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1719 BEACH AVE - POOL STRUC. DRAWINGSDESIGN CRITERIA DESIGN CODE: --------------- 2017 FLORIDA BUILDING CODE - RESIDENTIAL DESIGN LOADS: __ __-- ACTUAL AND UNIFORM ROOF LOADING: (cd= 1.25) TOP CHORD LIVE LOAD -- __-_--_____ _- 20 psf TOP CHORD DEAD LOAD _-------- - -- --- I ----- 7 psf (ALL OTHER) BOTTOM CHORD LIVE LOAD _ _---_--_ _____ 0 psf BOTTOM CHORD DEAD LOAD -- _ - - - -- ---_- 5 psf FLOOR LOADING: (cd=1.00) TOP CHORD LIVE LOAD (INTERIOR) --------- ----- 40 psf TOP CHORD LIVE LOAD (BALCONIES) ________ _____ 60 psf TOP CHORD DEAD LOAD _ ________ --- ---_ 20 psf BOTTOM CHORD LIVE LOAD______________ _____ 0 psf BOTTOM CHORD DEAD LOAD 5 psf DEFLECTION CRITERIA: ROOF FRAMING: LIVE LOAD L/360 TOTAL LOAD L/240 FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOA L/360 & 0.75" MAX WIND LOADING: (ASCE 7/10) BASIC WIND SPEED _------------------ ----_ 130 MPH IMPORTANCE FACTOR _---------------- ----_ 1.00 MEAN ROOF HEIGHT ------------------ ----_ 26 FT ROOF PITCH ----------------------- ----- 7/12 BUILDING CATEGORY _-_-_--------- --- ----- II EXPOSURE CATEGORY __-_-_----_-_ -----_ D ENCLOSURE CLASSIFICATION _------------------_ ENCLOSED INTERNAL PRESSURE COEFFICIENT __ _---_ -- f .18 COMPONENTS & CLADDING ALLOWABLE PRESSURES TRIBUTARY AREA (sf) INTERIOR ZONE (PSF) EDGE STRIP (PSF): a' = 5'-0" 10 +30.2 -32.9 +30. -40.5 50 +27.1 -29.6 +27. -34.2 100 +25.7 -28.2 +25. -31.2 GARAGE DOOR PRESSURES (PSF) 1 CAR +30.2 GARAGE AND MESH SHALL DOOR -32.9 (8'x7') QT WIRE ROPE: 2 CAR +27.1 GARAGE BE IN ACCORDANCE WITH ASTM A500 (GRADE B). DOOR -29.6 (16'x7') IN REINFORCING, WHERE PERMITTED, SHAI L THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION SHALL BE PERMITTED • COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. • LINEAR INTERPOLATION IS PERMISSIBLE. • PLUS = PRESSURE AND MINUS = SUCTION. • THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED FOR EDGE STRIP PRESSURES. • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING1 IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. FEMA RELATED DESIGN CRITERIA FEMA RELATED _DESIGN CRITERIA FEMA (BFE): FEMA VE 13 (NGVD) + 2 FT DU = 15 (NGVD) = +13. 0' NAVD DEP MONUMENT NUMBER - DU R-046 100 YR. STORM ELEVATION - +16.3' NAVD (FROM SITE SPECIFIC DETERMINATION) 100 YR. STORM DESIGN GRADE ELEVATION - +4.40' NAVD (FROM M NUMENT) STRUCTURAL METAL CONNECTORS ARE IN CONFORMANCE WITH TABL 1, FEMA - TECHNICAL BULLETIN 8 96 CONCRETE REBAR COVERAGE HAS BEEN SPECIFIED AS REQUIRED BY1 ACI. I RC -C IVhIIVCGR .0 IVII3ULLLMIALUU3 J 1 RUL, I URCJ: ANY EYEBROW, CANOPY, ALUMINUM COMPONENT OR ANY OTHER BUILDING APPENDAGES NOT SPECIFICALLY DETAILED HEREIN SHALL E DESIGNED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF ISCELLANEOUS ATTACHED STRUCTURES TO THE MAIN STRUCTURE INDICATING CONNECTION POINTS, REACTIONS AN FASTENER REQUIREMENTS PRIOR TO FABRICATION OF MISCELLANEOUS STRUCTURE AND PRIOR TO CONSTRUCTION OF MAIN STRUCTURE. CONTRACTOR SHALL COORDINATE LOADING REQUIREMENTS WITH ANY OTHER PRE -ENGINEER :D COMPONENT SUCH AS ROOF FLOOR AND ROOF TRUSS ENGINEERING. MATERIAL SPECIFICATIONS: FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F1554 GRADE 36. QT WIRE ROPE: GALVANIZED "AIRCRAFT" DESIGNED 7x19, 270KSI WIRE ROPE. OF REINFORCING AT INTERSECTIONS OF WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). BARS, NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. IN REINFORCING, WHERE PERMITTED, SHAI L METAL CONNEC ORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" LARGER THAN REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE. (U.O.N.) EPDXY: RED HEAD EPCON G5. 