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1769 Beach Ave 1 2 3 4 5 6 7 �3 9 10 11 FRANGIBLE 12" CMU BEARING CONCRETE RETAINING WALL (TYPICAL) I COLUMN/WALL (TYPICAL) X 9'-8" GB-5 I wl C1 XGB-5 in m = m I Ito C3 El X 1 X DEEP FILE CAP C - - �_ - - - - - - - i REIN WITH #8 AT 4'-6" 12" OC EACH WAY TOP m 16 AUGER CAST PILE AND OM WITH HOOK m BELOW (TYPICAL) AT H END x =: I I I C1 1 : CTYP I I I I 8" CMU B NG WALL WITH N f5 VERTICAL T 8" OC. 1 GROUT ALL C LLS SOLID � I I I I I xce—s xc6-6 co N 16"0 AUGER CAST PILE CONTINUOUS TO FIRST I TOP OF CONICRETE FLOOR GRADE BEAM (TYP) I � I I I I GRADE BEAM ELEVATION 52.2 'n +10.33' N (TYPICAL) 7'-5" � .n m A c� x I I I C1 C I I I I I I . S2.1 C1 XGB-5 I I I I I F - - XGB-5 _ _ C C G - - - 9'-8"- - - - - - - - - - - - - - - - Ccl4 GRADE BEAM PLAN SCALE: in - 1'-0" FRANGIBLE 12" CMU BEARING CONCRETE RETAINING WALL (TYPICAL) COLUMN/WALL (TYPICAL)—� C1 C2 C1 W1 FRANGIBLE 8" CMU UP WALL (TYPICAL) +11 .00' • GALV TS4X4X . • • STEEL COLUMMMMMMMMMI cw I clq C1 C2 • 8" CMU BEARING WALL WITH CLEAN GRANULAR SAND BACKFILL j #5 VERTICAL AT 8" OC. GRO ALL CELLS SOLID I I FRANGIBLE 4" CONCRETE SLAB WITH FIBERMESH ON VAPOR BARRIER ON TERMITE TREATED COMPACTED FILL PROVIDE SAW CUT JOINTS AT C1 5'-0" OC MAX EACH WAY (TYPICAL GARAGE LEVEL) • • • • I I I +11 .00' 1 RECESSED CONCRETE j SLAB AS REQUIRED BY S2.2 ELEVATOR MANUFACTURER ' I C2 -- I _ C1 - r i • I 16"0 AUGER CAST PILE 1 CONTINUOUS TO FIRST NONBEARING STUD FLOOR GRADE BEAM (TYP) S2.1 WALL (TYPICAL) cl wl a C1 C2 �i TION OF JGH OPENING DIMEWIDTH AND NSIONS ONS WITH GARAGE FLOOR PLAN ALLER. SCALE: In i I—on ARE DESIGNED TO BE fELLJNG FOUNDATION. SEE TYPICAL EMENT. VERTICAL CONSTRUCTION ZEMENTS. NAL.LS WITH A GRADE _ NOT BE PERMITTED UNTIL ALL /E BEEN PLACED OR THE DICING SYSTEM. THE DESIGN OF ESIST EARTH PRESSURES AND :LY THE RESPONSIBILITY OF THE )SE EXTREME CAUTION DURING IE FOUNDATION WALLS. THE JJNG IS NOT RECOMMENDED. IMENSIONS WITH ELEVATOR V. THE CONTRACTOR SHALL REVIEW BY LATITUDE 30 ICEMENT. 4CHORS AND HARDWARE THAT ED WOOD OR EXPOSED TO THE 304 OR A316) OR HOT—DIPPED Y COATING REQUIREMENTS CTOR MANUFACTURER. -IAL.L BE CONSTRUCTED IN )F THE 2004 FLORIDA BUILDING AND DETAILS. ATTACH 5/8" ROOF SHEATHING TO LEDGER WITH 8d NAIL AT 4" OC ROOF qv ATTACH 5/8" ROOF SHEATHING TO CAST-IN-PLACE CONCRETE RAKE LEDGER WITH 8d NAIL AT 4" OC -RAFTER SECTION OF BEAM REINFORCED WITH (2)#5 PRE-ENGINEERED ROOF TRUSS TOP. (2)#5 BOTTOM AND #3 TIES 2X8 PT LEDGER ATTACHED TO AT 16" OC. (SLOPE TOP OF CONCRETE BEAM WITH 5/8"OX10" -2X8 PT LEDGER ATTACHED TO BEAM TO MATCH ROOF PROFILE) ANCHOR BOLT AT 2'-0" OC CONCRETE BEAM WITH 5/8"OX10" ANCHOR BOLT AT 2'-0" OC ROOF -STEP CMU WALL BELOW RAKE BEAM • R r • ATTACH 5/8" PLYWOOD ROOF PRE-ENGINEERED ROOF TRUSS SHEATHING TO LEDGER WITH I SSP CMU WALL -ATTACH PLYWOOD SHEATHING 10d COMMON NAIL AT 4" OC BELOW RAKE BEAM ATTACH 5/8" ROOF TO LEDGER WITH 10d COMMON SHEATHING TO BLOCKING NAIL AT 4" OC SIMPSON H10 AT WITH 8d NAIL AT 4" OC -(2)2X12 PT LEDGER WITH j"0X10" EACH RAFTER i ANCHOR BOLT AT 16" OC STAGGERED 2X BLOCKING BETWEEN PR EACH TRUSS ATTACHED TO 3/4" PLYWOOD FLOOR SHEATHING 2X BLOCKING BETWEEN TOP PLATE WITH SIMPSON EACH RAFTER ATTACHED I L50 AT 2'-0" OC SECOND FLOOR TO BEAM WITH SIMPSON 2X6 PT RAFTER L50 AT 2'-0" OC AT 2'-0" OC I (2)2X10 PT BEAM (2)2X8 PT LEDGER SIMPSON A35 AND UPLIFT WITH imoxi on ANCHOR 8"X8" CMU BOND BEAM FALSE RAFTER TAIL CONNECTOR AT EACH TRU BOLT AT 2'-0" OC I WITH #5 CONT SEE ARCH DRAWINGS (SEE SCHEDULE) (2)2X8 PT TOP PLATE ATT -16" TJI JOIST AT 16" OC TIE BEAM WITH 1/2-0 H ANCHOR BOLT WITH 2"X2 -SIMPSON HANGER ( I WASHER AT 2'-0" OC (1 SEE SCHEDULE 8"X16" CONT CMU TIE B I WITH #5 TOP AND BOTTO -ATTACH PLYWOOD SHEATHING TO LEDGER WITH 10d COMMON NAIL AT 4" OC -(2)2X12 PT LEDGER WITH I"0X10" ATTACH PLYWOOD SHEATHING I ANCHOR BOLT AT 16" OC STAGGERED I TO LEDGER WITH 10d COMMON NAIL AT 4 OC /--ATTACH PLYWOOD SHEATHI -3/4" PLYWOOD FLOOR SHEATHING ( (2)2X12 PT LEDGER WITH 1"0 low .n I I COMMON SNAIL AT 4" OC FIRST FLOOR I ANCHOR BOLT AT 16 OC STAGGERED a ATTACH 3/4" PLYWOOD FLOOR `� 3/4" PLYWOOD FLOOR S SHEATHING TO LEDGER WITH 10d ( 3/4" PLYWOOD FLOOR SHEATHING II COMMON NAIL AT 4" OC SECOND FLOOR SLOPE 07 8"X16" CONT CMU TIE BEAM WITH5 a -16" TJI JOIST AT 16" OC TOP AND BOTTOM -SIMPSON HANGERI 16" TJI JOIST AT 16" OC SEE SCHEDULE 2X12 PT AT 16" OC (2)2X12 PT LEDGER WITH 16" TJI JOIST AT 16" OC J"OX10" ANCHOR BOLT 2X8 PT LEDGER WITH " AT 16" OC STAGGERED I SIMPSON HANGER I I . SIMPSON HANGER SEE SCHEDULE SEE SCHEDULE ANCHOR BOLT AT 2 -0 -CONCRETE COLUMN BEYOND 3 "X11 im WOLMANIZED I 8"X16" CONT CMU TIE BEAM I P BEAM WITH #5 TOP AND BOTTOM 6X6 PT POST BEYOND CMU BEARING WALLCMU BEARING WALL -EXPANSION JOINTDOWEL WITH STANDARD 90' DOWEL WITH STANDARD 90' I HOOK TO MATCH SIZE AND jr— HOOK TO MATCH SIZE AND -FRANGIBLE CONCRETE SLAB SPACING OF WALL REINF °� SPACING OF WALL REINF I GE LEVEL N CONCRETE SLAB N CONCRETE SLAB CONCRETE SLAB a SEE PLAN SEE PLAN SEE PLAN I FIRST FLOOR LII VAPOR BARRIER SLOPE CONCRETE GRADE BEAM • • • • • • • • • • • VAPOR BARRIER CONCRETE GRADE BEAM SEE SCHEDULE I SEE SCHEDULE I I CONCRETE GRADE BEAM TOP Of PILE • •- • • ;`CLEAN GRANULAR TOP OF PILE �- �- • • o iv 8 r-- -- SAND BACKFILL EL +19.83' NGVD r m R m I SEE SCHEDULE o. EL +19.83 NGVD d' CLEAN GRAN -- I N CONCRETE GRADE BEAM I W SAND BACK w TOP OF PILE • • '_ ' I I SEE SCHEDULE I EL +19.25' NGVD r W -16"0 AUGER CAST PILE I I I I I I I I I Lj 16"9b AUGER CAST I I I 16"0 NJGER CAST PILE I CL PILE & PILE & GRADE BEAM GRADE BEAM Q � PILE & GRADE BEAM SECTION SECTION 3 SCALE: in = 1'-0" SCALE: ~ = 1'-0" 52.1 r_vA 7 29F,_� I I j"X10"X1O" STEEL BASE GALVANIZED STEEL I PLATE WITH (4)J"O ANCHOR ATTACH PLYWOOD SHEATHING TUBE COLUMN TO LEDGER WITH 1 O BOLTS (12 EMBED) COMMON NAIL AT 4" OC I I FRANGIBLE CONCRETE SLAB (2)2X12 PT LEDGER WITH 1"OX1O" ANCHOR BOLT AT GARAGE LEVEL 16" OC STAGGERED I I CMU BEARING WALL I 3/4" PLYWOOD FLOOR SHEATHING VAPOR BARRIER (I 1 j"f NON—SHRINK GROUT ATTACH PLYWOOD SHEATHING TO LEDGER WITH 1Od CONCRETE SLAB N II COMMON NAIL AT 4" OC SEE SCHEDULE I SEE PLAN 3/4" PLYWOOD FLOOR SHEATHING (REINF NOT SHOWN • DOWEL WITH STANDARD 90' L� FIRST FLOOR FOR CLARITY) I HOOK TO MATCH SIZE AND 16" TJI JOIST • . . SPACING OF WALL REINF I S ECTI 0 N 3 AT 16" OC SCALE; " = 1'-0" S2.2 SIMPSON HANGER FINISH GRADE SEE SCHEDULE _v SEE ARCH �— a 16" TJI JOIST AT 16" OC T �— CLEAN GRANULAR SAND BACKFILL 2X8 PT LEDGER WITH "oX10" SECTION PARTIALLY GROUTED = ANCHOR BOLT AT 2'-0 OC gCA�; in = 1 1_0" S2. CONCRETE BEAM BOND BEAM FOR SHEAR SEE SCHEDULE KEY. SEE TYPICALCONCRETE BEAM FRANGIBLE WALL DETAILS SEE SCHEDULE 1 1 CMU BEARING WALL '=F F ATTACH PLYWOOD SHEATHING TO LEDGER WITH 1Od COMMON I NAIL AT 4" OC (2)2X12 PT LEDGER WITH i"oX1O" I I ANCHOR BOLT AT 16" OC STAGGERED CONCRETE COLUMN N BEYOND FRANGIBLE CMU 3/4" P RETAINING WALL LYWOOD FLOOR SHEATHING "k= `' I � FIRST _FLOOR � I EXPANSION JOINT _ SEE ARCH FOR SOCK DRAIN AND it FRANGIBLE CONCRETE SLAB WATERPROOFING16" TJI JOIST AT 16" OC DOWEL WITH STANDARD 90' • E LEVEL SPACING OFAWALL REINF- SIMPSON HANGER }� HOOK TOSIZE AND iV SEE SCHEDULE IL SEE ARCH FOR Z. _ CONCRETE BEAM SOCK DRAIN AND WATERPROOFING VAPOR BARRIER SEE SCHEDULE CONCRETE COLUMN BEYOND m . F — DOWEL WITH STANDARD 90' — rHOOK TO MATCH SIZE ND — L —( CONCRETE GRADE BEAM SPACING OFF WALL REINF— J I CONCRETE GRADE BEAM I I SEE SCHEDULE Ip SEE SCHEDULE MT • • —�• • w TOP OF PILE • ' 'I ' El -- r� EL +8.67 W NGVD ---r� . m SECTION 5 � I W I SCALE: " 1'—O" 52.2 II I 16"0 AUGER CAST PILE 1600 AUGER CAST PILE o I I Ck PILE & PILE & GRADE BEAM GRADE BEAM :CTI O N SECTION 2 I' F; " = 1$_D" 52.2 SCALE: 1" = 1'-0" S2.2 ATTACH PLYWOOD SHEATHING TO LEDGER WITH 1Od II COMMON NAIL AT 4" OC N 3/4" PLYWOOD FLOOR SHEATHING I SECOND FLOC 8"X16" CONT CMU TIE BEAM WITH #5 ch TOP AND BOTTOM I 16" TJI JOIST AT 16" OC I2X8 PT LEDGER WITH I"OX1O" ANCHOR BOLT AT 2'-0" OC I 7- SECTION 6 SCALE: in = 1'-0" 52.2 PROVIDE 90' STANDARD HOOK (8)#6 VERT (8)#5 VERT AT TOP OF ALL #7 BARS. (4)#6 VERT SEE SECTIONS FOR EMBEDMENT 3/4" RECESS AT GARAGE ' ` ` #3 TIES AT '� INTO GRADE BEAM/PILE CAP DOOR OPENING AS 12" OC DOOR OES AT , #3 TIES AT FRANGIBLE CONCRETE REQUIRED BY ARCH I , : I • � 0 12" OC SLAB WITH FlBERMESH FRANGIBLE CONCRETE #5 CONT .�.:'::��,_:�:--� _ ��:'.=~��:=..'r TOP OF PILE SLAB WITH FlBERMESH EL VARIES OL 1'-4" 1'-4" 1'-0" Ill li C1 C2 C3 ►R BARRIER FVAPOR BARRIER " 16"O AUGER CAST PILE 'ACTED FILL 8 COMPACTED FILL #4 VERTICAL At 12" OC EACH FACE #4 HORIZ AT 12" OC WITH (6)#7 VERTICAL A EACH FACE WITH 90' AND #3 TIES AT 12" OC I #3 TIES AT 12" OC HOOK AT EACH END #2 OAC AT b (6)- DINT DETAIL TYPICAL THICKENED EDGE DETAIL �` _ FULL LENGTH #8 REBAR AS .• REQUIRED BY TESTING AGENCY 16"ib A S2.5 NOT TO SCALE S2.5WITH (6)#6 VERT DURING PILE INSTALLATION AND # 5'—�0" 5'-0" OC MAX 1. THICKENED EDGE INDICATED BY "TE" ON PLAN! 5' wl Tyr HOURS AD"' `T' 2ECONCRETE COLUMN/WALL REINFORCEMENT FOOTING SCHEDULE 90' HOOK CLASS "A" LAMP 90' HOOK VF TRANSVERSE REINF REMARKS (TYPICAL. ALL SPLICE AT MIDSPAN i" (TYPICAL ALL DISCONTINUE THREE VERTICAL 1 CLEAR FOR INTERIOR EXPOSURE I BARS SIZE TYPE SPACING 2" TOP WS) TOP BARS 2m CLEAR FOR EXTERIOR EXPOSURE TOP BARS) BARS AND FASTEN REMAINING BARS TOGETHER FOR EASE #5 OF INSTALLATION #5 #5 BOTTOM 24" ip BOTTOM OF PILE 2" SEE SCHEDULE FOR STIRRUP SPACING 2" BOTTOM BARS EL —15.00' NGVD 90' HOOK CLASS "B" ( � RNA COLUMN SCHEDULE MN) LAP RCSLE STIRRUPS REMARKS TYPICAL AUGER CAST PILE , BARS SIZE TYPE SPACING v NOT TO SCALE #6 #4 10" NOTES 3 & 7 NOTES: TYPICAL CONCRETE BEAM REINFORCEMENT 1. LAP SPLICES SHALL. NOT BE PERMITTED FOR VE #7 #4 � 10" S2.5 MAY BEPILE USED PROVIDEDECHANICAL THE COUPLER COUP AE #6 #3 � 10" NOT TO SCALE TESDEVELOPING 125X OF THE REBAR CAPACITY ` 2. GROUT USED FOR AUGERCAST PILES SHALL ACHI 1. TOP BARS AT CANTILEVERED END SHALL EXTEND AT LEAST 4'-0" INSIDE COMPRESSIVE STRENGTH OF 4000 PSI AT 28 #6 #3 12" NOTE 2 FACE OF SUPPORT. DA PILES SHALL BE CONSTRUCTED WITH A MORTAR #6 #3 12" NOTES 2 do 6 2. PROVIDE 3" COVER OVER REINFORCEMENT FOR BEAMS WITH UNFORMED EDGES OF AT LEAST 1.3 IN DIRECT CONTACT WITH SOIL.. 3. AUGER CAST PILE INSTALLATION SHALL BE OBSE #6 #3 � 12" NOTES 2 do 4 MONITORED AS REQUIRED BY THE GEOTECHNICAL # 2 & 5 #8 #4 10" 90' HOOK VERT COLUMN REINF #3 m (TYPICAL VERT 90' HOOK 3" C ALL TOP BARS) GREATER OF TOP AND BOTTOM BARS SHALL 0.33 L1 OR BE CONTINUOUS THROUGH 0.33 L1 0.33 L2 FIRST INTERIOR SPAN "L2" AT 90' HOOK DETAIL FOR LAP SPLICE REQUIREMENTS 2" CANTILEVERED SLAB ENDS. (TYPICAL ALL :ONCRETE SLAB (LAP SPLICES NOT PERMITTED) TOP BARS) .EVATOR WALL TIE BEAM. (HOOK REMAINDER OF BARS INTO BEAM) r� 3-2. EXTEND BOTTOM BARS 3'-0" INTO GRADE BEAM GB-4 1M GB-3 (BEND BOTTOM BARS AT STEP) C :D FOR DIRECTION CHANGES BELOW BAY WINDOW. TOP BARS "T" 2" CLEAR Q SE :LEVATOR TAE BEAM (TYPICAL)MIDDLE BARS "M" CONCRETE BEAM v Lq �V BOTTOM BARS "B" W a U to 6" L1 6" 6" L2 _Z 0 o4_ MIN MIN MIM 60 REINFORCEMENT DESIGNATION SHOWN ON PLAN: �' aZ 4T10 WHERE "4" INDICATES BAR SIZE � ug EX N GTH SCHEDULE "T" INDICATES LOCATION (T—TOP, M-MIDDLE, B-BOTTOM) F' _ "10" INDICATES SPACING IN INCHES inn FR REBAR SIZE Q S N 5 #6 #7 #8 #9 #10 #11 TYPICAL CONCRETE SLAB REINFORCEMENT E ' LAP SPLICE NOT TO SCALE S2.5 V In 33" 48" 55" 62" 70" 78" 29" 42" 48" 54" 61" 67" is !" 26" 37" 43" 48" 54" 60" DO REI ' LAP SPLICE CO In 43" 63" 72" 81" 91" 101" 37" 54" 62" 70" 79" 87" TYPICAL CONCRETE COLUMN REINFO " NOT TO SCALE t" 33" 1 49" 55" 63" 70" 78" 205 FOUNDATIONS - GENERAL 300.8 AT CHANGES IN DIRECTION OF WALLS, BEAMS AND FOOTINGS PROVIDE CORNER 420.14 DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM BARS TO MATCH SIZE AND SPACING OF ADJOINING REINFORCEMENT. CORNER PROVIDE LAP SPLICES OF 48 BAR DIAMETERS MINIMUM UN 205.1 THE GEOTECHNICAL EVALUATION AND RECOMMENDATIONS ARE PROVIDED BARS SHALL HAVE A MINIMUM CLASS "B" LAP LENGTH WITH ADJOINING SPACERS AS REQUIRED TO PROPERLY LOCATE REINFORCING SOLELY BY T. SMITH CONSULTING ENGINEERS, INC. THE FOLLOWING SITE REINFORCEMENT. UILDINGS PREPARATION INSTRUCTIONS ARE ABBREVIATED EXCERPTS FROM THE 420.15 MASONRY COURSING SHOWN IN SECTION IS APPROXIMATE. GEOTECHNICAL REPORT. THE CONTRACTOR SHALL OBTAIN AND REVIEW THE 300.9 ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL ACTUAL COURSING REQUIREMENTS WITH ARCHITECTURAL DRA GEOTECHNICAL REPORT PRIOR TO THE COMMENCEMENT OF SITE WORK. BAR BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS AND SPECIFIED ELEVATIONS. ACTUAL SITE PREPARATION PROCEDURES SHALL CONFORM TO THE SPECIFICATIONS. REINFORCING SHALL BE HELD SECURELY IN POSITION WITH INSTRUCTIONS IN THE UNABRIDGED GEOTECHNICAL REPORT AND THE FIELD STANDARD ACCESSORIES DURING PLACEMENT OF CONCRETE. REINFORCING 420.16 ALL ANCHOR BOLTS SHALL BE ASTM A36 HOT-DIPPED GAL DIRECTIONS BY THE GEOTECHNICAL ENGINEER. SUPPORTS FOR ALL EXPOSED CONCRETE SHALL BE GALVANIZED WITH PLASTIC 15 PSF COATED FEET. WELDED WIRE MESH SHALL BE CHAIRED IN ACCORDANCE WITH 25 PSF 205.2 REMOVE ALL TOPSOIL, VEGETATION, EXISTING FOUNDATIONS, UTILITIES, THE FLORIDA BUILDING CODE. 510 STRUCTURAL STEEL 15 PSF ORGANIC AND DELETERIOUS MATERIAL. STRIPPING DEPTHS ARE ANTICIPATED 5 PSF TO RANGE BETWEEN 0 INCHES AND 36 INCHES. SOME AREAS MAY REQUIRE 300.10 REINFORCING BARS SHALL NOT BE CUT TO ACCOMMODATE THE INSTALLATION 510.1 ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE STRIPPING DEEPER THAN 36 INCHES. OF ANCHORS, EMBEDS OR OTHER ITEMS. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" (1989 REVISED) OF THE AISC. 40 PSF 205.3 FOLLOWING STRIPPING, THE STRIPPED AREA SHALL BE "ROOT-RAKED" TO A 300.11 THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE CONSTRUCTION OF 100 PSF DEPTH OF AT LEAST 18 INCHES WITH A ROOT RAKE MOUNTED ON TRACK- FORMWORK IN ACCORDANCE WITH ACI 347. 510.2 GRADE OF STEEL 60 PSF MOUNTED EQUIPMENT. AT LEAST TWO PASSES IN EACH OF TWO a. STEEL TUBES ASTM A500. GRADE B 30 PSF PERPENDICULAR DIRECTIONS SHALL BE MADE. ROOTS BROUGHT TO THE 300.12 PROVIDE 1/2- PRE-MOLDED EXPANSION MATERIAL WHERE FRANGIBLE SLABS ON b. ANGLES AND PLATES ASTM A36 10 PSF SURFACE WITH THIS PROCESS SHALL BE REMOVED. GRADE ARE POURED AROUND COLUMNS AND AGAINST WALLS UNLESS 20 PSFOTHERWISE SHOWN ON DRAWINGS. 510.3 ALL BOLTS SHALL BE ASTM A325, 3/4-INCH DIAMETER, UN 205.4 AFTER STRIPPING AND SITE CLEARING, COMPACT THE EXPOSED SOILS USING OTHERWISE. TRACKED DOZER EQUIPMENT. COMPACTION SHALL CONTINUE UNTIL A DENSITY 300.13 CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED OTHERWISE. 120 MPH OF AT LEAST 95X OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D- 510.4 ALL WELDING SHALL BE IN ACCORDANCE WITH THE STRU C 1557) HAS BEEN OBTAINED TO A DEPTH OF AT LEAST 12 INCHES BELOW THE 300.14 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR SHALL SUBMIT A CODE, AWS D1.1, LATEST EDITION, OF THE AMERICAN WELDI ENCLOSED COMPACTED SURFACE. THE ROLLER COVERAGES SHALL BE DIVIDED EVENLY CONCRETE MIX DESIGN FOR REVIEW BY LATITUDE 30 ENGINEERING. THE ELECTRODES SHALL BE E70XX FOR MANUAL ARC WELDING II INTO TWO PERPENDICULAR DIRECTIONS. INFORMATION SHALL INCLUDE: SUBMERGED ARC WELDING. 1.00 a. INTENDED USAGE AND LOCATION FOR EACH TYPE +0.18 205.5 STRUCTURAL FILL SWILL CONSIST OF AN INORGANIC, NON-PLASTIC, GRANULAR b. MIX DESIGN INCLUDING MATERIAL TYPES AND AMOUNTS 510.5 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH D SOIL CONTAINING LESS THAN 1OX MATERIAL PASSING THE NO. 200 MESH SIEVE. C. WATER CEMENT RATIO BY WEIGHT SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL. PLACE STRUCTURAL FILL IN LIFTS NOT EXCEEDING 6 INCHES IN LOOSE d. SLUMP RANGE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTANCE AN THICKNESS AND COMPACT EACH LIFT THOROUGHLY WITH TRACKED DOZER e. AIR CONTENT BID SHALL ANTICIPATE THE USE OF THOSE SPECIFIED DET EQUIPMENT. COMPACTION SHALL BE CONTINUED UNTIL A DENSITY OF AT f. STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE D R-� LEAST 95X OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY IS OBTAINED IN ALTERNATE DETAILS WHICH HE PROPOSES. EACH UFT. 300.15 PROVIDE (4) CONCRETE TEST CYLINDERS FOR EACH 50 CY OF CONCRETE PLACED 15.50' NGVD OR FRACTION THEREOF PER DAY. A QUALIFIED TESTING LABORATORY SHALL 510.6 ALL EXTERIOR STRUCTURAL STEEL SHALL BE HOT DIPPED VARIES 8.9' TO 12' NGVD 205.6 THE CONTRACTOR SHALL OBSERVE WATER CONDITIONS AT THE SITE AND TAKE DIRECTLY SEND TME COMPRESSIVE STRENGTH TEST RESULTS TO THE THE NECESSARY PRECAUTIONS TO INSURE THAT THE FOUNDATION ARCHITECT FOR REVIEW. 