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133 Beach Ave. RES18-0376 dwgs2D ' GN CRUERIA STEEL ?OST INSTALLED ANCHORS THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE - EXISTING ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING: 'OST- INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION 1 BUILDING 6TH EDITION. REFERENCE TO OTHER STANDARD SPECIFICATIONS OR CODES SHALL DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE EOR PRIOR TO INSTALLING MEAN THE LATEST PUBLICATION. ASTM A992 FOR W -SHAPES POST- INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN-PLACE ANCHORS. ASTM A36 FOR PLATES, ANGLES, CHANNELS & NiJSC FRAMING OLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURERS WRITTEN ALTERA ION LEVE ................ ........................................:........................... ..................... ................ LVEL 2STRUCTIONS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW UNDATIO S ARE DE GNED FOR N ASSU ALLOWA LE HEADED STUDS SHALL COMPLY WITH ASTM AJ 08 A1JD SHALL BE AUTOMATICALLY END WELDED SHALL BE SUBMITTED BY THE CONTRACTOR TO THE EOR ALONG WITH CALCULATIONS THAT ARE LOAD F 2,000 PS . PER MANUFACTURER'S RECOMMENDATIONS. 100 SF PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL SUPERIMPOSED LIVE LOADS: ANCHOR RODS SHALL CONFORM TO ASTM F1554. GRADE 36, UNO. DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT ROOFS AND CANOPIES: (REDUCIBLE) ................................................ 20 PSF -44.6 43.2 EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE ........ .......................... FLOORS (REDUCIBLE) ............ ....................................................... ......... ......................... 40 PSF ALL CONNECTION BOLTS SHALL CONFORM TO ASTM A325. APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE. BALCONIES M PROVIDE CONTINUOUS SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER ............................................................................................ ......... ........................ 40 PSF -67.5 -60.9 THE APPLICABLE EVALUATION REPORT. -97.1 WELDING OF STRUCTURAL STEEL SHALL BE PER AM S D1.1. LATEST EDITION. 3o WIND LOADS:. -97.1 -97.1 CONCRETE ANCHORS ULTIMATE WIND SPEED.................................................................................................................. 130 MPH WHERE FILLET WELD SIZE ISN'T CALLED -OUT ON WELD SYMBOL, FILLET SIZE SHALL BE I / 16" MECHANICAL ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN NOMINAL WIND SPEED................................................................................................................... 103 MPH SMALLER THAN THE THICKNESS OF THE THINNER OF THE ELEMENTS TO BE WELDED. ACCORDANCE WITH ACI 355.2 AND ICC -ES AC 193 FOR CRACKED AND UNCRACKED CONCRETE MEAN ROOF HEIGHT........................................................................................................................ 