36 REINFORCING S EEL: SHALL BE ASTM A615, GRADE 60. 56 STRUCTURALS EEL: SHALL BE ASTM A992, GRADE 50. 33 WELDED WIRE F BRIC (WWF): SHALL BE ASTM A185. 62 FOUNDATIONS: 54 70 A SOILS REPORT WAS NOT PROVIDED TO LOU PONTIGO & ASSOCIATES (LPA). LPA HAS DESIGNED A PILE SUPPORTED FOUNDATION WITH 14" DIAMETER AUGER CAST PILES WITH A GROUT STRENGTH OF 5000 PSI. LPA HAS ASSUMED THE AUGER CAST PILES TO HAVE A CAPACITY OF 40 TONS IN COMPRESSION, 13 TONS IN TENSION AND 4 KIPS IN SHEAR. THE PI .E DEPTH HAS BEEN ASSUMED TO BE -20.00' NAVD. 104 IT IS THE RESPONSIBILITY OF THE CONTRACTOR/OWNER TO HIRE A GEOTECHNICAL ENGINEER TO VERIFY PILE DEPTH. THE PILE DEPT MAY BE MODIFIED AFTER A GEOTECHNICAL INVESTIGATION IS PERFORMED.. ALL AUGER PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 3" TO THE #3 TIES. AUGER PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES. THE CONTRACT R SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN APPROVED TESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH THE DESIGN REQUIREMENTS. RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROJT VOLUME INSTALLED FOR EACH PILE; TOTAL NUMBER OF INSTALLED PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR ALL OF THE PILES; AND DEVIATION OF EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED TO THE ENGINEER OF RECORD UPON COMPLETION OF THE AUGER PILE WORK. FOUNDATION P AN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOU DATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL E GINEER.. UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 © 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORN[ R BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLIftS IN REINFORCING, WHERE PERMITTED, SHAI L BE 48 BAR DIAMETERS THE GEOTECHNIICAL ENGINEER SHALL ACT AS THE OWNER'S REPRESENTATIVE AND SHALL MAKE OBSERVATIONS AND TESTS AS CONSIDERED NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR OTHER CRITICAL ELEMENTS ARE TO BE SUPPORTED ON ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL BE MADE BY THE GEOTECHNICAL ENGINEER. ALL TESTS SHALL BE PERFORMED IN ACCORDANCE WITH PROCEDURES SET FORTH IN THE CURRENT BOOK OF STANDARDS OF THE AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM). ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS, SHOP DRAWINGS DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE DESIGNED/ENGINEERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED ENGINEER. SUBMITTALS OF SUCH SYSTEMS SHALL BE SEALED B' AN ENGINEER LICENSED IN THE PROJECT STATE. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATI IN THE PROJECT DOCUMENTS. THE CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OF SHOP DRAWINGS FOR ALL FABRICATED MATERIALS TO ARCHITE FOR REVIEW. REVIEW OF SHOP DRAWINGS BY THE ARCHITECT/ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE SHOP DRAWINGS. SHOP DRAWINGS REQUIRING A SPECIAL ENGINEERING DESIGN BY THE FABRICATOR SHALL BE STAMPED BY A REGISTERED ENGINEER OF RECORD IN THE STATE IN WHICH CONSTRUCTION WILL OCCUR BEFORE SUBMITTING FOR REVIEW BY THE ARCHITECT/ENGINEER. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE SPECIALTY ITEMS INCLUDING, BUT NOT LIMITED TO, PRECAST CONCRETE, CURTAIN WALL GLAZING SYSTEMS, LIGHT GAGE STEEL FRAMING, ORNAMENTAL GUARDRAILS, SKYLIGHT` AND STAIRS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THIS BUILD SHALL BE CONSTRUCTED AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. THE OWNER WILL NOT PAY FOR ADDITIONAL CHAPGES DUE TO RE -DETAILING FEES ASSOCIATED WITH A THREE -DIMENSION, DETAILING PROGRAM. THE DETAILER SHALL ESTIMATE AND INCLUDE ANY COSTS IN THE BASE BID ASSOCIATED WITH RE -DETAILING FEES AS A RESULT OF CHANGES AND/OR REVISIONS MADE TO THE SHOP DRAWINGS DURING THE SHOP DRAWING REVIEW. ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT AND SIZES OF MEMBERS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS AND THE DELEGATED ENGINEER INTERPRETATION OF THE DESIGN INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. CONTRACTOR HAS FULL RESPONSIBILITY FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. SEE GENERAL NOTES FOR DESIGN CRITERIA AND ADDITIONAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, FASTENERS, ETC. INDICATED WITHIN WHICH SUPPORT A PRE-ENGINEERED ITEM ARE PRELIMINARY AND SUBJECT TO CHANGE AFTER REVIEW C THE PRE-ENGINEERED SHOP DRAWINGS. THESE SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPT. AS DEFERRED SUBMITTAL TO THE PERMIT DOCUMENTS. EARTHWORK TESTING: IT IS REQUIRED THAT THE SITE PREPARATION & FOUNDATION CONSTRUCTION BE MONITORED BY THE GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE. THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING AND TESTING FREQUENCIES. AT LEAST ONE MOISTURE -DENSITY (PROCTOR) TEST, ATTERBERG LIMITS TEST AND PERCENT FINER THAN #200 SIEVE TEST SHOULD BE PERFORMED PER EACH SOIL TYPE SUCH AS SUBGRADE AND SELECT FILL. IN STRUCTURE AREAS, AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF SURFACE AREA SHOULD BE PERFORMED ON THE SUBGRADE SOILS, AND AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF SURFACE AREA SHOULD BE PERFORMED FOR EACH COMPACTED 8 -INCH THICK LAYER OF FILL. TESTING BACKFILL TRENCHES SHOULD BE AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH PER 8 -INCH COMPACTED FILL THICKNESS. 29 AT 25% OF ANY ISOLATED COLUMN FOOTING LOCATIONS BACKFILL AGAI ST WALLS SHALL BE DEPOSITED EVENLY IN 8" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED IN THE THE LOWER FINAL GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK BUILDING AREA ON THE SUBGRADE SOILS, AND A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT DURING THE C NSTRUCTION PERIOD. BACKFILL SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE TESTS SHOULD BE PERFORMED PER 8 -INCH COMPACTED THICKNESS OF FILL IN THE BUILDING AREA. TESTING OF ACHIEVED E C% N SPECIFIED DESIGN STRENGTH. BACKFILLED TRENCHES SHOULD BE AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH PER 8 -INCH COMPACTED FILL THICKNESS. WHERE THE GE TECHNICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY CUTTING OR FILLING, THE WDRK SHALL NOT PROCEED IN THAT AREA UNTIL AN INVESTIGATION HAS BEEN MADE AND THE GRADING PLAN REVISED. ALL REINFORCING S EEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE) (IBC 