510.7 LEVELING GROUT SHALL BE NON-SHRINK, NON-METALLIC © EXCAVATIONS REMAIN DRY DURING CONSTRUCTION. GROUNDWATER MIXED GROUT TESTED IN ACCORDANCE WITH CE-CRD-C621 CONTROL IS ANTICIPATED FOR THIS SITE. GROUNDWATER CAN BE CONTROLLED f'c OF NOT LESS THAN 5000 PSI. BY PUMPING FROM BARREL SUMPS LOCATED IN PERIMETER DITCHES OR PITS. 350 CONCRETE/MASONRY ANCHORS IORK FOR ALL STRUCTURAL ALL SUMP INLETS SHALL BE LOCATED OUTSIDE THE BEARING AREAS. THE 510.8 ALL ANCHOR BOLTS SHALL BE ASTM A36, 3/4" DIAMETER IITECTURAL DRAWINGS GROUNDWATER LEVEL SHALL BE MAINTAINED AT LEAST ONE FOOT BELOW THE 350.1 ALL ADHESIVE STUD ANCHORS SHALL BE "HILTI HIT-HY 150 ADHESIVE NOTED OTHERWISE. ALL DETAILS AND SECTIONS BOTTOM OF ALL EXCAVATIONS AND TWO FEET BELOW THE SURFACE OF CONCRETE ANCHORS" AS MANUFACTURED BY HILTI FASTENING SYSTEMS, INC. BE TYPICAL AND SHALL BE VIBRATORY COMPACTION OPERATIONS. IN AREAS WHERE DEEPER (OR APPROVED EQUAL). ELSEWHERE ON THE GROUNDWATER DRAWDOWN IS REQUIRED, A FULLY-SANDED VACUUM 610 STRUCTURAL LUMBER WELLPOINT SYSTEM WILL BE REQUIRED. 350.2 ALL EXPANSION STUD ANCHORS SHALL BE "HILTI KWIK-BOLT II EXPANSION VMIICAL EQUIPMENT UNITS, 205.7 THE UPPER 12 INCHES OF ALL SANDY BEARING SOILS IN THE FOOTING CONCRETE ANCHORS" AS MANUFACTURED BY HILTI FASTENING SYSTEMS, INC. 610.1 ALL STRUCTURAL LUMBER SHALL CONFORM TO THE MOST UBJECT TO THE STRUCTURAL EXCAVATIONS SHALL BE COMPACTED TO AT LEAST 95X OF THE MODIFIED (OR APPROVED EOUAL). APPLICABLE SPECIFICATIONS OF THE AMERICAN INSTITUTE 0 CONSTRUCTION. PROCTOR MAXIMUM DRY DENSITY. 350.3 THE "HAS ANCHOR ROD" SHALL CONFORM TO ASTM A36 STEEL, THE "HAS SUPER 610.2 ALL STRUCTURAL LUMBER SHALL BE NO. 2 GRADE SOUTHE D PLUMBING DRAWINGS 205.8 BACKFILLING AGAINST FOUNDATION WALLS SHALL NOT BE PERMITTED UNTIL ANCHOR ROD" SHALL CONFORM TO ASTM A193 STEEL, THE "HAS STANDARD BETTER LINO WITH ALLOWABLE MATERIAL STRESSES IN ACCO tE NOT SHOWN ON THE SUPPORTING STRUCTURAL ELEMENTS HAVE BEEN PLACED AND HAVE BECOME NUT" SHALL CONFORM TO ASTM A563, GRADE A, THE "HAS SUPER ANCHOR ROD THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUC CAPABLE OF FURNISHING THE NECESSARY SUPPORT FOR THE WALLS. PROVIDE NUT" SHALL CONFORM TO ASTM A 563, GRADE H. AMERICAN FOREST & PAPER ASSOCIATION. TEMPORARY SHORING WHERE REQUIRED. WMERE BACKFILL IS REQUIRED ON TESTED IN ACCORDANCE BOTH SIDES OF THE WALL, BACKFILL BOTH SIDES SIMULTANEOUSLY WITH A 350.4 THE WK-BOLT II EXPANSION ANCHORS" STUD SHALL CONFORM TO ASTM A510 OR 610.3 ALL LUMBER SHALL COMPLY WITH PS 20 "AMERICAN SOFTW 'PLICABLE BUILDING CODES. GRADE DIFFERENCE NOT TO EXCEED 2'-0" AT ANY TIME. CONTRACTOR SMALL USE ASTM A108 STEEL AND THE NUT SHALL CONFORM TO ASTM A563. GRADE A. STANDARD" AND WITH THE APPLICABLE RULE OF INSPECTIO )N AND/OR TESTING EXTREME CAUTION DURING BArCKFIWNG TO PREVENT DAMAGE TO FOUNDATION CERTIFIED BY AMERICAN LUMBER STANDARD. FACTORY MARK ECT, IN TO PERFORM ALL WAILS. THE USE OF HEAVY EQUIPMENT FOR BACKFILLING IS NOT RECOMMENDED. 350.5 GROUT SOLID ALL MASONRY CELLS WHERE ANCHORS ARE TO BE INSTALLED. LUMBER WITH GRADE STAMP OF INSPECTION AGENCY EVIDE COMPLIANCE WITH GRADING RULE REQUIREMENTS. tCHITECT, WINDOW/DOOR 230 AUGER-GROUTED CONCRETE PILES (AUGER CAST) 350.6 THE INSTALLATION OF POST INSTALLED ANCHORS SHALL BE IN ACCORDANCE ORS SHALL BE CERTIFIED AND WITH THE MANUFACTURER'S RECOMMENDED PROCEDURES. 610.4 PROVIDE NAILING PATTERN IN COMPLIANCE WITH FBC RECO 'ERS SPECIFICATIONS TO 230.1 AUGER CAST FOUNDATIONS HAVE BEEN DESIGNED AND SHALL BE FASTENING SCHEDULE WHEN JOINING TWO OR MORE FRAMIN PRESSURES. WINDOWS AND CONSTRUCTED IN ACCORDANCE WITH CRITERIA ESTABLISHED BY T. SMITH 420 MASONRY 610.5 ALL METAL CONNECTORS SHALL BE MANUFACTURED BY THE SISTANT COVERING OR SHALL CONSULTING ENGINEERS, INC. (TSCE) IN THEIR GEOTECHNICAL REPORT DATED TIE COMPANY AND SHALL BE EITHER HOT-DIP GALVANIZED )04 FLORIDA BUILDING CODE. JUNE 9, 2006. 420.1 ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION STEEL. INSTALL METAL CONNECTORS PER THE MANUFACTU OF "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530) AND SPECIFICATIONS FOR THE MAXIMUM NAILING QUANTITY AND ROL OR BE RESPONSIBLE FOR - 230.2 AUGER CAST PILES SHALL BE FORMED BY ROTATING A CONTINUOUS HOLLOW- THE "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1) OF THE HOT DIPPED GALVANIZED FASTENERS .SHALL BE USED WITH OCEDURES, OR SEQUENCES; FLIGHT AUGER TO THE SPECIFIED PILE TIP BEARING ELEVATION, FOLLOWED BY AMERICAN CONCRETE INSTITUTE. CONNECTORS AND ONLY STAINLESS STEEL FASTENERS SHAL R. OR ANY OTHER PERSONS SLOW WITHDRAWL OF THE AUGER WHILE PUMPING IN MORTAR GROUT UNDER STAINLESS STEEL CONNECTORS. OF THEM TO CONSTRUCT THE PRESSURE. A MINIMUM PRESSURE HEAD WITHIN THE HOLLOW AUGER STEM 420.2 ALL MASONRY WORK TO BE EXECUTED IN COLD WEATHER SHALL BE IN iOCUMENTS. EQUIVALENT TO 10 FEET OF MORTAR ABOVE THE INJECTION POINT IS REQUIRED. CONFORMANCE WITH THE RECOMMENDATIONS FOR COLD WEATHER 610.6 ALL WOOD JOISTS OR HEADERS WHICH FRAME INTO BEAMS LING, SHORING, GUYING OR 230.3 AUGER CAST PILES SHALL BE CONSTRUCTED WITH A MORTAR FACTOR OF AT CONSTRUCTION OF THE LATEST EDITION OF "BUILDING CODE REQUIREMENTS SUPPORTED BY SIMPSON LUS HANGERS WITH THE SAME WI DENTS DURING ERECTION AND LEAST 1.3. THE COMPRESSIVE STRENGTH OF THE MORTAR GROUT SHALL FOR MASONRY STRUCTURES" (ACI 530} AND THE "SPECIFICATIONS FOR MASONRY THE MEMBER LINO. USE HANGERS WITH CONCEALED HEFLANG S JCTION. ACHIEVE 4000 PSI IN 28 DAYS. STRUCTURES" (ACI 530.1) OF THE AMERICAN CONCRETE INSTITUTE WITH THE CONNECTOR CANNOT BE HIDDEN BY WOOD TRIM OR THE S WIDER THAN THE STANDARD FLANGE. FOLLOWING ADDITION TO THE REQUIREMENTS OF ACI 530.1 SECTION 1.8-B: FOR )OFING SYSTEMS, CEILING, 230.4 THE ALIGNMENT AND CONCRETE COVER OVER THE STEEL REINFORCEMENT ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE 610.7 BOLTED CONNECTIONS SHALL USE ASTM A36 BOLTS WITH 2 INSTALLED BASED ON THE SHALL BE MAINTAINED BY PLACING SPACERS (FOOTBALLS) ON THE OUTSIDE OF TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY UNO. ALL BOLTED CONNECTIONS EXPOSED TO WEATHER S 3YSTEM. THE STRUCTURAL THE REINFORCEMENT CAGE. LAP SPLICES SHALL NOT BE PERMITTED FOR SHALL BE MAINTAINED ABOVE 32 DEGREES (F) FOR A MINIMUM OF 24 HOURS DIPPED GALVANIZED OR STAINLESS STEEL BOLTS AND HARD ) THE DEFLECTIONS TOLERANCES VERTICAL AUGER CAST PILE REINFORCEMENT. USING THE METHODS DESCRIBED IN ACI 530.1. FER MOVEMENT DUE TO LIVE 610.8 LOAD BEARING STUD WALLS SHALL BE CONTINUOUSLY BRID XPANSION AND CONTRACTION, 230.5 THE AUGER CAST PILE CONTRACTOR SHALL SUBMIT EVIDENCE TO THE 420.3 PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. AT HEIGHT AND UNSUPPORTED PLYWOOD WALL SHEATHING JOIN STURE CONTENT AND WIND STRUCTURAL ENGINEER OF RECORD THAT HE HAS BEEN ENGAGED IN THE INTERSECTING WALLS THE MASONRY SHALL BE LAID IN AN OVERLAPPING WOOD BLOCKING UNO. S SUCH AS GROUT JOINTS FOR SUCCESSFUL INSTALLATION OF AUGER CAST PILES FOR AT LEAST FIVE YEARS. (INTERLOCK) MASONRY BOND PATTERN. ) CRACKING AT THE EXTERIOR 610.9 NO CUTS, HOLES, OR COPES REQUIRED FOR OTHER TRADE NOTIFIED BY THE CONTRACTOR 230.6 AUGER CAST PILE INSTALLATION SWILL BE OBSERVED AND MONITORED BY A 420.4 MORTAR SHALL CONFORM TO THE PROPORTION SPECIFICATION OF ASTM C270, WOOD FRAMING SHALL BE PERMITTED WITHOUT PRIOR REVI RE DEFLECTION TOLERANCES GEOTECHNICAL ENGINEER FROM TSCE. SINCE AUGER CAST PILES ARE NOT TYPE M OR S. BY THE STRUCTURAL ENGINEER AND ARCHITECT. G CODE. VISIBLE AFTER CONSTRUCTION, THE QUALITY, INTEGRITY AND CAPACITY OF THE PILES CAN NOT BE CONFIRMED WITHOUT CLOSE OBSERVATION BY THE 420.5 GROUT PER ASTM C476 610.10 ONE ROW OF BRIDGING SHALL BE PROVIDED AT CENTER U REVIEW THE CORROSION, GEOTECHNICAL ENGINEER. a. MINIMUM GROUT COMPRESSIVE STRENGTH: 3000 PSI AS INDICATED ON THE DRAWINGS. , STRUCTURAL MATERIALS b. SLUMP OF GROUT SHALL BE 8 TO 11 INCHES PER ASTM C143. 1E OWNER WILL BE REQUIRED TO C. MAX. AGGREGATE SIZE SHALL BE 3/8" (AGGREGATE GRADED TO 610.11 PROVIDE DOUBLE JOISTS OR SOLID BLOCKING AT 24" ON C :ESSIVE DETERIORATION OR 300 REINFORCED CONCRETE PRODUCE FINE GROUT IN CONFORMANCE WITH ASTM C476 AND PARTITIONS. )N THE MAINTENANCE C404). :CTATIONS, THE OWNER SHALL 300.1 ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH THE 610.12 PROVIDE DOUBLE LAYER PLYWOOD UNDER ALL CERAMIC OR NTS, AND COATINGS. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318, 420.6 LIMIT CEMENTITIOUS MATERIALS IN MORTAR TO: PORTLAND CEMENT FLOORS. LATEST EDITION). DETAIUNG MANUAL (ACI 315, LATEST ADDITION) AND CONFORMING TO ASTM C150 TYPE I; LIME CONFORMING TO ASTM C207; AND SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301, LATEST EDITION) OF THE MORTAR CEMENT CONFORMING TO ASTM C1329. 610.13 PRESSURE TREAT WITH WATER-BORNE PRESERVATIVES ALL AMERICAN CONCRETE INSTITUTE. MAY BE EXPOSED TO MOISTURE OR IS IN CONTACT WITH FOR REVIEW BY LATITUDE 420.7 CONCRETE BLOCK UNITS CONCRETE. PRESSURE TREATMENT SHALL COMPLY WITH REQ 'HOP DRAWINGS SHALL BE 300.2 MINIMUM CONCRETE COMPRESSIVE STRENGTH REQUIRED AT 28 DAYS: a. SOLID AND HOLLOW LOAD BEARING UNITS PER ASTM C90, TYPE N- AWPA STANDARDS C2 AND LP-22. a. FOUNDATIONS EXCEPT AUGER CAST PILES 3000 PSI II. AS REQUIRED TO PROVIDE 1500 PSI MINIMUM 28-DAY ULTIMATE ,.ELIDING, BUT NOT LIMITED b. AUGER CAST PILES 4000 PSI COMPRESSIVE STRENGTH. 610.14 ALL METAL FASTENERS, CONNECTORS, ANCHORS AND HARDW C. FRANGIBLE CONCRETE SLABS 3000 PSI CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAJNLE 1ASONRY d. STRUCTURAL CONCRETE SLABS 4000 PSI 420.8 HORIZONTAL JOINT REINFORCING FOR ALL EXTERIOR AND LOAD BEARING A316) OR HOT DIPPED GALVANIZED. CONTRACTOR SHALL IS & LENGTHS e. COLUMNS. WALLS AND BEAMS 4000 PSI WALLS SHALL BE GALVANIZED TRUSS OR LADDER TYPE DUR-O-WAL OR EQUAL REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTO D ANCHORS APPROVED BY THE STRUCTURAL ENGINEER WITH 2-9 GAGE LONGITUDINAL MANUFACTURER. 300.3 ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (144 PCF +) WITH ALL WIRES AND A 9 GAGE CROSS WIRE, SPACED AT 16 INCHES ON CENTER, UNO. CEMENT CONFORMING TO ASTM C150, TYPE I. MAXIMUM AGGREGATE SIZE PROVIDE ADDITIONAL LAYERS OF JOINT REINFORCEMENT IN THE FIRST TWO " COURSES ABOVE AND BELOW A MASONRY OPENING. PROVIDE LAP AS 610.15 ALL 1.9E MICROLLAM MEMBERS (DENOTED BY LVL' SHALL N )D WOOD SHALL BE 1-1/2" FOR FOOTINGS AND 3/4" FOR WALLS AND SLABS, CONFORMING " " MANUFACTURED BY "TRUS JOIST MACMILLAN, A WEYERHAEUS om TO ASTM C33. RECOMMENDED BY MANUFACTURER WITH A MINIMUM OF 6". PROVIDE L AN APPROVED EQUIVALENT MANUFACTURER. kMPED BY THE GENERAL SHAPE AND "T" SHAPE DUR-O-WAL REINFORCING AT ALL CORNERS AND THOUT CONTRACTOR 300.4 REINFORCEMENT: INTERSECTIONS WITH 8" MINIMUM LAP. 610.16 MICROLLAM MEMBERS COMPOSED OF MULTIPLE PLIES OF 1 a. DEFORMED BARS ASTM A615. GRADE 60 MEMBERS SHALL BE JOINED WITH AN EXTERIOR TYPE ADHES b. WELDED WIRE MESH ASTM A185 420.9 FULL BED AND HEAD JOINTS SHALL BE USED. NAILED TOGETHER AS INDICATED ON PLAN. PRINTED COPIES OF SHOP 300.5 MINIMUM COVER FOR CAST-IN-PLACE CONCRETE REINFORCEMENT UNO SHALL 420.10 ALL MASONRY WALLS SWILL BE SECURELY BRACED UNTIL FLOOR AND/OR 610.17 ALL PARALLAM MEMBERS (PSL) SHALL BE MANUFACTURED NG. UPON THE COMPLETION BE AS FOLLOWS: ROOF SYSTEMS HAVE BEEN COMPLETELY INSTALLED AND ARE CAPABLE OF 'ILL BE RETAINED BY THE a. FOUNDATIONS. AUGER CAST PILES & GRADE BEAMS 3" STABILIZING THE WALLS. THE MASONRY WALLS ARE NOT DESIGNED TO MACMILLAN, A WEYERHAEUSER BUSINESS" OR AN APPROVED b. STRUCTURAL. CONCRETE SLABS 2" WITHSTAND TEMPORARY CONSTRUCTION LOADS. MANUFACTURER. JITTALS FOR THIS PROJECT IS C. COLUMNS. WALLS AND BEAMS 2" UNO 18 PARALLAM BEAMS OR COLUMNS SHALL BE SOLID AND SHALL . 610 �D FOR GENERAL 420.11 MASONRY UNITS CONTAINING REINFORCEMENT SHALL BE FILLED SOLID WITH COMPOSED OF MULTIPLE PLIES. THE CONTRACT 300.6 SPLICES IN REINFORCEMENT, WHERE PERMITTED, SHALL BE AS FOLLOWS: 3000 PSI GROUT. GROUT ALL CELLS BELOW GRADE SOLID. TDOCUMENTS. THE ALL OTHERS CLASS "B" LAP SPLICE LENGTH TTH DO NOT RELIEVE THE WELDED WIRE MESH 8 420.12" 610.19 PARALLAM MEMBERS EXPOSED TO MOISTURE SWILL BE WO A PROVIDE FINE GROUT PER ASTM C476 WHEN WIDTH OF GROUT SPACE IS LESS TREATED FOR SERVICE LEVEL 2. IS WORK IN A SAFE AND THAN 2". PROVIDE COARSE GROUT FOR GROUT SPACE WIDTHS 2 OR GREATER. 300.7 SPLICES IN TOP REINFORCEMENT SHALL BE MADE AT MIDSPAN. SPLICES IN PROVIDE FINE GROUT WHEN REINFORCING HAS LESS THAN 1/2- CLEARANCE. 610.20 PROVIDE MINIMUM 3 INCH BEARING LENGTH FOR ALL MICRO BOTTOM REINFORCEMENT SHALL BE OVER SUPPORTS UNLESS NOTED PARALLAM MEMBERS LINO. OTHERWISE. 420.13 PROVIDE CLEAN OUT AND INSPECTION HOLES, AT BOTTOM OF MASONRY WALL IN ACCORDANCE WITH THE MASONRY CODE IF HIGH LIFT GROUTING (OVER 4 FEET HIGH) IS USED. BLD HT LIMIT — — — 3 c� STUCC` R71'-51/8 STUCC COPPER COPPER CRICKET CRICKET 9 3'-0" DIA. LOUVERED STANDING SEAM GABLE VENT W/ 3'-0" DIA. LOUVERED A COPPER ROOF SCREEN BACKING GABLE VENT W/ SCREEN BACKING TOP OF DBL PLATE O O O - N 00 M WOOD HANDRAIL WOOD BALUSTERS SHAKES7 f o r_o P OF SUBFLOOR - M - - - - - - - - - - - -- -- WOOD BRACKETS—/ — — — — — — — — —. — — - --- — — — — — — — wuwwww BOT. OF I-JOISTS A F WOOD RS'-5" SHAKES?`f WOOD LATTICE r, O O z OA OE OD OE OA o TOP OF SUBFLOOR 3 WOOD P ANT STUCCO KEY 6" STUCCO BAND W/ & BR C E STUCCO LINTELS _ — STUCCO ' — 1 ..FL•'S �.. 3 4" W/ / BREAK •1 ; G . ;T D 6QA S 'SCORED.,," ,, .•:'. CALCULATED AVERAGE GRADE `STUCCO. 16.67' N.G.V.D. -SPACED TOP OF GARAGE SLABTOP OF GARAGE SLAB y: 11.0' TOP OF GARAGE SLAB f — — — — — — — FRONT ELEVATION REAR ELEVATION Ap SCALE: 1/4" = 1'-0" S _ ;;a pts op i .hl. COPPER CAP BEYOND - g\ - 7 _ STANDING SEAM = — 2 COPPER ROOF 3 — - --COPPER RTT OOF I Li WOOD TTT HANDRAIL BALUSTER 7FF /WOOD WOOD HANDRAIL WOOD& BALUSTERS SHAKES B SHAKES, Ll i 10" WOOD BAND W1 3/4" BREAKS — - - - - - - - - - - - - - - - - - - -WOOD- - - - - - - - - - - - - - - -- - FABRIC AWNING-,,,,, BRACKETS r; R16-0 7/8" ® /WOOD J� H SHAKES [/WOOD O WOOD COLUMN SHAKES OLLI IIL== Ojj� O O 21.6' F.F.L. mot SCORED STUCCO ;.:. -- -- SPACED EQUALLY' 6" STUCCO BAND W/ _ 3/4" BREAK - - - - - - - - - - - - - - -- ---- rt_� - - - - - - - O _ CALCULATED AVERAGE GRADE � 16.67' N.G.V.D. LEFT ELEVATION 11 1-011 COPPER CAP SCALE: 1/4 = 1 -0 _ - 11.0' GARAGE SL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -� - - - - - BLD HT LIMIT STUCCO 8 7 — A — STANDING SEAM A FLAT SEAM_ 12 COPPER ROOF COPPER ROOF FALSE WINDOW a3 — - - TOP OF DBL PLATE _E :1E i 1"x6" FLUSH (VERT) / T&G BOARDS _ N <C> 1/ WOOD HANDRAIL & N WOOD BALUSTERS OB SHAKES OB B B - a TOP OF SUBFLOOR 10" STUCCO BAND R6'-11 3/4" W/ 3/4" BREAK _ _ - - - - M - - - - - - - - - - - - - - - �--1 - - - - - - - - J -J � _ BOT. OF I-JOISTS s��KEs � R16'-0 7/8" - 7 /WoOD Z / SHAKES WOOD COLUMN ' 0 A o A OA JIL 1X6 FLUSH (VERT) T&G BOARDS TOP OF SUBFLOOR - - - - - - - - 77777 . ;CO ALLY'. 6" STUCCO BAND W/ �n J 3/4" BREAK RIGHT ELEVATION SCALE: 1/4" = 1'-0" MAP SHOWING SURVEY OF C N ALL OF THAT PART OF LOT 35, 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, LYING WESTERLY OF THE EROSION CONTROL LINE AS ESTABLISHED BY PLAT BOOK 35, PAGES 59, 59A AND 59B OF SAID PUBLIC RECORDS, TOGETHER WITH A PART OF FRACTIONAL SECTION 9, TOWNSHIP 2 SOUTH, RANGE 29 EAST OF SAID DUVAL COUNTY, FLORIDA. • I I I • • I W J z 00 P� LLIaa 3 C,6) O o: J Z Qti U I� c� a `a � �� =N a I I v U a w L 0 T 3 6 N uj W ce co FOUND 1/2" IRON FOUND 1/2' IRON PIPE LS 4144 , L� [PIPE LS 4144 'ib+. 10 PA ,o" PALM N89"56'15"E 203.93' . N89"56'15"E 50.09' 10 ,6 PALM FOUND 1/2" IRON 9 FOUND 1/2" IRON � PALM PLM '� � PIPE LB 3672 � PIPE CAP ILLEGIBLE 5 FEN 2.44 STEPPING WOOD a CONCRETE w00D FENCE-HEIGHT VARIES �. .N I' STONE WALK STEPS Z PAD o N Q O WOOD DECK fir— ' 1 Z 50.0' LIGHT 43.6' } WOOD V (W.7 O V d Q �0 0 POLE z STEPS w o. g Y z Q_ rY �} W CAMPH a w AMU tY3 In Z 20 R a - TWO STORY FRAME sTON RESIDENCE N 0 o N � v N Cj � wALL � No. 4769 � � O v m M M• MP -* C Q Q 0 O 0 HOUSE 'PALM 43.6 N�14 10"' A 6. 