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1755 BEACH AVE - POOL DRAWINGS 6 Z 0) LL J 0 GENERAL NOTES: 1. ALL PLANTS MUST BE HEALTHY VIGOROUS MATERIAL, FREE OF PESTS AND DISEASE. 2. ALL PLANTS SHALL BE FLORIDA#1 OR BETTER AS DESCRIBED IN GRADES AND STANDARDS FOR NURSERY PLANTS. 3. ALL PLANTS MUST BE TRIANGULARLY SPACED UNLESS OTHERWISE NOTED. 4. ALL EXISTING VEGETATION AND TREES MARKED TO REMAIN 0 MUST BE PROTECTED,WATERED AND FERTILIZED AS NEEDED THROUGHOUT THE TOTAL CONSTRUCTION PROCESS. LO 5. PRIOR TO CONSTRUCTION THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF WORK. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY AND ALL DAMAGE DONE TO ALL UTILITIES AS A RESULT OF THE LANDSCAPE WORK. 0 6. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING 0 ALL QUANTITIES SHOWN ON THE PLANS PRIOR TO PRICING WORK. C 7. ALL PLANTING SHALL BE DONE IN ACCORDANCE WITH ACCEPTABLE REGIONAL HORTICULTURE PRACTICES.THIS IS TO INCLUDE, BUT NOT LIMITED TO,PROPER PLANTING MIX,PLANT L L BED AND TREE PIT PREPARATION,PRUNING,STAKING OR GUYING, C +J WRAPPING,SPRAYING,PLANT FERTILIZATION,PROTECTION, E AND ADEQUATE MAINTENANCE UNTIL THE FINAL ACCEPTANCE 0 U) LL OF THE OWNER. 0 .- 1,New Saba[Palm, 8. STANDARDS SET FORTH IN"AMERICAN STANDARD FOR "0 - O'CT(Slick) NURSERY STOCK"REPRESENT GUIDELINE SPECIFICATIONS ONLY L f AND CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 00) NOTE:ALL PLANTING AREAS TO BE IRRIGATED WITH 100%COVERAGE +J 6'H Wood Fence Asiatic Jasmine Erosion Control Line L 0 CCCL Foxtail Fern 2 New Sabal Palms, 0 1,ew Brick(or Wood) 3'CT and 10'CT(Slick) Utility Pole 4'H Enclosure wl Gate Wood Gate for Pool Equipment 0 8 Coontie Palm > Phone and 0 Cable Boxes 9 1&Pump 0 0 Now Gate w/Pool -------- Compliant Ht.&Latch _J + Foxtail Fern warf(Pringle) I Podocarpus Hedge isting Fence 2 Co icrete Sea Wall Return __7 — :1 0 — Pool P carpus Hedge Palm Stump Equipment Foxtail Fern Foxtail Fern (isting Podocarpus Hedge New Dune Walkover- _-Z: (See Separate Drawing) —7 ----------------- ---------------- --------- LM. ......... .................. ------------ --------- ...... ......-------- Water Meter We _=V�Mil INA�1\1 1 1 71 1 1 1 Podocarpus Hedge T I I nk gj� -43 (isting Asparugus Fern I ea Sh, Gas Ta I I I Existing Garage Apartment asonal Color 6'Teak Bench I Water Meter P lip xistingBougainvillea I I on Trellis -yJ I e Paver Patio Dune I I --�y/, 1_"(`Rap ces ric, Patio) job Pringle Podocarpus 2 Story Brick A., V ——— No. 1755 ew Sod over adjusted Grade Existing Ligustrum \X AN INMANWI Pool Gate to Code helf Ginger 177 X, X Waste Clean Out T: Replace Concrete Driveway with— I Permeable Grass Pave /X\/X\ Pavers) JT,\' 1AW AIIJC � ........... -—-—-— —-—- 1000 M f tT 777 a Daze ANNE 4siadc Jasmine �ray Granite Bougsainvillea Container Gardens 3,New 10'CT Saba[Palms(Slick) C.N Gate wl Pool on Trellis w/Asiatic Jasminebelow New WoodFence mpliant Ht.&Latch 3,New Sabal Palms,8%10'and 12'CT,(Slick) Combination of Cord Grass and Muhley Grass Container Gardens Pringle Podocarpus Pringle Podocarpus Pitch Apple/Autograph Tree underplanted with Sea Grape or,Cardboard Palm Sea Grape Scale: I" 10' - 0" �siatic Jasmine A[ 0 New Retaining Wall Landscgpe Plan - New and Existing Plantings PLANT SCHEDULE: 0 Common Name Botanical Name QtY Size 0 SabalPalms Sabal Palmetto 12 8, 10&12` CT Slick Coontie Palm Zamia Pumila 8 �N, 7 Gal Podocarpus Podocarpus macrophyllus 32 15 Gal Dwarf Pringle Podocarpus Podocarpus macrophyllus'Pringle' 100 3 Gal IMPERVIOUS SURFACE CALCULATIONS- Mulhy Grass Muhlenbergia Capillaris 20 3 Gal Cord Grass Spartina Baked 20 3 Gal Lot Total 11,500 Sq. Ft. Sea Grape Coccoloba Uvifera 27 15 Gal 50 % Rule- 5,750 Sq. Ft. Autograph Tree Clusia Rosea 20 15 Gal Rosemary Rosmarinus Officinalis 6 3 Gal INA N1J Asiatic.lasmine Trachelspermum Asiaticurn 380 1 Gal Non- Permeable Total- 5,104 Sq. Ft. Foxtail Fern Asparagus Densiflorus 'Meyers' 200 1 Gal (House, Garage, Concrete Drive, Pool Seasonal Color Pentas Lanceolata 5 Flats Stairs and Paver Patio) Shell Ginger Alpinia Zerumbet 11 3 Gal St.Augustine Grass Stenotaphrum secudatum 5 Pallet Granite (Gray) 4 Ycls Other- Northern Driveway on Fines" Mulch (AS NEEDED) TBD Yards Easement 630 Sq. Ft. Tractor/Lull (AS NEEDED) 3 Per Day Fill Dirt (AS NEEDED) 1 Per Yard Permeable Grass Pave #3 Mix (AS NEEDED) 15 Per Yard Parking 475 Sq. Ft. Debris Removal 3 Dumpster Crane Rental 1 Day Sod Cutter Rental 1 Day SS Dingo Rental 3 Day Demolition 3 Day +J NOTE:ALL PLANTING AREAS TO BE IRRIGATED WITH 100% COVERAGE misc.- CONTAINER GARDENS, NOT IN CONTRACT—All Quantities of Plants are Estimated-Actual count will be made at end of installation. z LL 0 0 LO 0 (00 0 00 0 0 OWE 00) Aerial View 0 0 0 0 (o2s., CCCL N -� 0 0 E 0 0 :3 4-J ...................................................------------------------------ --------------------------------------------------------------------------------------------------------------------------------------- 0 ...........................i........................................................................... -------------------------------------------- -0------------------------------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------- ------------- ------------------------ r------ - -17 ................... .....................................i--------------------- ........................ Garage Apartment "X� X, \j 4------------- .............................. 2 Story Brick ............... Dunes ........ ....................... No. 1755 ........................................................................... ............... ............ K—K X > ln%��oor 20.54 A, --------------------- X, X X, 0 ................. AIC L .................................. -------------- .................. I V 0 I I -.-.!------------------------------------------------------------------------------ 0 _j Planview 0 Scale: 1 10' 0" House 0 Garage Apartmen 0 M 20.1 Finished Floor Ht.20.54' 20.1 Approx.New Grade Contour across full lot width 17 16 r CL Dunes L 14 14 14 11.9 12 Street rC———-1.32 in————� 2.00 in 12 11.7 x 25.6' rC————————-2.61 in—————————— x 12'W SEA WALL West East Retaining Wall PROPERTY ELEVATION PROFILE Soil Displacement Cal ulations- Street or Leeward Soil/Sand Excavated West of new Retaining Wall- Car Parking at Street Approx. 32.5 Cu.Yds. Street or Leeward Side Street or Leeward Soil/Sand Moved East of new Retaining Wall- Windward or BeachSide Soil/Sand Excavatsd Soil/Sand Filled Approx. 30 Cu.Yds. Additional Street or Leeward Soil/Sand Excavated West of new Retaining Wall-Approx. 2.5 Cu.Yds. 6,14"x 27'Auger Cast Piling Displacement Approx. 9 Cu.Yds. Pool Approx. 78 Cu.Yds. Total 89.5 Cu.Yds. BeachSide or Windward Soil/Sand Filled- BeachSlde Total 89.5 Cu.Yds. 7� A GENERAL NOTES ALL-THREAD NOTES EPO" NOTES 1L flol 1 1. CODES USED: 2014 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING 1. ALL-THREAD CONNECTORS TO BE 3/8'DIAMETER BARS PLACED AT 6'O.C. IN ALL BEARING 1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER EDITION,ACI, NDS,APA AND ASCE7-1 0. WALLS, UNLESS NOTED OTHERWISE ON PLANS. EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER. -T- 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE 2. ALL-THREAD USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS BE 5 CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. COUNTED A3 PART OF THE DESIGNATED O.C.SPACING. 2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE w ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.ACCEPTABLE EPDXY PRODUCTS ARE: w 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO 3. PLACE ALL-7HREAD RODS WITHIN 6"TO 10" OF EACH CORNER AND AT EACH INTERSECTION OF COMMENCING CONSTRUCTION. BEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS: HILT[HY150, HILTI HSE2421,SIMPSON STRONG-TIE SET OR APPROVED EQUAL. z L: w IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR A.PLACE SHEARWALL RODS(SPECIFIED ON PLANS) AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN E Z 0 THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED B.PLACE HIGH UPLIFT RODS(SPECIFIED ON PLANS) 0 0 ACCORDANCE WITH APPLICABLE SAFETY LAWS. z p it OTHERWISE ON THE PLANS. C.PLACE CORNER RODS ma 0 0- 0 D. PLACE ALL OTHER RODS. It 3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000 C3 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE w PDXY PSI AND TENSILE STRENGTH OF 2,300 PSI. w M OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. 4. ALL-THREAC SHALL BE DRILLED AND EPDXIED INTO FOOTING WITH SIMPSON SET E U) SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT SYSTEM, ORAPPROVED EQUIVALENT.ALL-THREAD EMBEDMENTS FOR SHEAR WALLS ANC HIGH DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED UPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE DETAILS. 4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8' GREATER THAN THE ASSUMING 200OPSF SOIL CAPACITY. 5. WHERE NECESSARY,ALL-THREAD COUPLERS SHALL BE RATED NOT LESS THAN 3200 LBS. DIAMETER OF THE STEEL MEMBER BEING INSTALLED. 6. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, 5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, 6. MINIMUM EMBEDMENT OF ALL-THREAD SHALL BE: c� N LAITANCE,DUST,DIRT,AND OIL. w Q WATERPROOFING,MECHANICAL,PLUMBING OR ELECTRICAL WORK. 6--TYPICA_WALLS, MONOLITHIC FOOTING U) 7. EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL 7--EXTERIOR WALLS,STEMWALL FOOTING 6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE z . . . EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND 8"-MASONRY WALLS MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE U) NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS 6 INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION 7. ALL-THREAD EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONNECTIONS ARE SHOWN IN PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE DOCUMENTS AND/011 ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL THEIR RESPECTIVE DETAILS ON THIS SHEET. TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER DO THE WORK. MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING 8. USE 2"SQUAR, E WASHERS ON ALL-THREAD AND ANCHOR BOLT LOCATIONS,U.N.O. SHEATHING NOTES CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE 9. WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATIONS IT IS U) RESPONSIBILITY OF THE CONTRACTOR. ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS TOGETHER WITH (1) ROW FOR WALL SHEATHING: I. USE EXPOSURE 1 APA RATED OSB.SPAN RATING MUST BE MINIMUM 24/16,AND NOT LESS THAN CONCRETE NOTES OF 10d NALa FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH (2)SPH.PLACE A 1/2- 7/16"THICK.FASTEN WITH 8d NAILS AT 6"O.C.ON EDGE, 12"O.C.IN FIELD. 0 1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST ANCHOR BOLT WITH 6"EMBEDMENT WITHIN 6"OF DOUBLE STUD GROUP. 2. 5/16"HARDI-PANEL MAY BE USED IN LIEU OF OSB.FASTEN TO STUDS WITH 8d RING SHANK NAILS EDITION,NBUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE",AND ACI 301, LATEST 10. IN LOCATIONS-WHERE SECOND FLOOR BEARING WALLS BEAR ON BEAMS/HEADERS BELOW, IT IS AT 6"O.C.ON EDGE,8"O.C. IN FIELD.FASTEN TO TOP AND BOTTOM PLATES AT 4"O.C. EDITION,-SPECIFICATIONS FOR STRUCTURAL CONCRETE- ACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FASTEN THE BOTTOM , ui cv) OF THE ROD WITH A 3" SQ WASHER AND NUT. IN LIEU OF THREADED RODS, SEE SECTIONS 3 ' OR ROOF SHEATHING: 0 cv) 1. USE EXPOSURE I APA RATED OSB.SPAN RATING MUST BE MINIMUM 24/16,AND NOT LESS THAN clq 2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL w C14 CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE IY2" INCHES FOR AND 5/S5 FOR STRAPPING ALTERNATIVES. 7/16"THICK.FASTEN WITH 8d NAILS AT 6"O.C.ON EDGE, 12-O.C.IN FIELD. z g m FOUNDATIONS,AND%"FOR ALL SLABS AND SHALL CONFORM TO ASTM C33. 2. SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH Z _j CONVENTIONAL FRAMING NOTES STAGGERED END JOINTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD 0 < W LL CONDITIONS,BLOCK PANELS AT 12-O.C. m: 3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. 1. ALL CONVE�TIONAL FRAMING LUMBER IS No.2 SYP. m 0 FOR FLOOR DECKING: z 6 4. 4" 300OPSI CONCRETE SLAB WITH 6X6 W1.4 X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL. 2. ALL RIDGEA�D VALLEY BEAM SIZES ARE NOTED ON THE PLANS. 1. USE EXPOSURE 1 APA RATED PLYWOOD.SPAN RATING MUST BE MINIMUM 48124,AND NOT LESS Z 0 < ca w VAPOR BARRIER AND TERMITE TREATED SOIL. THAN 3/4"THICK. FASTEN WITH 8d NAILS AT 6"O.C.ON EDGE, 12"O.C. IN FIELD. U) in 0 3. ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS. 2. USE OF APA RATED STURD-1-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING OF 24" AND to MINIMUM 3/4'THICKNESS. Z LO z 5. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED To 95% 4. FASTEN ROOF RAFTERS TO RIDGE BEAMS WITH(4)16d TOE-NAILS. MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE i MASONRY NOTES 5. FASTEN ROO=RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A WITH (5)8d NAILS INTO THE m FOOTING. RAFTER AND(5)8d NAILS INTO THE TOP PLATE. 1. ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF "BUILDING 0 CODE REQUIREMENTS FOR MASONRY STRUCTURES- (ACI 530)AND THE-SPECIFICATIONS FOR 6. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-A615. ALL MASONRY STRUCTURES- (ACI 530.1)OF THE AMERICAN CONCRETE INSTITUTE. CONCRETE REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN ROOF RAFTER U) FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, -DETAILS AND DETAILING OF 2. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT WITH A MIN. NET COMPRESSIVE 0 CONCRETE REINFORCEMENT" RIDGE BEAM STRENGTH OF 1500 PSI, HOLLOW, LOAD-BEARING UNITS. CONFORMING TO ASTM C90,TYPE N-11 7. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC., 3. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S. ALL PORTLAND CEMENT SHALL AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED. CONFORM TO ASTM C150 TYPE 1. LIME SHALL CONFORM TO ASTM C207.ALL MASONRY CEMENT (2)2x4 WP COLUMN FOR RIDGE/VALLEY BEAM SUPPORT, FASTENED TOGETHER WITH (1)ROW OF 8d NAILS AT 12-O.C. FASTEN RAFTER TO SHALL CONFORM TO ASTM C91. THICKNESS OF MORTAR SHALL NOT EXCEED %". FULL BEAD 8. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24', COLUMN WITH 18 GA STRAP WITH(12)8d NAILS IN RAFTER,(12)8d NAILS IN AND HEAD JOINTS SHALL BE USED. WHICHEVER IS GREATER. COLUMN. FASTEN COLUMN TO TOP PLATE OR HEADER WITH 18 GA STRAP WITH(12)8d NAILS IN COLUMN, (12)8d NAILS IN TOP PLATE/HEADER. 4. MASONRY GROUT SHALL CONFORM TO ASTM C476. fc OF GROUT SHALL BE 3000 PSI MIN. THE 9. CORNER REINFORCEMENT SHALL BE LAPPED 25". MAXIMUM AGGREGATE SIZE SHALL BE%"GRADED TO PRODUCE FINE GROUT IN CONFORMANCE c� WITH ASTM C476 AND C404.SLUMP OF GROUT SHALL BE 8 TO 10 INCHES. .00 to '90 O� ..g 10. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; c� LOAD-TABLE COMPONENT AND CLADDINI"" 2 CL 10.1. 3"FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH 5. MASONRY WALL REINFORCING SHALL CONFORM TO ASTM A615,GRADE 60. PROVIDE 48 BAR DIA 10.2. 2"FOR CONCRETE EXPOSED TO EARTH AND WEATHER LAP ON ALL SPLICES. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE 10.3. 1 1/2"FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY ROOF: DESIGN PRESSURES REINFORCING IN CELLS. REINFORCEMENT. LIVE LOAD: 20.0 PSF 11. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, DEAD LOAD: 7.0 PSF EFFECTIVE END ZONES, PSF INTERIOR ZONES, 6. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING OF ALL MASONRY INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAk,Ji0*AWm*effft".'*_ AREA, SF PSF CONSTRUCTION TO RESIST WIND, BACKFILLING, SOIL COMPACTION AND OTHER NATURAL AND CONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION.THE BRACING SHALL REMAIN IN 10.0 PSF DETERMINED FROM FOUNDATION PLAN,CONTACT THE ENGINEER OF RECORD. LIVE LOAD: 0-20 28.9 -37.9 28.9 -31.5 PLACE UNTIL THE STRUCTURE IS COMPLETE. LIVE LOAD-STORAGE: 30.0 PSF w 12. STEMWALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF DEAD LOAD: 5.0 PSF 20-50 27.1 -34.0 27.1 7. HORIZONTAL JOINT REINFORCING SHALL BE USED FOR ALL MASONRY CONSTRUCTION. AND STEMWALL WILL EXCEED SIX(6)COURSES IN HEIGHT. SHALL CONSIST OF 9 GAGE, GALVANIZED, LADDER TYPE REINFORCING CONFORMING TO ASTM FLOOR: 50-100 25.6 -32.2 25.6 A82,SPACED AT 16"O.C.VERTICAL MAX. 13. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF LIVE LOAD: 40.0 PSF 0 STEMWALL MUST BE FILLED. DEAD LOAD: 10.0 PSF 100-200 24.6 -r-28.9 24.6 -27.1 8. WHEN GROUT POURS EXCEED 5 FEET IN HEIGHT,PROVIDE A CLEAN-OUT HOLE AT THE BOTTOM z 14. DECK LIVE LOAD: 50.0 PSF CELL. CLEAN THE CELL BY REMOVING ALL MORTAR, DEBRIS, LOOSE AGGREGATES AND ANY MATERIAL DELETERIOUS TO MASONRY GROUT. INSTALL AND SECURELY TIE THE VERTICAL FRAMING NOTES WIND LOADS: STEEL REINFORCEMENT TOGETHER. CLOSE THE OPENING AFTER INSPECTION. WIND SPEED: 130 MPH 1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2014 FLORIDA BUILDING EXPOSURE: D 9. ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR ROOF SYSTEM HAS BEEN CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD IMPORTANCE: 1.0 INSTALLED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS. REINFORCED MASONRY CONSTRUCTION. BUILDING CATEGORY: 11 UNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS. ui ENCLOSED BUILDING: z 2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET. INTERIOR PRESSURE 10. CASTCRETE PRECAST LINTELS TO BE USED OVERALL OPENINGS,UNO.SEE PLAN FOR SIZE AND COEFFICIENT' 0.18 REINFORCEMENT. w 3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE ROOF PITCH: MATCH EXISTING ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. 4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE TREATED. co c*4 5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. cli to co 6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED. W6 7. DIMENSION LUMBER 7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS 0 00 7.2. WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS. u. 7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH SIMPSON STRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF WE CUR RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND 0 C, LENGTH PER THE DETAILS. �5 -0 LL U) 8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED _6 BELOW: 05 8d=0.1 31"x 2-1/2" C C14 10d=0.148"x 3" C"! 12d=0.148"x 3-1/4" 16d=0.162"x 3-1/2" @ 9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN I I fill �NAYIVi�- AND/OR THE FOOTING DETAILS SHEET. 10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE. 0 N 32 s w it Sheet No. somol 1 OF 4 EL 3: (L < L 9'-6-. :t 4 w CONTINUOUS BOND BEAM WITH 3000 PSI CONCRETE AND(1)#5 BAR z z L: E 1"0 GALVANIZED TIE-BACK WITH 3"SQ WASHER z z 0 8 AND NUT AT EACH END.LOCATE AS SHOWN ON_-- -------- ----- �o 0 a- PLAN. Ir L) cl) Lu uj D 0 co) m 9 co 2Z-3" Z-92L" 5.4 13'-102 18"BOND BEAM FOR TIE-BACK SUPPORT 9 r4 04 S1.01 S1.01 #5 VERTICAL REINFORCEMENT AT 48 O-C.UP cli w c� TO TOP COURSE. --d U) z ALL CELLS FULLY GROUT-ED. 0 F-t-1 (L 6 :5 ui Z FIBER REINFORCED CONCRETE SLAB,4"THICK L 18-WIDE 18-DEEP x 24-TALL r2 UNLESS,N6TED OTHERWISE ON PLAN. F--------------------------------- S1.01 CONCREt DEADMAN,CAST IN ^4 -7 PLACE WITH FIBERMESH CONCRETE. cr) 8"X16"RETAINING WALL 4 BD #5 VERTICAL REINFORCEMENT AT 8"O.C.UP VERIFY EXISTING WALL 'N -vol TO X-1 0". HAS#5 VERTICAL r5 -01 REINFORCEMENT AT 24"O.C. _j L------ -- VERTICAL REINFORCEMENT TO HAVE 9"BEND t 2'-Ow AT BOTTOM. N l / 11 '' �1'1 �, L/ I/ "I w 04 Z cv) L ------- Z v =-7 16�x24-FOOTING WITH(3)#5 BARS ------ W LL 7'-3t --4-713,1� > CONTINUOUS. 