2009: CR 31 MANUAL OF STANDARD PRACTICE, 28TH EDITION) VE CONSTRUCTION CERTIFICATION STATEMENTS AT THE FEW LOCATIONS WHERE THE PILE SPACING HAS BEEN REDUCED TO LESS THAN 8:1 RATIO (PER FBC 3109.4), THE PILES HAVE BEEN DESIGNED TO RESIST THE ADDITIONAL LOADS FROM FLOOD WATERS AND TRAPPED DEBRIS. FIND. AND STRUCTURE IS ANCHORED TO RESIST FLOTATION, COLLAP E AND LATERAL MOVEMENT DUE TO THE COMBINED EFFECTS OF WIND AND WATER LOADS ACTING SIMULTANEOUSLY ON THE BLDG. COMPONENTS THAT RECEIVE SUCH LOADING. BREAKAWAY ELEMENTS COMPLY WITH THE INTENT OF TECHNICAL BULLETIN 5 'FREE OF OBSTRUCTION REQ'. GENERAL NOTES GENERAL NOTES: THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHA -L INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL. APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY REQMT'S. FOR CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS. SEE ALSO ARCHI- ECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING PLANS. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM DRAWINGS MADE BY THEM. CONTRACTOR SHALL NOT PROCEED WITH ANY WORK SHOWN ON DRAWINGS IF IN CONFLICT UNTIL RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMING AT OPENINGS, SEE TYPICAL STRUCTURAL DETAILS. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PAN NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE N TED. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE ST UCTURAL DOCUMENTS (DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR D AWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT �CCURS WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE RETERENCED BUILDING CODE. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONSTRUCTION. DO NOT SCALE DRAWINGS COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL 13E NOTIFIED OF ANY DISCREPANCY OR OMISSION. CONTRACTCR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TEC NIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCT ON. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, S-IORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY RE(_�ULATIONS FOR ITS EMPLOYEES. REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 (UNLESS NOTED OTHERWISE). UNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL SHALL E AS FOLLOWS: 1. CONCRETE CAST AGAINST EARTH --- - 3" 2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2" 3. WALLS ----------------------------- 3/4 4. COLUMNS/BE=AMS (TO MAIN REINF.) --- 1 1/2" SPLICES IN REINFORCEMENT, WHERE PERMITTED SHALL BE AS FOLLOW: 1. WELDED WIRE MESH --------------------- 8" CLASS "B", CASE 1 TENSION SPLICES IN INCHES f'c = 3000 psi f'c = 4000 psi f'c = 5000 psi BAR SIZE # 3 ALL OTHERS 21 TOP BARS ALL OTHERS 18 TOP BARS 24 ALL OTHERS TOP BARS 22 28 17 # 4 28 37 25 32 22 29 # 5 36 46 31 40 28 36 # 6 43 56 37 48 33 43 # 7 62 81 54 70 48 63 # 8 71 93 62 80 55 72 # 9 80 104 70 90 62 81 OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE. 70 91 # 11 100 131 87 113 78 101 IT IS IMPERATIVE THAT A QUALIFIED FIELD TECHNICIAN BE ON-SITE DURING ALL SOIL PROCESSING AND PLACEMENT. CONCRETE TESTING: OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST REPORTS ON CAST -IN-PLACE CONCRETE.