48.2 " *9. PALM 10"' y 0 d, UNKNOWN PAL PALM N 10 c a. PALM E5' WOOD FENCE LLL 32.91' WATER OAK CAMPHOR of 5,.8* PALM 8" PALM FOUND 1/2" N20N 589 56'15"W 50.09' z Q w g 16 PALM wo D FEN(2-HEIGHT VARIES 589.56'15"W 24.85' 195't FOUND 1/2" IRON ui PIPE. NO CAP U O- UNKNOWN M CAMPHOR � ^ PIPE LB 3672 FOUND 1/2- IRON 10 PIPE LS 4144 CAMPHOR _ J lJ FOUND 1-1/4" IR i PIPE. NO CAP Oa L 0 T 3 4 i �W r ? o w z N r O Jv 0+ ' O v NOTES: THIS IS A BOUNDARY SURVEY. ' THIS SURVEY WAS MADE FOR THE BENEFIT OF: NO BUILDING RESTRICTION LINES PER PLAT, THOMAS COUGHLIN BEARINGS BASED ON THE SOUTHERLY LINE OF LOT 35, BEING S 89'56'15" W, AND COSTAL CONSTRUCTION CONTROL LINE AND EROSON CONTROL LINE AS PER BOATWRIGHT SURVEYORS, INC DRAWING 2002-0171, DATED DECEMBER 5, 2001 THE PROPERTY SHOWN HEREON APPEARS TO LIE IN FLOOD ZONE "X" (AREA OUTSIDE 500 YEAR FLOOD PLAIN) AND "VE" (EL 14) AS WELL AS CAN BE DETERMINED FROM THE "FLOOD INSURANCE RATE MAP" COMMUNITY—PANEL STEPHEN W. CREWS, P.S.M. "NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA- NUMBER 120075 0001 0 REVISED APRIL 17, 1989 FOR THE CITY OF TREE SURVEY EASTERLY PARCEL JUNE 20, 2006 FLORIDA UC. SURVEYOR and MAPPER No. LS 5996 LICENSED SURVEYOR AND MAPPER." ATLANTIC BEACH, DUVAL COUNTY, FLORIDA. RECHECKED EASTERLY PARCEL APRIL 19, 2006 FLORIDA LIC. 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(i�iISHC6 FI zi-ir 1='tors,e MiP1 r�' � \/gkrei? 4 1 21,S' F F L L1.� �' D �4.t.V A--r{o N kT cL r'TEI4pVP00L i s,s NCv IO yAt ZdJ r4 I,r l 16,W MSL AVG Gem , L4 �... - � ..,... ,......,..:. n.,a ..�. ,>+,.�-..,,r.,-.r.»a.-:-,.•�.,..,.,,,...,..: .e:. ,A.,.....,.,.,>,:�.,.K�....,.,...,...,.._,.,.... -'' p ..,..m,"..'_",.`}...,..T... ar a _ a r� 5 I i POO L P o 1. �cX 'o BE E��vAnt* 11.0 tdvi> z i 5 vPpo aye a AW-1404L ,. I 70 (7SOIL TO LE'�...EMoi t3 IZOL S OIL TO P_ kElv4(�e t POPL TETAIL5 $ C� Z Dfz 4UE tMfktf Ff3f�- G1t +5 LA C_ SOILTO 16E 2,C-.MOV 90 LE;p_nrrwca TO FE ADPEQ � Soft-To S IE REMd V ED C'02 Fort peot,._,.,, c� ell-_V01134 X �L�v� r�, Sttkf"I' ,� �°�'� .........,.�,.�..—,_�.._._, .��.�. _._ N E w a R.AsS # ” a # OF ticmb GENERAL NOTES: I I N o 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. z x 35' BLD HT LIMIT I I A w a I ® ❑ I I FINISHED SECOND FLOOR 33' F.F.L. ( I ELEVATION 33' NGVD TOP OF POOL ELEVATION 20.5' NGVD FINISHED FIRST FLOOR ISN.POOL WATER 18" SITTING WALL 21.5' F.F.L. I I ELEVATION 21.5' NGVD ELEVATION 0 CENTER OF POOL W/DBL. BULLNOSE COPING 15.5' NGVD (SEE LANDSCAPING PLAN FOR DETAILS) 16.67' MSL CALCULATED AVG. GRADE _ I _ _ _ _ — I I GARAGE FLOOR SLAB 100 CUBIC FEET OF LL N — 11.0' GARAGE SLAB I I ELEVATION 11.0' NGVD M NEW GRASS SOD -a I SOIL TO BE REMOVED O OR GARAGE FLOOR S2 297 CUBIC FEET I EXISTING GRASS SOD v� SOIL TO BE REMOVED NATIVE SPECIES TO BE SOIL REMOVED FOR POOL NOTE PLANTING TO car FOR ELEVATOR ADDED TO EXISTING SHAFT BE REPLACED WITH VEGETATION '4 ed 140 0.0' _ — — — — ELEVATION 0.0' NW — — — — NATIVE SPECIES — — — O tw hl POOL & POOL DECK 0 ALL PILINGS EXTENDED PAST -10.0' NGVD OR DEEPER SEE STRUCTURAL DRAWINGS TO BE SUPPORTED r V BY ANCHOR PILLING V S SEE STRUCTURAL DWG $ VI FOR DETAILS pig 20.0' 1 .2' V 0-4 67.9 cd .� 00 En 86.9' P LEGEND C 94.9' rnen o .d 121 .5' SITE SECTION D FLAGPOLE h+l �, 0 CN R GAS CONNECTION p SCALE: 1" = 10'-0" 0 arn N TREE TO BE REMOVED 0 g I � I t v w O��Qry�i INSTALL MAILBOX I I .� PER POSTAL FOUND 1/2" IRON o � FOUND 1/2" IRON REGULATIONS. VERIFY ��yy `ti PIPELS 4144 C5 PIPE LS 4144 LOCATION W/ OWNER. a o I C'O IN = ,185,806.07 �uG'0� �P o FASTING = 374,475.05 I w SET 1/2' IRON O N CL SLOPE WALL EVENLY EXISTING WOOD FENCE. 8" RETAINING WALL 5' SETBACK LINE 4-4 PIPE LB 3672 a BRICK LANDING Co N89o5615"E 50.09' cn o HEIGHT VERIES N89o56'15"E 203.93' HT. AS SHOWN o: p ON CONC SLAB O Q b --�( -- QCT--- vWi 3 U p i-; O 32.44 PLANTING tf) % y 5' WOOD FENCE +GD ,Pr "!/' //��' / '/ '' /;%%// ./ r'//' ,�'/ ///// .f ;f/i//, �, - - - - - - - - - - - - - — - - - - - - - - �/ f20 /� /.,' ./// / :/ / //i ;/,/� . /,�:, i EXTE D EXISTING FENCEAtiti /50.0'. 15SWAY I I /RS i �f <,tI GRASS / S DEXISTING VEGETATION "� � D ", /%rwPROPOSED %ff % L T 3 4d ARK N I ( TWO—STORY % p TREE TO BE REMOVED C) i RESIDENCE �r w� w 8 RET KING WALL AISED Ld r N NAIL and DISC TO A IGHT TO PRO DE A 1O NEW P00 v O S SIDE 15"OAK /! ° " a Q M / 18 SI NG WALL ABO o 4' DUNE WALKOVER ELEVATION=12.90 j ;/ M 2$ �l UI REAR PORCH y POOL D CK ELEVATION. 0)" DESIGN BY OTHERS /� 21.5 1ST FLOOR ELEVATION 3 wPLANTING `% f SLOPED WALL. 18' H R U) 3 X 16 X 16" r ,%f/', , ;/ '�' ir`i ij f'% 1i'` THAN S EPS o, BRICK PIER W/ - 20'-2" EXISTING j ❑ — — — - - — ;— OOD BULKCARRIAGE LIGHT PLANTING PLAN11 — D — - - - - - - - - — PLANTING — — — — — — — — — — - - - - — — ,c"r,l LANTING GENERATOR G o Q FLAGPO E o EM o G 10SE K LIN M $ 5' WOOD FENCE Q w J PLANTING I / gulp• Monday,November 6,2006 S89v�56'15"W 204.85 I PIPE LB 3672 S89s56'15"W 50.09' z a SET 1/2" IRON WOOD FENCE-NEIGH? VARIES 3 v I 6' WOOD FENCE ARBOR: 12'X6'W W/ 8" BRICK LANDING 12 X 12 DRAIN BOX TYP. FOUND 1/2" IRON Z FOUND 1-1j4" IRON I 8" RETAINING WALL ON CONC SLAB (TAKE ALL DRAINAGE TO COLUMNS. DESIGN BY EXISTING WOOD FENCE d- I I (SLOPE WALL EVENLY) THE WEST) �i PIPE LS 4144 PIPE, NO CAP OTHERS}- NORTHING = 2,185,756.10 a_ EASTNG 374,478.10 I J EXISTING 4' WOOD WALK SITE Z COASTAL CONSTRUCTION W Q I CONTROL LINE INSTALL 2 GAS CONNECTORS PLAN o FRENCH DRtIN FOR GAS GRILL. X I i Q �C o N L a T 3 4 SITE PLANW °J� z Mi — SCALE: V = 101-011N z I C� I , CK O I G� i L Q O`(/ w Cy- 4- 10 5 0 10 20 O I Ln Lc� n- O 0 I ` Qv�� P� N Q l " = 10' � O u 78.5' SCALE. 1 i IN Lij TWO STORY 1.NOTE: SYSTEM SHALL BE GEOTRMAL FRAME Q RESIDENCE TYPE WITH NO EXTERIOR COMPRE SORS. A0 . I Lij cy No. 1765 m 0 I o I O O O rr� V v O O W w � 78'-11" z 23'-4" 41'-8" 13'-1 Ff z El 7'-4" 12'-0" 4'-0" 13'-10" 27-1011 /-SEE GEN N TE 1 THIS SHEET Ilk k > X ,,x,h, � � ">:� .X �k �,X '-,K, i,,.'C .ri .,�.�.,h. ,` �1� ,X �. "�: y r, , v ,. IL-� X ., <�, ��.,�n <, '. �>�,•if, :.,.,,, �;, k � ,��. k'�' � u � .�K; .>�!, ,. IL — __ �T, I"11 �„� �IT �� LT�ui I ,�„ - 1-=1 _ T JAI-L I-I i-�111- - I I i - -111-I-1f- r 11=lli=11- N -J12=1 _ 1 -1LI=T-11 I-1 - TL- �_� - 1 1111 IIIl I I -I L- - 1=l L�Lfi-I-11 v� _j� �1- � �L II�1 >�_ k a x x ':u k JS x Zf-Jl1-1L 1L�' �1- I )�- N 1,i�l-1TI- T 1- I-)I(- > - ,iI�II(�-'��Ll 11" l I� ��I"tR I Lr 1= L I 1 M - - _ -I- 1 1_TI-I I-I' [1=11-11(-i I-I I�L li- =11( =1111M - = rf-`I 0 p� - T-J-�=ll1-IIL11( 11JT-T]_(-III-�11-�- i-lll- -ILII I- I-llC-.M!LIIIJ`--lll=lii= -_�-I�I I I U 17 I I r N `=1 I IL II� IL1T��-1J-I=1(I1]1Ii- SE S STORAGE o I=�(�> T x r-+ 'C! •-+ oG 003 004 (—Irl—nl—I�TI—»� M M 5'-11%rr n --��t�—i1=r�1— — �i—I — '- — — — r 4 n .; ( - I-11==111 - I-LT{- -lT(-TC�i- rA •� t�j l_t(L LL ri — — — — — — — ------- =, ff 11.00'MSL v w1-w-11-L1- ll1�� =11-L =d TI /. \_20 MIN. ------ M ELEV. I- _ til O RATING DOOR _ ---- T i=1 I ITI I f1�1 I L�T1L� T � A, �1 � L7 \ d� i i �{/ V -------- Il-1II -1-[i.-11_TFI_1-II(- �j �'i 1-11` 1=1 LIII I;=Lu TF�l� r U1-1 IM- -tit- 00 rA A 002 518"TYPE"X"GYP. 009 MECH. ` N 1 ' O BD.ON CLG O 007 _ =r c Vl 005 x �- 1 ' 00 `n O .c1a : . a� 0 .x / n u — — — - 3'-1" 101-211 - U O - - - - a o a Q _0 GARAGE % r E V. DEPRESS SLAB @ ` — — — — — — — --� OO I ELEV.AS REQ'D.PER ;x gn M o M M ri ELEVATOR MFR. \ a k S 005 rkN in M 11.00'MSL ELEV. HALL xr - _ — OOQl 008 ter- x` -�' STRUCTURAL SLAB ON � 006 - COMPACTED FILL THIS AREA CONC. SLAB" 006 r Xu� E-' w •P-'I CONC. SLAB 6 ►`L-i CQ _ill "�� C�2 004 1 - L1=11 �' � t+'� x WINE CELLARx'(1'111'_'1(( �° ® I STORAGE 003 ''� -- =1z�=u1= (=1i ,� 11 . i-1L _L=1I _ U U x -11= 11=(I1= (_I 002 II= - - - -- -- - - _ _- - lT = - - -_ _ - - - - - - - N x - III 1T 1 1 1 1 1 I� I ll1� L 111 l l- O < n CONC. SLAB III ti. il1�1L 1L11 I lll�l�L�LI� Ill1Ll-�LI I �r k x .xjLl�l - x I I-II-�1-Li= l I=J=ll I� f I I_I , `. `; x -J 1-1L=11=L=1�=1L=1L1=1LF=-( .' it A I I�J X�';: (-_ 1=1 I=111.=11=111=111=L1--LI1=IlI L=ll=1�111 I' -11-1T1�-.L(-Ll�-1J1� k' •'' U SHELVES i i-�- i 11-I_ y, J-L(=1 -I 11=1 I=L1-I a 1=�=� I-ll1=1 I-)J(=111= I-)I(- =111=11_I�I_I=1L=1 I� -i i-I N --_ I-lll=lll�lll-ll I=1J 1=111 =1 =111�1=1=Li1l i HT1 �1 11=L1=J1=I I1 ll-)1-�1lll(-�-I f- - ' N cd xiI / , }�'Jt • LLT , ( , � I I =11 I_I�=1 -ILLI=W=1 I�Ji1= 1=ll1- 1=ILIll > o U �•1 -SEE GEN NOTE 1 THIS SHEET _I I1= -i - =111=1 -I I I T�I =1I 3r-6s8rr s a 4'-10" 5'-5g„ 71-7y8 if 6'-7%2'r 4'-10%,� 8'-8l„ 10 23'-4" 8'-4%$' 13'-0%4" 20'-2g" 13'-11" Monday,November 21,200 3 78'-I1" 0 a `o 0 I SQUARE FOOTAGE GABA a LEGEND PLAN FLOOR 0 GROUND FLOOR HEATED 572.9 SQ.FT. GARAGE F LAN FIRST FLOOR HEATED 2211.3 SQ.FT. h"x 8"CMU WALL CD Z P SECOND FLOOR HEATED 2248.7 SQ.FT. 12"CMU WALL 1/4 i, = •� ) n"zjt -U TOTAL HEATED 5032.9 SQTT. WOOD STUD WALL S C, 0 2 4 6 8 10 12 14 16 18 20 22 24 0 GARAGE FLOOR UNHEATED 648.8 SQ.FT. HOSE BIBB a 1 ST FLOOR ENTRY PORCH 28.1 SQ.FT. GENERAL NOTES: 1 ST FLOOR REAR PORCH 465.25 SQ.FT. 1. INSTALL WATERPROOF MEMBRANE TO EXTERIOR FACE OF THIS MASONRY WALL. 1 ST FLOOR DECK 60.5 SQ.FT. 2. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 A I 2ND FLOOR TERRACE 425.4 SQ.FT. EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. 2ND FLOOR BALCONIES (2) 42.0 SQ.FT. 3.CALCULATION FOR FLOOR AREA RATIO: LOT AREA X .60 = SIZE OF HOUSE PERMITED 10,216.16 X .60 = 6129.7 0 � o � U O O A W w a 79'-1%2" 10w 04 231-411 41'-811 14'-1X2" V19 El z 6'-4" 5'-6" 5'-8" 5'-10" 3'-6" 2'-8" 2'-8" -4 2' " Lo 2'-10" 21-611 1, 4'-0" 4'-1%4" 12'-5%2" 4'-7%4" 31-111 I I I i I I I I I 1 I I I I I I AB ICA FOOT MUDRO M i I WASH o I � a 110 A A , A A X _N 111 - - - - - cv _ O N ; L - - AUNDRY N �. 2 111 110 112 , 5 A6.1 7 i N m d- • ALCOVE . r c 112 A6.2 3 OFFICE SH T SUNOTE 3,THIS S 106 � 0 DRYER PANTRY — — — — — — — — — — — — — — — — M M _ _ _ _ - - - - — - - — - - I 01 ' 113 NICHE — — I . . ,. .. . . . 114 �) REAR PORC Y-0"POCKET DOORS W/ 6 -6�, „ 5,-6„ TRANSOM O 14'-4" =� I _ 00 / -011SITTING ROOM - 1 5 A6.3 7 i l 109 1 - - - - - - - - - - U � ' �. f I I � ave f - - — — — — — — -- — — — — — — - - 00N 00 HALL f °f 105 0 1 os c o - a _' � � o M e� �1 � v .-� - 0 N ' BALCONY ABOVE— 106 N h �I h O1'`tK U 0 E O I I X10"FALSE BEAM - / � I - - - - - - - - - - - - - - - - 0 00 8— - - - - - - - - `^ E V. II � N CO - - - - , tt , , /-� f F — PROFILE OF T&GCLG. BD. — - - - - - - - - - - - - - - - o r—i R3 M M p 15 -2 4-2 � � 3,_2„ I BAY ABOVE F_ - _ I I 8 115 � T&G CLG.BD. I 1 E MEDIA ROOM PWDR. - o - - -- - - - - - - - r` 118 - -.. 103 104 M o ,�' - - - - - - - - - 108 N Ott— — — — — — — — — — — — — — — — - --- 61-611 - _ 6'_6„ `}, . ff . 0" 9'-3" — — — — — — — — — — — — — — - - o 16"TJI'S @ 16"O.C. 3'_O„ LL PANTRY LIVING ROOM Iii' -' 104 1 � 1161 M o 102 ,. 1'-0" - - - - - - - - - ►-, BALCONY ABOVE — 4 103 — — MCHE" co _oo_ _ - I ARICH�D C.Q.O. i i i i 4'-�� 2'-�� 1'_Q" � I � � coCV 3 A6.3 1 A6 2 - - - - - EXPOSED A - I I I I I — — — — — — BEAMS I 1 A6.1 3 (q �� — _ / 11 cV b- 5 5'-0" I I I I I 00 — — — — — — — — — — — — \O ( I I I I FOYER f o I — — — — — — — — — o I U 1 � Cll i I I ,' " P 9 E N SLOPE 1/8"/FT. ,b � II x a x V 7 HORIZ. EAD 46"ISOKERN U1 4 I RI ER BD @ W LLS FIREPLACE kX y U N x - - - - w U A ° ENTRY P RCH A A = 1 0 I 1'-0" 4'-311 Fq I ( I 61_3„ I rS-1 I I I I 1 I 19'-4" 4'-0" 6,_8s 8 9•_1�„ .4,-0„ 3,_6 f4„ 3,_4Y4„ 6,-3„ 3,_4y4„ 4,_4/4„ 1'-0" 23'-4" 41'-8" 13'-9 8" 78'-9%" cli It cl, Monday,November 21,2006 N C O a 0 0 I v SQUARE FOOTAGE a I z FIRST J GROUND FLOOR HEATED 572.9 SQ.FT. FIRST FLOOR HEATED 2211.3 SQ.FT. FLOOR FIRST FLOOR PLAN SECOND FLOOR HEATED 2248.7 SQ.FT. NOTES: WALL LEGEND PLAN 3 1. ALL EXTERIOR DECKING, COLUMNS, AND RAILINGS TOTAL HEATED 5032.9 SQ.FT. SHALL BE COMPOSITE MATERIAL. 8"CMU WALL /4" _ 1'-o„ GARAGE FLOOR UNDATED 648.8 SQ.FT. 2. SOUND INSULATE MEDIA ROOM AND ALL BATH WOOD sTUD WALL ROOMS. 8"CMU WALL W/ [0-2 4 6 8 10 12 14 16 18 20 22 24 --- o FURRING&DRYWALL I ST FLOOR ENTRY PORCH 28.1 SQ.FT. 1ST FLOOR REAR PORCH 465.25 SQTT. 3. FURR OUT DRYWALL TO ALIGN WITH DRYWALL GENERAL NOTES: 1 ST FLOOR DECK 60.5 SQTT. BELOW. 1. INSTALL WATERPROOF MEMBRANE TO EXTERIOR FACE OF THIS MASONRY WALL. 2ND FLOOR TERRACE 425.4 SQ.FT. 2. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 2ND FLOOR BALCONIES (2) 42.0 SQ.FT. EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. Al 02 3. CALCULATION FOR FLOOR AREA RATIO: LOT AREA X .60 = SIZE OF HOUSE PERMIT'ED 10,216.16 X .60 = 6129.7 O O U con O V O O dW ,•W� a E � z 79'-1%211 ® a 23'-411 41'-8" 14'-1%2" oo 1'-8°' r 1 rt , 3 11 , 5 11 ' 3 11 3'-5�" 811 r 11 9'-3Y4 7-6/4 6'-611 8'-6" 2'-0" 9'-10" 2-11/ 13 -2/4 g 3 -1 1 I I I I I I I I I F Ri A A N 01 N , LIN OF ROOF �j � _ _ V. _r ('� 0 N C SINGLE ROD&SHELF BENCH W/ STO RHANG AB BEI OW A c7 ` N b ,--� 06 „ 1 a � Oa I R! i U h . ! Q � 11 BATH 0a - - - � - - 2 - - - BATH _ — 1 - - - - -- - - - - — - - \ 2 x �-•I o .� 211 PAINTED WOOD l W I I CLOSET U n FLOOR? I - 206 t7 I OW WALL c =^-=� - - - - - — — — — 207 31.811 3,_ 11 61.6„ CN II N MASTER _ KOULER u I rr, BEDROOM I I o00 CLAWFOOT ' 1 — _ — —— — — — BEDROOM TUB 72"x42" DouBLE ROD&SHELF B 213 O C� ; BUILT-IN UILT-IN BUILT-IN _ _ _ U / _ • cn W 81_611.: g1_2 n 1_41 \p I I SLOPI; 118"/FT. �i a 0 oo ROD SH ROD _ \ mo _ _ CL SET moi- 2 I 222 - - - `�' O 5 N QII 2 2 W L - - _ �� - - 219 Q 1 A6.5 3 N v, 4 A6.4 DOUBLE ROD Bc SHELF - ' HALL 215 `D .� -8- LDR2 4(� Ti —1 r, TERRACE o N 0 00 u oo I H I 216 o _ d- r 1 E — — 2 p LLI M M _ _ \ LAUNDRY IPQ WN� T .""Nor, I o n M M � 209 pp �TAIR gyp COO ) J O� r _ S�LATUt#E I 1 A6.4 2 HALL o 204 6. I 1$ HI A6.5 5 I O O BATH �" (�21 ,...y I FOL WN U N BATH 3 M w � 202 I - ( 217 6 I - - - � 212 O :� _ ►—+ 2041 04 H I o I 203 Zoe Nb-C CQ N BEDROOM N 2 5 5'-2%" 71-77/81' 4'-10" 6'-4" - STUDY - - - - - - - - 0 209 I F �o O N LINEN STAIR HALL 81, r <C o _ - - - - — — — — ` — - - — — — b � ev ,-. 207 I ' 1 A6.1 3 RI ER N - c ,.. .r., O ,t; U 1 201 A E-4 c� x oU �r - � - - - - - - - - - - @aL - o- - - - - - - - - - - M a a� SH :. , _ x U ." SUPERIOR — — — --- —_— — TM-4500 SINGLE ROD&SHELF DJ. SHLVS IREPLACE ADJ. SHLVS r r-+ CV I 1 LEIDGE I 1 I M _ (`I T ., r �.�a� xyr x r.. E=EH .n �� -F� FALSE FLUE FROM B WIN' BELOW �y l a 1 5'-10" 5'-10" 71_8„ 41_0„ I 1'-10"01 1r 11%" 31_21 r, 4,_7l 11 6'-8�" 9'-1%" 6-4 8'-11" 2 14'-11/„ 23'-411 41'-8" 2 3 79'-1%211 Monday,November 21,2006 N C O a 0 U t< 7 SQUARE FOOTAGE a SECOND GROUND FLOOR HEATED 572.9 SQ.FT. FLOOR zi FIRST FLOOR HEATED 2211.3 SQ.FT. SECOND FLOOR HEATED 2248.7 SQ.FT. SECOND FLOOR PLAN PLAN TOTAL HEATED 5032.9 SQ.FT. WALL LEGEND vu k ,xx 8..CMU WALL 1/411 —' 11.011 GARAGE FLOOR UNHEATED 648.8 SQ.FT. �vJ NOTES: " ' WOOD STUD WALL ---- IST FLOOR ENTRY PORCH 28.1 SQ.FT. 1. ALL DECKING, COLUMNS, AND RAILINGS SHALL BE 0 2 4 6 8 10 12 14 16 18 20 22 24 COMPOSITE MATERIAL. F CMU WALL W/ 1 ST FLOOR REAR PORCH 465.25 SQTT. FURRING&DRYWALL 1ST FLOOR DECK 60.5 SQ.FT. GENERAL NOTES: 2ND FLOOR TERRACE 425.4 SQ.FT. 2• SOUND INSULATE MEDIA ROOM AND ALL BATH 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 ROOMS. EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. At oQo 2ND FLOOR BALCONIES (2) 42.0 SQ.FT. 2. CALCULATION FOR FLOOR AREA RATIO: LOT AREA X .60 = SIZE OF HOUSE PERMITED 10,216.16 X .60 = 6129.7 0 o� 0 0 0 � w QO W O z ® C� N M — n _E R OTIT — — — — _ FLAT SEAM FLAT SEAM — COPPER ROOF COPPER ROOF ' Q -- --� .� 0 _ cq I T SHINGLES �P-4 a _ z N Qa I d � --�-�- QOLATUBE SHINGLES I b o COPPER CRICKET ;d O FLAT SEAMn pq /z FATS ;A COPPER ROOF_ - _ _ - - - - - - - - - - - O It IL — _ `. co F.S.C.R. STANDING SEAM COPPER ROOF Q 0 0 M O O C9 Monday,November 21,20x6 ROOF PLAIN 0 g SQUARE FOOTAGE 4' GROUND FLOOR HEATED 572.9 SQ.FT. 1/`I'" = 11.011 FIRST FLOOR HEATED 2211.3 SQ.FT. ROOF o SECOND FLOOR HEATED 2248.7 SQ.FT. 10 2 4 6 8 10 12 14 16 18 20 22 24 - _ PLAN Z TOTAL HEATED 5032.9 SQ.FT. Y 3 NOTE: Z GARAGE FLOOR UNHEATED 648.8 SQTT. SEE SECTIONS FOR ROOF RADIUS. U GENERAL NOTES: 1 ST FLOOR ENTRY PORCH 28.1 SQ.FT. 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 y 1 ST FLOOR REAR PORCH 465.25 SQ.FT. EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. 1 ST FLOOR DECK 60.5 SQ.FT. 2. CALCULATION FOR FLOOR AREA RATIO: 2ND FLOOR TERRACE 425.4 SQ.FT. LOT AREA X .60 = SIZE OF HOUSE PERMITED 2ND FLOOR BALCONIES (2) 42.0 SQ.FT. 10,216.16 X .60 = 6129.7 At 04 z � o o BLD HT LIMIT BLD HT LIMIT 82 w � - - - - - - - - - - - -1212 w w a R71'-5 1/8" 3,� sruCC''...: 3 © ®3 R71'-5 1/8" z STUCC ® D R71 -5 1/8 COPPER COPPER CRICKET CRICKET STANDING SEA g COPPER ROOF 3'-0" DIA. DECORATIVE LOUVERED A CONCEALED 3'-0" DIA. DECORATIVE /FLASHING - LOUVERED FLASHING ............ --- --- --- ---------------- ------- --- --------------------------------------------------------------------- _COP OF DBL PLATE - -- � TOP OF DBL PLATE n223 224 - -- -- - - �- - - - - - FTI /HARDI 2X6 COMPOSITE 2X6 COMPOSITE CORNER TRIMCORNER TRIM N SHAKES COPPER ROOF 221 0 222 HANDRAIL & tn 10" COMPOSITE BAND °O BALUSTERS • M W/ 3/4" BREAK I ILI � I iiii- ll 6A TOP OF SUBFLOOR �, fin TOP OF SUBFLOOR - _ . - - - - - - - - - - - - - - -- m 33.0' F.F.L. _ d' 06 -33.0' F.F_L BRACKETS L�- �" BOT. OF I-JOISTS I _ ~ I BOT. OF I-JOISTS b O O O � � •�' r TF1 , „ LATTICE00 (� 00 , R8-5 N 0 0 0 /HARDi rA SHAKES/ • M p, E D F� o �� g 118 116 117 TOP OF SUBFLOORPLANU p M _ BRACT E SLL 21.6' F.F.L. a' N 21.6 F.F.L. STUCCO KEY 6" STUCCO BAND W/ O - - - - O " % - - - - - - - - - - -�- - .