6 2 LL IS1.01 #5 L-BAR AT 24-O.C., 11- INTO FOOTING,24- T w INTO SLAB. CONTINUOUS BOND BEAM WITH 3000 PSI > co 0 < z CONCRETE AND(1)#5 BAR A FOOTING TO BEAR ON FIRM UNDISTURBED < w w SOIL. z co w **IF NO SLAB USED, 18-X16-KEY WITH(2)#5 U) Z AN C9 BARS CONTINUOUS TO RESIST SLIDING. w 0 u- EXTEND VERTICAL WALL REINFORCEMENT ca INTO KEY. w 0 NEW 4"SLAB w Z ALL CELLS FULLY GROUTED. 8" 1 _j Ak 2'-0" A;" D w w S, V, ETAINING WALL SECTION WALL VERIFY EXISTING WALL 3/4" V-0" #5 VERTICAL REINFORCEMENT AT 32"O.C.UP VERIFY EXISTING HAS#5 VERTICAL HAS#5 VERTICAL TO TOP COURSE. PLACE BARS IN SAME CELLS REINFORCEMENT AT REINFORCEMENT AT AS BARS AT BOTTOM STEM. 48"O.C. 48"O.C. I'AlE 3- (1)#5 BAR CONTINUOUS IN TOP COURSE. CD C? 2 4 1�0 c� THICK FIBER REINFORCED CONCRETE SLAB,4 7 UNLESS NOTED OTHERWISE ON PLAN. V 3 COURSE 12"XI6"AT BASE OF WALL #5 VERTICAL REINFORCEMENT AT 16"O.C.BAR Ir/IV"' i CD v w 04 EXTENDS TO 3"BELOW TOP OF 12"BLOCK. VERTICAL REINFORCEMENT TO HAVE 9"BEND 2'-0" AT BOTTOM. < L------------------------------ 16"X48"FOOTING WITH#5 BARS AT 10.5"O.C. CONTINUOUS AND 12"O.C.TRANSVERSE. ik #5 L-BAR AT 24'O.C., 11"INTO FOOTING,24- 0 INTO SLAB. FOOTING TO BEAR ON FIRM UNDISTURBED SOIL. < ..IF NO SLAB USED, 18-X16-KEY WITH(2)#5 BARS CONTINUOUS TO RESIST SLIDING. z 8"x8"THICKENED EDGE WITH EXTEND VERTICAL WALL REINFORCEMENT D (1)#4 CONTINUOUS INTO KEY. 0 2111-0. e U. 24mx24"xl2"DEEP FOOTING WITH(3)#5 BARS EACH WAY X-90 ETAINING WALL SECTION- co cli 2 3/4' 11-0. cm to w 0. U) 0 00 UL U- 2X10 JOISTS AT 16"O.C.WITH 2XIO BAND BOARD.-rX5.5"DECKING, FASTENED TO CONTINUOUS BOND BEAM WITH 3000 PSI (9 L) ccl JOISTS WITH(2)APX2-3/4"DECK SCREWS. CONCRETE AND(1)#5 BAR u- ALL CELLS FULLY GROUTED. x 2 con 2XIO BAND BOARD TOE-NAILED TO 2X8 SEE TYPICAL STEM WALL DETAIL BASE PLATE WITH 1 Od NAILS AT 12"O.C. FIBER REINFORCED CONCRETE SLAB,4-THICK 0 L 0 FOR REINFORCEMENT DETAILS. CASTCRETE 8F8-1 B LINTEL co C4 2X8 PT NO.2 BASE PLATE. 0 @ CONTINUOUS BOND BEAM WITH 3000 PSI 3 COURSE 12"XI6"AT BASE OF WALL END VERTICAL BAR OF CONCRETE AND(1)#5 BAR #5 VERTICAL REINFORCEMENT AT 16"O.C.BAR 41 RESPECTIVE WALL SECTIONS. EXTENDS TO 3'BELOW TOP OF 12*BLOCK. NNAykj� 8"Xl6"CMU STEMWALL.CELLS FILLED 3" ....... 2'-0" 1 VERTICAL REINFORCEMENT TO HAVE 9"BEND 4k% % WITH 3000psi CONCRETE AND(1)#5 BAR % o .. AT 48"O.C. AT BOTTOM. Z 16"TALL STEP UP.USE#5 Z-BAR CD 32 16"x48*FOOTING WITH#5 BARS AT 10.5"O.C. ONE STORY: d=8',b--1 6', (2)#4 BARS AT EACH BAR LOCATION IN FILL ALL CELLS ADJACENT TO OPENINGS WITH 3000 PSI ;t RESPSECTIVE FOOTINGS. CONTINUOUS AND 12'O.C.TRANSVERSE. TWO STORY: d=l 0-,b=20-, (3)#4 BARS CONCRETE AND(1)#4 BAR.BEND ONE STORY: d=l 2 ,b=24 (2)#5 BARS INTO TOP COURSE BOND BEAM 12". MINIMUM 40 BAR DIAMETER LAP. 0 1 #5 L-BAR AT 24-O.C., 11 INTO FOOTING,24- .... 1 4 VERTICAL WALL REINFORCEMENT TO % INTO SLAB. ------- BEND 9"INTO FOOTING. 41 -7" 77-�, FOOTING TO BEAR ON FIRM UNDISTURBED SEE FOUNDATION PLAN FOR FOOTING TO BEAR ON FIRM -0. 2 SOIL. Sheet No. ---------- FOOTING SPECIFICATIONS. UNDISTURBED SOIL. 11-0 T_ UT "ol -vol zfr6 T rl UP DETAIL CRAWL SPACE ACCESS. slool �3/ 3/4"=V-0" &3/ 2 OF 4 FRAMING NOTES AND LEGEND TOP AND BOTTOM PLATE MATERIAL: 2x No.2 SYP,UNO. > STUD MATERIAL: 2x No.2 SPF,UNO. 9 w 0 w rz. a z HEADERS: < ALL HEADERS ARE (2) 2x6 No. 2 SYP WITH TWO KINGS AND ONE CRIPPLE, z UNO. FASTEN HEADER LUMBER TOGETHER USING (2) ROWS OF 16d (0.148-X w _'%A, 3.5-)COMMON NAILS AT 12-ON CENTER. USE OSB SHIMS AS NECESSARY TO E k r2 z 8 r2 MAKE THE HEADER THICKNESS EQUAL TO THAT OF THE WALL IT IS IN. SEE S3.01 z 0 S3.01 THE HEADER DETAIL FOR FASTENING SPECIFICATIONS. I�S3,01 0 u- HEADER NOTATION IS: co) W M a co NUMBER OF PLIES IN HEADER �Ivi NUMBER OF KING STUDS (2)2X12 (2)2X12 (2)2X12 (2),2x6,2:1 m 4 C? CIA NUMBER OF CRIPPLE STUDS w 0 SIZE OF DIMENSIONAL LUMBER z 0 r3 VERIFY EXISTING WALL S3.01 5; 6 0 PORCH/GLULAM BEAM w Z HAS#5 VERTICAL REINFORCEMENT AT 24"O.C. eVV x x I x T I vvvmrwlrinc eyNdbe,_,N I-STORY THREADED ROD �S T3O 1 —7-7 -X16-2.0 7 (3) 1.75 E LVL 4:3 A z, INDICATES GLAZING CLASSIFIED AS END ZONE. lA, ALL OTHER GLAZING LOCATED ON EXTERIOR OF S3.01 STRUCTURE WILL BE CLASSIFIED AS INTERIOR EZ ZONE.SEE"COMPONENT AND CLADDING DESIGN r @ J PRESSURES,'ON COVER SHEET. 0 w cf) 04 F— c%j ROOF FRAMED WITH: cv) z Z EXISTING 2X4 WALLS TO BE SEE TABLE FOR ROOF RAFTER SIZE REINFORCED > 0 W LL_ m CO) AND SPACING. 0 _j COMMON RIDGE BEAMS Z < _j C) W < (2)1.75XI 6"2.OE LVL Z 0 in SEE CONVENTIONAL FRAMING NOTES w FOR FASTENING SPECIFICATIONS. V5 U) Z w U) z i2z' w 04 LL F- CONVENTIONAL FRAMING ROOF 0 0 0 10, 0 �7 VERIFY EXISTING,WALL VERIFY EXISTING WALL V-01 z ICAL z U) HAS#5 VERTICAL HAS#5 VERT v1i REINFORCEMENT AT REINFORCEMENT AT 0 _j _j MAX ROOF SPANS WITH 20 PSF LIVE LOAD, 10 PSF DEAD LOAD, _j 48"O.C. 48"O.C. < < AND 1.25 DURATION FACTOR 4/1 GRADE, "Y" No.1 No.2 0 SYP A� Al SPACING 16" 24- 16" 24" r 2X6 14'-1" 12'-3' 13'-5" l;A ml 2x8 -1" 1T-I I" 18'-6" 16!-2" 17' A -2" 18!-11" 20'-3* 16'-6" 04 2X10 23* 2X12 26'-0" 22-6' 23'-10" 19'-6" Ilk i- !'k r7-- LL 3 0 4� NS3.01J 0 5 75 5� ""Vol z Z CL "�T LEVEL WALL PLAN- f�%SECOND LEVEL WALL PLAN. z 1/4! LL d OD 04 C%jLn 0)r__ LLJ6 0- 0 00 0 LL LL C.4 L) C4 A c] (D 'ra - L� co ..7 x 0, 'DO 10D c) U) oc 04 12 N @ < M 0) \NAYN,4. elf N 59 EO Sheet No. S2001 3 OF 4 EL 3: 0- 7/16"0 B ROOF DECK FASTENED > 9 w TO FR)LMING WITH 8d RING SHANKS Q 2X6 TRELLIS RAFTER AT 24"O.C.FASTEN TO LEDGER AT 6"C.C.ON EDGES AND 12"O.C. WITH(2)SDS25412 TOE-SCREWS.FASTEN TO BEAM IN FIEL). WITH TIMBERLOK TLOK10. z L: w SEE CONVENTIONAL FRAMING WOOD-FRAMED WALL.SEE SECTION I/S3.01 FOR NOTES FOR RAFTER TO TOP PLATE DETAILS. E 0 3 z 2X6 LEDGER FASTENED TO STUDS WITH(3)1/4-X4- z 0 FASTE 4ING. U WOOD SCREWS PER INTERSECTION OF STUD AND 0 a- 0 (2)2x12 NO.2 BEAM.FASTEN PLIES j R " I TOGE1 HER WITH(2)ROWS OF 10d LEDGER. L) a M W 7/16"OSB ROOF DECK FASTENED TO NAILS AT 12'O.C.STAGGERED. 4X6 TRELLIS BEAM.FASTEN TO BEAM BELOW WITH W a FRAMING WITH 8d RING SHANKS AT 6"O.C. FASTEI 4 BEAM TO POST WITH TIMBERLOK TLOK08 SCREWS.COUNTERSINK AND FILL S2 ON EDGES AND 12"O.C. IN FIELD. MSTA24 STRAP,ALL HOLES FILLED HOLE AS NEEDED. WITH 10d NAILS 4X4 HORIZONTAL BRACE.450 BEVEL AND FASTEN TO 7/16"OSB ROOF DECK FASTENED TO FRAMING WITH 8d RING SHANKS AT 6"O.C. VERTICAL BRACE WITH(2)SDS25600.NOTCH POST 1-2- TO ALLOW FOR DIAGONAL BRACE. ON EDGES AND 12'O.C.IN FIELD. c� SEE CONVENTIONAL FRAMING NOTES FOR cm RAFTER TO TOP PLATE FASTENING. 4X4 VERTICAL BRACE.FASTEN TO CMU WITH(2)3/8-0 w Q THROUGH-BOLTS.450 BEVEL AT TOP.NOTCH POST 1-2" co SEE CONVENTIONAL FRAMING NOTES FOR z TO ALLOW FOR DIAGONAL BRACE. 0 (2)2x6 NO.2 SYP TOP PLATE FASTENED RAFTER TO TOP PLATE FASTENING. V3 4X8 DIAGONAL BRACE,CUT FOR ARC.FASTEN TO > WITH(2)ROWS 10d AT 16-O.C. w Z STAGGERED. MINIMUM 24-LAP WITH(12) 2X RAFTERS AT 24"O.C.SEE PLAN FOR VERTICAL BRACE POST WITH(2)SDS25312.FASTEN TO 10d IN LAP. SIZE. HORIZONTAL BRACE WITH(2)SDS25450. SEE SECTION 2/S3.01 4 NOTES: 4X4 PT NO.2 SYP POST.SEE PLAN 1. COUNTERSINK AND FILL ALL BOLTS AND SCREWS. Lit 3/8"ALL THREAD CONNECTORS.SEE FOR SIZE. 2. SEE ARCHITECTURAL PLANS FOR SPECIFIC KORBEL cn ALL-THREAD NOTES ON THIS SHEET FOR DIMENSIONS. 0� INSTALLATION SPECIFICATIONS,SPACING 0 AND EMBEDMENT. f�;%TYPICAL WALL SECTION. 3/4" V-0" &-3/ w cf) cf) 04 ABU.USE 1/2"ANCHOR EMBEDDED 04 co 6" AND ALL HOLES FILLED WITH 10d z Z _j I NAILS. 0 W LL_ FASTEN 7/16-OSB W/8d @ 6-O.C.ON 3: EDGES, 12'O.C. IN FIELD. w co w ADD 2x4 SPF STUDS AT 16'O.C. BETWEEN FINISHED GRADE u z OR ADJACENT TO THE EXISTING STUDS. SEE SHEET S1.01 FOR FOUNDATION EXISTING BOTTOM PLATE TO REMAIN. DETAILS. EXISTING FLOOR SYSTEM ------ VERIFY OR INSTALL A 2X8 PT SYP TOP PLATE. FASTEN TO BOND BEAM WITH 1/2" ANCHOR BOLTS AT 48"O.C.ANCHOR BOLTS EMBEDDED 6"INTO BOND BEAM. PLACE ANCHOR BOLTS WITHIN 6"OF fr'-�) TYPICAL WAI L SECTION SPLICES,AS REQUIRED. 3/4' 11-off PROPOSED MASONRY WALL "? ALL THREAD EXTENDS 8"INTO BOND BEAM e CIA Ck. co EXISTING MASONRY WALL EXISTING BOND BEAM VERIFY#5 BARS AT 48"O.C. MAX.IF NONE, INSTALL#5 BAR, DRILLED AND EPDXIED 6' INTO EXISTING BOND BEAM.EXTEND 25" 2X8 TRELLIS RAFTER AT 24"O.C.FASTEN TO LEDGER INTO EMPTY CELL. WITH (2)SDS25412 TOE-SCREWS.FASTEN TO BEAM WITH TIMBERLOK TLOK10. WOOD-FRAMED WALL.SEE SECTION 1/S3.01 FOR < DETAILS. F EXISTING 8"x8"x16"MASONRY BLOCK w WALL. VERIFY OR INSTALL#5 VERTICAL 2X4 LEDGER FASTENED TO STUDS WITH(3)1/4-X4- #5 REINFORCEMENT,DRILLED AND EPDXIED REINFORCEMENT AT CELLS ADJACENT TO WOOD SCREWS PER INTERSECTION OF STUD AND USING SIMPSON SET ADHESIVE.PLACE ONE d! CORNER,EACH SIDE OF OPENINGS,AND LEDGER. AT THE TOP COURSE,ONE AT MID BAR AT SPACING SHOWN ON PLAN. FILL CELLS 3X10 TRELLIS BEAM. FASTEN TO BEAM BELOW WITH HEIGHT AND ONE AT THE BOTTOM COURSE. WITH 3000 PSI CONCRETE. TIMBERLOK LOG01 2 SCREWS.COUNTERSINK AND FILL --------- 7fl, HOLE AS NEEDED. NEW EPDXIED BARS AND VERTICAL BARS CELLS IN THE PROPOSED AND EXISTING 4X6HORIZONTAL BRACE.45*BEVEL AND FASTEN TO IN SAME CELLI! VERTICAL BRACE WITH(2)SDS25600.NOTCH POST 1-2- WALLS MUST BE FILLED.MINIMUM EMBEDMENT INTO EXISTING WALL AND TO ALLOW FOR DIAGONAL BRACE. PROPOSED WALL IS 6".MINIMUM EDGE VERIFY#5 BARS AT 48"O.C. MAX. IF NONE, DISTANCE OF REINFORCEMENT IS 3". INSTALL#5 BAR,DRILLED AND EPDXIED 6" 9 SEE SECTION 1/S3.01 FOR TYPICAL WALL DETAILS. INTO EXISTING FOOTING.EXTEND 25"INTO EMPTY CELL. 4X6 VERTICAL BRACE. FASTEN TO CMU WITH(3)3/8-0 #5 VERTICAL BAR DRILLED AND EPDXIED INTO THROUGH-BOLTS.450 BEVEL AT TOP. NOTCH POST 1-2" EXISTING STRIP FOOTING.EMBED 8"INTO IA TO ALLOW FOR DIAGONAL BRACE. F 04 EXISTING AND LAP WITH END VERTICAL 25". co N 4X12 DIAGONAL BRACE,CUT FOR ARC.FASTEN TO k 04 to c.)go 7L VERTICAL AND HORIZONTAL BRACE POST WITH(3) SDS256W. E ui 0. EXISTING CMU WALL.SEE SECTION I/S3.01. co VERIFY EXISTING FOUNDATION IS 16m WIDE MINIMUM. 