18 FT -56.5 -48.7 RECOGNITION. PRE -APPROVED MECHANICAL ANCHORS INCLUDE: RISK CATEGORY............................................................................................................................... II STRUCTURAL STEEL SHALL BE SHOP PRIMED PER SSPC PAINT SYSTEM NO. 7.00. PRIMER SHALL BE -SIMPSON STRONG TIE "TITEN-HD" WIND EXPOSURE.......................................................................................................... ............. D SSPC PAINT WITH A MINIMUM DRY FILM THICKNESS OF 2.0 MILS. OMIT PAINT AT SURFACES TO BE -SIMPSON STRONG TIE "TITEN" ENCLOSURE CLASSIFICATION ......................................................... ......... .......................... ENCLOSED FIREPROOFED. TOUCH-UP BOLT HEADS, NUTS, FIELI) WELDS, AND ABRASIONS IN SHOP PRIMER WITH -SIMPSON STRONG TIE "TORQ-CUT" INTERNAL PRESSURE COEFFICIENT......................................................................................... ± 0.18 SAME PAINT. NEGATIVE PRESSURES ACT AWAY FROM THE -HILTI "KWIK BOLT 3" DIRECTIONALITY FACTOR (Kd) ............................................................................................. 0.85 4. ALL PRESSURES SHOWN ARE ULTIMATE PRESSURES. SHAPE FACTORS............................................................................................................................. PER CODE ALL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED. ADHESIVE ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE THIS BUILDING IS LOCATED IN THE WIND BORNE DEBRIS _REGION. IMPACT RESISTANT IF ANY DISCREPANCIES BETWEEN SPECIFICATIONS, NOTES, AND DRAWINGS ARE NOTED, THE MORE WITH ACI 355.4 AND ICC -ES AC308 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE -APPROVED ADHESIVE ANCHORS INCLUDE: GLAZING ISREQUIRED. STRINGENT REQUIREMENT GOVERNS. -HILTI "HY 200-A" CONCRETE COLUMN ANCHOR BOLTS ARE DESIGNED FOR COMPLETE CONDITION ONLY. CONTRACTOR SHALL -SIMPSON "SET - XP" PROVIDE ALL TEMPORARY BRACING REQUIRED TO MAINTAIN STABILITY UNTIL ALL BRACING POWDER AND GAS ACTUATED FASTENERS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR ALL CONCRETE PROPORTIONING, MIXING, TRANSPORTATION, PLACING, AND CURING SHALL ELEMENTS REQUIRED FOR STRUCTURAL STABILITY ARE IN PLACE. USE IN ACCORDANCE WITH ICC -ES AC70. PRE -APPROVED MECHANICAL ANCHORS INCLUDE: CONFORM TO ACI 301. -SINPSON STRONG TIE "POWER DRIVEN FASTENERS" THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF MISC STEEL SHOWN ON THE -SIMVSON STRONG TIE "GAS ACTUATED FASTENERS" ALL CONCRETE SHALL BE LABORATORY DESIGNED AND CONTROLLED TO MEET THE STRUCTURAL DRAWINGS SUCH AS SHELF ANGLES, LINTELS, SUPPORT MEMBERS FOR CURTAIN WALL REQUIREMENTS OF ACI 31.8 AND THE PROJECT'S DESIGN BUILDING CODE. OR MASONRY AND EDGE ANGLES FOR OPENINGS AND PERIMETER CONDITIONS. IT IS THE INTENT OF MASONRY ANCHORS THESE DRAWINGS THAT THESE ITEMS ARE FIELD ATTACHED BY FIELD WELDING OR FIELD BOLTING MECHANICAL ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS PROHIBITED. TO MEET TOLERANCES REQUIRED BY THE OTHER TRADES, THESE TOLERANCES MAY BE MORE ACCORDANCE WITH ICC -ES ACOI OR ACI 06. PRE -APPROVED MECHANICAL ANCHORS INCLUDE: STRINGENT THAN AISC TOLERANCES. -SIMPSON