• 1X6 FLUSH (VERT) 8 ,., T&G BOARDS N UCCO LINTELS'' POOL & POOL DECK NOT SHOWN FOR CLARITY - - - LOW BRICK WALL _ - - - - - - - - - - - - - - - - - - - - - -{��-- - - - - - 00 'I' : SCORED , CALCULATED AVERAGE GRADE v ;. SPACED p 16.67 N.G.V.D. U. CARRIAGE LIGHT (SEE SITE PLAN 002 001 FOR DETAILS) MM .ice •� y . . . ... .. � y '' ''" ' ' '`.;::�; 11.0' TOP OF GARAGE SLAB 11.0' TOP OF GARAGE SLAB CQ 4-1 U b U > O ro 'b O .~ REAR ELEVATION . � SCALE: 1/4" = 1'-0" z C-0 GENERAL NOTES: '� 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 HARDIE SHINGLE SIDING EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. a 121-0" SHEATHING STUDS NOT SHOWN PLANCOMPOSITE 2X2 INSIDE CORNER BD 0 O NOTES: 1. ALL EXTERIOR DECKING, COLUMNS, AND RAILINGS 3 6-0" SHALL BE COMPOSITE MATERIAL. a 2. SOUND INSULATE MEDIA ROOM AND ALL BATH w ROOMS. Monday,November 21,2006 CA W W EXTERIOR LIGHT FIXTURE SCHEDULE EXTERIOR 00 HARDIE SHINGLE SIDING ELEVATIONS 0 2X6 TRIM BD FIXTURE BULB MAX. TYPE OF HEIGHT OF TOTAL NO. OF STUDS NOT SHOWN TYPE TYPE WATTAGE MOUNT MOUNT FIXTURES SHEATHING SHEATHING SEA TURTLE INCANDESCENT 60 WALL 8'-0" TO TOP OF 10 FRONT SIDE r' VERSION MOUNT MOUNT _� COMPOSITE 2XG TRIM BD v , r S33WT-WH 0 12'-0" �O t U NOTE: ALL EXTERIOR LIGHING MUST BE TURTLE FRIENDLY GLASS. NOTE: CORNER TRIM DETAILS ARBOR DETAILS ARBOR CONSTRUCTION WILL BE OF A24o I COMPOSITE MATERIALS. SCALE: 1/4" = 1'-0" SCALE: 3" = 1'-0" NOTE: BLD HT LIMIT ALL EXTERIOR LIGHING MUST BE TURTLE FRIENDLY GLASS. - - - - - - - - - - - - - - - - - - - - - - - - - - EXTERIOR - v, EXTERIOR LIGHT FIXTURE SCHEDULE A w FIXTURE BULB MAX. TYPE OF HEIGHT OF TOTAL NO. OF TYPE TYPE WATTAGE MOUNT MOUNT FIXTURES - A SEA TURTLE INCANDESCENT 60 WALL 8'-0" TO TOP OF 10 STANDING SEAM 12 A —COPPER ROOF VERSION MOUNT MOUNT COPPER ROOF 3 _ - S33WT-WH TOP OF DBL PLATE - - - - - - - - - ---- — - - - - - - - - F--= - - NOTES: 1. ALL EXTERIOR DECKING, COLUMNS, AND RAILINGS SHALL BE COMPOSITE MATERIAL. HARDI - HANDRAIL SHAKES] & BALUSTERS 2. SOUND INSULATE MEDIA ROOM AND ALL BATH HANDRAIL O i /HARDI <c> ROOMS. & BALUSTERS O O OB SHAKES TOP OF SUBFLOOR 10" BAND W/ 3/4" BREAKS N 33.0' F.F.L. "4 GENERAL NOTES: FABRIC AWNING ° RE PREPARED AND SHALL COMPLY WITH THE FOLLOWIN • 2004 - 1. THESE PLANS WE CO WI G. BOT. OF I-JOISTS EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. R16-0 7/8" !HJHI ® c'l '� 1� � c H R 1 O O _ AU10 SHAKE M p W 00ILI 00 o A o 0 cn - - - - - - - - - - - - - - - - - - - - - - - - 1 - - - - - - - - - - - - -Tu 21.5' F.F.L_ PLANTER - 1- SCORED STUCCO ;:.: a 6 STUCCO BAND W/ — — — — SPACED EQUALLY O N 3/4" BREAK :[.,. . ,•. . o� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CALCULATED AVERAGE GRADE POOL & POOL DECK NOT SHOWN FOR CLARITY Z O 16.67 N.G.V.D. LEFT ELEVATION — - - — -_ BRICK LOW WALL — SCALE: 1/4f 1 — V-0f1 COPPER CAP - 11.0' GARAGE SLAB - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - b0 c��t CQ `- BLD HT LIMIT c, c — �° STUCCO 7 8 STANDING SEAM A FLAT SEAM_ A _ _ 0 3 COPPER ROOF COPPER ROOF FALSE WINDOW TOP OF DBL PLATE Z , — - - - - - - - - - - COMPOSITE HANDRAIL & 1%6" FLUSH (VERT) 5..� BALUSTERS T&G BOARDS ZARDI C SHAKES I HANDRAIL &L N o ( OB B 8 $ BALUSTERS 0o TOP OF SUBFLOOR - - - - R6'-1 131/411 ;;t w 10" COMPOSITE BAND CONCEALED _ n FLASHING � - ---- --- - 33.0' F.F.L. W/ 3/4 BREAK ----- - - - - - - - - - AWL- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _b-- --- -, � a _ _ _ _ _ - - - - - - - MOD BRACKETS LATTICE PAN L (MADE OUT - r _ OF COMPOSITE MATERIAL) - /HARDI SHAKESMonde ,November 21 2006 wy W 2X6 COMPOSITE HARDI - o CORNER TRIM SHAKE ' R16'-0 7/$" W =, �,,• `�`�'. COLUMN ' 00 EXTERIQR Z A A � IO ,/ XB FLUSH (VERT) =� TOP OF SUBFLOOR ELEVATIONS 0 7 �� '` L_ T&G BOARDS 21.5' F.F.L. � "�`� ELI.. \_ _ — — — — — — _ _ — /'� •ti •RSTUCCO ' � - •SCO ED ' •' S Cl ••i• o ,SPACED EQUALLY; •�';'•' CARRIAGE LIGHT (SEE SITE `.;'. ' •;'' ' "', --- — — — — — — 6 STUCCO W/ rn -r CO HAND PLAN FOR DETAILS) ,�iy;:'; J- 3/4" BREAK CALCULATED AVERAGE GRADE - 16.67' N.G.V.D. - - - RIGHT ELEVATION POOL & POOL DECK NOT SHOWN FOR CLARITY - - A2o2 - - - SCALE. 1/4 10 11.0' TOP OF GARAGE SLAB %-35' BUILDING HT. LIMIT z - - - - - - - - - - - -- - - - - - -- - - - - - - - - - U w o � 3 12 -2X12 RIDGE BD -2X10 RAFTERS (SEE STRUCTURAL DWG'S FOR DETAILS) 8. 75 12 N tn M -5/8" GYP.BD. M� o 2X 10'S ® 16" O.C. o 06 - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - N - - - - - - - o � � N O � � r"I 00co Q, U b \ NOM. 8" CONC. BOND BEAM 0 �+ - o HARDIE SHINGLESIDE M © p "� U ci \-NOM. 8" CONC. BL CK WALL '-" M a 2" `1 GYP. BD. OV R 1 X / G FURRING STRIPS @ 16" O.C. o 44 O N 3/4 ' SUB FLOOR O w a O S FIN. FLOOR NOT SHOWN O N RAISED COMPOSITE BAND 8"X16" CONT CMU TIE BEAM (SEE - - - - ~ - - — - - - - - - - - .,.., STRUCTURAL DWGS FOR DETAILS) 1 �` Ce) cn 4-1 \ H ° _ 16" O.C. b 16 I J 01 STS © `NOM. 8" CONC. BLOCK WALL `�-(12" O.C. IF SUPPORTING w p � 0 TILE OR STONE) b c '4 w O c A-4. 1 H co ' � U a ° c `d 1 /2" GYP. BD. OV---R P.T. 2X w FURRING STRIPS Ca 16" O.C. 3/4" SUB FLOOR O w O -FIN. FLUOR NOT SHOWN a - - - - - - - - - - - ci CD O c CJ e6r�e.- A1vY -( s �efiURAc - - - - - - - - - - - - - - - - - - -- - - - - - - - - - _� - - - - - - --- - - - - - - - - — 3 DWGS FOR DETAILS) = r _ - Monday,November 21,2006 v w cn I QI BUILDING G J SECTION (\may', - - - --- - - _ - - - - - _ J V O V L J 0 V O 1 1 BUILDING SECTION t A3. 1 1i2'� = 1'-0 NOTES: A3ol 1. INSULATION AND INTERIOR TRIM NOT SHOWN. GENERAL NOTES: 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. 3 � o o0 12 2X12 RIDGE BD o w 8. 752X10 RAFTERS (SEE STRUCTURAL o 12 DWGS FOR DETAILS) ` `5/8" GYP.BD. -2X 10'S @16" O.C. 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i w NOM. 8" CONC . BOND BEAM i N ' O HARDIE SHINGLESIDE �N p \NOM. 8" CONC. BLOCK WALLin E °0 \,1 /2" GYP. BD. OVER 1 X j 1.4 FURRING STRIP @ 16 O.C. t c O U Cbcn i /4" SUB FLOOR FIN. FLOOR NOT SHOWN i O U 00 cn RAISED COMPOSITE BAND !' 00 - - - - - SEE --Q�€TAI-L-4/A--A--1 - - - - - - - - - 8"X16" CONT CMU_ TIE BEAM (SEE _ _ _ _ - _ _ "" _ _ _ - O STRUCTURAL DWGS FOR DETAILS) ► �i con 16" I—JOISTS @ 16" O.C. ` (12" O.C. IF SUPPORTING 1 NOM. 8 CONC. BLOCK WALL TILE OR STONE) i ' O A- 4.10 co o o � o c� `1 /2" GYP. BD. OVER P.T. 2X ! w `-' Id FURRING STRIP Q 16" O.C. w f i r� o ' 3/4" SUB FLOOR a FIN. FLOOR NOT SHOWN �, a P co - - - - - -- - - - - - - - r, cd C c:d 4� ---' - - - - - - - - - - -�6N��EA1�(SEE—STRtleTtJi�t - - - - - �c DWGS FOR DETAILS) :� � � 16 I—JOISTS @ 16 O.C. —5/8" TYPE "X" GYP. BD. (12" O.C. IF SUPPORTING F, TILE OR STONEcon) O ti CEMENT STUCCO OVER ;%—NOM. 12" CONC. BLOCK WATERPROOFING MEMBRANE _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - _ i O Loa H --1 /2" GYP. BD. OVER PT. 2X o� O FMo7nd7ay,November 21FURRING TRIPS Q 16" O.C. L FRANGIBLE CONCRETE SLAB j w / (SEE STRUCTURAL DWGS FOR DETAILS) O _, o BUILDING SECTION 3000 PSI CONC FOOTING. SEE STRUCTURAL DWGS FOR DETAILS. - Z J O U v - v BUILDING SECTION U FRENCH DRAIN NOT SHOWN --// 1/2" —- 1'-0" A3.2 NOTES: GENERAL NOTES: A 3 1. INSULATION AND INTERIOR TRIM NOT SHOWN. 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. rn U V O O W A � � a z WOOD FINISHED TREADS&RISERS WOOD FINISHED TREADS&RISERS 1 10" 10„ 1" (11" W/NOSING) (11" W/NOSING) PLYWOOD SUBFLOOR @ TREADS&RISERS PLYWOOD SUBFLOOR cn N @ TREADS&RISERS V1 rN M H � n � � 'C1 00 M 16 TREADS N 18 TREADS P.T. 2X4 KICK PLATE 17 RISERS r P.T. 2X4 KICK PLATE 19 RISERS �„� ,r..t 00 WOOD TREADS & WOOD TREADS & WOOD RISERS WOOD RISERS ><I FROM GARAGE TO 1 ST FLOOR FROM 1ST FLOOR TO 2ND FLOOR 000 � N • OM 'gyp, STAIR DETAIL " A " STAIR DETAIL " B " SCALE: 3" = 1 '-0" SCALE: 3" = 1 '-0 04 oa C N 0 eC STAIR DATA STAIR DATA s PER F.R.B.C. SECTION R311 .5.3.2 PER F.R.B.C. SECTION R311 .5.3.2 RISER HEIGHT = FLOOR TO FLOOR HEIGHT 10'-6" RISER HEIGHT = FLOOR TO FLOOR HEIGHT 11 '-6" NUMBER OF RISERS (17) Q 7.41" (7 13/32") EACH NUMBER OF RISERS (18) @ 7.26" (7 1 /4") EACH FORMULA PER F.B.C. SECTION 1007.3.1 MIN. TO MAX. FORMULA PER F.B.C. SECTION 1007.3.1 MIN, TO MAX. 2/R + 1 /T = 24" TO 25.5" 2/R + 1 /T = 24" TO 25.5" 2/R @ 7.41 IS 14.82 + 1 /T @ 10 = 24.82 2/R Q 7.26 IS 14.52 + 1 /T ® 10 = 24.52 bb C\2 o O 4-4 U � ice-, rC . co NOTES: R311.5.1 WIDTH. STAIRWAYS SHALL NOT BE LESS THAN 36 INCHES IN CLEAR WIDTH AT ALL POINTS ABOVE THE PERMITTED HANDRAIL HEIGHT AND BELOW THE REQUIRED HEADROOM HEIGHT. d �c R311.5.2 HEADROOM. THE MINIMUM HEADROOM IN ALL PARTS OF THE STAIRWAY SHALL NOT BE LESS THAN 6 FEET 8 INCHES MEASURED VERTICALLY FROM THE SLOPED PLANE ADJONING THE TREAD NOSING OR FROM THE FLOOR SURFACE OF THE LANDING OR PLATFORM. R311.5.3 STAIR TREAD & RISERS. R311.5.3.1 RISER HEIGHT. THE MAXIMUM RISER HEIGHT SHALL BE 7 %4 INCHES. _ R311.5.3.2 TREAD DEPTH. THE MINIMUM TREAD DEPTH SHALL BE 10 INCHES. WINDER TREAD SHALL HAVE A MINIMUM TREAD DEPTH OF 10 INCHES. WINDER TREADS SHALL HAVE A MINIMUMTREAD DEPTH OF 6 INCHES AT ANY POINT. 0 R311.5.3.3 PROFILE. OPEN RISERS ARE PERMITTED, PROVIDED THAT THE OPENING BETWEEN TREADS DOES NOT PERMIT THE PASSAGE OF A 4 INCH DIAMETER SPHERE. 0 November 21,2006 R311.5.4 LANDINGS FOR STAIRWAYS. THERE SHALL BE A FLOOR OR LANDING AT THE TOP & BOTTOM OF EACH STAIRWAY. A FLIGHT OF STAIR SHALL NOT HAVE A VERTICAL RISE Monday, N z OF GREAT THAN 12 FEET BETWEEN FLOOR LEVELS OR LANDINGS. THE WIDTH OF EACH LANDING SHALL NOT BE LESS THAN THE STAIRWAY SERVED. EVERY LANDING SHALL 0 w HAVE A MINIMUM DIMENSION OF 36 INCHES MEASURED IN THE DIRECTION OF TRAVEL. Ln 7 Q EXTERIOR HANDRAILS FOR PORCHES, BALCONIES OR RAISED FLOOR SURFACES LOCATED MORE THAN 30 INCHES ABOVE THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS Q STAIR z NOT LESS THAN 36 INCHES IN HEIGHT PER FBC 2004 EDITION CHAPTER R312.1 0 DETAILS z 1 EMERGENCY ESCAPE & RESCUE OPENINGS ARE REQUIRED IN ALL SLEEPING ROOMS. ALL EMERGENCY ESCAPE & RESCUE OPENINGS SHALL HAVE A MINUMUM NET CLEAR Z OPENING OF 5.7 SQ. FT. THE MIN. NET CLEAR OPENING HEIGHT SHALL BE 24 INCHES. THE MIN. NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. THE OPENINGS SHALL BE OPERATIONAL FROM THE INSIDE OF THE ROOM W/O THE USE OF KEYS OR TOOLS. REFER TO FBC 2004 EDITION CHAPTER R310.1 - R310.4 `e m t GENERAL NOTES: 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. A 12 zo 12 3F_� z SHINGLES OVER 30 LB FELT ��\ U U HURRICANE STRAP 8.75 8. 75 W a EACH RAFTER----_ 12 2 12 a o SHINGLES OVER 30 LB FELT i z 5/8" PLYWOOD SHINGLES OVER 30 LB FELT ROOF DECK '4 2/ 1 /2" GYP. BD. OVER 2X4 2 8 -1 /2" GYP. BD. OVER 2X4 URRlNG STRIPS © 16" O.C. fF 1'' FURRING STRIPS @ 16" O.C. 2 8 METAL DRIP ` i �. 1 ,,, 4 '—P.T. 2X8 DBL PLATE P.T. 2X8 DBL PLATE COMPOSITE X, j v MOLDING 4 I i . / 2 x'> I '� '�` NOM. 8" CONC. BLOCK COMPOSITE CROWN `NOM. 8 CONC. BLOCK O N �` I /i s BOND BEAM BOND BEAMtn RIPPED 2X-J/ HARDIE SHINGLESIDE p" 4 NOM. 8 CONC. BLOCK WALL SUB FASCIA -NOM. 8" CONC. BLOCK WALL O - " GYP. BD. OVER P.T. 2X4 O O 00 P.T. 2X4 NAILER X 1 /2" GYP. BD. OVER P.T. 2X4 1 /2 a M i FURRING STRIPS @ 16" O.C. FURRING STRIPS C� 16 O.C. a � I SUBFILOOR 3/4 SUBFLOOR w U FIN. FLOOR NOT SHOWN FIN. FLOOR NOT SHOWN �.. RAISED COMPOSITE BAND RAISED COMPOSITE BAND SEE DETAIL 4/A-4.1 �,, I' SEE DETAIL 4/A-4.1 .,, o GO C14 cn 8"X16" CONT CMU TIE BEAM (SEE 8"X16" CONT CMU TIE BEAM (SEE STRUCTURAL DWGS FOR DETAILS) , 16" I-JOISTS @ 16" O.C. STRUCTURAL DWGS FOR DETAILS) 16" I-JOISTS C� 16" O.C. O 3 SAVE DETAIL �- SUPPORTING -(12" O.C. IF SUPPORTING a N �� _ 1-011 I (12 O.C. IF SU TILE OR STONE Q � � A4.1 3 1TILE OR STONE) ) h � 8 1 /2" GYP. BD. 1 /2" GYP. BD. p N ti i ~ I HARDIE SHINGLESIDE NOM. 8" CONC. BLOCK WALL -NOM. 8" CONC. BLOCK WALL ^.,��!' 0 .� o � co co -1 /2" GYP. BD. OVER P.T. 2X4 a �, co P.T. 2X4 FURRING (SPACED PER ; 1 /2 GYP. BD. OVER P,.T. 2X4 P.T. 2X4 FURRING {SPACED PER _ 4-1 HARDIE INSTALLATION DETAILS) `,,", s FURRING STRIPS @ 16". 6 O.C. HARDIE INSTALLATION DETAILS) FURRING STRIPS © 16 O.C. ` II 3/4" SUBFLOOR .. :b O 4 FIN. FLOOR NOT SHOWN FIN. FLOOR NOT SHOWN C—+ m HARDI SHINGLESIDE '' a) ,, � as SIDING—�� X�,,% I � � RAISED STUCCO BAND II RAISED STUCCO BAND HARDI STARTER — � '\ ice' I — � , ,\ CEMENT STUCCO OVER STRIP WATERPROOF MEMBRANE CONC. BEAM (SEE STRUCTURAL \�� AB KLij FRANGIBLE CONCRETE SL FLASHING 2 ; �\ `X, 5„ DWGS FOR DETAILS) 16" I—JOISTS @ 16" O.C. j - ^ - - (SEE STRUCTURAL DWGS FOR X, 1 (12" O.C. IF SUPPORTING ` BELOW SUBFLOOR DETAILS) TILE OR STONE) APPROX. FIN. GRADE COMPOSITE IX4 i, k ' x /'xx 5/8 TYPE X GYP. BD. COMPACTED FILL DIRT P.T. BLOCKING—`/ LOCKING— f r CEMENT STUCCO OVER WATERPROOF MEMBRANE , NOM. 12 CONC. BLOCK CONT. BLOCKING ? i ,� (SEE STRUCTURAL 4' * h,,Y DWGS FOR DETAILS) $ I�� I ;'x;' CMU TIE BEAM (SEE 1 /2" GYP. B D. OVER PT. Monday,November 21,2006 COMPOSITE 1X6 2 ?� STRUCTURAL DRAWINGS �' � 2X4 FURRING STRIPS @ 16" FOR DETAILS) 0.C. P.T. 2X8----" ��`� `� �� / Cl 4 1 /2" EXPANSION JOINT WALL J ki / P.T. 2X4 FURRING *, I x IK� , � FIN. FLOOR NOT SHOWN SECTIONS \. P.T. 2X4 FURRING 3000 PSI CONC FOOTING. SEE 2 WALL SECTION z C STRUCTURAL DWGS FOR DETAILS. �'� A4.1 1/2" = 1'-0" GENERAL NOTES: 1. INSULATION AND TRIM NOT SHOWN. APPROX. FIN. GRADE FRANGIBLE CONCRETE 4 COMPOSITE BAND DETAIL `,� SLAB A4.1 3" = 1'-0" = ,� (SEE STRUCTURAL DWGS FOR DETAILS) r "*� "COMPACTED FILL DIRT A /� 1 WALL SECTION GENERAL NOTES: `� 1L 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 A4.1 1/211 = 1'-0" EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. 0 T-0" 3'-0" 2'-6" 31-011 4'-0" 3'-0" 2'-8" 2'-6" 2'-4" 2'-0" 2'-0" I'-6" o � WW CUSTOM OOD w H POCK L DOR z MAIL 2-1/ T OD CS MW D CS ® � SLOT US M 00 ST 0 C ST M NO' D CUST W OD CU TOM 0 3 P N Lit CUS -P E - 6 PM DOR - 6 P E D AE D 3 PNELDO o o o / 2 1 c, 3-P E - 3- A - 2 1YODF 01 T 00 00 2 1/ 00 2 1 00 00 00 2-1/ 00 2_ / " 00 00 2-100 L-A LU-11 1A r 003 = 2rn. Ll FIRE RATING 101 005/ 109/ 204 003/007/ 104/ 106/ 006/ 112/ 207/ 208/ 209 102/ 103/ 114 115 004/ 008/ 212/ 220 105/ 215 205 223 / 224 107/ 201 / 202/ 203/ m 206/ 210/ 211 / 213/ 214/ 218/ 219/ h g � (216 "FLUSH W/ WALL") t o 3 21-8" 21-61f 3 '- Y„ 5'-I If" M o 00 1J 2'-4" 9'-0" 308 4 <H> U � 1b -- 2'-8" ` 00 00 M a � o STM 0 C STM NOT OC Oa T O D � - o CUSTOM WOOD ANDERSEN ANDERSEN TO 00 � � � o P "E D R o 6 P ,E D -PA EL DO = E Q - "� GARAGE DOOR = FRENCH -° FRENCH -N -P o a G / a 00 00 00 1 2 1 - M TO IING o 4- PANEL OUTSWING OUTSWING \ HI AN 00 60 q 00LA ul CU 0 WOOD 2- L HALI LASS 2-1 4 DOOR DOOR DOOR DOOR 117/111 217 110 113 108 001 / 002 221 12 22 116 009 1 m f cq DOOR SCHEDULE co U Q) b O 1/2 1 -0 U 6'-4" G4 3'-2" T-8" 3'-2" 3'-0" 2'-2" 5'-0" 3'-0" 3'-0" 3'-2" a FF co 3 w O / Monday,November 21,2006 3' EGRESS / O 0 z EGRESS EGRESS EGRESS EGRESS DOOR A < >B G G D E F H I & J V O WINDOW SCHEDULE WINDOW SCHEDULEJ 0 O V 1/2" = 1 '-011 n r� GENERAL NOTE: 1. EGRESS = THESE UNITS MEET OR EXCEED THE FOLLOWING DIMENSIONS: 5.7 SQ. FT., CLEAR OPERABLE WIDTH OF 20" AND CLEAR OPERABLE HT OF 24". 2. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 1L 2004 EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. O SCHEDULE OF FINISHES E.E. GARAGE FLOOR 0 z SPACE # SPACE NAME FLOORING BASE WAINSCOT CHAIR RAIL WALLS CASING CEILING CEILING HT. CORNICE REMARKS 8 A o a 001 GARAGE CONCRETE C NONE NONE GYP. BD. A GYP. BD. 9'-1" C BM 175 @ GARAGE DOOR EXTERIORS 1185 w a 002 STORAGE STONE NONE NONE NONE GYP. BD. A GYP. BD. 9'-1" NONE a H 003 WINE CELLAR STONE B NONE NONE GYP. BD. B GYP. BD. 91-111 s MOULD "A 004 STORAGE STONE B NONE NONE GYP. BD. B GYP. BD. 9'-1" B STOOL 005 MECH. CONCRETE NONE NONE NONE GYP. BD. A GYP. BD. 9'-1" NONE 006 HALL STONE B NONE NONE GYP. BD. B GYP. BD. 9'-1" B FIRST FLOOR 100 ENTRY PORCH STONE NONE NONE NONE SHAKES NONE FLUSH T&G VERIFY C SHAKES MADE FORM COMPOSITE MATERIAL 101 FOYER STONE A ? ? HORZ. BEAD BD. B GYP. BD. 10'-i" A N 102 HALL STONE A NONE NONE GYP. BD. B GYP. BD. 10'-1" ABM 175 B 4 tn 103 MEDIA ROOM CARPET A NONE NONE GYP. BD. B GYP. BD. 10'-1" B "' 104 POWDER ROOM STONE A NONE NONE GYP. BD. C GYP. BD. 10'-1" B h o �o 105 HALL STONE A NONE NONE GYP. BD. C GYP. BD. 10'-1" A C7 106 OFFICE STONE B NONE NONE GYP. BD. B GYP. BD. 10'-1" B BRICK MOULD A b r-4 00 107 KITCHEN STONE A NONE NONE GYP. BD. B GYP. BD. 101-111A BOO 108 LIVING ROOM STONE A NONE NONE GYP. BD. B GYP. BD. 10'-1" A 00 109 SITTING ROOM STONE A NONE NONE GYP. BD. B GYP. BD. 10'-1" A 1 110 MUD ROOM STONE C NONE NONE GYP. BD. C GYP. BD. 10'-1" B ; W) rn 111 LAUNDRY STONE C NONE NONE GYP. BD. C GYP. BD. 10'-1" B U «� 112 ALCOVE STONE C NONE NONE GYP. BD. C GYP. BD. 10'-1" B N 113 REAR PORCH STONE NONE NONE NONE SHAKES NONE FLUSH T&G VERIFY C SHAKES MADE FORM COMPOSITE MATERIAL o a CASING "D" 0 o UO � oa � SECOND FLOOR a 201 STAIR HALL WOOD A NONE NONE GYP. BD. B GYP. BD. 10'-3" A 202 HALL WOOD A NONE NONE GYP. BD. B GYP. BD. 10'-3" A 203 BEDROOM CARPET C NONE NONE GYP. BD. C GYP. BD. 10'-3" B 204 BATH STONE C NONE NONE GYP. BD. C GYP. BD. 10'-3" B _ 205 BEDROOM CARPET C NONE NONE GYP. BD. C GYP. BD. 10'-3" B 206 BATH STONE C NONE NONE GYP. BD. C GYP. BD. 10'-3" B ''"' 207 CLOSET CARPET C NONE NONE GYP. BD. C GYP. BD. 10'-3" A cvm 208 CLOSET CARPET C NONE NONE GYP. BD. C GYP. BD. 10'-3" A N 209 LAUNDRY STONE C NONE NONE GYP. BD. A GYP. BD. 10'-3" B 4° 0 Q 210 HALL WOOD A NONE NONE GYP. BD. B GYP. BD. 10'-3" B :b 211 HER BATH STONE A NONE NONE GYP. BD. B GYP. BD. 10'-3" B U 4 212 HIS BATH STONE A NONE NONE GYP. BD. B GYP. BD, 10'-3" B ,b O 10 213 MAST. BEDROOM WOOD A NONE NONE GYP. BD. B GYP. BD. 10'-3" B B 27 m 214 STUDY WOOD A NONE NONE GYP. BD. B GYP. BD. 10'-3" B 215 TERRACE STONE NONE NONE NONE SHAKES NONE N/A N/A N/A SHAKES MADE FORM COMPOSITE MATERIAL Z 216 BALCONY STONE NONE NONE NONE SHAKES NONE N/A N/A N/A SHAKES MADE FORM COMPOSITE MATERIAL 217 BALCONY STONE NONE NONE NONE SHAKES NONE NIA N/A N/A SHAKES MADE FORM COMPOSITE MATERIAL Z cd w B 26 GENERAL NOTES: 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 a EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. ci M 7 7 �, Ix CASING "A" v Monday,November 21,2006 7L cn ZrD 644 B 625 N BM 48 E BM 1380 TRI c' BM 36 z C" FINISH CASING z SCHEDULE L 3 J 0 CROWN "B" 0 v Ln B 63 x 0 L BASE A BASE B BASE C CROWN "A" � CASING C z 6 x < I I t,—Lu W "x x, > di,�11=11 I=—,I I k_.�l I HIP-11 hill, I Jill 111 1:1 11=01 I IF f-Mllffi -11511 1=11 1-1 y I "=ITNUT",Z�P'fu —qlll=11,Ell jil w 14 'LL I FBI _L[ l I I=W=14=jILu111 fjzILu=L 111 I Em (LI p, ALU_ gE IL17M W, X X x, Illf,'T x 'Ji, 4, 14 , V)116 11 jLF='IIj=,IIF I Lr-Ll I F" IF,lo! ITO' "T IN�Ur I]Ei I I I-I 1�11' ;zfl I-M-1111--i Lll;;;L2;=I I I=mo 0 El I I-LLI I I-I_w=_1 I - - - - - - - - Im N u ----le�__ I I Ll XN 11 r CLG S Ji Nm F 1XI Fs-D r-m 'X X, tn Y, K xri 5, Tex x >0< X It en cn 4 cd Kl> x" cl CLG MNT 4-4 4� 4� 4-J 0 X I U .0 X" X X'x U 04 — — — — — — — ---- 1 (TL11 -Lil " x r ci 00 _Lj� w Alil x X 41m., ' n 11=1J1�--11L II SLI � ML I=B1 j I -11 jl— — ij p! -Lai m RL r ill ;��Xxxx e X'� LLI_ X 'jL —1 C4 _-I i 1l—IIi—y 1=I I�I I IT—ilrl-I i T—�I I� =1— —L o a � IN r_4 ffill: 1=1S, > SYMBOL LEGEND ELECTRICAL NOTES THIS IS A SCHEMATIC PLAN, EXACT LOCATIONS bk DUPLEX RECEPTACLE C\2 ARE TO BE DETERMINED BY ARCH ITECT/INTERIOR CQ DUPLEX RECEPTACLE ABV. COUNTER (VERIFY HT.) DESIGNER/ELECTRICAL CONTRACTOR/OWNER OR co AS CODE REQUIRES, UNLESS SPECIFIC LOCATION o 0 W fGFI GROUND FAULT RECEPTACLE IS NOTED. TS TOP SWITCHED RECEPTACLE a) 9 VERIFY WITH OWNER THE LOCATION/TYPE OF ALL GAIAGE ELECTRICAL PLAN C) 6 SPECIAL RECEPTACLE (VERIFY) FIXTURES, PANEL BOXES, OUTLET PLACEMENT, 0 V ETC... BY HOLDING AN ELECTRICAL r I SINGLE POLE SWITCH WALKTHROUGH ON THE BUILDING SITE ONCE -1 .011 75 c 4 IT 1 3 WAY SWITCH FRAMING IS COMPLETED. /�" 1 m E-4 ` 3 THE GHOSTED FLOOR PLAN IS FOR REFERENCE 14 4 WAY SWITCH ONLY & NOT TO BE REFERED TO FOR ANY STRUCTURAL CHANGES. [0-2 4 6 8 10 12 14 16 18 20 22 24 ID DIMMER SWITCH cc FAN SWITCH PROVIDE (6) ATTIC LIGHTS & SWITCHES TO BE Z IF E) ELECTRIC DOOR LIGHT SWITCH LOCATED ON JOB, O PUSH BUTTON PROVIDE FOR 5 ADDITIONAL DEVICES TO BE GENERAL NOTES: cd LOCATED ON JOB AS REQUESTED BY OWNER. r--4 OO SPECIAL CONNECTION (VERIFY) 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 FLOOR RECEPTACLE PROVIDE FOR H.V.A.C. UNITS AS SIZED BY EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. MECHANICAL CONTRACTOR. LOCATE AIR HANDLERS TELEPHONE FLOOR CONNECTION IN ATTIC UNLESS OTHERWISE NOTED. TELEPHONE CONNECTION M.C. TO PROVIDE 6"D. GALV. DRAIN PANS UNDER CABLE TELEVISION CONNECTION ALL MECHANICAL EQUIP.. IN ATTIC W/ DRAIN TO SURFACE MOUNTED FIXTURE EXTERIOR. ALL ELECTRICAL DEVICES SHALL BE PLACED 101 RECESSED FIXTURE ABOVE FEMA BASE FLOOD ELEVATION (BFE) OR AS DIRECTED BY LOCAL BLDG. DEPT. WALL WASH FIXTURE re �74 ALL SMOKE DETECTORS TO BE 11OV, 16 INTERCONNECTED W/ BATTERY BACKUP. WALL MOUNTED FIXTURE PENDENT LIGHT FIXTURE LANDSCAPING LIGHTS ARE NOT INDICATED ON o PLANS. PROVIDE FOR LANDSCAPING LIGHTS TO c'4 LOW VOLTAGE FIXTURE BE SWITCHED AS SHOWN. 0 c"I SURFACE MOUNTED FLUORESCENT FIXTURE PROVIDE FOR ELECTRICAL TO WELL, PUMP, POOL Monday,November 21,2006 EQUIPTMENT, & IRRIGATION CONTROLS AS NEEDED. PRE-WIRE FOR AUDIO/VIDEO SYSTEM PER LOW-VOLTAGE LINEAR LIGHTING OWNER. lot,> DUAL FLOOD LIGHT/MOTION LIGHT PRE-WIRE FOR SECURITY SYSTEM. uj wl SD SMOKE DETECTOR COORDINATE ALL WORK WITH GENERAL GARAGE CARBON MONOXIDE DETECTOR CONTRACTOR. rM ELECTRICAL O FC] BUILDER'S CHIME Q PLAN EXHAUST VENT o CEILING FAN O DO DATA/COMMUNICATIONS Ln VP VAPOR PROOF WP WATER PROOF V/L VENT/LIGHT TS TOP SWITCH E I I LOJ LOCATE ON JOB z 0 z 0 F - -- � Wp o v — T � x O - - - - - - - - OOCs.1, Q — --- — — — — — — — — — — — — — FI — yX FI qp SD xx 1 GFI TS TS t BE _LoJ------ � tx I — _Loj___ — — —�— _ — — — — — — — — — — — — — — —IL � — — ' O Xx �\ I - - - - - - - - 3 p I l Q �) II SD .' 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BY HOLDING AN ELECTRICAL SINGLE POLE SWITCH WALKTHROUGH ON THE BUILDING SITE ONCE o FRAMING IS COMPLETED. ,a 3 WAY SWITCH 3 Cd $4 4 WAY SWITCH GHOSTED FLOOR NOT TO BE RE RED TO FOR ANY NCE THE ELECTRICAL PLAN STRUCTURAL CHANGES. FIRST FLOOR $D DIMMER SWITCH F FAN SWITCH PROVIDE (6) ATTIC LIGHTS & SWITCHES TO BE Z U G ELECTRIC DOOR LIGHT SWITCH LOCATED ON JOB. 1/4O PUSH BUTTON PROVIDE FOR 5 ADDITIONAL DEVICES TO BE " 1Q1' O SPECIAL CONNECTION (VERIFY) LOCATED ON JOB AS REQUESTED BY OWNER. . ® FLOOR RECEPTACLE PROVIDE FOR H.V.A.C. UNITS AS SIZED BY MECHANICAL CONTRACTOR. LOCATE AIR HANDLERS 0 2 4 6 8 10 12 14 16 18 20 22 24 Q TELEPHONE FLOOR CONNECTION IN ATTIC UNLESS OTHERWISE NOTED. `-A TELEPHONE CONNECTION M.C. TO PROVIDE 6"D. GALV. DRAIN PANG UNDER -� CABLE TELEVISION CONNECTION ALL MECHANICAL EQUIP.. IN ATTIC W/ DRAIN TO EXTERIOR. GENERAL NOTES: SURFACE MOUNTED FIXTURE ALL ELECTRICAL DEVICES SHALL BE PLACED 1. THESE PLANS WERE PREPARED AND SHALL COMPLY WITH THE FOLLOWING: 2004 ❑O RECESSED FIXTURE ABOVE FEMA BASE FLOOD ELEVATION (BFE) OR EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. m AS DIRECTED BY LOCAL BLDG, DEPT. WALL WASH FIXTURE ALL SMOKE DETECTORS TO BE 110V, 16 Tj K - WALL MOUNTED FIXTURE INTERCONNECTED W/ BATTERY BACKUP. �I g O PENDENT LIGHT FIXTURE LANDSCAPING LIGHTS ARE NOT INDICATED ON PLANS. PROVIDE FOR LANDSCAPING LIGHTS TO 0 LOW VOLTAGE FIXTURE BE SWITCHED AS SHOWN. Monday,November 21,2W6 3 SURFACE MOUNTED FLUORESCENT FIXTURE PROVIDE FOR ELECTRICAL TO WELL, PUMP, POOL EQUIPTMENT, & IRRIGATION CONTROLS AS Q NEEDED. U P w PRE-WIRE FOR AUDIO/VIDEO SYSTEM PER LOW-VOLTAGE LINEAR LIGHTING W OWNER. I DUAL FLOOD LIGHT/MOTION LIGHT W PRE-WIRE FOR SECURITY SYSTEM. FIRS WI sD SMOKE DETECTOR COORDINATE ALL WORK WITH GENERAL z CONTRACTOR. 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THESE PLANS vdERE PREPARED .�l`:D SHALL COX:�IPL v7ITH THE FOLLOWING:QuJT1VG; 2Q(14 EXTERIOR. SURFACE MOUNTED FIXTURE ALL ELECTRICAL DEVICES SHALL BE PLACED EDITION FLORIDA BUILDING CODE, BUILDING, PLUMBING MECHANICAL, ELECTRIC. 02 RECESSED FIXTURE ABOVE FEMA BASE FLOOD ELEVATION (BFE) OR AS DIRECTED BY LOCAL BLDG. DEPT. Q WALL WASH FIXTURE ALL SMOKE DETECTORS TO BE 110V, a ► WALL MOUNTED FIXTURE INTERCONNECTED W/ BATTERY BACKUP. O PENDENT LIGHT FIXTURE LANDSCAPING LIGHTS ARE NOT INDICATED ON PLANS. PROVIDE FOR LANDSCAPING LIGHTS TO p LOW VOLTAGE FIXTURE BE SWITCHED AS SHOWN. 0 SURFACE MOUNTED FLUORESCENT FIXTURE PROVIDE FOR ELECTRICAL TO WELL, PUMP, POOL EQUIPTMENT, & IRRIGATION CONTROLS AS NEEDED. Monday,Novemb>-< er 21,2006 a LOW-VOLTAGE LINEAR LIGHTING PRE-WIRE FOR AUDIO/VIDEO SYSTEM PER u OWNER. 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A ST ON '. .. � � + M Y�I' `•"e1 1R `�1�� ,, ... 4 :n. dr �a�`',�� s �r�., 'r i�y�x"r '�+ -•� ,i • 7 +� .. x � :� fr-, t¢Y��r -i p§rG�zT � � t' � ow, .. `E e1" y''�i ,ref "ti...:.t ,;w� , i �� ,,.• v q 1", .. .. :. . . . :; .:. p r.r... y 'S.. .... .... t. to,..�. •., .. r ': r. nr • \� _ II..w, .�.r , 1, t0.0 r. ,,, J ::f' a'' l�'.. wp.��i� .J+R «.<=_..L._.�_. ...:. . ........'... ., _.. _„ .: .. .._ .,.��... P ....,. , !�- .._..�:. .r.��...a..�..,.,,...�._ ._.,..,..—.. ..v.... .. _. _ ._•. ._ _._.,_ a ..,»... �.:k__,x„�..a.� s�,..y,,.�.. f.}. .. 1. s II Q 1 1,0/ 1 2 3 4 5 6 7 8 9 10 11 • w r w r w • r • r • r • w • w r w • w 7 -8 7 -8 8 -0 4 -11 8 -11 6 -2 10 -0 10 -1 3 -9 10 -2 � Ip a M °� w I I I I I P4Z� � � H 1600 AUGER CAST ILE TYPICAL SEE DETAIL C/S2.5 FOR BEARING a ELEVATION AND REINFORCEMENT 00 00 (CONTRACTOR SHAW. COORDINATE coI TOP OF PILE ELEV TION) iCT r. o p N — — — — — — — I I M I I cV W 0) V I I I Z W . 00 W = — Z) 0 E - - - - - - - - - - - - - - W -j W �<� 0 D Li. 0 uj Q I I I I I I z W m co 'n I � m U —� h z PILE LAYOUT PLAN SCALE: " = 1 1-00 elf p M Do 0 Q Do Lo Od a_ En M QoFr DATE 11/10/06 PROJECT 0609 DRAWN CHECKED BRS BRS SHEET TITLE PILE LAYOUT PLAN SHEET Simi SHEET 1 OF 18 LEGEND 1111 1 Ell 8" CMU BEARING WALL BEARING CONCRETE COLUMN/WALL C1 CONCRETE COLUMN/WALL TYPE XGB—# GRADE BEAM SIZE & REINFORCING g 1 2 3 4 5 6 7 8 9 10 11 BEARING CONCRETE , I I I COLUMN/WALL (TYPICAL) I I I 9'-8" XGB-5 Q — B — — — — W1 C1': 0--of � XGB-5 to : I Ln I I � CS I X I x � � � H DEEP PILE CAP REIN RCED WITH J8 AT H 16"0 AUGER CAST PILE I 4'-6" I 12" OC EACH WAY TOP I I I I Q co BELOW (TYPICAL) AND OTTOM WITH HOOK ' w 0 AT RENDEl w co TYP 2} I I I I � 8" CMU BEAR NG WALL WITH iv , #5 VERTICAL T 8" OC. 1 GROUT ALL ClLLS SOLID pq XGB-6 XGB-6 CID N i[) n T r I I q-e-4 16"0 AUGER CAST PILE CONTINUOUS TO FIRST —A TOP OF CONCRETE " FLOOR GRADE BEAM (TYP) GRADE BEAM ELEVATION +5.50 NGVD (TYPICAL) 0j ��_5" �.2 W C11 ..;..2:: I I I I W a E - -44 - - - - - ' o Lu CC Z -i Lu LL S2.1 co x x -I W Q 2 U XGB— I7 I I I I I I W 5cl Z Qm XGB-5 J H c� ----------------- V N o GRADE BEAM PLAN SCALE: in — 1'—o" oco oLn oW N a � Q z � < o mL� DATE 11/10/06 PROJECT 0609 DRAWN CHECKED BRS BRS SHEET TITLE GRADE BEAM PLAN SHEET Slm2 SHEET 2 01 18 LEGEND 1111 1 1011 1111 8" CMU BEARING WALL FRANGIBLE 8" CMU WALL 7777 2 FRANGIBLE 12" CMU RETAINING WALL cgr� WF2.0 FOOTING TYPE FOR FRANGIBLE WALL BEARING CONCRETE COLUMN/WALL Cl CONCRETE COLUMN/WALL TYPE NONBEARING STUD WALL FRANGIBLE 12" CMU RETAINING WALL (TYPICAL) BEARING CONCRETE WF4.0 COLUMN/WALL (TYPICAL) - - - - - - - - - - - - - - I cl C2 . WF4.0 - - - - - - - - - - - - J I cl w, I I 1 ° 1 +11 .00' GALV TS4X4X I I • I I STEEL COLUMI C4 I I I N ( I ►� 4. 11 1 o C1 ^� U) I a I I C2 CLEAN GRANULAR SAND BACKFILL I 8" CMU BEARING WALL WITH • I I #5 VERTICAL AT 8" OC. 1 I c GRO ALL CELLS SOLID 1 I I IFRANGIBLE 4" CONCRETE SLAB WITH FIBERMESH I I I ON VAPOR BARRIER ON TERMITE TREATED 1 ul COMPACTED FILL PROVIDE SAW CUT JOINTS AT C1 5'-0" OC MAX EACH WAY (TYPICAL GARAGE LEVEL) I I • • • • 3 1 I I I 01 I I I 31 I +11 .00' 1 I I I I I RECESSED CONCRETE 52,2 W SLAB AS ELEVATOR RMANUFACTURER I I 1 1 c2 II I z I I I W a 1 N I = C� 1 (� or $ I I • • • Z ° I I wu- I I I I 1 16"O AUGER CAST PILE W a = 1 I 1 I CONTINUOUS TO FIRST = UQ S2.1 — — L NONBEARING D I ( FLOOR GRADE BEAM MP) U�t m I I- - - - - - - - - - - - - - - (TMS ) I z m U I L_ _ -� = r cl: wl I (,3 Q WF4.0 C1 C2 I N L_ _ _ _ J o WF4.0 MOTES: 1. SEE ARCHITECTURAL DRAWINGS FOR HEIGHT, WIDTH AND LOCATION OF WALLS AND WALL OPENINGS. VERIFY ROUGH OPENING DIMENSIONS WITH WINDOW/DOOR MANUFACTURER AND INSTALLER. 2. FRANGIBLE MASONRY WALLS (BREAKAWAY) ARE DESIGNED TO BE GARAGE FLOOR PLAN STRUCTURALLY INDEPENDENT OF THE DWELLING FOUNDATION. SEE TYPICAL SCALE: 1'-0" FRANGIBLE WALL DETAILS FOR REINFORCEMENT, VERTICAL CONSTRUCTION JOINT SPACING AND CONNECTION REQUIREMENTS. CONTRACTOR NOTE: o ^ CONTINUOUS WALL FOOTINGS SHALL HAVE A KEYED CONSTRUCTION JOINT ALIGNED WITH EACH VERTICAL WALL CONSTRUCTION JOINT. o � o � 3. TOP OF FOOTING ELEVATION SHALL BE A MINIMUM OF 8" BELOW FINISH o w m GRADE. CONTRACTOR SHALL COORDINATE AND STEP FOOTING rn ~ z Q ELEVATIONS ACCORDINGLY. o m � 4. BACKFILLING AGAINST THE FOUNDATION WALLS WITH A GRADE DIFFERENCE GREATER THAN 2'-0" SHALL NOT BE PERMITTED UNTIL ALL SUPPORTING STRUCTURAL ELEMENTS HAVE BEEN PLACED OR THE CONTRACTOR INSTALLS A TEMPORARY BRACING SYSTEM. THE DESIGN OF THE TEMPORARY BRACING SYSTEM TO RESIST EARTH PRESSURES AND E ANTICIPATED SURCHARGE LOADS IS SOLELY THE RESPONSIBILITY OF THE DAT 11/10/06 CONTRACTOR. THE CONTRACTOR SHALL USE EXTREME CAUTION DUFFING BACKFILLING TO PREVENT DAMAGE TO THE FOUNDATION WALLS. THE PROJECT USE OF HEAVY EQUIPMENT FOR BACKFILLING IS NOT RECOMMENDED. 0609 5. VERIFY ELEVATOR WALL AND OPENING DIMENSIONS WITH ELEVATOR DRAWN CHECKED MANUFACTURER PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL BRS BRS SUBMIT ELEVATOR SHOP DRAWINGS FOR REVIEW BY LATITUDE 30 SHEET ENGINEERING PRIOR TO FOUNDATION PLACEMENT. 6. ALL METAL FASTENERS, CONNECTORS, ANCHORS AND HARDWARE THAT GARAGE FLOOR ARE IN CONTACT WITH PRESSURE TREATED WOOD OR EXPOSED TO THE PLAN WEATHER SHALL BE STAINLESS STEEL (A304 OR A316) OR HOT-DIPPED GALVANIZED. CONTRACTOR SHALL VERIFY COATING REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTOR MANUFACTURER. SHEET 7. WOOD FRAMED STAIRS AND LANDINGS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. SEE ARCHITECT FOR DIMENSIONS AND DETAILS. Slm3 SHEET 3 OF 18 LEGEND ELEVATED CONCRETE BEAM ® CONCRETE COLUMN/WALL BELOW CB—# CONCRETE BEAM SIZE & REINFORCING XGB—# GRADE BEAM SIZE & REINFORCING 4810 CONCRETE SLAB REINFORCING CONCRETE COLUMN/WALL 16"0 AUGER CAST PILE e BELOW (TYPICAL) BELOW (TYPICAL) ATTACH LVL BEAMS TO TS4X4Xj WITH SIMPSON CB-1 XGB-3 XGB-4 py HUCQ412 AND 1/4-14 HILTI KWIK—PRO SCREWS CB-3 CB-3 \ Lm SLOPE _ ° ° (2)1 "X16" LVL U O [ N 12 4T10 _ o 2 1 "X16" MICROLLAM LVL +0 J m 4T10 5T ( w t� O N N 0 4810 x a� m 5812 �a fes, v (2)1 "X16" MICROLLAM LVL +0 w v c /} coTLn U 00 I O 7" THICK UCTURALco o v co CONCRETE SLAB (TYP) cqS dlb ELEVATOR p OPENING X \� / xeq p m x O O U C4 5, z - N N7777 N m N Lf) BEARING CMU WALL =' x 4T10 4T10 —BEIGIN 160° 4 CONCRETE" BEAM S2'2 TIE sc U m 5810 V m Z W a 1 w 5 4T10 _ 4T10 4T10 cn Z � w w S2.2 17777 W > 2 1 m 4610 �.Mr `t U S2.1 4810 B07rOM OF LO#ES Y• V w v ADD JOIST BELOW STAIR WALL 2'_ " 2'-1" SLOPE _ MDR/ZONTAL MEA/B£R ELEVAT/ON f 18.92 IVP WZ m U mFT J � z CB-3 CB-3 C� N CB-1TE —� XGB-3 ADDITIONAL (3)#5 TOP XGB-4 7 AND BOTTOM WITH O FRANGIBLE 4 CONCRETE _ _ _ _ HOOK AT EACH END U SLAB ON GRADE REINFORCED 2-6"X2'-6"X1'-0" DEEP WITH FIBERMESH ONLY. TE CONCRETE FOOTING PLACED PROVIDE SAW CUT JOINTS AT INTEGRALLY WITH PORCH 5'-0" OC MAX EACH WAY SLAB. REINFORCE FOOTING Wi H (3)J4 EACH WAY. FIRST FLOOR FRAMING PLAN 1. STRUCTURAL CONCRETE SLAB SHALL BE PLACED ON A VAPOR BARRIER ON TERMITE TREATED GRANULAR SAND BACKFILL. SCALE: " = 1'-0" o oao� 2. 