0 EXISTING FOUNDATION U.LL 7 'o NOTES: J 1. COUNTERSINK AND FILL ALL BOLTS AND SCREWS. L) C C,4 2. SEE ARCHITECTURAL PLANS FOR SPECIFIC KORBEL DIMENSIONS. CD r_ < f,=4::z%TYP1CAL WALL SECTION ORB L DETAIL MASONRY WALL CONNECTION 5 V_ M 3/4"= V-0" 3/4"=V-0" 3/4"=V-0" 0 U) 0 V 04 to C4 Q -.d - @ 08 a w cn 0) 01. 2 Sheet No. S3m01 4 OF 4 P GENERALNOTES 1. CODES USED: 2014 FLORIDA BUILDING CODE, RESIDENTIAL EDITION, ANSI/NSPI 3, ANSI/NSPI 5, GRADE BEAM SCHEDULE ANSUNSPI 7 ANSI/APSP 15. CIO 0 2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE LO W HEIGHT WIDTH REINFORCEMENT REINFORCEMENT REINFORCEMENT REINFORCEMENT REINFORCEMENT REINFORCEMENT �2 CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. x, MARK (IN.) (IN.) 1 0 5; 25'-0" A B C D E STIRRUPS W 3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO 6 '6 COMMENCING CONSTRUCTION. 01 G131 V-8" (4)#6 Z 12-6' -12'-6" NIA N/A (3)#6 N/A #3 TIES AT 1 OI.C. < 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS 1-- Z JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE NOTE: L: W 0 2 1. TIES SHALL BE SPACED AT 6"O.C. WITHIN 36"OF ALL PILES, (TYP.) .0 2 ON THE PLANS. 2. SEE DETAIL THIS PAGE FOR TYPE I GRADE BEAMS. E Z 0 :3 Z 0 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE �= OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. 0 0- 0 -3 [a SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT 0 uj DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED W D CD ASSUMING 150OPSF SOIL CAPACITY. DO 6. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS. AUGER CAST PILES SPACING 7. EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL SEE PLAN REINF. C EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY CID SEE TABLE REINF. B ADDITIONAL 0.25 Ln2 7 ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES 1� 0.25 Ln1 ADDITION L ,, REINF.A C6 -0 W CD ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION DOCUMENTS AND/OR 0.25 Ln1 REINF.A REINF.AS co W Z BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES 9 10 PER SCHEDUL NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. THE "CL. 1 0 TY OF THE 3N STIRRUPS I ---t STIRRUPS U) DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE RESPONSIBILI ±--- 5; W C14 W Uj CONTRACTOR. W- Ir co W W C0 CONCRETE NOTES -jr 7-7 0 1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST EDITION, #3 TIES. 0.25 Ln1 .25 Ln2 REINF. E "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, LATEST EDITION, SEE SCHEDULE REINF. D -REINF. E "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ADDITIONAL ADDITIONAL REINF. D 2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF ALL CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE 1Y2" INCHES FOR FOUNDATIONS,AND Y4" FOR ALL SLABS AND SHALL CONFORM TO ASTM C33. AUGER AUGER 3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. CAST PILE CAST PILE 4. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-A615. ALL LN1 LN 2 0 C") -j CY) CONCRETE REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN 04 "DETAILS AND DETAILING OF Z 0 W 04 FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, 2� TYP, P LE ::) ce) CONCRETE REINFORCEMENT" 0 Z -i a- W LL 5. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", > WHICHEVER IS GREATER. Z < 0 0 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; < C.) W U) < M 6.1. 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH W 6.2. 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER %PILE PLAN Z M 0 (2)CORNER BARS AT OUTSIDE. Lo 6.3. 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY 11-01, U) Z MATCH SIZE AND GRADE OF Z r-- < REINFORCEMENT. BEAM STEEL. 48 BAR 48 BAR PLAN NOTES: -7/ // // // (2)CORNER BARS AT OUTSIDE. 0 U) DIAMETERS (TYP.) DIAMETERS(TYP.) MATCH SIZE AND GRADE OF 1 0 DENOTES 16" DIA. PILE, REINFORCED AS SHOWN ON BEAM STEEL. I/S2/S6. PILE TIP ELEVATIONS SHALL BE AS SPECIFIED BY 0 .0 SOILS REPORT. 0 CN j 01. 0 4#5 CONT. 2. SEE ARCHITECTURAL DWG'S FOR ALL BUILDING ELEVATIONS. -71 -4- 4 #3@8"O.C. i of cn T- 4q- THROUGHOUT < W ca W 00 .4 W -4- ol < 2" 26-0 STANDARD HOOK C14 STIRRUPS > 3: 0 1) 0 00 20 Nz- 0. 0. �O U) GRADE BEAM INTEGRATED WITH POOL -)-------------------------------------\��-------------------------------------- --------------------------------------------------------------f------------ SHELL. SEE SECTION 2/S1.01 AND GRADE G131 P BEAM SCHEDULE FOR REIFORCEMENT. 0 C-4 Uj 14'- POOL BOTTOM AT Z Uj 8.5" NAVD @0 5'-6"WATER DEPTH G131 ----------------- -------------------------- ------------------ ----------- SEE SEE 1113131 0 SCHED. 10 SPACES AT 6"O.C.=6-4- SCHED. #6Ca),12"0.C. TOP REINF. TIES AT SPACING SHOWN Z CONT. (B) SEE SCHEDULE CENTERED OVER COLUMN. 13'-0.5"N TOP OF PILE AT 6-6" WATER DEPTH Z ET-�6:-] #6@12"O.C. CONT. (T) F-71-7 IN V.01 W G131 14"0 AUGER CAST PILE IL--------------- --------------------------------------------- T L------ --------- --------- Sk x, 4x\ --------------- ------------ X/ 1,k- BOTT. REINF (4)#5 CONTINUOUS THROUGHOUT SEE SCHEDULE X 00 04 N Uj > #3 AT 12"O.C. CONT. LL \X c)CD W Ci LO CONCRETE AUGER CAST > .9 W< PILE (SEE PLAN) LID 0 :t! a.0 -�01 -i M cc cu W U- 0 00 SCOUR DEPTH 0 U- Ll- 4'-5" NAVD YPICAL TIE DETAIL 6" POOL SHELL WITH D 3/4" 1 1-01, (D AND SLAB PLAN #3 STEEL AT 12 O.C. 0 CN CN EACH WAY. M u- co PLAN NOTES: x 6 COD C� 12"SLAB SEE PLAN Cf) CD 72 c3 FOR REINF. m 3; CR DENOTES GRADE BEAM. Cn 0 CN Cq 0) 2. TYPICAL REINFORCED CONCRETE STRUCTURAL-SLAB CONSTRUCTION: SLAB THICKNESS(T)AND REINFORCEMENT AS NOTED ON PLAN. Digitally signed by Geoff Gartner NNA DN: cn=Geoff Gartner, 3- ------- DENOTES#6 BOTTOM REINFORCEMENT AT 12"O.C. 4 Geoff o=Alexander Grace Consulting, 4. DENOTES#6 BOTTOM REINFORCEMENT AT 12"O.C. GRADE BEAM. SEE SCHEDULE c., ou=AGC, Inc., 5 2 e -�Wf@alexandergraceinc. 5- ---------- TEMPERATURE AND SHIRNKAGE BARS.4 RE#4 @ 18"O.C. 1 Y-O"NAVD TIP DEPTH AUGERCAST PILE. Corn, C- W/ACI STD. HOOK, TYP ENTIRE SLAB. REINFORCEMENT EXTENDS 10" Ga rt Date: 2016.09.16 16:07:07 -04'00' 6. GBX DENOTES GRADE BEAM AND TYPE, SEE SCHEDULE. INTO GRADE BEAM. GE FFR .04 11110 P.E.59328 X= MARK 09-16-16 City 0 Atlantic Beach P1 nning and Zoning Department Sheet No. &-3/ This approval verifies compliance with appli��Pblr zoning, subdivision and other local, land 1 &-3/ development regulations, but does not ccn-J�,Ll`,� approval for the issuance of permits. C OmPlla� FILE COPY with Florida Building Code and all other applic,13b:1z local, State and Federal Permitting requirements I S1 , 01 must be verified by signaMc of the City of I Beach Building official prior to the issuance oi a- I Building Permit. h I 's P an rov ' n a C in I v a 0 n d A' Z 0 n n t 'n g B De e P ch a`tm ent h a a e com pli n ce wit Pp c E�8 W W 1 7-t 17 f- T rifi s 8 nd the 10 ca 0 nin Pp 5 u bd 0 r 't v t n b ut d 0" n deve g ent e u I a lo f rm 0'Plla a n 8 Pll-�,b, su P e t ppr p f r h an e a e C d ii the,, a In 0 ov d h F id lid n tt req a S r a , g "'I'l qn"r 10 it 10 te and Fede r, P e it in C ty t fi y"g he m I' b n Lu, 2 ust be v�ri ed a th e su a,ce 0� e ch u,I d ng Offc, P"0, to P. ,t Approved By: community PeVeloorne,�T OF Date: 6 z U. 0 nn 0-1.."i-) 0 O.td... —1 Hll She- 7— 0 0 lmlah�. 00 CD E Eti 0 0)0) 000035,00 - 00'a .0 a)'rM comu L 0 1 w a),0i 'a CLIM '00 0 0 U(0 P-, 0(4=0 'U 0>.0 0 C 0:1 W ..... ........... 0 ---- ----------------------------------- ------- ------------ -------- MU uu cl�I&A 1,11"g Apas—It 2 Story Bri,k Dune No.1755 C ............. . C 0 7" ViScale:I" ID,-0 0 0 0 PLANT SCHEDULE: r COMMON NAME BOTANICA NAME OTY SPEC. Landscape Plan-New and Existing Plantings S'I.str P.l. Phl,n!,Dadylif,,Syl...tris, 3 10 U,F'Ferq S1b1I Palm Saba[P.I.ed. Or VCT-'d'CT('kk' piUhApple/AutographTm. I CW—R.'.. 6 2'G.'3'.-' Pld,FIIPU$ Pod—"macmphyll.s IS 1'GA 0 P C P,d,qTu P .rp—.—phVI1.s'PdngIe' 78 3" Sea Grape CorwI,b,Wf,ra 15 ISGRI Pit-por..m PI—P.—Tols. 20 7 Gal S11—S"P'Im— Swerla.lsap— 2 30 Gal a.— ilm—W sto—ad—OffidRalis 6 3" F-ail Fe. A.Palag., 60 3G.1 M11MIEWHE=41-5 A-1clasmine "addesese"ides 210 rREE..UT"a ::.mnal C.I.-BI.e Due &.W.,Ghaosilea., 5 Flats "XT are se lmre' =1 P.M.=olrlha 5 Flats —as"Wo ars: I 'eW W.deli.T.I.ratil Q MSTWPOMCTM ReC D Spastm. 17 *11EUT�1�— 11 —1—P. Wh V C—a 14 3 Gal ..""""FM W"T" A" IIALL--Ta—Imem.R.-lar—C-se- St.A�C.Ime Graral Sumotriph—satlaidamma 7.S all a. R. Polish.Stores Yd, an—,WT—DUAK Me" leeprees--s-N. 'Fi-,-&4,skh(ASKEDED) Aitemate:Sea Shall[$L2Q/Vd) TBD Yards L.—.X—":.��..—.NT"�"P�S�RTDMCI�MRK Allamaft�Shall WIh 6 "Ils --a Tr.dWLWI(AS NEEDED) Per Day —LEPORA-1 amor—r-PRA—selle...I- FUJOI (ASNEEDED) ZY", lam—Rall. 0 3 We JAS NEEDED) 10 1 yard =RsesTERRICII—EPINA—Clarasaos Debris R.-W 3 D—pe A Dinea As.4.1 4 Day MWIm-1—REIM-- a.1—N.-LY 1U-PERsaloRENTS FOR D..Dhfi- Day —NT RA N—6 Z—Impria-SWI.. Ozone NUM ALL P1ANnNG AWWI TO BE MWED WITH 100%COVERAGE 0 Crestahrer,G.,drm,To Be Oriter—ked 5 TSD M" O'onze,, MfW OR oRADENS,Nor IN CONTRA Lms Voltage Lighthq-Est. 11 a,kaasa CE0=11. 111.1.Imolles— Transformer.imil 4 Coral FlaiMiRg StoRre fla 2"Thi ill,bregWar shapes 3,#WSWFj� Color.Faos,QtyoR slab TIED Craa. Time TOO GENERALNOTES ALL-THREAD NOTES EPDXY NOTES 3 1. CODES USED:2014 FLORIDA BUILDING CODE,RESIDENTIAL EDITION AND EXISTING BUILDING 1. ALL-TF READ CONNECTORS TO BE 31TDIAMETER BARS PLACEDAT6'OG.IN ALL BEARING 1. ANCHOR BOLTS, REINFORCING STEEL,THRFADED RODS,STAIR HANDRAILS,AND OTHER EDITION,ACIL NDS,APAAND ASCE7.10. WAI-LE UNLESS NOTED OTHERWISE ON PLANS. EM EDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY 2. ALL DESIGN,CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE 2. ALL-TF READ USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS MAY BE GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER. CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. COUNI ED AS PART OF THE DESIGNATED D.C.SPACING. 