- . ASTM ONCRETE: •ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." SLUMP SHALL NOT EXCEED LIMIT INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER) -ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." CYLINDERS SHALL BE TAKEN FOR EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED. TEST CYLINDERS AT THE FOLLOWING AGES: CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR- HOLD ONE RESERVE CYLINDER TO BE TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE DISCARDED. ALL CONCRETE TESTS INCLUDING AIR CONTENT, SLUMP, AND TEST CYLINDERS SHALL BE TAKEN AT THE POINT OF DISCHARGE AND FROM THE DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED. POST -INSTALLED ANCHORS IN CONCRETE EXPANSION ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL BE HILTI KWIK BOLT 3 ANCHORS MANUFACTURED BY HILTI FASTENING SYSTEMS, WEDGE -ALL ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, POWER -STUD ANCHC MANUFACTURED BY POWERS FASTENERS, TRUBOLT WEDGE ANCHORS MANUFACTURED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR PERMISSION FROM THE STRUCTURAL ENGINEER. ALL TENSION PLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11. SPLICES SHALL BE CLA DS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLIC :D AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THESTRUCTURAL ENGINEER. (FBC 2010: ACI 318-08) WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED © SIDE OF OP -NTNG (HALF TO EACH SIDE - TYPICAL). PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING PARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS & OTHER MEMBERS). PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE & NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. IrAl JOB Cope' REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH SEE PERMITS FOR ADDITIONAL REQUIREMENTS AND CONDITIONS REVIEWED BY: DATE: Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 1111111 No. 533 * STAT OF : Qj or,** -..k OR ..• ���en Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 6 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR NSPECTION FEES. DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS / WAC / LAP DATE 05.16.18 SCALE AS NOTED LPA No. STAR -17-00820 CONTROL No. 2012 SHEET 50.0 SHEET 1 OF rj # 10 90 118 78 102 ADHESIVE ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL CONSIST OF AN ALL -THREAD GRADE 36 STEEL ANCHOF 2. ALL OTHER ----------- CLASS "B" 'T' WITH HY150 MAX INJECTION ADHESIVE (HIT HY20 INJECTION ADHESIVE FOR MASONRY CONSTRUCTION WITH VOIDS) SUPPLIE TENSION, CASE BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, EPCON G5 MINIMUM U.O.N. (SEE CHART) EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S REQUIREMENTS UNLESS NOTE SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTIONOTHERWISE. OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR PERMISSION FROM THE STRUCTURAL ENGINEER. ALL TENSION PLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11. SPLICES SHALL BE CLA DS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLIC :D AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THESTRUCTURAL ENGINEER. (FBC 2010: ACI 318-08) WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED © SIDE OF OP -NTNG (HALF TO EACH SIDE - TYPICAL). PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING PARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS & OTHER MEMBERS). PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE & NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. IrAl JOB Cope' REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH SEE PERMITS FOR ADDITIONAL REQUIREMENTS AND CONDITIONS REVIEWED BY: DATE: Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 1111111 No. 533 * STAT OF : Qj or,** -..k OR ..