3/4" APA RATED EXPOSURE 1 T&G PLYWOOD FLOOR SHEATHING GLUED v� � � Q AND NAILED WITH 1O COMMON AT 4" OC AT ALL EDGES AND IN, Q cy INTERMEDIATE SUPPORTS. PROVIDE SECOND LAYER OF PLYWOOD FLOOR m � SHEATHING IN OPPOSITE DIRECTION IN ALL AREAS WITH HIGH CONCENTRATED LOADS OR TILE/STONE FLOOR FINISHES. GLUE PLYWOOD BETWEEN LAYERS AND FASTEN WITH #8 SCREWS AT 4" OC. 3. WOOD HEADERS AND BEAMS CONSISTING OF MULTIPLE PLIES SHALL BE DATE JOINED TOGETHER WITH (3) ROWS OF 16d COMMON NAILS AT 6" OC AT 11/10/06 EACH LAYER UNO. PROJECT 4. [X"] — DENOTES TOP OF BEAM ELEVATION RELATIVE TO TOP OF JOIST 0609 5. WOOD FRAMED STAIRS AND LANDINGS SHALL BE CONSTRUCTED IN DRAWN CHECKED ACCORDANCE WITH THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING BRS BRS CODE. SEE ARCHITECT FOR DIMENSIONS AND DETAILS. SHEET TITLE 6. ALL METAL FASTENERS, CONNECTORS, ANCHORS AND HARDWARE THAT ARE IN CONTACT WITH PRESSURE TREATED WOOD OR EXPOSED TO THE FIRST FLOOR WEATHER SHALL BE STAINLESS STEEL (A304 OR A316) OR HOT—DIPPED FRAMING PLAN GALVANIZED. CONTRACTOR SHALL VERIFY COATING REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTOR MANUFACTURER. SHEET Slm4 SHEET 4 01 18 LEGEND Hill I S" CMU BEARING WALL 2X6 OR 2X4 BEARING STUD WALL NONBEARING STUD WALL 2 L- LINTEL TYPE ABOVE CMU OPENING 79'-1i" 23'-4' 41'-8" TERRACE COLUMNS SHALL 8» CMU WALL WITH #5BE CONTINUOUS FROM Dcui VERTICAL IN FULLY GROUTED FOUNDATION TO SECOND CELL AT 3'-4" OC MAX FLOOR RAILING HEIGHT n SEE SHEET S2.6 FOR VERTICALA PT 6X6 POST ATTACHED TO WALL REINFORCEMENT EACH CONCRETE GRADE BEAM SIDE OF MASONRY OPENINGS N —Ll WITH SIMPSON ABU66 AND N mOX12" ANCHOR BOLT 0 pq (TYPICAL AT 6 LOCATIONS) L-1U-11 P4 -' (3)2X6 BELOW SLOPE _ BEAM BEARING C� M J I I +21 .50' 4 2 U) ap ELEVATOR 52.2 S2.1 OPENING M +20.92'0- (3)2X6 BELOW NONBEARING BEAM BEARING M STUD WALL (TYP) 5" � 2X4 BEARING � W STUD WALL (lYP) ui {� +21.50' I �IZ �-2I JI (3)2X6 VERTICAL MULL W (3)2X4 BELOW ATTACHED EACH END TO 2X8 DLu BEAM BEARING PT BUCK WITH (2) SIMPSON Z A35. PROVIDE (2) ADDITIONAL w 5 TAPCONS EACH SIDE OF MULL W Q 1 CCN )`�ll S2.2 SLOPE _ z w (3)2X4 BELOW m U BEAM BEARING °' " .......... #5 VERTICAL AT EACH N t1 11110 L11 III I III Evil 1 1110 Ell III Ell I 11110 Eii 17 1 11 1 11011 111 1111 1 Ell 1 111 1113 imillill . CORNER AND WALL INTERSECTION (TYPICAL) L O U PT 6X6 POST ATTACHED TO CONCRETE FOUNDATION WITH SIMPSON ABU66 AND j"0X8" ANCHOR BOLT (2 LOCATIONS) FIRST FLOOR PLAN SCALE: " = 1'-0" Y NOTES: M in 1. SEE ARCHITECTURAL DRAWINGS FOR HEIGHT, WIDTH AND LOCATION OF WALLS AND WALL OPENINGS. VERIFY ROUGH OPENING DIMENSIONS WITH WINDOW/DOOR MANUFACTURER AND INSTALLER. 2. ALL BEARING STUD WALLS SHALL BE CONSTRUCTED WITH SYP NO. 2 DOUBLE TOP PLATE, SPF NO. 2 STUDS SPACED AT 16' OC MAX. AND A PRESSURE TREATED SYP NO.2 SINGLE BOTTOM PLATE. FASTEN EACH END E OF STUD TO TOP AND SILL PLATE WITH (2) 16d COMMON END NAILS AND DAT 11/10/OE (2) 10d COMMON TOE NAILS. PROJECT 3. PROVIDE MINIMUM (3) ROWS OF SOLID BLOCKING BETWEEN BEARING 0609 STUDS EVENLY SPACED DRAWN CHECK 4. WOOD FRAMED STAIRS AND LANDINGS SHALL BE CONSTRUCTED IN BRS E ACCORDANCE WITH THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING SHEET TITLE CODE. SEE ARCHITECT FOR DIMENSIONS AND DETAILS. 5. ALL METAL FASTENERS, CONNECTORS, ANCHORS AND HARDWARE THAT ARE IN CONTACT WITH PRESSURE TREATED WOOD OR EXPOSED TO THE FIRST FLOOR WEATHER SHALL BE STAINLESS STEEL (A304 OR A316) OR HOT-DIPPED GALVANIZED. CONTRACTOR SHALL VERIFY COATING REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTOR MANUFACTURER. SHEET 6. PROVIDE MINIMUM TWO STUDS AT ALL ELEVATOR SUPPORT CONNECTIONS. COORDINATE STUD SPACING WITH ELEVATOR MANUFACTURER. Sl ■ 1 SHEET 5 OF 1 Q 8" CMU BEARING WALL ABOVE SECOND FLOOR. SEE SECOND FLOOR PLAN FOR VERT BAR PLACEMENT I Hi 1 11111 111111 All I Hill H 1111 11 111ODc I � ® � pq II cn a. I NOTE 3--\ I'%t\-44" 4 " BEARING LENGTH ..xw ON (3)2X6 BELOW Ccl) ON U_ tou N N I X CD '� 2 Z Zco N I I N S2.3 S2.3 04 rL >� N c V • U O pq �➢ ~ I O ? (3)2X12 PT OUTRIGGERS `V o ELEVATOR I �n *X � I � 2 ATTACHED TO TJI JOIST OPENING '� 0 -' F- S2.1 WITH WEB BLOCKING o =Za 00 S2.3 M a 5'-0" TYP ` 4j" BEARING LENGTH O r '%OvaI I �� , x a r I I I I I '� N M �o I I I I I I 5 "X11 PARALLAM PSL ATTACH PSL BEAM TO I3 " BEARING LENGTH 6X6 POST WITH SIMPSON X4 WALL BELOW HUC0412—SDS (TYICAL)N ao 0 2 r 4W II Xs2.3 3 I I I �,, N Z (2)1 j"X16" MICROLLAM LVL [+O j S2.3 I 3 BEARING LENGTH I I J S2.3 a W NOTE 10ON (3)2X4 BELOW— Lu 2X6 OVERFRAMING AT 16" OC I I ' Z 0 J I 5 "X11 PARALLAM PSL cn w U- AS KEQU!KtU 10 MAIL';H DOWN u ,o = INTERIOR FLOOR ELEVATION i i O- a W Q = �� U S2.1 v + 3 " BEARING LENGTH I I '�� U w N a ON 3 2X4 BELOW (2)1 "X16" LVL BELOW BEARING WAL "� Z W m ... P m U CD J Z � J N ® ~ NTitIII 111AQ ATTACH (3)2X6 BEAM TO COORDINATE JOIST LOCATION ATTACH BOTTOM OF EVERY -NOTES (3)2X6 PT ATTACHED TO ® CMU WALL WITH SIMPSON WITH FIREPLACE VENTS OTHER KING STUD TO PSL BEAM O 6X6 PT POST WITH (2) HU26-3 (MAX) WITH SIMPSON MSTA18 (TYPICAL) 1. SEE ARCHITECTURAL DRAWINGS FOR HEIGHT, WIDTH AND LOCATION OF SIMPSON AC6 (MAX) WALLS AND WALL OPENINGS. VERIFY ROUGH OPENING DIMENSIONS WITH WINDOW/DOOR MANUFACTURER AND INSTALLER. " PLYWOOD SHEATHING ON RE—ENGINEERED ARCH 2. 3/4" APA RATED EXPOSURE 1 T&G PLYWOOD FLOOR SHEATHING GLUED TRUSSES AT 2'-0" OC AND NAILED WITH IOd COMMON AT 4" OC AT ALL EDGES AND INTERMEDIATE SUPPORTS. PROVIDE SECOND LAYER OF PLYWOOD FLOOR SHEATHING IN OPPOSITE DIRECTION IN ALL AREAS WITH HIGH CONCENTRATED LOADS OR TILE/STONE FLOOR FINISHES. GLUE PLYWOOD SECOND FLOOR FRAMING PLAN BETWEEN LAYERS AND FASTEN WITH X18 SCREWS AT 4" OC. 3. 3/4" APA RATED PRESSURE TREATED T&G PLYWOOD FLOOR SHEATHING SCALE: " a 1'-0" GLUED AND NAILED WITH 10d COMMON AT 4" OC (2 LAYERS AS REQ'D) rn 4. 5/8" APA RATED EXPOSURE 1. 40/20 SPAN RATING PLYWOOD ROOF o co SHEATHING SHALL BE ATTACHED WITH 8d COMMON NAILS AT 4" OC AT 0 Lo ALL ENDS. EDGES & BLOCKING AND AT 6" OC AT ALL INTERMEDIATE �Ld SUPPORTS. En M Q Q � 5. WOOD HEADERS AND BEAMS CONSISTING OF MULTIPLE PLIES SHALL BE o JOINED TOGETHER WITH (3) ROWS OF 16d COMMON NAILS AT 6" OC AT m EACH LAYER LINO. 6. PARALLAM MEMBERS SHALL BE SOLID AND NOT COMPOSED OF MULTIPLE PLIES. PARALLAM MEMBERS EXPOSED TO MOISTURE SHALL BE DATE WOLMANIZED TREATED FOR SERVICE LEVEL 2. 11/10/06 7. [X"] — DENOTES TOP OF BEAM ELEVATION RELATIVE TO TOP OF JOIST PROJECT 8. WOOD FRAMED STAIRS AND LANDINGS SHALL BE CONSTRUCTED IN 0609 ACCORDANCE WITH THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING DRAWN CHECKED CODE. SEE ARCHITECT FOR DIMENSIONS AND DETAILS. BRS BRS 9. ALL METAL FASTENERS. CONNECTORS, ANCHORS AND HARDWARE THAT SHEET TITLE ARE IN CONTACT WITH PRESSURE TREATED WOOD OR EXPOSED TO THE WEATHER SHALL BE STAINLESS STEEL (A304 OR A316) OR HOT—DIPPED SECOND FLOOR GALVANIZED. CONTRACTOR SHALL VERIFY COATING REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTOR MANUFACTURER. FRAMING PLAN 10. (2)2X12 PT LEDGER EACH SIDE OF DOOR OPENING ATTACHED TO CMU WALL WITH 2) 5/8"0 ANCHOR BOLTS AT 12" OC (5" EMBED). SHEET 11. FASTEN BOTTOM OF INTERIOR WOOD BEAMS TO FACE OF SUPPORT WITH SIMPSON A35. ATTACH BOTTOM CHORD OF TJI JOISTS TO TOP PLATE WITH 8d NAIL EACH SIDE. Slm6 SHEET 6 OF 1 8 LEGEND 11111101 8" CMU BEARING WALL 2X6 OR 2X4 BEARING STUD WALL NONBEARING STUD WALL Q L— LINTEL TYPE ABOVE CMU OPENING h _= WOOD HEADER/BEAM ABOVE OPENING 8" CMU WALL WITH N BE CONTINUOUS FROM o� VERTICAL IN FULLY GROUTED TERRACE COLUMNS SHALL FOUNDAl10N TO SECOND CELL AT 3'-4" OC MAX FLOOR RAILING HEIGHT SEE SHEET S2.6 FOR VERTICAL WALL REINFORCEMENT EACH I III 110 1 111 1 Il El 111101111 1 111 1 1011 111 11 - 1111111117 1 11 11111111 111 1 111 IIEl 13 1 SIDE OF MASONRY OPENINGS 1111111 111 1111 11011 1111 111 ® ( El r,o � � x �. SLOPE � Ln II00 SIMPSON +33.00' 11 HSUL26-2 a c�a ELEVATOR2X4 BEARING STU WALL o S S2.1 oPENIIVG FOR ELEVATOR EQ PMENT IIx ONLY. BRACE TOP OF WALL n 4 TO ATTIC ROOF TRUSSES uv +32.42 NONBEARING <-D II z STUD WALL MP) I I ii z I I �J��` ( SIMPSON v W I I ?+� LSSU210-2 4 I I J V I I W m —' +33.00' a I I u SLOPE _ I I Go ip I I 4 II z 11 I I II ox- Lu Q ui I I II 2X4 BEARING STUD WALL. ATTACH BOTTOM OF EACH I Z 0 Lu DOWN STUD TO LVL BEAM WITH LL 1 SIMPSON MSTA18 EACH I I W SIDE WITH 10dx1 j" NAILS. I I l"�14 = U S2.1 I I �`�" Q w °n W (2)2X12ATTACH HEADERS TO SOLID KING m U STUD JAMBS WITH SIMPSON HH6 J Z °• (JACK STUDS NOT PERMITTED) _ < oDo T J _ c� #5 VERTICAL. AT EACH ® ,� CORNER AND WALL INTERSECTION (TYPICAL) 0 C.) SECOND FLOOR PLAN _ SCALE: " — 1'-0" NOTES: Ofo o � 1. SEE ARCHITECTURAL DRAWINGS FOR HEIGHT WIDTH AND LOCATION OF M WALLS AND WALL OPENINGS. VERIFY ROUGH OPENING DIMENSIONS WITH a \ Q � o WINDOW DOOR MANUFACTURER AND INSTALLER. to \ Q 0� 2. ALL NG STUD WALLS SHALL BE CONSTRUCTED WITH SYP NO. 2 m DOUBLE TOP PLATE, SPF NO. 2 STUDS SPACED AT 16" OC MAX. AND A PRESSURE TREATED SYP NO.2 SINGLE BOTTOM PLATE. FASTEN EACH END OF STUD TO TOP AND SILL PLATE WITH (2) 16d COMMON END NAILS AND (2) 10d COMMON TOE NAILS. EVERY OTHER STUD SUPPORTING ROOF FRAMING SHALL ALSO BE ATTACHED TO TOP PLATE WITH SIMPSON SPH6. DATE 11/10/06 3. WOOD HEADERS AND BEAMS CONSISTING OF MULTIPLE PLIES SHALL BE JOINED TOGETHER WITH (3) ROWS OF 16d COMMON NAILS AT 6" OC AT PROJECT EACH LAYER LINO. 0609 4. PROVIDE MINIMUM ONE ROW OF SOLID BLOCKING BETWEEN ELEVATOR DRAWN CHECKED WALL BEARING STUDS AT THE MIDHEIGHT. COORDINATE STUD SPACING BRS BRS WITH ELEVATOR MANUFACTURER. PROVIDE MINIMUM TWO STUDS AT ALL ELEVATOR SUPPORT CONNECTIONS. SHEET TITLE 5. ALL METAL FASTENERS, CONNECTORS, ANCHORS AND HARDWARE THAT SECOND FLOOR ARE IN CONTACT WITH PRESSURE TREATED WOOD OR EXPOSED TO THE PLAN WEATHER SHALL BE STAINLESS STEEL (A304 OR A316) OR HOT—DIPPED GALVANIZED. CONTRACTOR SHALL VERIFY COATING REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTOR MANUFACTURER. SHEET Slm7 _j L ISHEET 0118 g M 2X12 RAFTER AT 2 -0 OC � " TOP OF CMU N TOP OF CMU TYPICAL AT EACH DORMER EL +41.00' JEL +41.00' ca TOP OF CMU TOP OF CMUEL +41.00' FEL +41.00' �— -- -- --- — ----�PSL 3 'X16 PSL 3 X1 b L 31 x(16 --- -- --- -- -- r— --- SL 3 'X16` Lm � z o TOP OF CMU j TOP F CM EL VARIES I EL VARIES ') O w � � Q H � � � I ► I � � U P E—EN INFER D WOOD ROOFTRU SES A 2'-0 OC PRE— GINE RED WOOD R F TRUSSES AT 21--0* 0 MAX00 co �» I I I I I II 2 I I I I I I S2.1 II I I I II I I I I I NOTE 1 C00 DINA TRUS SPAC NG NOTE 1 j J 8 I WITH OPENI G FO SOLA UBE W 52.3 I I I I I Z II II PT 2X6 RAFTER AT W Q 2'-0" OC (TYPICAL) 0m Lu O I I I LZ LL ' W ¢ _ j SEE ICAL DETAIL B/S2.7 j i'� = Q 52.1 I FOR HIMN FRAM NG I ,�,' Q w wonI I i Z W m SL 3 L- -- --- - ------------- -- - ----- I r' a I __j I _ PSL 31"X16" _ ____ _PSL 3 J 1 ___ I TOP RCMU - =R H TOP OF CMU TOP OF CMU ~— -- — -- --- — -- -- -- --- -- EL VARIES V EL +41.00' EL +41.00' — — ---------- T -- — ------- -- --- -- --- ------ ------ L L TOP OF CMU TOP OF CMU 'u EL +41.00' N N EL +41.00' N fA ROOF PLAN SCALE: in - 1'-0" Of NOTES: L oco oLo 1. 5/8" APA RATED EXPOSURE 1, 40/20 SPAN RATING PLYWOOD ROOF M a U) SHEATHING. ATTACH PLYWOOD WITH 8d COMMON NAILS AT 4 OC AT ALL 1 Of a ENDS, EDGES & BLOCKING AND AT 6" OC AT ALL INTERMEDIATE Q crf SUPPORTS. - o m � 2. PROVIDE 2X4 MIN BLOCKING AT ALL RIDGES, HIPS, AND VALLEYS. 3. INSTALL 2X4 SYP NO. 2 CONTINUOUS BOTTOM CHORD LATERAL BRACING PER TRUSS MANUFACTURER DRAWINGS. FASTEN BRACING TO EACH DATE TRUSS WITH (2) 12d COMMON NAILS. SEE GENERAL NOTES FOR ADDITIONAL TEMPORARY AND PERMANENT TRUSS BRACING 11/10/06 REQUIREMENTS. PROJECT 4. ALL METAL FASTENERS, CONNECTORS, ANCHORS AND HARDWARE THAT 0609 ARE IN CONTACT WITH PRESSURE TREATED WOOD OR EXPOSED TO THE DRAWN CHECKED WEATHER SHALL BE STAINLESS STEEL (A304 OR A316) OR HOT—DIPPED BRS BRS GALVANIZED. CONTRACTOR SHALL VERIFY COATING REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTOR MANUFACTURER. SHEET TITLE 5. VERIFY ATTIC SPACE DIMENSIONS WITH ARCHITECT PRIOR TO FABRICATION OF PRE—ENGINEERED WOOD ROOF TRUSSES. ROOF PLAN 6. CONTRACTOR SHALL COORDINATE TOP CHORD SLOPE OF ROOF TRUSSES WITH ARCHITECTURAL ELEVATIONS AND DETAIL C/S2.7 SHEET Slm8 SHEET 8 OF 18 BEND #5 VERTICAL BARS 1'-4" 26'-O" MIN INTO POOL SHELL 1'-0" 12'-0" 1 Z'-0" 1'-0" TOP OF PILE MIN EL VARIES S ');3;� 16"0 AUGER CAST ANCHOR " _ I PILE WITH (7)J5 VERTICAL AND #3 TIES AT 12" OC Ira ---I---� L --I— — ---I--- j 16"0 AUGER CAST ANCHOR j 16"0 AUGER CAST PILE 3" CLR PILE (TYPICAL 6 LOCATIONS) I WITH (7)#5 VERTICAL I I I I I AND #3 TIES AT 12" OC 2'-0"X2'-0" PILE CAP (TYPICAL) ANCHOR PILE SECTION x I 6" CONCRETE POOL SLAB I WITH #4 AT 12" OC EACH WAY CENTERED—\\,," ® OL TOP OF SLAB p TOP OF SLAB EL +16.50' NGVD EL +14.50' NGVD !� z N O I I � ►� � o o I I I I I I BOTTOM OF PILE OL EL +0.00' NGVD I WALK-IN STEPS j SWIMOUT �\ ,- I I .- I � � Ile 00 _-4 AUGER CAST ANCHOR PILE NOT TO SCALE I I cs� 1. LAP SPLICES SHALL NOT BE PERMITTED FOR VERTICAL PILE REINFORCEMENT. MECHANICAL REBAR COUPLERS TOP OF PAVER MAY BE USED PROVIDED THE COUPLER IS CAPABLE OF EL +20.50' NGVD� DEVELOPING 12575 OF THE REBAR CAPACITY CONCRETE PAVERS ON 2. GROUT USED FOR AUGERCAST PILES SHALL ACHIEVE A COMPACTED SAND--\\ COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS. PILES SHALL BE CONSTRUCTED WITH A MORTAR FACTOR OF AT LEAST 1.3 3. AUGER CAST PILE INSTALLATION SHALL BE OBSERVED AND W STR U CTU RAL POOL PLAN MONITORED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. V SCALE: in = 1'-0" z W o O wcr 1. POOL STRUCTURE HAS BEEN DESIGNED AS AN EXPENDABLE STRUCTURE IN Z O ACCORDANCE WITH SECTION 62B-33.007, FLORIDA ADMINISTRATIVE CODE. (n ui U_ CONCRETE PAVERS ON W Q _ 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, DEPTHS AND COMPACTED SAND �y+ SLOPES OF POOL STRUCTURE WITH OWNER, ARCHITECT AND POOL Ii = DESIGNER PRIOR TO CONSTRUCTION. ¢ m TOP OF PAVER O Z w 3. SEE POOL DESIGNER/MANUFACTURER DRAWINGS FOR ALL INFORMATION NOT EL +20.50' NGVD m U INDICATED ON THE STRUCTURAL POOL PLAN WHICH INCLUDES, BUT IS NOT .J LIMITED TO, PLUMBING. PIPING, ELECTRICAL, AND SAFETY REQUIREMENTS. _ J 4. REVEGETATE ANY AREAS DAMAGED BEYOND THE NEW SITE WALLS WITH - —_ Q 100% COVERAGE AT 1'-0" OC EACH DIRECTION ON ALTERNATING STAGGERED ROWS 10" CONCRETE BOND -� 5. ALL EXCAVATED EXISTING SAND MATERIAL SHALL BE RELOCATED AROUND BEAM WITH (2)#4 CONT 71 lI O THE PERIMETER OF THE NEW POOL SHELL AND UTILIZED AS BACKFILL AROUND PERIMETER MATERIAL AT THE POOL DECK. ALL EXCESS EXCAVATED EXISTING SAND MATERIAL SHALL BE PLACED SEAWARD OF THE NEW RESIDENCE AS REQUIRED. EXISTING GRADE BEND #5 VERTICAL 6" CONCRETE POOL BARS 1'-4" MIN SHELL WALL REINFORCED INTO POOL SHELL WITH #4 AT 12" OC EACH WAY CENTERED 6" CONCRETE POOL SHELL SLAB REINFORCED WITH #4 AT 12" OC W EACH WAY CENTERED ¢ � a 00 o IF ow V1 Q Z z2 Of0 co __j 2'-0"X2'-0" PILE CAP 16"0 AUGER CAST DATEIllu 11/10/06 0 06 ANCHOR PILE 2s O" PROJECT I 0609 DRAWN CHECKED PILE BRS BRS SHEET TITLE 00 L SHELL WALL SECTION POOL PLAN AND NOT TO SCALE S1.9 SECTIONS NOTES: 1. LAP SPLICE #4 POOL SHELL REINFORCEMENT 2'-6" SHEET WHERE REQUIRED. S109 SHEET 9 OF 18 ATTACH 5/8" ROOF SHEATHING TO LEDGER WITH 8d NAIL AT 4" OC ROOF z ATTACH 5/8" ROOF SHEATHING TO LEDGER WITH 8d NAIL AT 4" OC CAST—IN—PLACE CONCRETE RAKE CAST—IN—PLACE CONCRETE RAKE I RAFTER SECTION OF BEAM REINFORCED WITH (2)#5 2 TOP. (2) 5 BOTTOM AND #3 TIES 2X8 PT LEDGER ATTACHED TO O I BEAM REINFORCED WITH (2)#5 PRE—ENGINEERED ROOF TRUSS " TOP. (2)#5 BOTTOM AND #3 TIES AT 16 OC. (SLOPE TOP OF CONCRETE TAA - AT 16" OC. (SLOPE TOP OF 2X8 PT LEDGER ATTACHED TO BEAM TO MATCH ROOF PROFILE) ANCHOR BOLT 205 OC X10" BEAM TO MATCH ROOF PROFILE) CONCRETE BEAM WITH 5/8 0X10a ROOF ANCHOR BOLT AT 2'-0" OC I STEP CMU WALL BELOW RAKE BEAM z ATTACH 5/8" PLYWOOD ROOF PRE—ENGINEERED ROOF TRUSS SHEATHING TO LEDGER WITH ISTEp CMU WALL ATTACH PLYWOOD SHEATHING 10d COMMON NAIL AT 4" OCBELOW RAKE BEAM ATTACH 5/8" ROOF I TO LEDGER WITH 10d COMMON SHEATHING TO BLOCKING NAIL AT 4" OC SIMPSON H10 AT WITH 8d NAIL AT 4" OC (2)2X12 PT LEDGER WITH I"0X10" EACH RAFTER0. : I2X BLOCKING BETWEEN PRE—ENGINEERED ROOF TRUSS N I ANCHOR BOLT AT 16 OC STAGGERED EACH TRUSS ATTACHED TO I 3/4" PLYWOOD FLOOR SHEATHING 2X BLOCKING BETWEEN TOP PLATE WITH SIMPSON EACH RAFTER ATTACHED I L50 AT 2'-0" OC II ,� SECOND FLOOR TO BEAM WITH SIMPSON 2X6 PT RAFTER HTP L50 AT 2'-0" OC AT 2'-0" OC 8"X16" CONT CMU TIE BEAM I ® � WITH #5 TOP AND BOTTOM (2)2X8 PT LEDGER SIMPSON A35 AND UPLIFT (2)2X10 PT BEAM WITH j"0X10""ANCHOR 8"X8" CMU BOND BEAM FALSE RAFTER TAIL SEE SCHEDULE CONNECTOR AT EACH TRUSS z - ( ) o BOLT AT 2 —0 OC I WITH #5 CONT SEE ARCH DRAWINGS (2)2X8 PT TOP PLATE ATTACHED TO I " IST AT 16" OC 16 TJI JO TIE BEAM WITH 1/2"� HEADED � x CMU BEARING WALL ANCHOR BOLT WITH 2"X2"Xj" PLATE ""' I WASHER AT 2 -0OC (10EMBED) l o SIMPSON HANGER I I SEE SCHEDULE w 8"X16" CONT CMU TIE BEAM CD 0 I WITH #5 TOP AND BOTTOM �a w ATTACH PLYWOOD SHEATHING U TO LEDGER WITH 10d COMMON 00 I NAIL AT 4" OC � (2)2X12 PT LEDGER WITH "0X10" ATTACH PLYWOOD SHEATHING pq I ANCHOR BOLT AT 16" OC STAGGERED TO LEDGER WITH 10d COMMON II N Ia I NAIL AT 4 OC Q ATTACH PLYWOOD SHEATHING r-, TO 1 3/4" PLYWOOD FLOOR SHEATHING g I (2)2X12 PT LEDGER WITH i"0X10" II CO MONENAIL AT 4"dOC I FIRST FLOORI ANCHOR BOLT AT 16 OC STAGGERED � N DOWEL WITH STANDARD 90' ATTACH 3/4" PLYWOOD FLOOR 01413/4" PLYWOOD FLOOR SHEATHING HOOK TO MATCH SIZE AND SHEATHING TO LEDGER WITH 10d I 3/4" PLYWOOD FLOOR SHEATHING SPACING OF WALL REINF COMMON NAIL AT 4 OC SECOND FLOOR I SECOND FLOOR SLOPE_.-- CONCRETE BEAM �— — 8"X16" CONT CMU SEE SCHEDULE TIE BEAM WITH #5 W • 16" TJI JOIST AT 16" OC TOP AND BOTTOM PARTIALLY GROUTED BOND BEAM �.