Loading...
HomeMy WebLinkAboutENGINEERINGSTRUCTURAL -GENERAL NOTES DESIGN CRITERIA AND LOADS: 1. WIND DESIGN: WIND SPEED (MPH) V(ADJ)=108 V(ULT)=140 RISK CATEGORY I EXPOSURE CATEGORY C CLASSIFICATION SIGN OR WALL INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.00 TOPOGRAPHIC FACTOR KZT =1.0 GENERAL REQUIREMENTS 1. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES. 2. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CODE (FBC)", SEVENTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD. 4. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE WORK WITH ENGINEER(S) AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE MANNER. 5. IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS PLAN/DETAILS, REFERENCE STANDARDS, THE ENGINEER SHALL DETERMINE WHICH SHALL GOVERN. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE CONTRACTOR ASKS FOR A DECISION FROM THE ENGINEER AS TO WHICH SHALL GOVERN, ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE. 6. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL SAFETY AND HEALTH). 7. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. 8. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ENGINEER FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER. 9. ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF THE BUILDING AND AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWAY FROM THE STRUCTURE. 10. DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IN WRITING BEFORE SUBMITTING A BID OR PROCEEDING WITH THE WORK. 11. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE. 12. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE PROCEEDING WITH THE WORK. STRUCTURAL CERTIFICATION 1. I CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION OF THE FLORIDA BUILDING CODE SEVENTH EDITION. 2. 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC. FOUNDATION AND SLABS ON GRADE 1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING PRESSURE OF 2,000 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT. 2. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN. 3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN: a. MINIMUM DEPTH BELOW FINISHED GRADE......................V-0" b. MAXIMUM ALLOWABLE BEARING CAPACITY .....................2,000 PSF c. MODULUS OF SUBGRADE REACTION .............................. 200 PCI d. PASSIVE LATERAL PRESSURE ........................................... 250 PSF e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF f. ACTIVE LATERAL PRESSURE (RESTRAINED) ........ _._.35 PSF g. COEFFICIENT OF SLIDING FRICTION ...........................0.4 4. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND STRUCTURES. 5. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF). ITEM OF STRENGTH AGG SLUMP WATER/CEMENT CONSTRUCTION (PSI) (IN) (IN) (LB/LB) FOOTER 3,000 3/4 4-6 0.50 6. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH COMPACTED, MOISTURE -TREATED, NON -EXPANSIVE FILL MATERIAL. FILL AREA SHALL EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT. 7. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS. 8. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 INCH LIFTS. SUBGRADE AND EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF ITS MODIFIED PROCTOR VALUE IN ACCORDANCE WITH ASTM D 1557. 9. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. 10. TOPS OF FOOTINGS SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS. 11. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" b. EXPOSED TO EARTH OR WEATHER: NO. 5 AND SMALLER BARS 1 1/2" NO. 6 AND LARGER BARS 2" 12. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY (ASTM D 1557). 13. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION. 14. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND BRACING OF EXCAVATIONS. 15. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN V-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER. CONCRETE MASONRY 1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530 / ASCE 6 (LATEST EDITION). 2. ALL MASONRY WORK SHALL CONFORM TO ACI 530/ASCE 6 STANDARDS, LATEST EDITION. 3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE TIME OF PLACEMENT. 4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION SPECIFICATION "CM-1". 5. MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT EXCEED .04%. 6. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N, TYPE II. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASED ON THE NET CROSS SECTIONAL AREA. 7. TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE MASONRY UNITS". 8. USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX. AGGREGATE SIZE OF 3/8" AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX CONCRETE MADE WITH MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED ALTERNATE. NO ADMIXTURES WILL BE PERMITTED IN MORTAR. 9. GROUT FOR POURING SHALL BE A FLUID CONSISTENCY. 10. USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED. 11. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT. 12. REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, FY = 60,000 PSI. ALL SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON DRAWINGS. EPDXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN THOSE SPECIFIED ABOVE. 13. DO NOT STACK MASONRY UNITS MORE THAN 2'-8" HIGH AND IN PALLETS OF 4'x4' MAXIMUM SURFACE. AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER. 14. ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS UNLESS NOTED OTHERWISE. 15. HEAD AND BED JOINTS SHALL BE 3/8" THICK EXCEPT STARTING JOINT AT FOUNDATION WHICH SHALL BE 1/4" MINIMUM AND 3/4" MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR TRUSS. 16. PROVIDE 9 GAGE LADDER TYPE CONT. GALVANIZED HORIZONTAL JOINT REINFORCING (DUR 0 WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSES.(16" VERTICALLY) WITH MIN. 6" LAP SPLICE. 17. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED. OTHERWISE. PROVIDE VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT EXCEEDING 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING. 18. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL -BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL ANCHORAGE. 19. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES. 20. REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" FOR FINE GROUT OR 1/2" FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM THE EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL ALSO BE OBSERVED. 21. FOR REINFORCING CONGESTION KNOCK OUT BLOCKS TO BE USED TO FACILITATE CONSTRUCTION. 22. USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN THE -WAIL AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT. 23. ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED. 24. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED IN EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESS OF 4 FEET IN HEIGHT. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING, AFTER INSPECTION. 25. GROUT SHALL BE A CONTINUOUS OPERATION POURED IN LIFTS OF 8 FEET MAXIMUM HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY PUDDLING OR VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY IS LOST. 26. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS THAN 112 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED. 27. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH AND MINIMIZE THE LIKELIHOOD OF WATER PENETRATION INTO AN UNBONDED JOINT. 28. FOR SPECIAL INSPECTIONS THE ENGINEER SHALL BE GIVEN A MINIMUM 72 HOURS NOTICE PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING OPERATION. ABBREVIATIONS AB - ANCHOR BOLT HORIZ AFF -ABOVE FINISHED FLOOR IN AHJ -AUTHORITY HAVING JURISDICTION INT ALT -ALTERNATE MAS APPROX -APPROXIMATELY MAX ARCH - ARCHITECT MFR BOTT - BOTTOM MIN ERG - BEARING MISC CCCL - COASTALCONST.CONTROLLINE MPH CFS - COLD FORMED STEEL N CMU - CONCRETE MASONRY UNIT NTS COL -COLUMN OC CONIC -CONCRETE PSF CONT -CONTINUOUS PT D&E - DRILLED AND EPDXY REV DBL -DOUBLE SPECS DIA - DIAMETER SCHED DIM - DIMENSION SYP DN - DOWN TYP EA -EACH UNO ELEV - ELEVATION/ELEVATOR VERT ENGR - ENGINEER VIF EW - EACH WAY W/ E - EXISTING W/O EXP - EXPANSION WRB EXT - EXTERIOR WWF FBC - FLORIDA BUILDING CODE WWM FF - FINISH FLOOR #5 FND -FOUNDATION FT - FEET/FOOT FTG - FOOTING - HORIZONTAL - INCH/INCHES - INTERIOR -MASONRY - MAXIMUM -MANUFACTURER - MINIMUM - MISCELLANEOUS - MILES PER HOUR -NEW - NOT TO SCALE - ON CENTER - POUNDS PER SQUARE FOOT - PRESSURE TREATED - REVISION/REVISED - SPECIFICATIONS -SCHEDULE - SOUTHERN YELLOW PINE - TYPICAL - UNLESS NOTED OTHERWISE - VERTICAL -VERIFY IN FIELD - WITH - WITHOUT -WEATHER RESISTANT BARRIER - WELDED WIRE FABRIC - WELDED WIRE MESH - STEEL REINFORCING BAR (REBAR) #5 (5/8") 3" N1l TYP_ PAVEMENT 3' MjN. a GUARDRAILS BY OTHERS CONCRETE RETAINING WALL SEE TABLE FOR REINF. i as_.._.. #5 DOWELS @ EA. VERT. BAR W/ STANDARD 900 HOOK AS SHOWN NOTE: GUARDRAILS