIDE (4" MIN. EMBED.) <br />W/ HILTI HY200 EPOXY <br />(TYP.) <br />(1)-#5 CONT. (T&B) <br />TOP AND BOTT. REINFORCING <br />A <br />A <br />SIGN <br />ORIENTATION <br />ABOVE <br />2' <br />- <br />6 <br />" <br /> <br />M <br />I <br />N <br />. <br />NOTE:COORDINATE CONDUIT PLACEMENT INSIDE SIGN <br />BASE PRIOR TO CONCRETE PLACEMENT. <br />5 8" STEEL BASE <br />PLATE PER <br />MANUF. <br />(4) SLOTTED BOLT <br />HOLES (COORD. W/ <br />SIGN PROVIDER) <br />8" <br />EQ EQ <br />8" <br />EQ <br />EQ1' <br />- <br />0 <br />12" <br />1'-214" <br />8" <br />8" <br />4' <br />- <br />1 <br />5 <br />8" <br />5' <br />- <br />1 <br />1 <br />5 <br />8" <br />1' <br />- <br />1 <br />0 <br />" <br />2'-6" MIN. <br />4'-10" <br />2' <br />- <br />0 <br />" <br /> <br />M <br />I <br />N <br />. <br />1 <br />S1.0 <br />MENU BOARD <br />FOUNDATION <br />FI <br />L <br />E <br /> <br />N <br />A <br />M <br />E <br />: <br /> <br />N <br />: <br />\ <br />_ <br />S <br />i <br />g <br />n <br /> <br />F <br />o <br />u <br />n <br />d <br />a <br />t <br />i <br />o <br />n <br />s <br />\ <br />S <br />t <br />a <br />r <br />b <br />u <br />c <br />k <br />s <br />\ <br />2 <br />0 <br />2 <br />4 <br />- <br />4 <br />0 <br />1 <br />5 <br />\ <br />D <br />W <br />G <br />\ <br />S <br />t <br />r <br />u <br />c <br />t <br /> <br />S <br />S <br />C <br />5 <br />4 <br />4 <br />4 <br />8 <br />, <br /> <br />S <br />a <br />n <br />t <br />a <br /> <br />A <br />n <br />a <br />, <br /> <br />C <br />A <br />. <br />d <br />w <br />g <br /> <br /> <br />L <br />A <br />Y <br />O <br />U <br />T <br /> <br />N <br />A <br />M <br />E <br />: <br /> <br />H <br />a <br />m <br />m <br />e <br />r <br />h <br />e <br />a <br />d <br /> <br /> <br />P <br />L <br />O <br />T <br />T <br />E <br />D <br />: <br /> <br />T <br />u <br />e <br />s <br />d <br />a <br />y <br />, <br /> <br />O <br />c <br />t <br />o <br />b <br />e <br />r <br /> <br />2 <br />2 <br />, <br /> <br />2 <br />0 <br />2 <br />4 <br /> <br />- <br /> <br />9 <br />: <br />4 <br />4 <br />a <br />m <br />structural engineer <br />508 Baylor Court <br />Suite C <br />Chesapeake, Virginia 23320 <br />757.436.2070 <br />757.436.0610 <br />www.broylesandassociates.com <br />Robert S. Whitaker, PE, SE <br />REG <br />ISTERED PROFESS IONAL ENGINEER <br />STATE OF CAL IFORNIACIVIL <br />R <br />OBERT S . W HITAKER <br />NO. 93116 <br />RE <br />V <br />DA <br />T <br />E <br />BY <br />DE <br />S <br />C <br />R <br />I <br />P <br />T <br />I <br />O <br />N <br />BJ <br />B <br />RE <br />V <br />I <br />E <br />W <br /> <br />C <br />O <br />M <br />M <br />E <br />N <br />T <br />S <br />10 <br />/ <br />2 <br />2 <br />/ <br />2 <br />0 <br />2 <br />4 <br />PROJECT <br />DATE <br />DESIGNED <br />DRAWN <br />CHECKED <br />WPH <br />24500-68 <br />07/25/2024 <br />RSW <br />1 <br />SI <br />T <br />E <br /> <br />A <br />D <br />D <br />R <br />E <br />S <br />S <br />: <br />27 <br />0 <br />1 <br /> <br />N <br />. <br /> <br />G <br />R <br />A <br />N <br />D <br /> <br />A <br />V <br />E <br />. <br />SA <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />5 <br />- <br />8 <br />7 <br />5 <br />1 <br />SS <br />C <br /> <br />5 <br />4 <br />4 <br />4 <br />8 <br />(757)622-2828 / fax (757)622-6883 <br />Chesapeake, VA 23320 <br />1317 Executive Blvd, Suite 200 <br />RRMM ® <br />COLLABORATIVE, INC. <br />ARCHITECTS <br />WPH <br />2701 N Grand Ave- <br />Sign12/5/2024