2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.ACCEPTABLE EPDXY PRODUCTS ARE 3. C NTRACTOR$HALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO 3. PLACE ALL-THREAD RODS WITHIN 6"TO 10"OF EACH CORNER AND AT EACH INTERSECTION OF COMMENCING CONSTRUCTION. BEARIr IG WALLS.RECOMMENDED INSTALLATION SEQUENCE IS- HILTI HYl 50,HILTI HSE2421.SIMPSON STRONG-TIE SET OR APPROVED EQUAL. 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR A.PL kCE SHEARWALL RODS(SPECIFIED ON PLANS) IN SING THE ABOVE PRODUCTS.FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS TH S JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED B.PL,�CF HIGH UPLIFT RODS(SPECIFIED ON PLANS) AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS.INSTALL IN OTHERWISE ON THE PLANS. C.PL kCE CORNER RODS ACCORDANCE WITH APPLICABLE SAFETY LAWS. D.PL CE ALL OTHER RODS. ff 6 5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE 3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000 cz OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. 4. ALL-TF READ SHALL BE DRILLED AND EPDXIED INTO FOOTING WITH SIMPSON SET EPDXY PSI AND TENSILE STRENGTH OF 2,300 PSI. S [L PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT SYSTE 0,OR APPROVED EQUIVALENT.Al-L-THREAD EMBEDIVIENTS FOR SHEAR WALLS MD HIGH DESIGN IS SPECIFIED WITHIN THESE PLANS.DESIGN OF THIS STRUCTURE WAS PERFORMED UPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE DETAILS. 4. ALL HO ES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 11T GREATER THAN THE ASSUMING 200OPSF SOIL CAPACITY. DIAMETER OF THE STEEL MEMBER BEING INSTALLED. 5. WHERE NECESSARY,ALL-THREAD COUPLERS SHALL BE RATED NOT LESS THAN 3200 LBS. 6. T E SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS 5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, 6. MINIM M EMBEDMENT OF ALL-THREAD SHALL BE; INSTALLATION OF EPDXY.HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS WATERPROOFING,MECHANICAL,PLUMBING OR ELECTRICAL WORK- LAITANCE,DUST,DIRT,AND OIL. 6'.T VICAL WALLS,MONOLITHIC FOOTING 7. E[STING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL 7'-E ERIOR WALLS,STEMWALL FOOTING 6. CON RACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE EXISTINGINEW ELEVATION$AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES,AND 8'-M%SONRY WALLS MANUFACTURER FURNISHING THE EPDXY MATERIALS,AND SHALL HAVE NO LESS THAN FIVE ------ NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS INTERFEREN ES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION 7. ALL-TH READ EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONNECTIONS ARE SHOWN IN PROJECT.A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS.THE CONTRACTOR SHAi-L PROVIDE ALL THEIR RESPECTIVE DETAILS ON THIS SHEET, TRAIN ING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO TEMPORARY BRACINGISHORING,TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER DO THE WORK. MEAS RES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING 8. USE 2'SQUARE WASHERS ON ALL-THREAD AND ANCHOR BOLT LOCATIONS,U.N.O. CONST UCTION.THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE SHEATHING NOTES RESPONSIBILITY OF THE CONTRACTOR. 9. WHERI THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATIONS, I ACCEP TABLE TO PLACE A DOUBLE 2X STUD GROUP.FASTEN STUDS TOGETHER WITH(1)IT S FOR WALL SHEATHING: CONCRETE NOTES OF 10d NAILS.FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH(2)SPH.PLACE A 1/2' 1 USE EXPOSURE I APA RATED OSO,SPAN RATING MUST BE MINIMUM N116,AND NOT LESS THAN ANCH(R BOLT WITH 6'EMBEDMENT ITHIN 6'OF DOUBLE STUD 2 1��::THICK-FASTEN WITH 8d NAILS AT 6�0.C.ON EDGE,1�-D.C.11 FIELD. 0 1. AL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318,LA EST GROUP. , HARDI-PANEL MAYBE USED IN LIEU OF OSS.FASTEN TO STUDS WITH 8d RING SHANK NAILS ED:T ON,BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE,AND ACI 301,LATEST To. IN LOG MONS WHER SECOND FLOOR BEARING WALLS BEAR ON BEAMSIHEADERS BELOW,IT IS AT 6"D.C.ON EDGE,8"D.C.IN FIELD.FASTEN TO TOP AND BOTTOM PLATES AT 4-OG. ED T:ON'SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACCEP TABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FASTEN THE BOTTOM C) w IONS 3 FOR ROOF SHEATHING: 01 THII ROD WITH A"10 WASIER AND NUT.IN LIEU OF T�RE.GED ROO.,SEE'SECT 2. A L CONCRETE SHALL BE NORMAL WEIGHT CONCRETE.T145 PCF-/.)ALL CEMENT SHALL AND S FOR STRAPPING ALTERNATIVES. 1. USE EXPOSURE 1 APA RATED OSB.SPAN RATING MUST BE MINIMUM 24116.AND NOT LESS THAN CONFORM TO ASTM C150,TYPE 1.MAXIMUM AGGREGATE SIZE SHALL BE IY,-INCHES FOR 7116'THICK.FASTEN WITH Ild NALS AT 6"O.C.ON EDGE,12"D.C.IN FIELD. Z, 'N 2. SINGLE CLIP PANEL EDGES.INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH z FOUNDATIONS.AND Y4-FOR ALL SLABS AND SHALL CONFORM TO ASTM C33. CONVENTIONAL FRAMING NOTES STAGGER D END JOINTS.WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD z Lu CONDITIONS,BLOCK PANELS AT 12-OG, 0 I. ALL CC NVENTIONAL FRAMING LUMBER IS N..2 SYP. 3� MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. DE F R FLOOR DECKING: 0 Z u wl 4. 4"300OPSI CONCRETE SLAB WITH 6X6 WIA X W1.4 WWM OR 10 FIBERMESH OVER A 6 MIL. 2. ALL Rif GE AND VALLEY SEA,M SIZES ARE NOTED ON THE PLANS. i. USE EXPOSURE 1 APA RATED PLYWOOD.SPAN RATING MUSTBE MINIMUM 48124,AND NOT LESS 0 < VAPOR BARRIER AND TERMITE TREATED SOIL. THAN 314'THICK.FASTEN WITH 8d NAILS AT 6"0 C.ON EDGE 12"O.C.IN FIELD. z 3, ALL RC OF RAFTER SIZES ARE NOTED ON THE PLANS. 2. USE OF APA RATED STURD-1-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING OF 24"AND Ci uz) S. T E FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL MINIMUM 3/4'THICKNESS. g z C HESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL.SO&MUST BE COMPACTED TO 95% 4. FASTEf ROOF RAFTERS TO RIDGE BEAMS WITH(4)16d TOE-NAILS. MODIFED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE MASONRY NOTES FOOTING. S. FASTEI R OF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.SAWITH I, ca RAFTEI AND(5)8d NAILS INTO THE TOP PLATE. I. ALL MASONRY WORK SHALL BE IN CONFORM�NCE WITH THE LATEST EDITION OF"BUILDING 6. A L REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM.A615.ALL CODE REQUIREMENTS FOR MASONRY STRUCTURES"(ACI 530)AND THE-SPECIFICATIONS FOR OFFICE COPY 0 CONCR TE REINFORCEMENT SHALL BE FABRICATED.INSTALLED,SUPPORTED AND SPACED IN MASONRY STRUCTURES'(ACI 530.1)OF THE AMERICAN CONCRETE INSTITUTE. 0 FORM AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315,'DETAILS AND DETAILING OF ROOF RAFTER U) CONCRETE REINFORCEMENT` 2. CONCRETE MASONRY,UNITS SHA L BE NORMAL WEIGHT WITH A MIN.NET COMPRESSIVE STRENGTH OF 1500 PS HOLLOW,LOAD-SEARIPG UNITS.CONFORMING TO ASTM CM,TYPE N-11 0 7. CONTRACT R SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS PIPE SLEEVES,ETC., RIDGE BEAM 3. MORTA SHALL CONFORM TO ASTM C270,TNPE M OR S. ALL PORTLAND CEMENT SHALL co AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED, W 2x4 SYP COLUMN FOR RIDGENALLEY BEAM SUPPORT,FASTENED C INFORM TO ASTM C150 TYPE 1.LIME SHALL CONFORM TO ASTM C207.ALL MASONRY CEMENT 8. VERTICAL AND H RLZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", 1 OGETHER WITH(1)ROW OF 8d NAILS AT 12�OC.FASTEN RAFTER TO S ALL CONFORM TO ASTM C91.THICKNESS OF MORTAR SHALL NOT EXCEED%-.FULL BEAD WHICHEVER IS GREATER- OLUMNWITH18GA TRAPWITH(12)8d NAILS IN RAFTER,(12)Bd NAILS IN AND HEAD JOINTS SHALL BE USED. S COLUMN,(12)8d NAILS IN TOP PLATE/HEADER. 4. MAS NRY GROUT SHALL CONFORM TO ASTM C4M ft OF GROUT SHALL BE 30DO PSI MIN.THE OLUMN.FASTEN COLUMN T TOP PLATE OR HEADER WITH 18 GA STRAP MAXIMUM AGGREGATE SIZE SHALL BE GRADED TO PRODUCE FINE GROUT IN CONFORMANCE 9. CORNER REINFORCEMENT SHALL BE-APPED 25. ATH T 2)8d NAILS IN ll,-,.R INFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; WITH A TM C476 AND C404.SLUMP OF GROUT SHALL BE 8 TO 10 INCHES. 3 FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH TA 2 FOR CONCRETE EXPOSED TO EARTH AND WEATHER 5 10.2 LOAD BLE COMPONENT AND CLADDING MAS NRY WALL REINFORCING SHALL CONFORM TO ASTM A615,GRADE 60.PROVIDE 48 BAR DIA LAP ON ALL SPLICES. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE 10.3 1 1�"FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY ROOF DESIGN PRESSURES REINFORCING IN CEUS. T REINFORCEMENT. LIVE LOAD: H DEADLOAD 7.0 PSF EFFECTIVE INTERIOR ZONES, 6, T E CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING OF ALL MASONRY 11. ONLY DIME SIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, END ZONES,PSF P INC. SHOULD BE USED FOR FOUNDATION CONSTRUCTION IF DIMENSIONS CAN NOT BE CEILING. AREA,SF SF CONSTRUCTION TO RESIST WIND,BACKFILLING SOIL COMPACTION AND OTHER NATURAL AND E DETERMINED FROM FOUNDATION PLAN,CONTACT THE ENGINEER CONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION.THE BRACING$HALL REMAIN IN OF RECORD. LIVE LOAD: 10.0 PSIF 0-20 28.9 -37.9 28.9 -31.5 PLACE U V) 12. S EMWA_L TO BE A MAXIMUM OF SIX(6)COURSES TALL. CONTACT ENGINEER OF RECORD IF LIVE LOAD,TORAGE 30.0 PSF - TIL THE STRUCTURE IS COMPLETE. STEMWALL WILL EXCEED SIX(6)COURSES IN HEIGHT. DEAD LOAD 5.0 PSF 2G-50 27.1 �1.0 27.1 -299 7. HORIZO TAL JOINT REINFORCING SHALL BE L�ED FOR ALL MASONRY CONSTRUCTION.AND w - SHA L CONSIST OF 9 GAGE.GALVANIZED,LADDER TYPE REINFORCING CONFORMING TO ASTM FLOOR 50-100 25.6 -32.2 25.6 -28.4 A82,SPACED AT 16'O.C.VERTICAL MAX. AC INSPEC- N i 13. WHERE TH EADED RODS ARE EMBEDDED 12'INTO STEMWALLS,THE TOP TWO COURSES OF LIVE LOAD; 40.0 PSF 0 14. STEMWALL MUST BE FILLED. DEAD LOAD 10.0 PSF 100-200 24.6 .28.9 24.6 -27.1 8. WHEN GROUT POURS EXCEED 5 FEET IN HEIGHI PROVIDE A CLEAN-OUT HOLE AT THE BOTTOM DECK LIVE I OAD, 50.0 PSF LL BY REMOVING ALL MORTAR,DEBRIS, LOOSE AGGREGATES AND MY z FRAMING NOTES WIND LOAD i: MATERIAL DELETERIOUS TO MASONRY GROUT INSTALL AND SECURELY TIE THE VERTICAL WIND SPEED: 130 MPH STEEL REINFORCEMENT TOGETHER. CLOSE THE OPENING AFTER INSPECTION. 