TO BE ADDED ONCE WALL HEIGHT IS EXCEEDS 30" RETAINING WALL SECTION SCALE: 1/2" = T-0" TOP OF FTG SEE TABLE FOR REINF. or #5 @ 20" O.C. MAX. #5 CONT. WALL SECTION C MAX TOP ELEV. OF ELEV. TOP OF WALL ID OF WALL EXIST. WALL SPECIFICATIONS FOOTER SPECIFICATIONS GUARDRAIL REQUIREMENT FOOTER ELEV. GRADE (FT) (FT) (FT) H (FT) REINFORCEMENT A (FT) B (FT) REINFORCEMENT 1-A 20.85 19.5 18.83 2'-0" # 5 BAR VERT. @ 18" O.C. MAX 0'-10" 2'-6" (2) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE NO 1-B 21.4 17.6 18.66 2'-5" # 5 BAR VERT. @ 18" O.C. MAX T-6" 3'-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE NO 1-C 21.4 16.03 17.833 3'-10" # 5 BAR VERT. @ 18" O.C. MAX 1'-6" 3'-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE YES WALL SECTION D MAX TOP ELEV. OF ELEV. TOP OF WALL ID OF WALL EXIST. WALL SPECIFICATIONS FOOTER SPECIFICATIONS GUARDRAIL REQUIREMENT FOOTER ELEV. GRADE (FT) (FT) (FT) H (FT) REINFORCEMENT A (FT) B (FT) REINFORCEMENT 2-A 21.4 16.03 17.833 3-7" (2) # 5 BAR VERT. @ 18" O.C. MAX T-6" 3'-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE YES 2-B 22.4 1 16.717 18.83 3'-7" (2) # 5 BAR VERT. @ 18" O.C. MAX T-6" 3'-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE YES 2-C 21.2 17.49 18.75 2'-5" (2) # 5 BAR VERT. @ 18" O.C. MAX T-6" &-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE NO WALL SECTION F MAX TOP ELEV. OF ELEV. TOP OF WALL ID OF WALL EXIST. WALL SPECIFICATIONS FOOTER SPECIFICATIONS GUARDRAIL REQUIREMENT FOOTER ELEV. GRADE (FT) (FT) (FT) H (FT) REINFORCEMENT A (FT) B (FT) REINFORCEMENT 3-A 20.79 18.5 18.5 2'4" (2) # 5 BAR VERT. @ 18" O.C. MAX 0'-10" 2'-6" (2) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE NO 3-B 1 21.1 17.19 18.83 1 2'-3" (2) # 5 BAR VERT. @ 18" O.C. MAX 0'-10" 2'-6" (2) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE NO 3-C 21.55 16.5 18.83 1 2'-9" (2) # 5 BAR VERT. @ 18" O.C. MAX 1'-6" 3-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE YES Lco X a 6 14 1'-4" MIN. RAISED 6" CONCRETE CURB SCALE: 3/4" = T-0" 12" 2xH T (16" MIN.) e 3" CLEAR ON BOTTOM & BOTH SIDES 36xBAR 0 LAP (TYP.) CONT. GRADE BEAM REINFORCING PER SCHEDULE 61fl&p�`r 1 ... D 41 L1 N0.461 f STATE OF s�fJNAL TYPICAL STEPPED GRADE BEAM DETAIL SCALE: 1/2" = -- 1'-0" N1MIIT O O IFFFFF 0) W N M O�or�i O 00 _ = lD (` �-Q.. OQNN NWrI" I` r` Lo co 0 N0�[LLL �W o �n Ln o rn co N V N M 2 2 d d _l J z U �Lu 0w Oa m F ww 2i UU) Zw Q ro N FFFF,O< <U Im Za 06U �WZ 2�w WLU az W>z Zww (9 � J Z m ::) mlz<U) Z �W25° U) J =� IFF W U otS LLJ H U)0 Z P.E.#61000 02-14-2022 SHEET si 1 OF 2 PERMIT SET W H p O O Lr)+ O L +I p p SECTION 1-A SECTION 1-13SECTION 1-B N SECTION 1-B N SECTION 1-B \ 14 +o ON 1 P O S�Gl /r O O N SECTION 3-A: 1+10 00 0 00 + + + + + O � o I � N 0 w M 3ECT10N 1-C FOOTER STEP LOCATION: 3+08.3 / JCl.I1V IV 3-l.. pj FOOTTFFR STEP START LOCATION : 0+00 / CTIO� -B-LOCATION : 2+41.5 / / OVERALL SITE PLAN SCALE: 1/32" = 1'-0" SEE DUMPSTER RETAINING WALL DETAIL END LOCATION: 3+95.8 ' START LOCATION 0+00 / ` rf / //`//,///// f/// //// // / F,t�tf 'off/f/ 'J>j f p �, %,i :'"/ f/'`i//'/ : f•/fi/' //fff/,F// f s; %. / /`f' /'/`/r// j'`.'" f / %r//`� f / /. f`•'' j',,f/;'� tf F �,� '%//;,;/ �f /,/ a.'� , ,.� / " /t � i f ; ',/`/i ; //' / % ✓ /rj''f �t t / / f /"/F ; / 1 FOOTER STEP LOCATION: 3+44 V FOOTER STEP LOCATION : 1+30 O L0 O N O O M O m O 0 O t + + S (h M V V SECTION 3-C SECTION 3-C END TION i' +52.6 +50 G ��O d L 8' CMU BOND BEAM W/ #5 HORIZ. BAR FULLY GROUTED CONT. OVER COLUMNS #4 STD. CORNER BAR END @ 36" O.C. LOCATION: a 3+78 1 6" CONCRETE SLAB g BY OTHERS 3 VERT. @ 32" O.C. 6-0" HIGH 8" CMU WALL KEY JOINT CONCRETE RETAINING WALL SEE TABLE FOR REINF. #5 DOWELS @ EA. VERT. BAR W/ STANDARD 90' HOOK AS SHOWN TOP OFF FTG� SEE TABLE FOR REINF. #5 @ 20" O.C. MAX. -- I+—j I—~IB #5 CONT. NOTE: GUARDRAILS TO BE ADDED ONCE WALL HEIGHT IS EXCEEDS 30" IMPSTER RETAINING WALL SECTION F- 1/9-- _ i--ni, MIN. SETBACK REQ- FRONT--z✓�y� SIDESSID__ CNR E �--------'- REAR ?NG. TECH . 91'a'B �J e,.�?....... off/ NO a 61000 STATE OF 0©fffl© 0 W H O z M Q 0 CQ 2 O 2 3 O W O O U U W qj y W O W co O oLo O Lo WNM� 04IT J O M cq M �LLIA� as = 2 LD t, J J J.... LL w OQNN LULU Nm�ir z 0Lu E m02X m WILL MQ�aLL w UU) Zw F--OD Q N ti �o< mU Z¢ � � Z uagui W jz w J Z I �mNEz � ¢m z �ED0° z Q J I Lu J J a ry Lu O Q 0 E2 0 vJ _I LL J J ui Q co LL Z J Z Q � z Lu ° ry w U D J F M CTE: 02-14-2022 SHEET S2 2 OF 2 20-0003 PERMIT SET