STRONG TIE "TITEN-HD" CONCRETE SHALL CONFORM TO THE FOLLOWING: -SIMPSON STRONG TIE "TITEN" Fc @, 28 DAYS TYPE AGGREGATE LOCATION W/C RATIO (MAX) THE CONTRACTOR SHALL COMPARE THE STRUCTURAL PLANS A14D DETAILS WITH THE -BUILDEX "TAPCON" 3,000 NORMAL WEIGHT SLAB -ON -GRADE 0.55 ARCHITECTURAL PLANS AND DETAILS AND REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR -HILTI "KWIK BOLT 3" 3,000 NORMAL WEIGHT ALL OTHER CONCRETE 0.55 TO THE COMMENCEMENT OF SHOP DRAWINGS. �• ADHESIVE ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE THE AIR CONTENT IN ALL CONCRETE EXPOSED TO WEATHER SHALL BE BETWEEN 1 % & 4%. WITH ICC -ES AC58. PRE -APPROVED ADHESIVE ANCHORS INCLUDE: -HILTI "HY 70" CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS NOTED BELOW, OR PER LATEST ACI WOOD -SIMPSON "SET -XP" 318 FOR CONDITIONS OTHER THAN THOSE LISTED: NCHORS INSTALLED IN CONCRETE MASONRY SHALL BE INSTALLED INTO SOLID GROUTED COMPONENT & CLADDING DESIGN WIND PRESSURES (PSF) ROOF ZONE 10 SF 50 SF 100 SF ALL ZONES +30.0 +23.8 +21.2 1 -47.6 -44.6 43.2 2 -82.9 -67.5 -60.9 M 3 -82.9 -67.5 -60.9 to & 20 -97.1 -97.1 -97.1 3o -97.1 -97.1 -97.1 WALLS ZONE 10 SF 100 SF 500 SF 4 +52.1 +44.3 +38.8 -56.5 -48.7 -43.3 5 +52.1 +44.3 +38.8 -69.7 -54.1 -43.3 NOTES: L TABLE PRES`,URES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY AREAS, LINEARLY INTERPOLATE BETWEEN VALUES SHOWN ABOVE. 2. POSITIVE PRESSURES ACT TOWARD THE BUILDING. NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING. 3. SEE DIAGRAMS FOR ZONE LOCATIONS. 4. ALL PRESSURES SHOWN ARE ULTIMATE PRESSURES. CONCRETE CAST AGAINST EARTH........................................:..................3" CLIPS, CONNECTIONS, HANGERS, HOLD-DOWNS, ETC. SHOWN ON THESE DRAWINGS ARE SIMPSON CONCRETE MASONRY. BEAMS AND COLUMNS.......................................................... .........1 1/2 STRONG -TIE CONNECTORS, UNO. FASTENERS OF OT'_HER MANUFACTURERS MAY BE SUBSTITUTED ADHESIVE ANCHORS SHALL BE INSTALLED WITH 12 BAR DIAMETER EMBEDMENT MINIMUM UNO. SLABS ON GRADE ....................................................... . 2° FROM TOP PROVIDED THE LOAD VALUES OF THE SUBSTITUTED FASTENER FOR GROUP II WOOD SPECIES EQUALS � - :.............. OR EXCEEDS THE SPECIFIED FASTENER. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER \ SLABS & WALLS NOT EXPOSED TO EARTH OR WEATHER ................. l " NAILING OF ALL MEMBERS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. SEE CODE FOR CHAMFER ALL EXPOSED CORNER 3/4" MINIMUM. TABLE. ALL HOOKS CALLED FOR IN STRUCTURAL DRAWINGS SHALL BE ACI STANDARD HOOKS, UNO. ALL SLEEPERS AND SILLS SHALL BE MADE OF PRESSURE TREATED WOOD. SUPPLEMENTARY NOTES REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNO. PROVIDE A MINIMUM OF 3 STUDS UNDER BEAMS OR GIRDER TRUSSES CARRYING FLOOR OR ROOF THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, ADEQUACY, AND SAFETY OF ALL WELDED WIRE MESH SHALL CONFORM TO ASTM A185. LAP TWO SQUARES AT SPLICES. LOADS. ERECTION, BRACING, SHORING, TEMPORARY SUPPORTS, ETC. THE STRUCTURAL ELEMENTS DO NOT WELD REINFORCING STEEL