__ SIMPSON HANGER 16" TJI JOIST AT 16" OC I 16" TJI JOIST AT 16" OC Z FOR SHEAR KEY. SEE TYPICAL SEE SCHEDULE 2X12 PT AT 16" OC (2)2X12 PT LEDGER WITH W FRANGIBLE WALL DETAILS j"0X10" ANCHOR BOLT ;SIMPSON HANGER " I SIMPSON HANGER I 2X8 PT LEDGER WITH I"0X10" 0 w SEE SCHEDULE AT 16 OC STAGGERED SEE SCHEDULE Z ,J ANCHOR BOLT AT 2'-0 OC � � p I CONCRETE COLUMN BEYOND 3 "X11 1" WOLMANIZED I 8"X16" CONT CMU TIE BEAM I W ¢ _ P� BEAM WITH #5 TOP AND BOTTOM _ Q Q W 6X6 PT POST BEYOND Z mm � U FRANGIBLE CMU WALL J Z I CMU BEARING WALL CMU BEARING WALL---\\, < r J Q EXPANSION JOINTDOWEL WITH STANDARD 90' DOWEL WITH STANDARD 90' I HOOK TO MATCH SIZE AND I I HOOK TO MATCH SIZE AND FRANGIBLE CONCRETE SLAB SPACING OF WALL REINF--,,.,- SPACING OF WALL REINF O F. (I GARAGE LEVEL m N CONCRETE SLAB N CONCRETE SLAB FINISH GRADE % a SEE PLAN SEE ARCH CONCRETE SLAB SEE PLAN N SEE PLAN ( FIRST FLOOR II FIRST FLOOR _I I VAPOR BARRIER SLOPE . . . . _ 1to GROUT ALL CELLS — — DOWEL WITH STANDARD 90' BELOW GRADE . • • . . • • • • • • CONCRETE GRADE BEAM I VAPOR BARRIER SEE SCHEDULE ( I U HOOK TO MATCH SIZE ANDIa. SPACING OF WALL REINF _____ • — • • • • CLEAN GRANULAR • • • • iV CONCRETE FOOTING CONCRETE GRADE BEAM 0 TOP OF PILE __ TOP OF PILE SEE SCHEDULE v — EL +19.83' NGVD r SAND BACKFILL EL +19.83' NGVD r m C SEE SCHEDULE I I , 2 CLEAN GRANULAR a • • • • N CONCRETE GRADE BEAM �`' SAND BACKFILL o TOP OF PILE r ____ , I I SEE SCHEDULE I I o EL +19.25 NGVD I W I I I cn M Q o mo I I I I 16"0 AUGER CAST PILE — (— — 16"0 AUGER CAST PILE ATE I I CONCRETE GRADE BEAM I SEE SCHEDULE � PILE & PILE & 11�10�06 I GRADE BEAM GRADE BEAM PROJECT 0609 • • •I • PILE & TOP OF PILE _ GRADE BEAM EL +3.33' NGVD r I , m DRAWN CHECKED BRS BRS W SECTION SECTION 3 SHEET TITLE Ir a • r 52.1 �a • r 52.1 16 0 AUGER CAST PILE SCALE: = 1 —0 SCALE: = 1 —0 I SECTIONS SHEET PILE & GRADE BEAM SECTION SCALE: j" - 1'-0" S2.1 SHEET 10 OF 18 (3) ROWS MINIMUM OF SOLID BLOCKING BETWEEN BEARING rVAT STUDS EVENLY SPACED I"X10"X10" STEEL BASE GALVANIZED STEEL I PLATE WITH (4)j"0 ANCHOR ATTACH PLYWOOD SHEATHING TUBE COLUMN---\,,, TO LEDGER WITH 1O 2X4 STUD WALL BOLTS (12 EMBED) COMMON NAIL AT 4" OC I I » I I FRANGIBLE CONCRETE SLAB (2)2X12 PT LEDGER WITH jm$X10" ANCHOR BOLT AT 2X4 PT SILL PLATE WITH GARAGE LEVEL 16" OC STAGGERED 5/8"0X10" ANCHOR BOLT AT 2'-0" OC WITH 2"X2"X " ATTACH PLYWOOD SHEATHING CMU BEARING WALL I I 3/4" PLYWOOD PLATE WASHER do HEX NU TO LEDGER WITH 10d COMMON NAIL AT 4" OC FLOOR SHEATHING I VAPOR BARRIER (2)2X12 PT LEDGER WITH I FIRST FLOOR I*OX10" ANCHOR BOLT AT ATTACH PLYWOOD SHEATHING 1 i"t NON—SHRINK GROUT 16" OC STAGGERED II COMMONER WITH 1 NAIL AT 4"d OC CONCRETE COLUMN I CONCRETE SLAB 3/4" PLYWOOD SEE PLAN N SEE SCHEDULE FLOOR SHEATHING 3/4" PLYWOOD FLOOR SHEATHING (REINF NOT SHOWN 8"X16" CONCRETE TIE BEAM FIRST FLOOR DOWEL WITH STANDARD 90' IL ,r FIRST FLOOR FOR CLARITY) I WITH (2)#4 TOP AND BOTTOM HOOK TO MATCH SIZE AND 16" TJI JOISTtlN AND �k3 TIES AT 16" OC SPACING OF WALL REINF I S ECTI O N 3 AT 16" OC SCALE: " = 1'-0" �.2 SIMPSON HANGER FINISH GRADE SEE SCHEDULE CMU BEARING WALL v — SEE ARCH 16" TJI JOIST N —_ _ 16" TJI JOIST AT 16" OC � AT 16" OC CLEAN GRANULAR I I I A (- SAND BACKFILL 2X8 PT LEDGER WITH "0X10" SECTION 4 SIMPSON HANGER7S2.2 o SEE SCHEDULE PARTIALLY GROUTED ANCHOR BOLT AT 2'-0 OC SCALE: " 1'-0» CONCRETE BEAM BOND BEAM FOR SHEAR SEE SCHEDULE KEY. SEE TYPICAL CONCRETE BEAM PARTIALLY GROUTED FRANGIBLE WALL DETAILS SEE SCHEDULE `� x BOND BEAM FOR SHEAR KEY. SEE TYPICAL FRANGIBLE WALL DETAILS a V_km '� o CMU BEARING WALL C/) G d ATTACH PLYWOOD SHEATHING TO LEDGER WITH 1O COMMON w NAIL AT 4" OC ° (2)2X12 PT LEDGER WITH J"0X10" II ANCHOR BOLT AT 16" OC STAGGERED co FRANGIBLE CMU FRANGIBLE CMU a 3 4" PLYWOOD FLOOR SHEATHINGpq RETAINING WALL CONCRETE COLUMN RETAINING WALL `'"�' ` / BEYOND FIRST FLOOR I EXPANSION JOINT EXPANSION JOINT •�_-.�:�L=:` �.. ;ri - a 1 FRANGIBLE CONCRETE SLAB " " FRANGIBLE CONCRETE SLAB g DOWEL WITH STANDARD 90' \_16 TJI JOIST AT 16 OC SEE ARCH FOR GARAGE LEVEL !��` SOCK DRAIN AND I I�� GARAGE LEVEL HOOK TO MATCH SIZE AND �jJ WATERPROOFING N SPACING OF WALL REINF SIMPSON HANGER I SEE SCHEDULE V �17_ N CONCRETE BEAM Z = z VAPOR BARRIER D VAPOR BARRIER SEE SCHEDULE W Q SEE ARCH FOR CONCRETE COLUMN BEYOND Q SOCK DRAIN AND 11O WATERPROOFING Z J I. . I. U Q J J u u Q w SECTION 5 Z m 0 DOWEL WITH STANDARD 9O' DOWEL WITH STANDARD 90' SCALE; " = 1'-0" S2.2 J z HOOK TO MATCH SIZE AND CONCRETE FOOTING HOOK TO MATCH SIZE AND CONCRETE FOOTING = r J SEE SCHEDULE SEE SCHEDULE F- SPACING OF WALL REINF SPACING OF WALL REINF CONCRETE WALL D BEYOND O r _ I I CONCRETE GRADE BEAM I I SEE CONCRETE E EDGRREADE BEAM II I I SEE SCHEDULE I I ATTACH PLYWOOD SHEATHING TOP OF PILE ' _'___ •I ' c TOP OF PILE • _•___ 'I • o = I TO LEDGER WITH 1 Od EL +3.33' NGVD I = m EL +3.33' NGVD r W ,n I COMMON NAIL AT 4 OC 04 3/4" PLYWOOD FLOOR SHEATHING o 00 I I ( Lo SECOND FLOOR o I \Ml a Q 16"0 AUGER CAST PILE 16*0 AUGER CAST PILE I I � o m PILE do ply 8"X16" CONT CMU cm GRADE BEAM GRADE BEAM TIE BEAM WITH �5 TOP AND BOTTOM I 16" TJI JOIST AT 16" OC DATE I 2X8 PT LEDGER WITH I"0X10" 11/10/06 ANCHOR BOLT AT 2'-0 OC PROJECT 0609 DRAWN CHECKED SECTION SECTION I BRS BRS SCALE: " 1'-0" S2.2 SCALE: " = 1'-0" S2.2 SHEET TITLE SECTIONS SECTION 6 SCALE: " = 1'-0" S2.2 SHEET S2m2 SHEET 11 OF 18 l CMU BEARING WALL -----,.,, _y ATTACH PLYWOOD SHEATHING ITO LEDGER WITH 10d COMMON I NAIL AT 4" OC ATTACH PLYWOOD SHEATHING (2)2X12 PT LEDGER WITH "0X10" TO LVL BEAM WITH 1O 16" TJI BLOCKING PANEL" 0 :0 ANCHOR BOLT AT 16" OC STAGGERED COMMON NAIL AT 4OC ATTACH PLYWOOD SHEATHING BETWEEN EACH JOIST 10 II TO TJI BLOCKING WITH 1O y N 3/4' PLYWOOD FLOOR SHEATHING 3/4" PLYWOOD FLOOR SHEATHING COMMON NAIL AT 4" OC 3/4" PLYWOOD FLOOR SHEATHING SECOND FLOOR SECOND FLOOR SECOND FLOOR 8"X16" CONT CMU ( 16" TJI JOIST AT 16" OC MICROLLAM BEAM \_16" TJI JOIST AT 16" OC TJI JOIST BEYOND--/ 16" TJI JOIST AT 16" OC TIE BEAM WITH #5 (LVL) SEE PLAN —/ WITH 3 BEARING TOP AND BOTTOM SIMPSON HANGER SIMPSON HANGER DOUBLE PT TOP PLATE I SEE SCHEDULESEE SCHEDULE STUD WALL BEYOND 20 STUD WALL (3) ROWS MINIMUM OF SOLID BLOCKING BETWEEN BEARING STUDS EVENLY SPACED pq ATTACH 5/8' ROOF SHEATHING TO SECTION SECTION SECTION CAST–IN–PLACE CONCRETE RAKE LEDGER WITH 8d NAIL AT 4" OC z SCALE: ` = 1'-0" S2.3 SCALE: i` 1'-0" S2.3 SCALE: in = 1'-0" S2.3 BEAM REINFORCED WITH (2)#5 TOP. (2) 5 BOTTOM AND #3 TIES 2X8 PT LEDGER ATTACHED TO AT 16" OC. (SLOPE TOP OF CONCRETE BEAM WITH 5/8"0X10" BEAM TO MATCH ROOF PROFILE) ANCHOR BOLT AT 2'-0" OC � d ATTACH 5/8" ROOF ,ti EAST ROOF SHEATHING TO LEDGER �. ATTACH PLYWOOD SHEATHING WITH Sd NAIL AT 4" OC TO RIM BOARD WITH 1O 2X8 PT LEDGER ATTACHED TO COMMON NAIL AT 4" OC CMU BOND BEAM WITH 5/8"0X10" -I I 1 j"X16" RIM BOARD BLOCKING ANCHOR BOLT AT 2'-0" OC o ATTACH RIM BOARD TO BETWEEN WEST ROOF y; 0, B EEN EACH JOIST U) TOP PLATE WITH 12d SOLID TIMBERSTRAND PRE–ENGINEERED 2X4 STUD WALL " STEP CMU WALL ROOF TRUSS TOE NAIL AT 4. OC 3/4" PLYWOOD FLOOR SHEATHING WEB BLOCKING ATTACH 3/4 PLYWOOD FLOOR 3/4' PLYWOOD SHEATHING ON SHEATHING TO LEDGER WITH BELOW RAKE BEAM I� 3/4" PT PLYWOOD ,1, SECOND FLOOR 2X6 OVERFRAMING. ATTACH 1O COMMON NAIL AT 4' OC Y' 0 FASTEN 2X4 PT SILL OVERFRAMING TO SILL PLATE PRE–ENGINEERED PLATE TO BEAM WITH WITH 1O NAIL AT 4" OC AND (2)2X12 PT LEDGER WITH J"0X10" ROOF TRUSS 16d NAIL AT 4" OC TO CMU WALL WITH I" TAPCON ANCHOR BOLT AT 16" OC STAGGERED I • AT 4' OC (1i' EMBED);7 3/4" PLYWOOD FLOOR 3/4" PLYWOOD FLOOR SHEATHING CMU BOND BEAM WITH #5 SHEATHING CONT SECOND FLOOR BELOW OVERFRAMING CONT TO MATCH SLOPE OF LOWER ROOF FOR ANCHOR (2)2X12 PT ATTACHED 2X12 PT OUTRIGGER ATTACHED BOLT INSTALLATION TO EACH OUTRIGGER THROUGH WEB BLOCKING TO TJI 16" TJI JOIST I WITH INVERTED SIMPSON JOIST WITH (4) ROWS OF 16d AT 16" OC LUS10 AND (4)110 SS NAILS AT 12" OC W SCREWS WITH 2" EMBED SIMPSON A35 AND H2.5 8"X16" CMU TIE BEAM AT EACH 2X12 WOLMANIZED ( \_1 " " I z WITH #5 TOP AND 6 TJI JOIST AT 16 OC BOTTOM STEPPED I (2)2X8 PT TOP PLATE ATTACHED TO PARALLAM BEAM I W 0 BELOW JOIST BEARING TIE BEAM WITH 1/2"0 HEADED 2X12 PT JOIST AT 16" OC SIMPSON HANGER OC w ANCHOR BOLT WITH 2"X20XJ' PLATE SEE SCHEDULE I cl z UJ WASHER AT 2'-0" OC (10" EMBED) wU- (2)2X12 PT LEDGER WITH I 8"X16" CONT CMU TIE BEAM W I �"0X10" ANCHOR BOLTco WITH #5 TOP AND BOTTOM AT 16" OC STAGGERED S ECTI CMU BEARING WALL U w CMU BEARING WALL O N Z m SCALE: in = 1'-0" S2.3 TJ Q i T J SECTION q. SECTION r5--� Q SCALE: in = 1'-0" S2.3 SCALE: in = 1'-0" S2.3 ATTACH 5/8" ROOF SHEATHING TO 0 CAST–IN–PLACE CONCRETE RAKE LEDGER WITH 8d NAIL AT 4" OC 0 BEAM REINFORCED WITH ( ) TOP. (2)#5 BOTTOM AND #3 'TIES //-2X8 PT LEDGER ATTACHED TO AT 16" OC. (SLOPE TOP OF CONCRETE BEAM WITH 5/800X10" ATTACH 5/8" PLYWOOD ROOF BEAM TO MATCH ROOF PROFILE) ANCHOR BOLT AT 2'-0" OC SHEATHING TO 2X BLOCKING WITH 8d NAIL AT 4" OC ZROOF z CONT 2X BLOCKING ATTACHED TO PSL BEAM WITH 12d TOE ATTACH 5/8" PLYWOOD NAIL AT 6" OC AND SIMPSON ROOF SHEATHING TO I LSTA12 AT 2'-0" OC LEDGER WITH 1O k- lieI ATTACH 5/8" ROOF COMMON NAIL AT 4" OC SHEATHING TO BLOCKING PRE–ENGINEERED a WITH 8d NAIL, AT 4" OC ( ) ROOF TRUSS o co 2 2X8 PT LEDGER I STEP CMU WALL d Ln PRE–ENGINEERED 2X BLOCKING BETWEEN WITH J"0X10" ANCHOR BELOW RAKE BEAM o Na- 2X BLOCKING BETWEEN PRE–ENGINEERED HEADER TRUSS EACH RAFTER ATTACHED BOLT AT 2'-0" OC EACH TRUSS ATTACHED TO ROOF TRUSS TO BEAM WITH SIMPSONL M Z 9 TOP PLATE WITH SIMPSON 1/2- PLYWOOD WALL L50 AT 2'-0" OC 0 2X4 CEILING JOIST AT EACH RAFTER a L50 AT 2'-0" OC SHEATHING ATTACHED m o WITH 8d COMMON WITH SIMPSON WS24 EACH END. PLATE NAIL AT 4" OC ATTACH CEILING JOIST TO RAFTER ATTACHED TO22X8 PTO TIE BEAM WITH WITH (6)12d COMMON NAILS. 8"X8" CMU BOND BEAM 1/2"0 HEADED ANCHOR BOLT ( WITH #5 CONT SIMPSON A35 AND UPLIFT 2X12 RAFTER AT 2'–O" OC WITH WITH 2"X2`X ' PLATE WASHER 2X6 PT RAFTER AT `. CONNECTOR AT EACH TRUSS SIMPSON LSSU210 AT EACH END AT 2'-0" OC (11 )0" EMBED 2'-0" OC ATTACHED DATE FALSE RAFTER TAIL (SEE SCHEDULE) TO TOP PLATE WITH 11/10/06 SEE ARCH DRAWINGS CMU WALL BEYOND SIMPSON H10 I PROJECT (2)2X8 PT TOP PLATE ATTACHED TO BOTTOM OF LINTEL I 0609 TIE BEAM WITH 1/2 0 HEADED PARALLAM BEAM BEARING 8" MIN I ON TOP PLATE OF CMU WALL EL SEE ARCH • ANCHOR BOLT WITH 2"X2"Xj" PLATE BEYOND. SEE NOTE BELOW FOR DRAWN CHECKED WASHER AT 2 –0 OC (10 EMBED) ATTACHMENT AT SUPPORTS. CAST–IN–PLACE CONCRETE LINTEL BRS BRS I CAST–CRETE PRECAST SHEET TITLE BEAM REINFORCED WITH (2)#5 TOP. 8"X16" CONT CMU TIE BEAM U–LINTEL WITH #5 BOTTOM (2)#5 BOTTOM AND #3 TIES AT 6" WITH #5 TOP AND BOTTOM AND 8 MIN BEARING EACH OC. PROVIDE 8" MIN BEARING EACH SIDE OF OPENING SIDE OF OPENING. TOP BARS SHALL SECTIONS SECTION TERMINATE WITH 9(r HOOK SCALE: in — 1'-0" S2.3 SHEET NOTES SECTION ` 6 1. ATTACH OUTSIDE FACE OF PARALLAM BEAM TO CMU WALL WITH SECTION SCALE: " = 1'-0" S2.3 (2) SIMPSON MSTM16 STRAPS. ANCHOR INSIDE"FACE OF BEAM SCALE: = 1 –0" S2.3 TO CMU WALL WITH SIMPSON HTT16 WITH 5/8-0 HEADED S2m3 ANCHOR BOLT (10" EMBED). FASTEN BEAM TO TOP PLATE WITH SIMPSON A35 AT WINDOW JAMB AND AT END OF BEAM. SHEET 12 OF 18 FIRST FLFIRST FLOOR STRUCTURAL CONCRETE SLAB CONCRETE BEAM �u �OOR � 16" LAP CONCRETE BEAM SEE SCHEDULE PROVIDE CONSTRUCTION CLEAN GRANULAR JOINTS AT COLUMNS SAND BACKFILL M AND AT 5'-4" OC MAX PARTIALLY FILLED BOND BEAM �,. VERTICAL BAR IN REINFORCED WITH #5 CONT -' �`. CONCRETE BEAM PLACE CONCRETE BEAM WITH GROUTED CELL EACH SEE SCHEDULE PARTIALLY FILLED BOND BEAM TOP OF BOND BEAM TO FORM CMU WALL r k7 REINFORCED WITH #5 CONT 3" DEEP SHEAR KEY SEE DETAIL SIDE OF JOINT " PLACE CONCRETE BEAM WITH I D/S2.4 TOP OF BOND BEAM TO FORM 3" DEEP SHEAR KEY VERTICAL REINFORCEMENT - _ SHALL NOT EXTEND INTO CONCRETE BEAM ABOVE VERTICAL REINFORCEMENT FRANGIBLE 12" CMU RETAINING WALL WITH #7 ' `: SHALL NOT EXTEND INTO FRANGIBLE 8" CMU WALL WITH J5 VERTICAL I SEALANT PREMOLDED NEOPRENE GASKET VERTICAL REINFORCEMENT CENTERED IN GROUT CONCRETE BEAM ABOVE REINFORCEMENT CENTERED IN GROUT FILLED LAP HORIZONTAL JOINT EACH FACE FULL HEIGHT OF WALL FILLED CELL AT THE FOLLOWING LOCATIONS: CELL AT THE FOLLOWING LOCATIONS: 1. ALL CORNERS AND INTERSECTIONS 1. ALL CORNERS AND INTERSECTIONS H REINFORCEMENT 16" 2. CELLS ADJACENT TO WALL OPENINGS 2. CELLS ADJACENT TO WALL OPENINGS 3. CELLS ADJACENT TO CONCRETE COLUMNS CONCRETE COLUMN 3. CELLS ADJACENT TO CONCRETE COLUMNS 4. CELLS ADJACENT TO CONSTRUCTION JOINTS BEYOND 4. CELLS ADJACENT TO CONSTRUCTION JOINTS FRANGIBLE WALL FOOTING CONSTRUCTION J0INT DETAIL D 5. 1'-4" ON CENTER MAX 5. 4'-0" ON CENTER MAX PROVIDE 9 GA LADDER TYPE HORIZONTAL I} . PROVIDE 9 GA LADDER TYPE HORIZONTAL I NOT TO SCALE S2.4 �, REINFORCEMENT AT 16" OC AND VERTICALREINFORCEMENT AT 16" OC AND VERTICAL CONSTRUCTION JOINTS AT 5'-4" OC MAX CONSTRUCTION JOINTS AT 5'-4" OC MAX CONCRETE COLUMN BEYOND TOP OF FOOTING NOTES 1. VERTICAL REINFORCEMENT EACH SIDE OF CONSTRUCTION JOINT P = IS SHOWN CENTERED IN CELL FOR ILLUSTRATION ONLY. REVIEW ® � I EXPANSION JOINT ' I EXPANSION JOINT TYPICAL WALL DETAILS FOR REBAR SIZE AND PLACEMENT. N FRANGIBLE 4" CONCRETE FRANGIBLE 4" CONCRETE SLAB WITH FlBERMESH GARAGE LEVEL SLAB WITH FlBERMESH .- � GARAGE LEVEL KEYED CONSTRUCTION JOINT IN 1�" KEY DEPTH FINISH GRADE FOOTING ALIGNED WITH EACH I SEE ARCH = WALL CONSTRUCTION JOINT N N { 16" LAP w f-: o 1 -11 -11 Z SEE ARCH FORIf 1 1=1 11-111 oo - co OR SOCK DRAIN AND GROUT ALL CELLS TYP I CAL FRANGIBLE WALL WATERPROOFING BELOW GRADE DOWEL WITH STANDARD 90' DOWEL WITH STANDARD 90' HOOK TO MATCH SIZE AND HOOK TO MATCH SIZE AND CONSTRUCTION J0INT SPACING OF WALL REINF I SPACING OF WALL REINF s S2.4 J FRANGIBLE CONCRETE FOOTING NOT TO SCALE 0 00 • WITH CONSTRUCTION JOINTS Q ALIGNED WITH CMU WALL MOTES.: CONSTRUCTION JOINTS ABOVE1. BRACE MASONRY WALLS AS REQUIRED DURING CONSTRUCTION PIP0 P; FRANGIBLE CONCRETE FOOTING OF CONCRETE BEAMS � WITH CONSTRUCTION JOINTS 2. BEARING SOILS BELOW FRANGIBLE SLAB AND WALL FOOTINGS ALIGNED WITH CMU WALL CONSTRUCTION JOINTS ABOVE SHALL BE COMPACTED TO 95% OF MAX DRY DENSITY „ TYPICAL FRANGIBLE 8" CMU WALL g TYPICAL FRANGIBLE 12 CMU NOT TO SCALE s2.4 RETAINING WALL q NOT TO SCALE S2•4 1. BRACE MASONRY WALLS AS REQUIRED DURING CONSTRUCTION OF CONCRETE BEAMS W NOTES: 1. BRACE MASONRY WALLS AS REQUIRED DURING CONSTRUCTION 2. BEARING SOILS BELOW FRANGIBLE SLAB AND WALL FOOTINGS FRANGIBLE FI CONCRETE OF CONCRETE BEAMS AND STRUCTURAL CONCRETE SLAB. SHALL BE COMPACTED TO 95% OF MAX DRY DENSITY SLAB WITH FI Z FRANGIBLE GARAGE LEVEL SLAB MUST BE PLACED PRIOR TO AND SAW CUT JOINTS WQ AT 5 -0 OC EACH WAY BACKFILL OPERATIONS. 0to w = 2. BEARING SOILS BELOW FRANGIBLE SLAB AND WALL FOOTINGS " z O SHALL BE COMPACTED TO 95% OF MAX DRY DENSITY 8"X8 CMU BOND BEAM REINF WITH #5 CONT. w u- (CAST-IN-PLACE CONCRETE BOND BEAM WITH (2)#4 CONT MAY BE USED IN LIEU OF CMU AT W ¢ U SLOPED SECTIONS OF ,SITE WALL) U `t 0. w ¢ FINISH GRADE OR FINISH GRADE OR Al,, Z w °o 8"X8" CMU BOND BEAM REINF WITH #5 CONT. 8"X8" CMU BOND BEAM REINF WITH #5 CONTI. � � PAVERS ON SAND :r PAVERS ON SAND m U (CAST-IN-PLACE CONCRETE BOND BEAM WITH (CAST-IN-PLACE CONCRETE BOND BEAM WITH LI J (SEE ARCH) .I (2)#4 CONT MAY BE USED IN LIEU OF CMU AT (2)#4 CONT MAY BE USED IN LIEU OF CMU AT (SEE ARCH) J z ti T SLOPED SECTIONS OF SITE WALL) _7777 = c SLOPED SECTIONS OF SITE WALL) . M . - _ - `t -.} - Il�illlllll I III � = I 2"f (REBAR POSITIONERS _ (2)#4 TRANSVERSE O FINISH GRADE OR o " FINISH GRADE OR GI REQUIRED AT TOP AND FRANGIBLE 8" CMU SITE RETAINING WALL WITH PAVERS ON SAND N FRANGIBLE 8 CMU SITE RETAINING WALL WITH PAVERS ON SAND N FRANGIBLE 8 CMU SITE RETAINING WALL WITH BOTTOM OF VERTICAL BAR) #5 VERTICAL REINFORCEMENT CENTERED IN GROUT ( (SEE ARCH) #5 VERTICAL REINFORCEMENT CENTERED IN GROUT I (SEE ARCH) #5 VERTICAL REINFORCEMENT IN EQGE OF GROUT FILLED CELL AT THE FOLLOWING LOCATIONS: FILLED CELL AT THE FOLLOWING LOCATIONS: FILLED CELL AT THE FOLLOWING LOCATIONS: tx 1. ALL CORNERS AND INTERSECTIONS ==1 117 1. ALL CORNERS AND INTERSECTIONS ---I I______ __= 1. ALL CORNERS AND INTERSECTIONS w 2. CELLS ADJACENT TO CONSTRUCTION JOINTS I: - III=III 2. CELLS ADJACENT TO CONSTRUCTION JOINTS III III I 2. CELLS ADJACENT TO CONSTRUCTION JOINTS = 3. 2'-0" ON CENTER MAX +- - 3. 2'-0" ON CENTER MAX - 3. 