1. D SIGN OF WOOD COMPONENTS IN T IS STRUCTURE IS BASED ON THE 2014 FLORIDA BUILDING EXPO C D RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD SURE: 113 GO IMPIRTANC .0 9. ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR ROOF SYSTEM HAS BEEN ONSTRUCTION. BUILDING C�`T:EGORY: 11 INSTA LED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS.REINFORCED MASONRY 2. DESIGN LOADING FOR THIS STRUCTURE M FOUND IN THE LOAD TABLE ON THIS SHEET. ENCLOSED UILOING: UNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS. REVIEWED FOR CODE COMPLIANC,:� ui INTERIO R PRESSURE z COEFFIC IENT: 0.18 10. CASTCRETE PRECAST LINTELS TO BE USED OVER ALL OPENINGS.UNO.SEE PLAN FOR SIZE AND 3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPS . ALTERNATE CONNECTORS ARE ROOF PITCH: MATCH EXISTING REINFORCEMENT. CITY OF ATLANTIC BEACH uj ACCEPTABL PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED.CONTACT ENGINEER OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. SEE PERMITS FOR ADDITIONAL 4. ALL WOO DIRECTLY EXPOSED TO CONCRETE MASONRY OR SOIL SHALL BE PRESSURE TREATED. REOUIREMENTS AND CONDITIONS 5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. 6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED. DATE- 6-6 (l 7 DIMENSI N LUMBER RMEWED BY. 7 7. ALL MEM13ER SIZES GIVEN IN THE DRAWINGS RE NOMINAL DWENSIONS 7.2: WHERE POSTS ARE CAL ED OUT HEADERS SHALL BEAR FULLY ON POSTS. 7.3. A BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMB RS SHALL BE FRAMED WITH SIMPSON STRONG-TI JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGIN FROF RECORD,TH JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND LENGTH PER THE DETAILS. S. ALL NAILS SHALL BE COMMON NAILS,UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED BELOW 972 8d=0.131"�2-1/2' RECEIVED �2,d=,�,48*"3"1/4� 6 0, d= 62".3-10 9. WHERE FRAMING DETAILS SHOW FOOTINGS.SEE FOOTING DETAILS ON THE FOUNDATION PLAIN AND/OR THE FOOTING DETAILS SHEET. ............. 10. CONVENTIONAL FRAMING LUMBER IS 2.N..2 SYP UNLESS NOTED OTHERWISE. JUN i 2W 4U 0 M N0.69328 z STATE OF 0 Building Department '141 MY of Atlanfic Beach, FL -.1 N.. SO.01 1 OF 4 FRAMING NOTES AND LEGEND T P AND BOTTOM PLATE MATERIAL: 2x No.2 SYP,UNO. STUD MATERIAL: 2x No.2 SPF,UNO. HEADERS: ALL HEADERS ARE(2)2,6 No.2 SYP WITH TWO KINGS AND ONE CRIP LE, P UNO-FAS EN HEADER LUMBER TOGETHER USING(2)ROWS OF 16d(0.148.X S3.01 3.5')COMMON NAILS AT 12"ON CENTER.USE OSB SHIMS AS NECESSARY To 'E 7 MAKE THE HEADER THICKNESS EQUAL TO THAT OF THE WALL IT IS IN,SEE z OZ .1 THE HEADER DETAIL FOR FASTENING SPECIFICATIONS. HEADER NOTATION IS NNUM ER OF PLIES IN HEADER 2X1 (2)2X12 (2)2X12 (2).2x6 2:1 UMBER OF KING STUDS LL N..ER OF CRIP11F STUDS SIZE OF DIMENSIONAL LUMBER ZO VE IFY EXISTING WAILL m HA #5 VERTICAL REI FORCEMENT AT PORCHIGLULAM BEAM 24'O.C. I ;:-- �m I-STORY THREADED ROD (3)1.75�X16-2.0ELVI-4:3 @ U) INDICATES GLAZING CLASSIFIED AS END ZONE, 3.01 AL OT.ERG—IN.L.C-17.0NEXTER ROF Of- @ STRUCTURE WILL BE CLASSIFIED AS INTERIOR 0 ZONE,SEr"COMPONFNT AND CLADDING DESIGN 1-- @ PRESSURES,'ON COVER SHEET LLJ S, ROOF FRAMED WITH EXISTING 2X4 WALLS TO BE z z 11 g n REINFORCED SEE TABLE FOR ROOF FTER SIZE 0 < Um A D SPACING. 0 0 M: ON RIDGE BEAMS x COM (.9 z L) (2) SEE CONVENTIONAL FRAMING NOTES 0 4 Lu m FOR FASTENING SPECIFICATIONS. c) L) I Z z 1- VERIFY EXISTING WALL VERIFY EXISTING WALL HAS#5VERTICAL HAS#5 VERTICAL Ol 10 CONVENTIONAL FRAMING-ROOF REI FORCEMENTAT REINFORCEMENT AT 0 U) 48'O.C. 48"D.C. 0 MAX ROOF SPANS WITH 20 PSF LIVE LOAD,la PSF DEAD LOAD, AND 1.25 DURATION FACTOR U) GRADE, SYP No.1 N.2 0 SPACING 16" 2V 16" 24" 2�6 14'-l" IT-3" 131-51 lll�l 2.8 18'.1" 16-�' IT-V 1-11" 2x10 23"-2" 18.11"_ 20'-3" 2xI2 I.,. 2Z-6" 23'-10* 0 0 z Z [L T LE�VEL W�ALL P�LAN �OND�LEVEL�WALL�PLAN F PLAN z C Fl-14! C !?T? u— OFFICE COPY (D G� o No.59328 PO... STATE:OF S2.01 3 OF 4 GENERAL NOTES 231-6" 1. CODES USED:2014 FLORIDA BUILDING CODE,RESIDENTIAL EDITION,ANSI/NSPI 3,ANSYNSPI 5, GRADE BEAM SCHEDULE ANSVNSPI 7 ANSIIAPSP 15, lll� 1214), 2. ALL DESIGN,CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE T H IGHT WIDTH EMENTIRE FORCEMENT REINFORCEMENT REINFORCEMENT REINFORCEMENT REINFORCEMENT MARK (IN.) I REINFORC B C E CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK N-) A D STIRRUPS 3� CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO GB1 1 V-8- V-0- 1 (4)#6 N/A N/A (3)#6 NIA .1 TIES AT 1 Z..r. COMMENCING CONSTRUCTION, 2 4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS NOTE- JO B ONLY.DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE I TIES SHALL BE SPACED AT WO.C.WITHIN 36-OF ALL PILES(TYP.) ON THE PLANS. Z 2. SEE DETAIL THIS PAGE FOR TYPE I GRADE BEAMS. 0 0 5 S UBSUR ACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE 0 OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFAC CONDITIONS. IF SOIL PREPARATIONS NOTED IN SAID REPORT BHA L BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS.DESIGN OF THIS STRUCTURE WAS PERFORMED ASSUMING 15COPSF SOIL CAPACITY. AUGER CAST PILES SPACING 1. THE SCOPE OF WORK 01 THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS. E ISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL SEE PLAN REINF.0 E ISTINGiNEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES,AND NOTIFY ADDITIONAL 025 L�2 te tE ENGI EER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES SEE TABLE REINF.B 0.25 1 A ADDIT,O C,Tj CTj ADDITI ANIDIOR DIS REPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION DOCUMENTS ANDIOR 0.25 Lrl REINF.A REINF.Ai ArTU L FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY REINF.AS lz BRA INQSHORING,TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES PER SCHEDULEM C NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION.THE 0 HE 3'� STIRRUPS DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE T SOLE RESPONSIBILITY OF THE STIRRUPS C NTRACTOR. CONCRETE NOTES r 1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318,LATEST EDITION, 1 V-6" #3 T S. 025 1,1 �.25 L�2 :BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE',AND ACI 301,LATEST EDITION, 6. SEE SCHEDULE REINF.D I LREINF.E RE NF.E ADDITIONAL ADDITIONAL SPECIFICATIONS FOR STRUCTURAL CONCRETE' S 1 2 01 TYR PILE REINF.D 2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE,J145 PCF-I-)ALL CEMENT SHALL f�%PILE PLAN CONF RM TO ASTM C150,TYPE 1.MAXIMUM AGGREGATE SIZE SHALL BE 1��'INCHES FOR FOUNDOATIONS.AND W FOR ALL SLABS AND SHALL CONFORM TO ASTM C33. AUGER -A DER 2 z 3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS, PLAN NOTES� CAST PILE LN I CAST PILE LN 2 0 0 4- ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-AM5.ALL 1. 0 DENOTES 16-DIA.PILE,REINFORCED AS SHOWN ON 0 CONCRETE REINFORCEMENT SHALL BE FABRICATED,INSTALLED,SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315.'DETAILS AND DETAILING OF JIS2J PILE TIP ELEVATIONS SHALL SEAS SPECIFIED BY z =W, CONCRETE REINFORCEMENT" SOILSIREPORT. 0 > Z 5. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", 2. SEE ARCHITECTURAL DWGS FOR ALL BUILDING ELEVATIONS. f-%TYPE I GRADE BEAM 0 WHICHEVER IS GREATER. Z 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; 5 Lij Ur, 6.1. 3'FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH Of LU F- Z co 2 6.2. 2'FOR CONCRETE EXPOSED TO EARTH AND WEATHER 2514111 (2)CORN R BARS AT OUTSIDE� (1) 0 1- 6.3. 1 ilZFOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY MATCH SIZE AND GRADE OF Z z REINFORCEMENT. BEAM STEEL 8 R BAR (2)CORNER 5 AT OUTSIDE. 0 z MATCH SIZE AND GRADE OF 0 BEAM STEEL. 0 cl) U) T 41' 4 IS CONT. --------------------------------- 0 C13 L G�l ----------------------------------------------------- #'@w D.C. GB1 -------- --------- THROUGHOUT #6Q12-D.C. -------- CONT.(8) 7 STANDARD HOOK STIRRUPS ILE SECTION I I W@12-O.C. /_1 CONT.(T) 0. cn 24'.24*02"DEEP RADE GRADE BEAM INTEGRATED WITH POOL WITH(4)06 EAC WAY. SHELL.SEE SECTION 21S1.01 AND GRADE GB1 f-p%BEAM CORNER REINF. f;�%TYPICAL BEAM INTERSECTION REINF. < BEAM SCHEDULE FOR REFORCEMENT. ui 14'.8.5-NAVD POOL BOTTOM AT 5'4I'WATER DEPTH SEE SEE SCHED. 0 SPACES AT 6-O.C.,6--W SCHED TOP REINF. z SEE L T ES AT SPACING SHOWN SCHEDULE CENTERED OVER COLUMN. 13-4.5-NAVDs TOPOFPILEATF-6" f�VOOL GRADE BEAM AND SLAB PLAN WATER DEPTH PLAN NOTES 1. DENOTES GRADE BEAM. ..A..ERCA.TlIL. 4- 7777� 2� TYPICAL REINFORCED CONCRETE STRUCTURAL4LAB CONSTRUCTION 0 (4)#5 CONTINUOUS THROUGHOUT SLAB THICKNESS(T)AND REINFORCEMENT AS NOTED ON P�� BOT REINF. S EE SCHEDULE 3. DENOTES#6 BOTTOM REINFORCEMENT AT 12"D.C. CONCRETE AUGER CAST #3 AT 12-D.C.CONT. 4. DENOTES#6 BOTTOM REINFORCEMENT AT 12"O�C. PILE(SEE PLAN) -7-4 6-POOL SHELL WITH ;H'w� T OC I. 6- ---------- TEMPERAT RE AND SHIRNKAGE BARS ARE WI @ 18-O.C. DO > W1 ACI STD.HOOK,TYP ENTIRE SLAB. #3 STEELAT IZO.C. 5> Y L YPICAL TIE DETAIL 4--F NAVD SCOUR DEPTH E AICH WAY WALL 7T-i 6. GBX DENOTES GRA E BEAM AND TYPE,SEE SCHEDULE. �9 MAY BE L&�A:FED 314- V-0- X=MARK ANYWHERE ABOVE GRADE BEAM. 6"POOL SHELL WITH#3C EEL AT 12 O.C, EACH WAY. GRADE BEAM STEEL. r 11"ll-All EE PLAN SEE SCHEDULE r 11'11AB,SEE PLAN // // FOR REINF. FOR REIN F ------------------------ Digita lys -pgo LIJ--- Geoff ------- )y Gevff,140A� ------- -----------! !%� : i : 1. bate: ADDITIONAL(3)#6 V A t) BARS EACH WAY AT ADDITIONAL(3)#6 BARS EACH -10'4'NAVD TIPDEPTH 24`X24"EXTENSION WAY.SEE R INF.DETAIL B. GRADE BEAM.SEE SCHEDULE Gartner'115''il F- 'E----�M R .. .... ....... RAD GE 0 CA-T'I C GRADE BEAM.SEE SCHEDULE 7 �,,A IWO'. AUGERCAST PILE. A ER.A.T ILE- ADDITIONAL(3)#6 REINFORCEMENT EXTENDS 10- REIN ORCEMENT EXTENDS 10" BARS E CH WAY AT INTO GRADE BEAM. INTO GRADE BEAM. /-,%TYPICAL PILE 24-X24�EXTENSION 111. f-,VOOL SECTION f,�VOOL SECTION %tlw7T� f-,'�REINF. DETAIL S2.01 3 OF 4 9 w 0 z w E Z 0 LL m z 0 m w 8 ru 0 0 0 Lu w W M 0 w 5 > w w '01 22'-3" 00, 2' 5-4" 13'-1 -92L ()2! r4 -'I, CIA In P.