UNLESS APPROVED IN WRITING BY THE STRUCTURAL HOLES AND NOTCHES MUST BE APPROVED BY THE ENGINEER. IF APPROVED THE NOTCHES ON THE ARE NOT CONSIDERED STABLE UNTIL THE STRUCTURE IS COMPLETE. ENGINEER. ENDS OF JOISTS SHALL NOT EXCEED ONE-FOURTH T`IE DEPTH. HOLES BORED FOR PIPE OR CABLE REVIEW OF THE SUBMITTAL INFORMATION SHALL BE FOR GENERAL REQUIREMENTS OF THE SHALL NOT BE WITHIN THE TOP OR BOTTOM THIRD OF T14E JOIST DEPTH AND THE DIAMETER OF SUCH PROJECT, AND SHALL NOT INCLUDE CHECKING OF DETAILED DIMENSIONS OR DETAILED TIE ALL REINFORCING STEEL AND EMBEDS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. HOLE SHALL NOT EXCEED ONE-THIRD THE JOIST DEPTH NOTCHES FOR PIPES IN THE TOP OR BOTTOM QUANTITIES, NOR REVIEW OF THE CONTRACTOR'S SAFETY MEASURES ON OF OFF THE THE CONTRACTOR SHALL PROVIDE SUPPORTS TO MAINTAIN THE REQUIRED REINFORCING OF JOISTS SHALL NOT EXCEED ONE-SIXTH THE JOIST DEPTH AND SHALL NOT BE LOCATED IN THE WORKSITE OR THE MEANS AND METHODS OF DOING ANY WORK. POSITION. "WET STICKING" DOWELS INTO CONCRETE IS NOT PERMITTED. MIDDLE ONE-THIRD OF THE SPAN. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND ARCHITECTURAL AND THE CONTRACTOR SHALL COMPARE THE STRUCTURAL PLANS AND DETAILS WITH THE STRESS GRADE: SOUTHERN PINE NO. 2 OR ENGINEER APPROVED EQUAL. ALL DESIGN VALUES ARE STRUCTURAL PLAN DIMENSIONS AND ELEVATIONS PRIOR TO THE COMMENCEMENT OF ARCHITECTURAL PLANS AND DETAILS AND REPORT ANY DISCREPANCIES TO THE ARCHITECT UNDER NORMAL LOADING AND IN DRY CONDITIONS OF SERVICE. SYP MAY BE SUBSTITUTED FOR SPF. CONSTRUCTION AND NOTIFY THE STRUCTURAL ENGINEER OF ANY CONFLICTS. PRIOR TO THE COMMENCEMENT OF SHOP DRAWINGS. PRESSURE -TREAT LUMBER IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED PRACTICE OF ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND ALL REINFORCING SHALL BE LAPPED WITH ACI CLASS B SPLICE. THE AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA). PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE PROCEEDING WITH STRUCTURAL WORK AFFECTED. ALL FASTENERS AND NAILS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE MADE OF TYPE 304 OR TYPE 316 STAINLESS STEEL UNLESS THE LUMBER IS TREATED WITH CCA -C OR SBX (DOT), ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BUT NOT SBX (DOT) WITH SODIUM SILICATE (NaSi02). BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT. MASONRY UNLESS OTHERWISE NOTED, USE THE FOLLOWING MINIMUM GRADE OF LUMBER FOR FRAMING. GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO ROOF PLAN (GENERIC BUILDING SHOWN) PROVIDE HOLLOW, LOAD BEARING CONCRETE MASONRY UNITS CONFORMING TO ASTM C90, FRAMING MINIMUM GRAIJE SUBMITTAL TO ARCHITECT/ENGINEER. SUBMITTALS WHICH DO NOT CONTAIN THE TYPE I WITH A MINIMUM DENSITY OF 105 PCF. SILL ON FOUNDATION WALLS OR NO. 3 SYP CONTRACTOR'S SHOP DRAWING STAMP OR HAVE BEEN MERELY "RUBBER STAMPED" SHALL SLAB ON GRADE BE RETURNED WITHOUT REVIEW. CONTRACTOR SHOULD ALLOW TWO WEEKS FOR CMU SHALL HAVE A MINIMUM ASSEMBLY COMPRESSIVE STRENGTH (F'm) OF 2,000 PSI. SUBMITTAL REVIEW. _ JOISTS, RAFTERS & HEADERS NO.2 SYP THE 