• ���en Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 6 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR NSPECTION FEES. DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS / WAC / LAP DATE 05.16.18 SCALE AS NOTED LPA No. STAR -17-00820 CONTROL No. 2012 SHEET 50.0 SHEET 1 OF rj O O 00 Ln Ln _ I ............. ____.___._____.�_______._'______________________________________._._____________�___________--------------------------------------------------- _0 ........... _.......... __..__.___0 -------- .___O 4 8' 2" 8'_4/2" 8'_O/2" 4'_g /4" 11'-2/4„ 11'-2/4" L. 1 4" I 1 1 I T L 00 ® - _- I h se EDGE OF SLAB -I b FOR PILE --// r MEASUREMENT 73/4 I I 1 I i� P ASE 2 UNDER - S PARATE PERMIT TOP OF PILE I I +9.34' NAVD Ii TOP OF PILE TOP OF PILE +13.34' NAVD 1 +17.59' NAVD 1 4'-11y2" I 1'-5 �" I I I I I I I I I I � L I I K i PILE LAYOUT PLAN SCALE: 1/4" = 1'-0" A 5'— DY4" TOP OF PILE ELEVATION LEGEND — TOP OF PILE 19.59' NAVD f = TOP OF PILE 9.58' NAVD �1 TOP OF PILE SEE PLAN l = TOP OF PILE 14.59' NAVD Lou Pontigo and Associates, Inc. 420 Osceola Avenue )ax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 `\•`1,rufnnn Ul Al rrf •,, O1` T` No 53311 -0': STATE OF ` /ONA�-�,,,, ' Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SH ALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 6 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. PILE LAYOUT PLAN LARCHITECTURLALDPAWINGS NOT SCALE DIMENSIONS FROM E DRAWINGS. IF A DIMENSION IS UNCLEAR R TO THE ORCONTACE E.O.R. PLAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS / WAC LAP DATE 05.16.18 SCALE AS NOTED LPA No. STAR -17-00820 CONTROL No. 2012 SHEET SLO �'_SHEE�T2OF 5 4" BREAK—AV GRADE w/5'; GRID ADJAC NT GRADE STACK STONE RETAINING WALL BY OTHER. SEE ARCH FOR LOCATI N FOUNDA Lou Pontigo and Associates. Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax, 241-9557 FL: CA # 8344 SC: CA# 3579 c.�F� � NSErGO No. S 4( o * STP s ,off•. ' of S,SI,oNA"`" Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. FOUNDATION PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION'S UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS WAC LAP DATE 05.16.18 SCALE AS NOTED LPA No. STAR -17-00820 CONTROL No. 2012 SHEET SLOA SHEET 3 OF rj - EXTEND BARS TO WITHIN 3" OF TOP OF SL B (TYP) I I I I IgL T/PILE VARIE - SEE PLAN •14"0AUGER CAST PILE w/ 7-#5 & #3 TIES @ 12 oc PILE SECTION GEOTECH ENGINEER TO VERIFY PILE DEPTH. SEE NOTE ON SHEET S1.0 TYPICAL PILE ELEVATION S1.-)1 SCALE: 1/4" = 1'-0" T/POOL WALLr EL. +21.59' NAVD O GRADE — BOND BEAM SEE 7/S1.01 #3 HORIZONTAL @ 8"o.c, CENTERED #4 VERTICAL @ 8"o.c, CENTERED, ALIGNED w/ SLAB REINFORCING T/PILE EL. +14.59 NAVD BOT/GRADE BEAM EL. +14.26' NAVDS ) 4-#5 TOP & BOTTOM w/ #3 STIRRUPS @ 12"o.c GRADE BEAM REINFORCING S POOL WALL DETAIL S1.01 SCALE: 3/4" = V-0" 0 I Ln Cn Li Fy Q BOT PILE EL -20.00' N A.V. FINISH, SEE ARCH 8" STRUCTUR L CONCRETE Q ) POOL SHELL ALL ( oo Ln � POOL _ 0 #5 @ 8"o.c TOP i Q � ( w w z