- S1.01 z 0 T CP ——————————--——————————————————————— I r2 ————————--——————————————————— S1.01 Y^4 "6, 1 \�iVol I ��4 bo I . I YA2 4_� 2 VERIFY EXISTING WALL ""I V-01 S1.01 HAS#5 VERTICAL r5 REINFORCEMENT AT #5 VERTICAL REINFORCEMENT AT 48"O.C.UP cy) 24"O.C. L—————————— — TO TOP COURSE. m ————————- 04 cy) ALL CELLS FULLY GROUTED. L _7 Z _j III LL ----- ----- CONTINUOUS BOND BEAM WITH 3000 PSI CONCRETE AND(1)#5 BAR vii 16wx24" > PAVERS BY OTHERS. LL 0 6 2 FOOTING r c M 9 Z c) S1.01 ui #5 VERTICAL REINFORCEMENT AT 32" > 8"X16"RETAINING WALL Z 0 O.C.UP TO TOP COURSE.PLACE BARS IN Ill vj� co SAME CELLS AS BARS AT BOTTOM STEM. Lo #5 VERTICAL REINFORCEMENT AT 8'O.C.UP Lo z ALL CELLS FULLY GROUTED. TO 3' 10". 2 ui PAVERS BY OTHERS VERTICAL REINFORCEMENT TO HAVE 9"BEND NEW PAVER AREA 16*x36" FOOTING— AT BOTTOM. % 8"X16"RETAINING WALL #5 VERTICAL REINFORCEMENT AT 16" 16-x24-FOOTING WITH(3)#5 BARS w O.C.BAR EXTENDS TO 3"BELOW TOP OF CONTINUOUS. 3' 12"BLOCK. ol #5 L-BAR AT 24"O.C., 11 INTO FOOTING,24 3 VERTICAL REINFORCEMENT TO HAVE 9" INTO SLAB. BEND AT BOTTOM. VERIFY EXISTING WALL Ai I VERIFY EXISTING WALL FOOTING TO BEAR ON FIRM UNDISTURBED V REINFORCEMEIS **IF NO SLAB USED,8-Xl2-KEY WITH(2)#5 HAS#5 VERTICAL HAS#5 VERTICAL co SOIL. IT AT REINFORCEMENT AT _J 16")Q4-FOOTING WITH#5 BARS AT 10.5- 48"O.C. 48"O.C. ;t O.C.CONTINUOUS AND 12"O.C. BARS CONTINUOUS TO RESIST SLIDING. Al 0 EXTEND VERTICAL WALL REINFORCEMENT TRANSVERSE. c� > INTO KEY. 'o 20 1, 1 e CL #5 L-BAR AT 24-O.C., 11 INTO FOOTING,6- 0 0 UL BEND INTO KEY. FOOTING TG BEAR ON FRtA---- UNDISTURBED SOIL. > Go W LL 16"x24" z FOOTIN ETAINING WALL SECTION �LL�R E�TA�IN I�NG�W�AL�LS�EC�Tl O�N 2 1. 614-�T 3/4" -0" A 1 01 L-———————————————————————————— 0 LAN z D 8"x8"THICKENED EDGE WITH 0 (1)#4 CONTINUOUS LL 24"x24"xl 2"DEEP FOOTING WITH(3)#5 BARS EACH WAY co cm 6 C uj a- 0 00 L) tL 2X10 JOISTS AT 16"O.C.WITH 2X10 BAND (9 'c"' BOARD.tX5.5"DECKING, FASTENED TO �6 C-"j -0 u- JOISTS WITH(2)-116"X2-3/4"DECK SCREWS. C coz w - 0 X 'Do COO 2X10 BAND BOARD TOE-NAILED TO 2X8 T_ cl) BASE PLATE WITH 10d NAILS AT 12"O.C. C) 0) o 4 TEM WALL DETAIL SEE TYPICAL S cq Q _12 FOR REINFORCEMENT DETAILS. CASTCRETE 8F8-1 B LINTEL 2X8 PT NO.2 BASE PLATE. @ CONTINUOUS BOND BEAM WITH WN PSI CONCRETE AND(1)#5 BAR END VERTICAL BAR OF 1 i NNAY 4 RESPECTIVE WALL SECTIONS. 8"X16"CMU STEMWALL.CELLS FILLED WITH 3000psi CONCRETE AND(1)#5 BAR 0 AT 48"O.C. 41 3 16"TALL STEP UP. USE#5 Z-BAR CD FILL ALL CELLS ADJACENT TO T ONE STORY: d=8',b=16",(2)#4 BARS CH BAR LOCATION IN AT EA RESPSECTIVE FOOTINGS. OPENINGS WITH 3000 PSI TWO STORY: d=l 0 ,b=20 (3)#4 BARS CONCRETE AND(1)#4 BAR.BEND ONE STORY: d=l 2%b=24-, (2)#5 BARS MINIMUM 40 BAR DIAMETER LAP. 7 7 ------- INTO TOP COURSE BOND BEAM 12". R VERTICAL WALL REINFORCEMENT TO 43 BEND 9"INTO FOOTING. J,1 7 t7-7- ------ SEE FOUNDATION PLAN FOR 77-i ! FOOTING TO BEAR ON FIRM Sheet No. -777--z- UNDISTURBED SOIL. FOOTING SPECIFICATIONS. REVASION _01 lap# DATE.Uj..Qj..U. simol S'*o' —7 *6 1 /3' f VAM NV-314" UP DETAIL CRAWL SPACE ACCESS. 3/4*= V-0" P31 �31 0 F M A P 0 F S U R V .E Y LOt 32, NORTH ATLANTIC BEACH - UNIT No. 1 - R-C-B-S CORPORATION, AS RECORDED IN PLAT BOOK 15, PAGE 10 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, EXCEPTING THEREFROM ANY LANDS LYING EASTERLY OF THE EROSION CONTROL LINE FOR DUVAL COUNTY AS RECORDED IN PLAT 800K 35, PAGES 59, 59A & 59B OF SAID PUBLIC RECORDS. <1 0 0 C113 Nk I rn rn E14T �ti (o LA D.E P VA014UM to LA ji-si-AV 6001) WALK OPPOSITE ONUMENT R-44 M 0 01 4Zr 7-9 9 0. It 2 STORY FRAME RESIDENCE No. 1765 0 01 0 R -��' CON�WM P�OMDECK 0.in g 2 2Z5* r1i � -- 1+ I LOT 33 WOW PO*FR POLE 1 7'4' 1 69.2! BENCHMARK. NAIL IN PO*FR POLE. ELEVAT19 1143 FOUND 112- PF& NO CAP TELEPHONE RISER----_ a 16'N?y) C6* WOOD FENCE EDGE OF WOETA7WN CA13LE RISER:::::�� a :=Ct----- n �L� a MEM WIGH WA 7ER LINE 1W E4SEIWENT FOR INGRESS ( S8938'4eE 131.69' IRON - IRON i�EVAiii�-:-iO4 (N.A.Va) 1- UNDER CONCRETE DRIVE P AND EORM OFF70AL FRAME ( S89*38'4,eE 206.47' CALCULA D GXNCREZE FOUND 112- (31 SEASaVAL HXH WAIER LfiVE 5 RECORDS BOW�V9, PACE 1 .6, MON PP& ELEVA 71ON-fiL54'(N.A VD.) SHED 6' WOOD FEN(Z 206. 1.1 11EXONALL (A .120 20- .5f 9 35'12 IE 7.5 11 : C3 �gi Ifir ,TX' 13 rix4o 11 11 /X9*0119 11, IIIX13-8 I 12j5 8.9 7.1 0.1 Ylt -t-;l- " - - 1 z Is I I x x WA ME�hO FOUND *02- \x- PIPE, NO CAP :J4 Ll if `�x I \ A( 0 NORTHING 1 6 26 1 I TWO S rORY PALM 0 rn 2 EaASZING 71 9 1 ;0 7zi- 0.5 I \IOU 4 t (CALCCU"CAA X1 I MASONRY & LOT 32 46 TMENT 0 DIM G4 > C, I FRAME GARAGE 0 .8 -t Vi 0 rn 2 11 APAR 0 \\ \\ V 46 SIP\ L4 ILA )i 0) wA mdTERO FINISHED 1.0 FLOOR=13.07 CA I if zo r4 C! I i� 11 1 1 1.3 1 9,0 X7.5 11 it 0 A4 x > TWO STORY BRICK 13. 13-501 7.0 X3.6 i 3 2&5' -7 -Z�0 I I X14 11 0.1 > r- 20-2 2 RESIDENCE No. 17551A 1,2 X1 X11 , 0 hn- 0 it 1 11 A0.4 t rn CONCR 71 0 ol, FINISHED FLOOR= 16.1 11 x 11.9 I-XI2 1 1.2.,qp>�Ii I > J� -0 (A I x -20.54 16 1 OD jA(A .51 Rx. �4 al Ul -u 20.1 19.91 1 CD 4 0) .0k,10 I I I I > 11 ki it f it It \\ (A It 2-5 1* i 1 1 0 *is 20-1 --- t 0 > -1 to FALM,- I CLEAN-OU r FRAME I It ik SUN ROOM NORTMNG 057&16 1 .99 ONARFTF �Al kl� t EASZING 6 .7 1 1 6' p. .88 XWE G*SSES rn I mmfww 11 1 0 fim I 1 0!18 1114,419.9 1 PA0 2Z 7r' 115-19 DUO, 77 #n r C f�,1 .1 1 1 1 1 1 / ��vn* PATIO . 3 1, 1, a-111 7 7N 11 C 777- \-4 4 111.0 .j2.3 7.1 x 1 2.0 1 0.2 > X12+ i�`N "'., IrOUND CUT ON ii I X13-9 1�9 I g. x 1 4 it X 3-1 x- '12 T 209.03 a MEIN= FT- 1 1 J'ACE OF �K 0-C)AI o I X, it \ix I/ X 4 X 7.6 rn WOOD POWER-POLE---o S89*35 S89-32 5"E 207.37' IRON - CUT 3 STORY BRICK AND 0 WOOD FRAME RESIDENCE No. 1751 01 116.2' 29.9' > x 27.3' CONCRETE H&DWALL 0- 114.9' FOUND I IRON 0 0 FOUND alT ON EAST WOOD FACE OF BULKHEAD STEPS WOOD x WALL & L > 3C 57.S TWO STORY FRAME 0 LOT 30 O.-r AND MASONRY CA X TWO STORY lot GARAGE lio FRAME 0 Ct 0.1r RESIDENCE rn P, NO- 1745 01\ wow DECK 90.3k CONCRETE WALK 56.7s WOOD DECK WOOD WALK 2M1 OPPOSITE 2Lr b MONUMENT R WOOD WALK TWO STORY 90.91 41 MASONRY & A FRAME GARAGE & NOTES: MASONRY and FRAME *1C 1. THIS IS A TOPOGRAPHIC AND BOUNDARY SURVEY. & RESIDE�CE RESIDENCE PK 2. BEARINGS BASED ON A CALCULATED LINE BETWEEN: C4 No. 1739 LOT 29 DEPARTMENT OF NATURAL RESOURCES MONUMENTS 72-81-A17 AND 72-81-A18 PER THE COASTAL WOOD WALK CONSTRUCTION CONTROL LINE FOR DUVAL COUNTY, FLORIDA. 3. THE CURRENT COASTAL CONSTRUCTION CONTROL LINE IS RECORDED IN MAP BOOK C. PAGES 72 THROUGH 72H,: DUVAL BRICK COVERED CONCRETE STEP COUNTY, RECORDED JULY 21, 1992. 4. MEAN HIGH WATER LINE (MHW) DETERMINED USING EXTENDED DATUM FOR TIDE INTERPOLA11ON POINT 100978 CREW WALK DECK. (ATLANTIC BEACH, MHW = 2.04 (NAVD 1988). TIDE RANGE 5.0'). 5. SEASONAL HIGH WATER LINE AS DEFINED BY FLORIDA CONCRETE STATUTES CHAPTER 161.053 (6)(a)2: "Seasonal high-water line" means the line formed by the Intersection of the rising rn shore and the elevation of 150 percent of the local 'mean tidal range above local mean high water. M 2.04 + (1.5 X 5.0') = 9.54 (NAVD 1988) > M OD 0 ;z 0 6. COORDINATES AT PROPERTY CORNERS ARE BASED ON > .rn LEGEND STATE PLANE COORDINATE SYSTEM, EAST ZONE, OBTAINED CONCRETE 0 CO USING GPS RUN USING SPECRA PRESCISION EPOCH 25 Ll/L2 > z ;0 0 IN-GROUND C.C.C.L. DENOTES COASTAL CONSTRUCTION CONTROL LINE EQUIPMENT AND TRIMBLE VRS SOFTWARE. 10 zo 40 M 105.2' POOL LOT 28 7. REFERENCE BENCHMARK IS DEPARTMENT OF NATURAL 11111111111111111 C DO SCALE: 1 20' 0 ;0 G.P.L DENOTES THE GENERAL PERMIT LINE RESOURCES MONUMENT 72-81-A17, OBTAINED BY GP$ USING 0 SPECTRA PRECISION EPOCH 50 EQUIPMENT AND TRIM13LE VRS ;u 0 SOFTWARE. > ELEVAnON = 12.07 (NAVD 1988). z K 8. THE EROSION CONTROL LINE AS RECORDED IN PLAT BOOK OPPOSITE M 0 .35, PAGES 59, 59A & 59B OF THE CURRENT PUBLIC MONUMENT R-46 oo ;0 M I RECORDS OF DUVAL COUNTY, FLORIDA IS THE EASTERLY MOST OJ7 rn CONCRETE 43 u) PROPERTY LINE FOR PRIVATE LANDS IN SAID COUNTY. (zi CA - a) 0 ;0 9. GPS RUN USING SPECTRA PRECISION EPOCH 25 L1/L2 rn 0 EQUIPMENT AND TRIMBLE VRS SOFTWARE. Z 10. THE GENERAL PERMIT LINE SHOWN AS PER OFFICIAL 0 RECORDS BOOK 12975, PAGE 1781 OF THE CURRENT PUBLIC M RECORDS OF DUVAL COUNTY, FLORIDA. 11. CONTOURS ARE COMPUTER GENERATED. 12. SITE BENCHMARK IS A NAIL IN A WOOD POWER POLE THIS SURVEY WAS MADE FOR THE BENEFIT OF NEAR THE NORTHWEST CORNER OF RESIDENCE No. 1755. JEFFERY D S ANSON. 38.7- ELEVATION-13.43 (N.A.V.D.) THE PROPERTY SHOWN HEREON APPEARS TO LIE IN FLOOD ZONES -X- (AREA OUTSI)E THE 0.2% ANNUAL D.E.P. MONUMENT CHANCE FLOODPLAIN) AND -AO" (DEPTH 2') AS WELL 72-81-A18 AS CAN BE DETERMINED FROM THE FLOOD OPPOSITE INSURANCE RATE MAP No. 1201"51C0409H, REVISED D.E.P. TOPOGRAPHIC SURVEY UPDATE- NOVEMBER 22, 2016 DONN W. BOATWRI.GHT. fl.S;M'. "NOT VALID WITHOUT THE SIGNATURE AND THE MONUMENT R-47 JUNE 3. 2013 FOR DUVAL COUNTY, FLORIDA. FLORIDA LIC. SUW�EYOR ORIGINAL RAISED SEAL OF A FLORIDA LICENSED D.E.R. TOPOGRAPHIC SURVEY NTH TREE LOCATION- JUNE 27, 2016 nd, MAPPER No. LS 3295 `G " MAPPING BUSINESS No. LB 3672 SURVEYOR AND MAPPER.- UPDATE, ADDED EASEMENT- MAY 9, 2016 FLORIDA LIC. SURVEYIN 7' 14N =69 = D 71 1.143L 206.3 �1[f=ILE- 2016-1383 J[DRA I VM BY.. CL 'ORS, inc. VILLE BEACH , FLORIDA DA"T..MARCH 21, 2011 SH (904)241-8550 BOATWRIGHT LAND SURVEY 1500 ROBERTS DRIVE JACKSON EET OF FuTE7CKED BY. REF: 2011-0183; 2016-494, 2016-705 Swanson Residence - Construction Site Plan 1755 Beach Ave, Atlantic Beach, FL 32233 77, CONCRETE POOL DECK I r_-, z 22.5' LOT 33 WOOD PoiVER POLE I Z4' 69.2' POOL BENCHMARK: NAIL IN OD 46 PowER POLE. ELEVATI IJ.43 FOUND 112'IRON PIP- NO CAP 6' WOOD FENCE TELEPHONE RISER (10.i6'N11y) S89*38'44"E 131.69' IRON - IRON FOUND 112 C-11 fl- CONCRETE IRON PIPE, 10'EASEMENT FOR IN ED HEADWA CABLE RISER� �ig - ( S89-38'44"E 206.47' CALCULAI LL C �AND EGRESS, OFFICIAL FRAME 206.3 C P-13.1 7 UNDER 2,�,�13 rqx,4 CONCRETE DRIVE RECORDS BOOK g29, PAGE SHED 6' WOOD FE O:z CONCRE 120 D I S69135 12,E1 D LF.