28 -DAY GROUT COMPRESSIVE STRENGTH SHALL BE 310,00 PSI MINIMUM. CONTRACTOR SHALL NOT ORDER MATERIAL OR COMMENCE WITH CONSTRUCTION UNTIL PLATES, CAPS & BUCKS NO.2 SYP SHOP DRAWINGS HAVE BEEN REVIEWED AND APPROVED. WORK DONE OR ORDERS PLACED MORTAR SHALL BE TYPE "S" OR "M". STUDS SEE SCHEDULE BEFORE SHOP DRAWING APPROVAL IS AT THE CONTRACTOR'S RISK. LAP ALL REINFORCING 48 BAR DIAMETERS IN BOND BEAMS AND 72 BAR DIAMETERS IN THE PROJECT'S STRUCTURAL DRAWINGS AND ELECTRONIC FILES ARE THE PROPERTY OF VERTICAL WALL REINFORCING AND MASONRY BEAMS. POSTS & COLUMNS NO.2 SYP LOWE STRUCTURES, INC. THE CONTRACTOR AND SUBCONTRACTOR SHALL COMPENSATE LOWE STRUCTURES, INC. FOR THE USE OF THE PROJECT'S CAD FILES FOR ANY PURPOSE ALL CMU WALLS SHALL BE LAID IN RUNNING BOND. ( ) INCLUDING SHOP DRAWING PREPARATION. CONNECT OVER FRAMING SUCH AS VALLEY TRUSSES TO MAIN ROOF FRAMING BELOW WITH SIMPSON VTCR WITH 4-10d NAILS INTO TRUSS AND 3-10d x 1 1/2 NAILS INTO OVERFRAMING OR ] � STANDARD JOINT REINFORCING SHALL BE PROVIDED AT 16" OC VERTICALLY IN SUPPORTED 1/4"x16 a TWIST STRAP @ 48" MAX W/ 7-10d NAILS EACH END OF STRAP. HE CONTRACTOR SHALL NOT SCALE DRAWINGS. DIMENSIONS SHOWN ON ARCHITECTURAL WALLS. JOINT REINFORCING SHALL BE PROVIDED AT 8" OC VERTICALLY IN CANTILEVERED ND STRUCTURAL PLANS AND DETAILS WILL CONTROL. WALLS. JOINT REINFORCING TYPE SHALL BE SPECIFIED BY ARCHITECT. PROOF UNLESS NOTED OTHERWISE ON PLAN SHEETS, REINFORCE ALL EXTERIOR AND LOAD BEARING CMU WALLS W/ A #5 FULL HEIGHT VERTICAL BAR CENTERED IN WALL AT 24" OC. ADDITIONALLY, PROVIDE A #5 VERTICAL FULL HEIGHT AT EACH WALL END AND CORNER. SEE TYPICAL CMU REINFORCING DETAIL FOR OTHER REINFORCING REQUIREMENTS. ALL CMU CELLS RECEIVING REINFORCING SHALL BE GROUTED SOLID. UNLESS PROVIDED ON ARCHITECTURAL DRAWINGS, PROVIDE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 25'-0" OC. JOINTS SHOULD.NOT BE PLACED WITHIN 5'-0" FROM BUILDING CORNERS AND NOT CLOSER THAN F-4" TO OPENING EDGES AND MAJOR BEAM OR JOIST BEARING LOCATIONS. CONTRACTOR SHALL SUBMIT JOINT LAYOUT TO ARCHITECT FOR APPROVAL IF JOINT LOCATIONS ARE NOT SHOWN ON ARCHITECTURAL DRAWINGS. �o 0 00 0 0 a BOND BEAMS, CMU LINTELS, MASONRY BENEATH STEEL BEAM AND JOIST BEARINGS, AND OTHER STRUCTURAL ELEMENTS SHALL EXTEND UNINTERRUPTED ACROSS CONTROL JOINTS. WALLS (GENERIC BUILDING SH0:4 FILL ALL CELLS BELOW FINISHED GRADE. 16" U -BLOCK OR BOND BEAM SHALL CONSIST OF TWO 8" KNOCK -OUT BLOCKS. 1 WIND PRESSURE D IACaR, M S BARS SPECIFIED TO BE EACH FACE SHALL BE HELD IN PLACE WITH SPACERS AND SHALL BE 5001 SCALE: NTS LOCATED 2 3/8" FROM EACH FACE TO THE CENTER OF THE BAR. MASONRY WORK SHALL, BE INSPECTED IN ACCORDANCE WITH ACI 530 QUALITY ASSURANCE LEVEL 2. I A� OFFICE COPY REVISION I,P# S/9 - o & DATE SIGNED RECEIVED 0, FC 14 2018 el it `irlg DepartMent LOWE STRUCTURES, INC. 11651 Central Prkwy., Suite 106 Jacksonville, FL 32224 (904) 992-0377 FL Cert of Auth: 28261 EOR: Timothy J. Morgan FL PE: 80481 ®® J 4O®®O®'® ®o®a®®6 ®®'9 ®®i �® N 81 ®-p® T o _ 666900090®® ��0® �4L B®®�11111111099A09 11/27/2018 PERMIT ISSUE No Description