C LJ #3 VERTICAL @ 8"o.c m #4 HORIZONTAL @ 8"O. C POOL #5 @ 8" O.C. EA. WAY BOT 4-#5 TOP & BOTTOM W/ #3 STIRRUPS @ 12"o.c GRADE BEAM REINFORCING 2'-0" AIN '2 POOL DETAIL S1.01 SVALE: 3/4" = 1'-0" IF 8" STRUCTURAL > 1 /3 SPAN CONCRETE SLAB <( " OP REINF RCIN Ln N 00 ry j r\B @ 8"0. c U AY BOT. n OVER VERTICAL #5 G RCAST PILE REINFORCING INTO GRADE BEAM/SLAB 1'-2" \-14"O A GERCAST CONCRETE ANCHORPILE 2'-0" MIN 1'-0" 1/2" EXPANSION JOINT w/ ELASTOMERIC SEALANT CANTILEVERED CONCRETE TRAVERTINE STONE OVER COPING AS PER POOL COMPACTED SAND BED AS MANUFACTURER/OWNER PER POOL CONTRACTOR SLOPE If WATER LINE + 6" WATERLINE TILE COMPACTED SAND BED DESIGNED • BY POOL CONTRACTOR #3 HORIZONTAL @ 8"o.c, CENTERED 10" BOND BEAM N1 2-#4 CONTINUOUS AROUND 8„ PEREMETER (TYPI AL) #4 VERTICAL @ 8" O.C., CENTERED 7 TYPICAL COPING/EDGE DETAIL S1.01 =ALE: 3/4" = 1'-0" #5 @ 8" O.C. TOP 8" STRUCTURAL CONCRETE SLAB _\ 2-#4 SUPPORT I 1/3 SP, T/POOL WALL AVD • BOND BEAM SEE 8/S1.02 #4 VERTICAL @ 8"o.c, #3 HORIZONTAL @ 8"o.c 14"0 AUGERCAST CONCRETE ANCHOR PILE #5 @ 8" O.C. TOP MAINTAIN 2" CONCRETE COVER AROUND OPENING ADD 4pcs #4 x 3'-0" DIAGONALS AROUND DEEP WELL DRAIN OPENING #5 @ 12" O.C. EACH WAY POOL SLAB REINFORCING DEEP WELLS4 DRAIN EL. +SEE PLAN DEEP WELL DRAIN 4ENING 2-#4 SUPPORT T2, _ 0„ #5 @ 8" O. C. 4-#5 TOP BOTTOM w/ #3 EA. WAY BOT STIRRUPS @ 12" O.C. GRADE BEAM REINFORCING 24"w x 20"d STRUCTURAL GRADE BEAM AT MIDDLE POOL DETAIL SCALE: 3/4" = 1'-0" GRADE BEAM SECTION SCALE: 3/4" = 1'-0" T/POOL WALL EL. +21.59' NAVD 70 GRADE BOND BEAM _/ 'SEE 8/S1.02 SEE DETAIL 5/S1.02 FOR REINF. (TYP) 4-#5 TOP & BOTTOM w/ #3 STIRRUPS @ 12"o.c GRADE BEAM REINFORCING SECTION #4@ 12" O.C. E.W. TYPICAL AT STAIRS. • d d a d a • °d d a a d .a d d d O Q d d d �^ - .d d ._d �V C d a d . d .a. .. d V .a dd d d d . V d d d d. 8" ]TRUCUTRAL SLAB w/#5 @ 8" 0. C. EA. WAY BOT SCALE: 3/4" WATERPROOFING BY BUILDER ALL EXPOSED METAL FASTENERS SHALL BE STAINLESS STEEL STOP OF SLAB 7412.41' NAVD P.T. LEDGER 1'-2" 2'-6" MIN j4TOP OF DECKING +21.59' NAVD SEE 5/S1.01 2-#4 SUPPORT BARS d Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 �' r r 11�1 NO. 53 O;� STATE SOF•. �4 0 R� �V.�ONA.• . �S Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE DEP 1 COMMENTS 06.26.1 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR NSPECTION FEES. FOUNDATION DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. 7NDRA NAME ENCE DESIWN/CHECKED CAC LAP DATE 05.16.18 SCALE AS NOTED LPA No. STAR -17-00820 CONTROL No. 2012 SHEET S1.01 SHEET 4 OF cj 00 v N M Lo 0 ;I 00 N ----------------- UUNU. WALL bLLUW, SEE DETAIL 2/S1.01 POOL FOUNDATION AND FRAMING PLAN SCALE: 1/4" = 1'-0" L --------I POOL SECTION SCALE: 3/4" = 1'— ESSIBLE MATERIAL BUILDER Lou PontiSo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 ,\1\\:11111111111f111IIfIl/If, POt:. No 5g 1 OF STAT ; ,v FOR S 10 NA Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE 10 DEP COMMENTS 06.26.1 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 5 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. POOL FOUNDATION AND FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TLTHE ARCHITECTURAL DRAORCONTACT THE E FCS N NAME IDENCE AWN/CH ECKED WAC LAP DATE 05.16.18 SCALE AS NOTED LPA No. STAR -17-00820 CONTROL No. 2012 SHEET S1.2 SHEET cJ OF cj