- CONCRET t&AQWAa-W7H adi -7 *1,50.0V -1U UJ-1. Y, - 11 U) 0! 'FOUND 112-I-RON :J4 190� WA�L-0,V 0 X,,5.3 (A(A WAWR 1�6E PIPE, NO CAP 1j, PALM d(S NORTHING 1854J-3 6 1 TWO STORY 9.7 DUNE I - N P 61 41 E(CAS'CULA'lf 0)7"11 1 MASONRY & LOT 32 12 10, 0) 0 00 97 C! FRAME GAR GE 2 ........................ Silt Fence 4� 1 L4 U) D> r1i LA r, > 0,(S I I " 0 N - .7() 20.0 �j I CP PARTmENT 7.0' (A A 5.:A --& / 1 -t 14 ME[TER FINISHED 41. goo 0 WATE FLOOR=13.07 "Z-O' TWO STORY BRICK "i G1 0 2 1 1*2 7:r 20. 6.1 1 20,2 Oa RESIDENCE No. 1755� \ x 0 0.11 > 1 - 0 r- QVI x 2.. CON RE 1g\ FINISHED FLOOR= > 0 0 C: x 0 20. ,j ri-n 19. 0.54 19.91 1 6', > --k 1 20.1 1-4 > x -0> Silt Fence 2. 1 Cdo r 0 -OU FRAME to PALW- - ------- EAN 0 UN 6.1 I\ k N > G 1 16.1 DUNE > 03 S ROOM "i 9 9 .60N�LETE VALK�&1 ,85 0 1 / i :�4 93 1 0Z NORTHING J.85783.6 22.7' 18 >rn EAS77NG 5 717.7 COA�RVE I CK PATIO 11.0 ;0 FOUND i PALW 0 A:z PIPE. If L T ON EA > FACE OF B X12 S89*35'12"E 209.03' '-�' R.5� WO D EWE' 10 WOOD POWER POLE '��u - CUT �oi`let [T=emp ( S89-32 5"E 207.37' IRON 3 STORY BRICK AND t! WOOD FRAME RESIDENCE No. 1751 Construction Du=mpster 10.2-3, 29.9' .0, 116.2' 1-1 z \ SECON91 X > STO py-�, 2ZJ' 8.2' CONCRETE /V4EADWALL 0.81� 11A9' Total Lot: 10,200 SF Exisiting: 4,045 SF Proposed: 4,397 SF CONTINUOUS BOND BEAM WITH 3000 PSI 4J CONCRETE AND(1)45 BAR 1"0 GALVANI ED TIE-BACK WITH 3"SO WASHER A PLAN. EACH END.LOCATE AS SHOWN ON 'r 5. NDNUTATZ 27-Y 7-92" —13. -1 02 18"BOND BEAM FOR TIE-BACK SUPPORT si 01 #5 VERTIM REINFORCEMENT AT 48"D.C.UP TO TOP CO RSE. ,T-, ALL CELLS FULLY GROUTED. ------------------- F------------t- I —— _1 FIBER REINFORCED CONCRETE SLAB,4'THICK -------- ---------------------I I Fl- rq�� UNLESS NOTED OTHERWISE ON PLAN. 18"DEEP 24"TALL CONCRETE DEADMAN,CAST IN PLACE WITH FIBERMESH CONCRETE. X16"RETANINGWALL OFFICE COPY u) 77 #5 VERTICAL REINFORCEMENT AT WO.C.UP 0 TO T-10". HA #5 VERTICAL 1 0 REINFORCEMENT AT LLJ 24 D.C. L---- ------- VE TICAL REINFORCEMENT TO HAVE 91 BEND C) i — -Y VE IFY EXISTING WALL 2' AT BOTTOM. U, 'N z 9 z t7-- 0 < U, 1 6"�4"FOOTING WITH(3)#5 BARS ----------- CONTINU S. CONTINUOUS BOND SEAM V1111 I(XX)III #5 L-BAR AT 24"O.C..1 VINTO FOOTING,24� INTO S'.. (zq zo -m-, FOOTING TO BEAR ON FIRM UNDISTURBED CONCRETE AND(1)#5 BAR c) SOIL. U) in "IF SI-AB USED,18�1F KEY WITH(2)#5 Z NO BARS CONTINUOUS TO R SIST SLIDING. < EXTE D VERTICAL WALL REINFORCEMENT 2 V5 NEW4'SLAB INTO KEY. U) 0 w ALL 11LIS FULLY r101TED. Li 0 VE Ily EXISTING WALL &.4�E I TAINING WALL SECTION I VERTICAL REINFORCEMENT AT ll�D.C.11 VE IFY EXISTING WALL HA �5VERTICAL TO TOP COURSE.PLACE BARS IN SAME CELLS HA #5 VERTICAL REINFOR EMENTAT REINFORCEMENT AT AS BARS AT BOTTOM STEM. 48*D.C. 48"D.C. i L 2t' 5 BAR CONTINUOUS IN TOP COURSE. FIBER R INF CED CONCRETE SLAB.4"THICK UNLESS NOTED OTHERWISE ON PLAN. 3 COURSE 12'X16'AT BASE OF ALL # VERTICAL REINFORCEMENT AT 16"O.C.BAR EXTENDS TO YBELOW TOP OF 12�BLOCK. V RTICAL REINFORCEMENT TO HAVE 9'BEND AT BOTTOM. L si 01 16".48"FOOTING WITH#5 BARS AT 10.5"D.C. CONTINUOUS AND 12"D.C.TRANSVERSE. z #5 L-BAR AT 24"O.C.,11"INTO FOOTING,14' 0 INTO SLAB. FOOT NG TO BEAR ON FIRM UNDISTURBED 6 SOIL. JDATION PLAN 0 all --IF NO SLAB USED,18�XIV KEY WITH(2)#5 z BARS CONTINUOUS TO RESIST SLIDING. EXT D ERTICAL WALL REINFORCEMENT D W n ICKENED EDGE WITH 81, 1-4- INTO Y. (1) C)NTINUOUS 0 2' LL 24".24"12"DEEP FOOTING WITH #5 BARS EACH WAY 3-4)' ,K�INING WALL SECTION H 2X10JOIST AT 16'O.C.WITH 2XIO BAND BOARD.t 5.5'DECKING,FASTENED TO C NTINUOUS BOND BEAM WITH 3000 PS I X JOISTS WITH(2)J"X2-3 4"DECK SCREWS. CONCRETE AND(1)#5 BAFt ALL CELLS FULLY GROUTED. 2X10 RAND BOARD TOE-NA[LED TO 2XII SEETYPICALSTEMW LDETAIL BASE PLATE WITH 10d NALSAT 12"O.C. 6 FIBERR INFORCED CONCRETE SLAB,4THICK FOR REI.FOR.EME.1.—�L.. CASTCRETE 8F8-IB LINTEL -------- 2X8 PT NO.2 BASE PLATE. @ Z; CONT UOUS BOND BEAM WITH 3000 PSI 0 I < END VERTICAL BAR 01 CONCRETE AND(1)#5 BAR .......... I COURSE 12"XI I'AT BASE 01 WALL # VERTICAL REINFORCEMENT AT 16"O.C.BAR RESPECTIVE WALL SE-TIONS. EXTENDS TO 3"BELOW TOP OF 12'BLOCK. 5 BAR AT IIOTTOM_ B"X16 CMUSTEMWALL.CELLS FILLED _2 W AT 4W D.C. WITH 3000psl CONCRETE MD V RTICAL REINFORCEMENT TO HAVE 1"IENO 16"TALL STEP UP.USE#5 Z-BAR N..59 28 AT EACH BAR LOCATI IN N FIL ALL CELLS ADJACENT TO ONE STORY: d�".b=16",(2*`BARS 16".48"FOOTI G WITH#5 BARS AT 10.5"O.C. RESPSEC WE FOOTII`GS. OF NINGSWITH3000 PSI t STATE OF MI TWO STORY: d-1 0'.b-20'.(3�#4 BARS CONTINUOUS AND 12"O,C,TRANSVERSE, s_, NIMUM 40 BAR DIAN ETER LAP. CONCRETE AND(1)"BAR.SEND ONE STORY: d-1 2".b=24'(2#5 BARS 0 ETT:: INTO FOOTING, INTO SLAB. OP INTO T COURSE BOND BEAM 1;2�. VERTICAL ALL REINFORCEMENT TO #5 L-SAR AT 24"O.C..11'INTO FOOTING,24' BEND FOOTING TO BEAR ON FIRM UNDISTURBED SEE FOUNDATION PLAN FOR FOOTIN TO BEAR ON FIRM 211. SOIL. S-1 N. FOOTING SPECIFICATIONS. UNDISTURBED SOIL. UP DETAIL CRAWL SPACE ACCESS E.-_GRADESECTION INING WALL SECTION S1 .01 3/4-1'4' &3 TT 2 OF 4 711"OSS ROOF DECK FASTENED _T Tor MING WITH 8d RING SHANKS AT T O.C.ON EDGES AND 12"O.C. 2X6 TRELLIS RAFTER AT 24'D.C.FASTEN TO LEDGER IN FIELD. W TH(2)SDS25412 TOE�SCREWS.FASTEN TO BEAM W:TH TIMBERLOK TLOK10. S E CONVENTIONAL FRAMING WOOD-FRAMED WALL.SEE SECTION IIS3.01 FOR NOTES FOR RAFTER TO TOP PLATE DETAILS. FASTENING. 2X6 LEDGER FASTENED TO STUDS WITH(3)1/4'X4- (2)2xI 2 NO.2 BEAM.FASTEN PLIES WOOD SCREWS PER INTERSECTION or STUD AND TOGETHER WITH(2)ROWS OF 10d LED ER. 7/16'OSS ROOF D CK FASTENED TO NAILS AT 12"O.C.STAGGERED. 4X6 TRELLIS BEAM.FASTEN TO BEAM BELOW WITH FRAMING WITH 8d RING SHANKS AT 6"O.C. FASTEN BEAM TO POST WITH TIMBERLOK TLOK08 SCREWS.COUNTERSINK AND FILL . ... . . . . ON EDGES AND 12*O.C.IN FIELD. MSTA24 STRAP,ALL HOLES FILLED HOLE AS NEEDED. WITH 10d NAILS 7 16"085 ROOF DECK FASTENED TO 4X4 HORIZONTAL BRACE.45*BEVEL AND FASTEN TO FRAMING WITH 8d RING SHANKS AT 6'0.C. VERTICAL BRACE WITH(2)SDS25600.NOTCH POST 1.2" S E CONVENTIONAL FRAMING NOTES FOR ON EDGES AND 12"O.C.IN FIELD. TO ALLOW FOR DIAGONAL BRACE. RAFTER TO TOP PLATE FASTENING. 4X4 VERTICAL BRACE.FASTEN TO CMU WITH(2)3/8-0 SEE CONVENTIONAL FRAMING NOTES FOR T ROUGH-SOLTS.45�BEVEL AT TOP.NOTCH POST 1-2" (2)2. NO.2 SYP TOP PLATE FASTENED RAFTER TO TOP PLATE FASTENING. TO ALLOW FOR DIAGONAL BRACE. —————— WfrH(2)ROW 10clAT16"O.C. 4X8 DIAGONAL BRACE,CUT FOR ARC.FASTEN TO STA GERED.MINIMUM 24"LAP WITH(12) 2X RAFTERS AT 24'O.C.SEE PLAN FOR VERTICAL BRACE POST WITH(2)SDS25312.FASTEN TO 1 Od IN LAP. SIZE. HORIZONTAL BRACE WITH(2)SDS2�M. SEE SECTION 2/S3.01 NOTES: 4X4 PT NO.2 SYP POST.SFE PLAN 1. COUNTERSINK AND FILL ALL BOLTS AND SCREWS. ALL THRIAD IONNICT.FS.SEE FORSLZE. 2. SEE ARCHITECTURAL PLANS FOR SPECIFIC KORBEL U) ALL-THREAD NOTES ON THIS SHEET FOR DIMENSIONS. INST LLATION SPECIFICATIONS,SPACING 0 AND EMBEDMENT. f-,'%TYPICAL WALL SECTION f-A-'9(0RBEL DETAIL 0 3/4"z 1'�" w LU AB USE 17ANCHOR EMBEDDED 6* No ALL HOLES FILLED WITH 10d z s NAILS. 0 LU FASTEN 7116"OSB W/Ild @ 6'O.C.ON L) 0 EDGES.12"O.C.IN FIELD. Z L) 0 0 ri) DO L) ADD114 PF STUDS AT 16"0,C,BETWEEN FINISHED GRADE . I OR ADJACENT TO THE EXISTING STUDS. z Z) EXISTING BOTTOM PLATE TO REMAIN. SEE SHEET SI.01 FOR FOUNDATION m U) DETAILS. 0 EXISTING FLOOR SYSTEM U) 0 VERIFY OR INSTALL A 2X8 PT SYP TOP PLATE.FASTEN 0 BOND BEAM WITH 1�' ANCHOR BOLTS AT 48"O.C.ANCHOR BOLTSE BEDDED 6'INTO BOND BEAM. PLACE NCHORBOLTSWITIHINH�OF TYPICAL WALL SECTION SPLICES,AS REQUIRED, 3/4" I'H(I" PROPOSED MASONRY WALL ALL THREAD EXTENDS 8"INTO BOND BEAM EXISTING BOND BEAM EXISTING MASONRY WALL VERIFY#5 BARS AT 48"O.C.MAX.IF NONE, �NSTALL#6 BAR,DRILLED AND EPDXIED 6" NTO EXISTING BOND BEAM.EXTEND 25" INTO EMPTY CELL. 2X8 TRELLIS RAFTER AT 24"O.C.FASTEN TO LEDGER WITH(2)SDS25412 TOE-SCREWS FASTEN TO BEAM TLOKIO. WITH TIMBERLO WOOD�F ED WALL.SEE SECTION 1/S3.01 FOR < DETAILS. EXISTING MASONRY BLOCK WALL.VERI OR INSTALL#5 VERTIC L 2X4 LEDGER FASTENED TO STUDS WITH(3)1/4-X4� w R INFORCEMENT AT CELLS ADJACENT TO WOOD SCREWS PER INTERSECTION OF STUD AND #6 REINFORCEMENT,DRILLED AND EPDXIED CORNER,EACH SIDE OF OPENI GS,AND LEDGER. USING.1111S..SET ADIESIVE.PLACE ONE BARATTHE OPCOURSE.ONEATMID AT SPACING SHOWN ON PLAN,FILL CELLS 3X10 TREL IS SEAM.FASTEN TO BEAM BE OW WITH HEIGHT AND ONE AT THE BOTTOM COURSE. WITH 3000 PSI CONCRETE. TIMBERLOK LOG012 SCREWS.COUNTERSINK AND FILL HOLE AS NEEDED. CELLS 1.THE III IOSI.AND EXISHNG IN SAME CELL" 4X6HORLZONTAL BRACE 45'BEVEL AND FASTEN TO NEW EPDXIED BARS AND VERTICAL BARS VERTICAL BRACE WITH(2)SDS25600.NOTCH POST 1-2" WALL MUST BE FILLED.MINIMUM TO ALLOW FOR DIAGONAL BRACE. EMBE MENTINTOEXISTINGWA-LAND PROPOSED WALL IS 6".MINIMUM EDGE VERIFY#5 S AT 48"O.C.MAX.IF NONE, DISTANCE or REII FOR EMENT IS 3'. SEE SECTION ltS3.01 FOR TYPICAL WALL DETAILS. �.NSTALL 45 BAR.DRILLED AND EPDXIED 6' TOEXISTIN FOOTING.EXTEND 25'INT0 EMPTY CELL. 4X6 ERTICAL BRACE.FASTEN TO cmu WITH(3)3/8-o THROUGH-BOLTS.45'BEVEL AT TOP.NOTCH POST 1-2' #5 VERTICAL BAR DRILLED AND EPDXIED INTO TO ALLOW FOR DIAGONAL BRACE. E ISTING STRIP FOOTING.EMBED Ir INTO 4X12 DIAGONAL BRACE,CUT FOR ARC.FASTEN TO EXISTING AND LAP WITH END VERTICAL 25". VERTICAL AND HORIZONTAL BRACE POST WITH(3) SDS25600. VERIFY EXISTING F....ATION IS 1.� EXISTING CMU WALL.SEE SECTION I/S3.01. WIDEMINIMUM. NOTES EXISTING FOUNDATION 1 COUNTERSINK AND FILL ALL BOLTS AND SCREWS. 2 S E ARCHITECTURAL PLANS FOR SPECIFIC KORBEL DIMENSIONS. < f=,�%TYPICAL WALL SECTION f�WRBEL DETAIL MASONRY WALL CONNECTION 3/4' 1'.W 3/4" 1'.0" y ............ u No. .28 -o ............. No S3.01 4 OF 4