Date 1 PERMIT COMMENTS 11/27/18 Scrogins Residence oft novation & Addition 133 Beach Avenue, Atlantic Beach, Florida 32233 GENERAL NOTES [DESIGN CRITERIA Project Number 18095 Date 10/31/2018 Drawn By CLW Checked By TJ M S001 Scale as noted li 0 C� 2 0 -� tZ R L_ O I 3 r- �m A 6.09 01- y —_--- Q �0 01 N i i^ I �� 'J� Z i0 C- 0 139.71 � FOUND 3/8" REBAR 6146 - PSM I NORTHING: 2178946.074 '1 (_0 531301.688 531301.688 O EASTLNG: � �, uN 0D WALL 0. WOOD POWER I BOX R 6 WO ELECTRIC METER ....:POLE ,L t PHONE RISER i TO C.C.C.L. 51 . 22 D `�// � B R U1 i OCYl WATER METER n 2 4 W000 6 A 2 BACKFLOW , �A�ER t PREVENTER 19.6 CK t C0�7�-000 BRI F20R � �/ER DRIVE`wAY . ANO O 2T ,� SANITARY BRISK P A O,� SA -O�ERH AN�`"" ,� I 8 DRIVEWAY R VALVE R E SEW _9 -----, BENCHMARK: ----------- -- FOUND MAGNAIL & DISK LB3672 ELEVATION=15.42 (NAVD 1988) ASPHALT DRIVE 3' WOOD FENCE I i I / � i O I 60 , O' 0 �c �I BRICK WALK COQUINI� WALI I ARD D Ai I I (WING WALL 56.2' TAI D 0 �I XISTING HOUSE/ FOOTPRINT LA STORAGE � I N i , i O O 10.3 ' r I i I 124.449 -- STORYFRAME I I 3 ST REO DEQ CE 04 109 1 4 I II 0 'I I -P I i i _ I � 1 i 46.1' I I 122.83' I i 0 1 I A/C PADS23.9' I I IRRIGATION CONTROL VALVE I 1 Ln °YARD DRAIN LO A/C PAD I C 1 3' WOOD FE --------------a-------------------------------------------------- ------ I COD FENCEi �0 4s 24,729 I I i I N REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH SEE PERFAITS FOR ADDITIONAL -REQUIREMENTS AND CONDITIONS REVIEWED BY: DATE: IIIIIIIIIIIIIIIIIII0111 1 0 G Y EE s i ("Mm N Yellow Star Ln N Jacksonville, Florida 32224 904-716-6335 (J2018 Ogy Design, Inc. CONSTRUCTION No. Description Date ScroginsResidence Renovation & Aditi0 133 Beach Avenue, Atlantic Beach., Florida 32233 SITE PLAN Project Number 431 Date 09/26/ 18 Drawn By OV Checked By �----"--� OV ASI 00 Scale as noted WATER METER— O z o -r, � NORTHING: 2178872.492 D FASTING 531308.367 -< FOUND 1/2" IRON PIPE, CAP LB3672- FOUND 1/2" REBAR, CAP LB6794 (0.53' SW'IY) D C F7 C o 0 BENCHMARK: ----------- -- FOUND MAGNAIL & DISK LB3672 ELEVATION=15.42 (NAVD 1988) ASPHALT DRIVE 3' WOOD FENCE I i I / � i O I 60 , O' 0 �c �I BRICK WALK COQUINI� WALI I ARD D Ai I I (WING WALL 56.2' TAI D 0 �I XISTING HOUSE/ FOOTPRINT LA STORAGE � I N i , i O O 10.3 ' r I i I 124.449 -- STORYFRAME I I 3 ST REO DEQ CE 04 109 1 4 I II 0 'I I -P I i i _ I � 1 i 46.1' I I 122.83' I i 0 1 I A/C PADS23.9' I I IRRIGATION CONTROL VALVE I 1 Ln °YARD DRAIN LO A/C PAD I C 1 3' WOOD FE --------------a-------------------------------------------------- ------ I COD FENCEi �0 4s 24,729 I I i I N REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH SEE PERFAITS FOR ADDITIONAL -REQUIREMENTS AND CONDITIONS REVIEWED BY: DATE: IIIIIIIIIIIIIIIIIII0111 1 0 G Y EE s i ("Mm N Yellow Star Ln N Jacksonville, Florida 32224 904-716-6335 (J2018 Ogy Design, Inc. CONSTRUCTION No. Description Date ScroginsResidence Renovation & Aditi0 133 Beach Avenue, Atlantic Beach., Florida 32233 SITE PLAN Project Number 431 Date 09/26/ 18 Drawn By OV Checked By �----"--� OV ASI 00 Scale as noted PROPOSED SECOND FLOOR PLAN 3/16��• M N �Iw Q N EXISTING PAVED o DECK & TRELLIS 16-6" ADDITION 11'-10" 1'-10" . 9'-4" M.O. L 5 4„ Eli [MJ COVERED PORCH N N 0 16'-6" ADDITION 11'-10" ❑ ❑ 5'-4" 9'-4" M.O. WINE POWDER I I ------------------------COVERED ENTRY r -------------- I I I I I I I I ❑ ❑ I I I I I I L- - - - - - - - - - - - - - - - - - - J WALL LEGEND NEW WALL: 2x4 OR 2x6@24"O.C. WITH L" GWB EA SIDE 4" EXISTING STUD WALL 1/ 77TT1-1 6" EXISTING STUD WALL EXISTING CMU EXTERIOR WALL W/ 4" FURRING & R-1 1 WALL INSULATION NEW CMU EXTERIOR WALL W/ 6" FURRING & R-13 WALL INSULATION PROPOSED FIRST FLOOR PLAN 3/16"=V-0" I I I I I I I I i I i I I I I I I i I I I I I i I I I I I MciiiiiiiiIIIIIIImMMU© FAMILY RELAXATI of LAUNDRY 0 -----------I I — L GARAGE FINISHED FLOOR ELEVATION 18.53 I I 2 -CAR GARAGE i i i I i I I ----------- z I I I I I I I I I I I I I I I J 0 rc�g_�ia Yellow Star Ln N Jacksonville, Florida 32224 904-716-6335 ©2018 Ogy Design, Inc. Consultant Address Address Address Phone Consultant Address Address Address Phone Consultant Address Address Address Phone Consultant Address Address Address Phone NOT FOR CONSTRUCTION No. Description Date Scrogins Residence Renovation & Addition 133 Beach Avenue, Atlantic Beach, Florida 32233 PROPOSED FLOOR PLANS Project Number 14318 Date 09/26/18 Drawn By off/ Checked By off/ Al 01 Scale as noted AREA CALCULATION CONDITIONED -EXISTING: FIRST FLOOR 3,358 SF FLOOR 3,300 SF FT(SECOND TAL CONDITIONED -EXISTING: 6,658 SF CONDITIONED - ADDIITON: FIRST FLOOR 294 SF TOTAL COND. EXIST. &NEW 6,952 SF NON -CONDITIONED -EXISTING: COVERED ENTRY 109 SF GARAGE 693 SF FIRST FL OCEAN SIDE PORCH = 623 SF - 294 FOR COND. ADDITION 329 SF SECOND FL. OCEAN SIDE PORCH 623 SF TOTAL NON -CONDITIONED: 1,754 SF ET�OTAL NON -CONDITIONED: 8,706 SF 16-6" ADDITION 11'-10" 1'-10" . 9'-4" M.O. L 5 4„ Eli [MJ COVERED PORCH N N 0 16'-6" ADDITION 11'-10" ❑ ❑ 5'-4" 9'-4" M.O. WINE POWDER I I ------------------------COVERED ENTRY r -------------- I I I I I I I I ❑ ❑ I I I I I I L- - - - - - - - - - - - - - - - - - - J WALL LEGEND NEW WALL: 2x4 OR 2x6@24"O.C. WITH L" GWB EA SIDE 4" EXISTING STUD WALL 1/ 77TT1-1 6" EXISTING STUD WALL EXISTING CMU EXTERIOR WALL W/ 4" FURRING & R-1 1 WALL INSULATION NEW CMU EXTERIOR WALL W/ 6" FURRING & R-13 WALL INSULATION PROPOSED FIRST FLOOR PLAN 3/16"=V-0" I I I I I I I I i I i I I I I I I i I I I I I i I I I I I MciiiiiiiiIIIIIIImMMU© FAMILY RELAXATI of LAUNDRY 0 -----------I I — L GARAGE FINISHED FLOOR ELEVATION 18.53 I I 2 -CAR GARAGE i i i I i I I ----------- z I I I I I I I I I I I I I I I J 0 rc�g_�ia Yellow Star Ln N Jacksonville, Florida 32224 904-716-6335 ©2018 Ogy Design, Inc. Consultant Address Address Address Phone Consultant Address Address Address Phone Consultant Address Address Address Phone Consultant Address Address Address Phone NOT FOR CONSTRUCTION No. Description Date Scrogins Residence Renovation & Addition 133 Beach Avenue, Atlantic Beach, Florida 32233 PROPOSED FLOOR PLANS Project Number 14318 Date 09/26/18 Drawn By off/ Checked By off/ Al 01 Scale as noted