1'-4" ON CENTER MAX w T i�P I CAL STEPS ON GRADE SEE NOTE BELOW FOR VERTICAL SEE NOTE BELOW FOR VERTICAL SEE NOTE BELOW FOR VERTICAL Z CONSTRUCTION JOINT REQUIREMENTS ---------* EQUIREMENTS w CONSTRUCTION JOINT REQUIREMENTS w CONSTRUCTION JOINT REQUIREMENTS NOT TO SCALE S2.4 x _ � GROUT ALL CELLS w ;II GROUT ALL CELLS w GROUT ALL CELLS t. I 1. COORDINATE RISER HEIGHT AND TREAD LENGTH WITH BELOW GRADE a BELOW GRADE a BELOW GRADE o ARCHITECT AND OWNER SELECTED FINISH f�l �1: 2. BEARING SOILS BELOW FRANGIBLE SLAB AND STEPS o �, FINISH GRADE OR FINISH GRADE OR FINISH GRADE OR SEE ARCH FORto SHALL BE COMPACTED TO 95% OF MAX DRY DENSITY o 00 PAVERS ON SAND cPAVERS ON SAND c PAVERS ON SAND ' SOCK DRAIN _ o � SEE ARCH I (SEE ARCH) I c (SEE ARCH) �I W I #5 TOP AT __ - #5 TOP AT 1* _ #5 TOP AT =1 I 1=1 1=1 I -1 11 ITDMK2'-0" Oc -1 II 111 1=1 I 1=�1 2'-0" oc -1III-�I1s_4• oc QIii=t 1 1=� l ap -111= l oo m o 1j = :II DOWEL WITH STANDARD 90' N DOWEL WITH STANDARD 90' 'I4 DOWEL AT EASE WITH STANDARD HOOK TO MATCH SIZE AND I HOOK TO MATCH SIZE AND 90' HOOK TO MATCH SIZE AND I SPACING OF WALL SPACING OF WALL REINF SPACING OF WALL REINF DATE 11/10/06 FRANGIBLE CONCRETE FOOTING FRANGIBLE CONCRETE FOOTING FRANGIBLE CONCRETE FOOTING WITH CONSTRUCTION JOINTS WITH CONSTRUCTION JOINTS WITH CONSTRUCTION JOINTS PROJECT ALIGNED WITH CMU WALL " AS S SHOWN ALIGNED LOCATED ALIGNED WITH CMU WALL (3) 5 CONT LOCATED ALIGNED WITH CMU WALL CONSTRUCTION JOINTS ABOVE 3 -0 CONSTRUCTION JOINTS ABOVE 3'-0" AS SHOWN CONSTRUCTION JOINTS ABOVE 4'-0" AS SHOWN DRAWN LOCATED 0609 DRAWN CHECKED RETAINED SOIL HEIGHT LESS THAN 4'-0" RETAINED SOIL HEIGHT LESS THAN 4'-0" RETAINED SOIL HEIGHT LESS THAN 6'-0" BRS BRS ALONG NORTH PROPERTY LINE SHEET TITLE TYPICAL SITE RETAINING WALL TYPICAL FRAN G I B LE WALL SECTIONS NOT TO SCALE S2.4 SHEET NQS: 1. PROVIDE CMU WALL AND FOOTING CONSTRUCTION JOINTS AT 5'-4" OC SEAWARD OF COASTAL CONSTRUCTION CONTROL LINE. CONSTRUCTION JOINTS NOT REQUIRED LANDWARD OF CCCL S2m4 2. BEARING SOILS BELOW FRANGIBLE WALLS AND FOOTINGS SHALL BE COMPACTED TO 95% OF MAX DRY DENSITY SHEET 13 OF 18 PROVIDE 90' STANDARD HOOK (8)#6 VERT (8)#5 VERT AT TOP OF ALL #7 BARS. (4)#6 VERT SEE SECTIONS FOR MENT INTO GRADE BEAM/PIED LE LP 3/4" RECESS AT GARAGE ': #3 TIES AT " ' 3 TIES AT 1" DEEP CONTRACTION JOINT DOOR OPENING AS = 12" OC = 12" OC = #3 TIES AT (SAW CUT, FORMED OR TOOLED) FRANGIBLE CONCRETE REQUIRED BY ARCH �I x': �j 12" OC FILL WITH SEALANT SLAB WITH FlBERMESH 5 CONT FRANGIBLE CONCRETE : �" ,,_ . TOP OF PILE 2 SLAB WITH FIBERMESH 1,-O" EL VARIES 1'-4" 1'-4" _ C1 C2 C3 F_ _711 i� FULL-LENGTH #8 REBAR VAPOR BARRIER VAPOR BARRIER 16"0 AUGER CAST PILE AS REQUIRED BY TESTING " WITH (6)#7 VERTICAL AGENCY DURING PILE k COMPACTED FILL 8 COMPACTED FILL #4 VERTICAL AT #4 HORIZ AT 12" OC .� 12 OC EACH FACE EACH FACE WITH 90' AND #3 TIES AT 12" OC INSTALLATION #3 TIES AT 12" OC HOOK AT EACH END #3 TIES AT 12" OC •', . . `. �I - (6)#6 VERT TYPICAL CONTRACTION JOINT DETAIL TYPICAL THICKENED EDGE DETAIL - FULL-LENGTH #8 REBAR AS ,s"� AUGER CAST PILE 3" cuzun B - • . • ..' - REQUIRED INSTALLATION AGENCY " /q WITH (6)#7 VERTICAL NOT TO SCALE S2.5 NOT TO SCALE S2.5 (6)#6 VERT DURINGAND #3 TIES AT 12 OC 5'—Ow ulkz9 NOTES: NOTES: 1. CONTRACTION JOINTS SHALL BE SPACED AT 5'-0" OC MAX 1. THICKENED EDGE INDICATED BY "TE" ON PLAN TYPICAL PILE SECTION EACH WAY IN ALL FRANGIBLE CONCRETE SLABS wi 2. SAW CUT JOINTS SHALL BE MADE WITHIN 8 HOURS OF CONCRETE PLACEMENT z 3. VERIFY LOCATION OF EXPOSED JOINTS WITH ARCHITECT. ETE N C R C 0 LU M N WALL REINFORCEMENT . z USE FORMED OR TOOLED JOINTS AS REQUIRED C 0 / � � w CONTINUOUS WALL FOOTING SCHEDULE 0 0 90' HOOK CSS "A" LAP 90' HOOK co ON MARK FOOTING SIZE LONGITUDINAL REINF TRANSVERSE REINF REMARKS (TYPICAL ALL SPLICE AT MIDSPAN1 CLEAR FOR INTERIOR EXPOSURE (TYPICAL ALL DISCONTINUE THREE VERTICAL �l WIDTH DEPTH TOP BARS BOTTOM BARS SIZE TYPE SPACING 2" TOP BARS) TOP BARS 2 CLEAR FOR EXTERIOR EXPOSURE TOP BARS) BARS AND FASTEN REMAINING BARS TOGETHER FOR EAS WF2.0 2'-0" co 1'-0" (3)#5 OF INSTALLATION U 0 1 00 WF4.0 4'-O" 1'-4" (5)#5 #5 BOTTOM 24" , N BOTTOM OF PILE 2" SEE SCHEDULE FOR STIRRUP SPACING 2 V BOTTOM BARS EL -15.00' NGVD 90' HOOK CLASS "B" (2 BOTTOM LAP SPLICE ORNAUGER COLUMN CONCRETE BEAM SCHEDULE BARS MIN) OVER SUPPORT TYPICAL AUGER CAST PILE MARK BEAM SIZE REINFORCEMENT STIRRUPS REMARKS A VA NOT TO SCALE S2.5 WIDTH DEPTH TOP BARS BOTTOM BARS SIZE TYPE SPACING, W CB-1 1'-4" 2'-O" (3)#6 (3)#6 #4 � 10" -NOTES 3 & 7 NOTES, TYPICAL CONCRETE BEAM REINFORCEMENT 1. LAP SPLICES SHALL NOT BE PERMITTED FOR VERTICAL 0 PILE REINFORCEMENT. MECHANICAL REBAR COUPLERS z CB-2 1'-4" 2'-O" (3)#6 (3)#7 #4 1o" 52.5 MAY BE USED PROVIDED THE COUPLER IS CAPABLE OF W NOT TO SCALE DEVELOPING 125% OF THE REBAR CAPACITY o CB-3 11 i" 2'-0" (2)#6 (2)#6 #3 10" NOTES: 2. GROUT USED FOR AUGERCAST PILES SHALL ACHIEVE A w = 1 1. TOP BARS AT CANTILEVERED END SHALL EXTEND AT LEAST 4'-O" INSIDE COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS. z 4 XGB-1 1'-10" 2'-0" (4)#6 (4)#6 #3 12" NOTE 2 FACE OF SUPPORT. PILES SHALL BE CONSTRUCTED WITH A MORTAR FACTOR > U- 2. PROVIDE 3" COVER OVER REINFORCEMENT FOR BEAMS WITH UNFORMED EDGES OF AT LEAST 1.3 u,J XGB-2 1'-10" 2'-0" (4)#6 (4)#6 #3 12" NOTES 2 & 6 Q IN DIRECT CONTACT WITH SOIL. 3. AUGER CAST PILE INSTALLATION SHALL BE OBSERVED AND U MONITORED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. U w XGB-3 1'-10" 2'-0" (4)#6 (4)#6 #3 12" NOTES 2 & 4 z m U XGB-41'-10" 2'-O" (4)#6 (4)#6 #3 12" NOTES 2 & 5 T� (.0 XGB-5 2'-6" 2'-6" (4)#8 (4)#8 #4 12" VERT COLUMN REINF Q XGB-6 2'-0" 2'-0" (3)#7 (3)#7 #3 � 10" 90' HOOK (TYPICAL WITH 90' HOOK 3" CLEAR EL ISEEFP�AN ALL TOP BARS) GREATER OF TOP AND BOTTOM BARS SHALL 0.33 L1 OR BE CONTINUOUS THROUGH Q 00.33 L2 FIRST INTERIOR SPAN "L2" AT 90' HOOK .33 L1 V NOTES: CANTILEVERED SLAB ENDS. (TYPICAL ALL 1. SEE TYPICAL CONCRETE BEAM REINFORCEMENT DETAIL FOR LAP SPLICE REQUIREMENTS " (LAP SPLICES NOT PERMITTED) TOP BARS) 2. PLACE CONCRETE BEAM MONOLITHICALLY WITH CONCRETE SLAB M 3. EXTEND (1)#6 TOP AND BOTTOM 2'-6" INTO ELEVATOR WALL TIE BEAM. (HOOK REMAINDER OF BARS INTO BEAM) I 4. HOOK TOP BARS AT STEP INTO GRADE BEAM GB-2. EXTEND BOTTOM BARS 3'-0" INTO GRADE BEAM GB-4 • 5. EXTEND REINFORCEMENT 3'-0" INTO GRADE BEAM GB-3 (BEND BOTTOM BARS AT STEP) ; CONCRETE COLUMN SEE SCHEDULE 7 6. PROVIDE BENDS IN REINFORCEMENT AS REQUIRED FOR DIRECTION CHANGES BELOW BAY WINDOW. TOP BARS "T" 2" CLEAR a 7. PLACE CONCRETE BEAM MONOLITHICALLY WITH ELEVATOR TIE BEAM MIDDLE BARS "M" I ) CONCRETE BEAM v ov O= CL BOTTOM BARS "B" 00 6" L1 [6- 6" L2 Q N w0 a MIN MIN MIN a W �w g 00 REINFORCEMENT DESIGNATION SHOWN ON PLAN: N a tWn EXPANSION JOINT (� a_ WHERE "4" INDICATES BAR SIZELp a LAP SPLICE LENGTH SCHEDULE 4T10 »r" " INDICATES LOCATION (T—TOP, M-MIDDLE, B=BOTTOM) FRANGIBLE CONCRETE < cr o 10 INDICATES SPACING IN INCHES SLAB m a _ CONCRETE REBAR SIZE — - r m STRENGTH REINFORCEMENT E N T N #3 #4 #5 #s #7 #8 #s #10 #11 TYPICAL CONCRETE SLAB R E I N FO R C E �" cn S2.5 VAPOR BARRIER DATE _ CLASS' A'UIP SJ°JGLF NOT TO SCALE �'� v 11/10/06 PROJECT 3000 PSI 17" 22" 28" 33" 48" 55" 62" 70" 78" 0609 t0 DRAWN CHECKED 4000 PSI 15" 19" 24" 29" 42" 48" 54" 61" 67" DOWELS TO MATCH VERT BRS BRS 5000 PSI 13" 17" 22" 26" 37" 43" 48" 54" 60 REINF WITH 90' HOOK SHEET TITLE CLASS NB" UIP SPLICE CONCRETE GRADE BEAM TYPICAL DETAILS 3000 PSI 22" 29" 36" 43" 63" 72" 81" 91" 101" & SCHEDULES TYPICAL CONCRETE COLUMN REINFORCEMENT F 4000 PSI 19" 25" 31 37" 54" 62" 70" 79" 87" NOT TO SCALE S2.5 SHEET 5000 PSI 17" 22" 28" 33" 1 49" 1 55" 1 63" 70" 78" S2m5 SHEET 14 OF 18 8" CMU WALL ABOVE 8" CMU WALL ABOVE SEE PLANS AND #5 CENTERED FIRST CEL_ TIE BEAM AS REQUIRED TIE BEAM AS REQUIRED SECTIONS FOR TYPICAL EACH SIDE OF OPENING WALL REINFORCING SECOND FLOOR I SECOND FLOOR I EL SEE PLAN EL SEE PLAN Lj .�' 5 VERTICAL PER PLAN #5 VERTICAL PER PLAN --` ❑ ❑ . ❑ ❑IE: O r. » 8"X16" CONT CMU TIE BEAM 8"X16" CONT CMU TIE BEAM #5 VERTICAL PER PLAN 8 CMU WALL ABOVE » WITH #5 TOP AND BOTTOM WITH #5 TOP AND BOTTOM TIE BEAM AS REQUIRED 8" CMU WALL, FILL ALL 31– TIE MAX GROUT WALL SOLID FROM GROUT WALL SOLID FROM SECOND FLOOR REINF CELLS SOLID WITH TOP OF TIE BEAM TO TOP OF TIE BEAM TO EL SEE PLAN PROVIDE CONCRETE LINTEL BEAM IN 3000 PSI GROUT BOTTOM OF LINTEL BOTTOM OF BEAM LIEU OF CMU T1E BEAM AT INTERIOR CMU WALL OPENINGS. EXTEND TIE BEAM REINF 2'-6" MIN INTO EACH TYPICAL MASONRY WALL REINFORCEMENT Y BOTTOM OF LINTEL _t7' l END OF CONCRETE BEAM THAN 3' -4" WIDE EL SEE ARCH -�. BOTTOM OF LINTEL BOTTOM OF LINTEL AT OPENINGS LES S EL SEE ARCH CAST–IN–PLACE CONCRETE EL SEE ARCH CAST–IN–PLACE CONCRETE NOT TO SCALE S2.6 CAST–CRETE PRECAST U–LINTEL LINTEL BEAM REINFORCED WITH LINTEL BEAM REINFORCED WITH WITH #5 BOTTOM AND 8" MIN (2)#5 TOP, (2)#6 BOTTOM AND (2)#5 TOP, (2)#6 BOTTOM AND BEARING EACH SIDE OF OPENING #3 TIES AT 6" OC. PROVIDE 8" #3 TIES AT 6" OC. PROVIDE 8" MIN BEARING EACH SIDE OF MIN BEARING EACH SIDE OF OPENING. TOP BARS SHAD_ OPENING. TOP BARS SHALL TERMINATE WITH 90' HOOK TERMINATE WITH 90' HOOK SEE PLANS AND #5 CENTERED, FIRST TWO SECTIONS FOR TYPICAL CELLS EACH SIDE OF OPENING WALL REINFORCING � TOP OF BEAM TOP OF BEAM ❑ ❑ EL VARIES EL VARIES = 8" CMU WALL, FILL ALL 6 –8 MAX I l x 1 : REINF CELS SOLID WITH 1* . – J CAST–IN–PLACE CONCRETE RAKE CONCRETE RAKE 3000 PSI GROUT ra BEAM REINFORCED WITH (2)#5 BEAM REINFORCED WITH (2)#5 pmt w TOP, (2)#5 BOTTOM AND #3 TIES TOP, (2)#5 BOTTOM AND #3 TIES AT 16" OC. (SLOPE TOP OF BEAM AT 16" OC. (SLOPE TOP OF BEAM ALL REINFORCEMENT � 0\ <11 5 VERTICAL PER PLAN I TO MATCH ROOF PROFILE) 5 VERTICAL PER PLAN I TO MATCH ROOF PROFILE) TYPICAL MASONRY W .6 w —8" WIDE AT OPENINGS LESS THAN 6' rC STEP CMU WALL BELOW RAKE BEAM STEP CMU WALL BELOW RAKE BEAM v NOT TO SCALE S2.6 (2)2X8 PT TOP PLATE ATTACHED TO TIE BEAM WITH CMU OPEN BOTTOM LINTEL 1/2"0 HEADED ANCHOR BOLT - co BLOCK WITH #5 TOP zi WITH 2"X2"Xi» PLATE WASHER AT 2'-0" OC (10" EMBED) BOTTOM OF LINTEL BOTTOM OF LINTEL 2 5 EACH FACE FIRST TWO BOTTOM OF LINTEL I SEE PLANS AND ( )� EL SEE ARCH EL SEE ARCH EL SEE ARCH = CAST–IN–PLAICE CONCRETE LINTEL SECTIONS FOR TYPICAL CELLS EACH SIDE OF OPENING BEAM REINFORCED WITH (2)#5 TOP, WALL REINFORCING CAST–CRETE PRECAST U–LINTEL (2)#5 BOTTOM AND #3 TIES AT 6- CAST–CRETE PRECAST U–LINTEL WITH #5 BOTTOM AND 8" MIN OC. PROVIDE 8" MIN BEARING EACH WITH #5 BOTTOM AND 8" MIN BEARING EACH SIDE OF OPENING SIDE OF OPENING. TOP BARS SHALL BEARING EACH SIDE OF OPENING TERMINATE WITH 90' HOOK ❑ ry IDEA V In i V » 12'-8" MAX W 8 CMU WALL, FILL ALL REINF CELLS SOLID WITH Z 3000 PSI GROUT W o TYPICAL MASONRY WALL REINFORCEMENT �— o z TYPICAL LINTEL ABOVE MASONRY WALL OPENINGS A AT OPENINGS LESS THAN 12'-8" WIDE to W > Q = NOT TO SCALE 52.6 NOT TO SCALE 52.6 U w NOTES: Z ¢ m 1. CONTRACTOR SHALL COORDINATE ROUGH OPENING DIMENSIONS WITH ARCHITECT m U AND WINDOW/DOOR MANUFACTURER. CONTRACTOR SHALL NOTIFY ENGINEER OF J (D Z ANY CONFLICTS OR DISCREPANCIES REGARDING LINTEL OR BEAM SIZES. < � J HORIZONTAL BOND " LAP MIN CMU WALL CORNS S( TYP) 12" OC MAX SPACING (TYP) BEAM REINFO25 RCEMENT SEE PLAN 8"X16" CONCRETE BEAM O REINF WITH (2)#5 TOP, (2) 5 BOTTOM AND #3 TIES AT 6" OC VERTICAL WALL TOP OF CONCRETE OR CMU REINFORCEMENT �. PLATE WASHER WITH HEAVY HEX NUT CAST–CRETE PRECAST LINTEL r TYPICAL HORIZONTAL B0ND * – COORDINATE LENGTH OF (2)#4 CORNER BARS FASTEN 2X6 PT BUCK TO CMU THREAD REQUIRED WITH PLATE TYPICAL AROUND OPENING _I WITH 1/4"�X2-3/4" TAPCON » L I I AT 12 OC (TYP FOUR SIDES) BEAM REINFORCEMENT SPLICE E AND/OR GROUT THICKNESS. BEAMIN RING(TYP) NOT TO SCALE S2.6 "L"– SEE SECTION OR SCHEDULE00 = 1/4m PLATE WASHER WITH0 . o `n (2) HEAVY HEX NUTS I3 �� (� �, FORM AND POUR WALL I cn Q AROUND CIRCULAR OPENING I I � o In VERTICAL WALL " N VERTICAL REINF m CMU WALL SEE PLAN 0 E PLAN REINFORCEMENT 25 LAP MIN co VERTICAL WALL REINFORCEMENTTYPICAL ANCHOR B 0 LT DETAIL EACH SIDE OF OPENING a NOT TO SCALE I I CMU SILL REINF WITH #5 DATE s2.6 11/10/06 PROJECT HORIZONTAL BOND 0609 BEAM REINFORCEMENT—/ 1. SEE SECTION OR SCHEDULE FOR ANCHOR BOLT DIAMETER AND EMBEDMENT LENGTH 8"X8" CONCRETE BEAM CORNER BAR TO N DRAWN CHECKED "L" MATCH SIZE OF BOND 2. HILTI ADHESIVE ANCHORING SYSTEM OFTEN MAY BE USED REINF WITH (4) 4 TYPICAL WINDOW/DOOR BUCK ATTAC H M ENT BRS BRS BEAM REINFORCEMENT IN LIEU OF CAST–IN–PLACE BOLTS. CONTACT ENGINEER FOR J SHEET TITLE REVISED SIZE, SPACING AND EMBEDMENT OF DRILLED AND NOT TO SCALE CMU WALL EPDXIED ANCHOR RODS PRIOR TO CONCRETE OR GROUT SEE PLAN PLACEMENT. THE CONTRACTOR SHALL NOT ANTICIPATE THE TYPICAL MASONRY USE OF ADHESIVE ANCHORS PRIOR TO ENGINEER'S APPROVAL. TYPICAL CIRCULAR OPENING REINFORCEMENT H NOTES: WALL DETAILS 3. INCREASE LENGTH OF THREAD BEYOND HEX NUT AS REQUIRED 52.6 1. WINDOWS AND DOORS SHALL BE CERTIFIED AND INSTALLED IN TYPICAL CORNER B0ND FOR UPLIFT CONNECTION SYSTEM COUPLER. NOT To SCALE ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS TO WITHSTAND THE COMPONENTS AND CLADDING DESIGN PRESSURES. 4. HEADED ROD WITH TACK WELDED PLATE WASHER MAY BE NOTES: WINDOWS AND DOORS SHALL BE PROTECTED WITH AN IMPACT SHEET USED IN LIEU OF DOUBLE HEX NUTS. 1. COORDINATE ROUGH OPENING DIMENSIONS WITH ARCHITECT RESISTANT RESISTANT. COVERING OR SHALL BE MANUFACTURED IMPACT BEAM REINFORCEMENT SPLICE F"� NOT TO SCALE S2'6 2. COORDINATE ROUGH OPENING DIMENSIONS WITH ARCHITECT AND S2m6 WINDOW/DOOR MANUFACTURER SHEET 15 OF 18 BOUNDARY EDGE OF PLYWOOD SHEATHING TYPICAL BEAM/JOIST HANGER SCHEDULE TRUSS UPLIFT CONNECTOR SCHEDULE TYPICAL UNLESS NOTED OTHERWISE ON STRUCTURAL PLANS OR SECTIONS PLYWOOD PANEL EXAMPLE OF INTERIOR PANEL CONNECTOR ALLOWABLE UPLIFT LOAD BEAM/JOIST MEMBER SIMPSON HANGER BEAM/JOIST MEMBER SIMPSON HANGER EDGE WITH BLOCKING MODEL NO. QUANTITY (POUNDS) TRUSS REQUIREMENT REMARKS MATERIAL SIZE DIRECTION TYPE (UNO) MATERIAL SIZE DIRECTION TYPE (LINO) 005 H2.5 ONE (1) 415 SYP #2 20 PERPENDICULAR LUS24 LVL/PSL 1 j"X9j" PERPENDICULAR HUS1.81/10 2X4 MIN BLOCKING AS REQUIRED H1 ONE (1) 490 1—PLY ONLY SYP #2 2X6 PERPENDICULAR LUS26 LVL/PSL 1 j"X11 I" PERPENDICULAR HUS1.81/10 EXAMPLE OF SUPPORTED BY PLANS OR SECTIONS H2.5T ONE (1) 545 SYP #2 2X8 PERPENDICULAR LUS28 LVL/PSL 1 J"X14" PERPENDICULAR HUS1.81/10 PANEL EDGE H10-2 ONE (1) 760 2—PLY ONLY SYP #2 2X10 PERPENDICULAR LUS210 LVL/PSL 1 j"X16" PERPENDICULAR HU14(MAX) Y Zt H2.5 TWO 2 830 SYP #2 2X12 PERPENDICULAR LUS210 LVL/PSL 3j"X9j" PERPENDICULAR HUS410 EXAMPLE OF UNSUPPORTED INTERIOR PANEL EDGEH10 ONE (1) 905 1—PLY ONLY SYP #2 (2) 2X6 PERPENDICULAR LUS26-2 LVL/PSL 3"X11 1" PERPENDICULAR HUS412 EXAMPLE OF INTERMEDIATE H2.5T TWO (2) 1090 SYP #2 (2) 2X8 PERPENDICULAR LUS28-2 LVL/PSL 3"X14" PERPENDICULAR GLTV3.56/11.25 SUPPORT (FIELD) WOOD STUDS, RAFTERS, in p JOISTS OR TRUSSES H14 ONE (1) 1350 1—PLY ONLY SYP #2 (2) 2X10 PERPENDICULAR LUS210-2 LVL/PSL 3"X16" PERPENDICULAR HU416 (MAX) H10 TWO (2) 1810 1—PLY ONLY SYP #2 (2) 2X12 PERPENDICULAR LUS214-2 LVL/PSL 3"X18" PERPENDICULAR HU416 (MAX) PLYWOOD SHEATHING NAILING DIAGRAM LGT2 ONE (1) 2050 2—PLY ONLY SYP #2 (3) 2X8 PERPENDICULAR LUS28-3 LVL/PSL 5j"X9j" PERPENDICULAR HU610 (MAX) FOR ROOF, FLOOR AND WALLS q g2,7 H14 TWO (2) 2700 1—PLY ONLY SYP #2 (3) 2X10 PERPENDICULAR WS210-3 LVL/PSL 5"X11 j" PERPENDICULAR GLTV5.50/11.25 NOT TO SCALE LGT3—SDS2.5 ONE (1) 3685 3—PLY ONLY SYP (3) 2X12 PERPENDICULAR LUS210-3 LVL/PSL "X14" PERPENDICULAR HU616 (MAX) z �2 5 FGTRH R ONE 1 3850 2—PLY HIP SYP #2 3X6 PERPENDICULAR LUS36 LVL/PSL 5"X16" PERPENDICULAR HU616 (MAX) I� ( ) TRUSS ONLY MGT ONE (1) 3965 2—PLY ONLY SEE NOTE 3 SYP #2 3X8 PERPENDICULAR HU38 LVL/PSL 5"X18" PERPENDICULAR HU616 (MAX) w FGTR ONE (1) 5000 2—PLY ONLY SYP #2 4X6 PERPENDICULAR WS46 LVL/PSL 3 j"X9 j" SLOPED LSSU410 ommi I cn 01\ FGTR TWO (2) 9400 2—PLY ONLY SYP #2 4X8 PERPENDICULAR HUS48 LVL/PSL 3"X11 1" SKEWED HSUR/L410 HGT-3 ONE (1) 10530 2—PLY OR 3—PLY SHIM AS REQUIRED FOR SYP #2 4X10 PERPENDICULAR WS410 TJI L65 16" DEEP PERPENDICULAR IUT316 ONLY 2—PLY TRUSS (NOTE 3) SYP #2 6X8 PERPENDICULAR HU68 (MAX) TJI L65 16" DEEP SKEWED SUR/L314 00 iK00 NOTE'S: 1. ALL METAL CONNECTORS SHALL BE MANUFACTURED BY THE SIMPSON STRONG—TIE COMPANY UNO AND SYP #2 6X10 PERPENDICULAR HU610 (MAX) SHALL BE EITHER HOT—DIP GALVANIZED OR STAINLESS STEEL INSTALL METAL CONNECTORS PER THE ° MANUFACTURER'S SPECIFICATIONS FOR THE MAXIMUM NAILING QUANTITY OR CAPACITY. ONLY HOT—DIP SYP #2 2X6 SKEWED SUR/L26 20 DOUBLE TOP PLATE ATTACHED GALVANIZED FASTENERS SHALL BE USED WITH GALVANIZED CONNECTORS AND ONLY STAINLESS STEEL TO EACH STUD WITH SIMPSON SP4 FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS. SYP #2 2X8 SKEWED SUR/L26 (OVERLAP PLATES AT EACH 2X4 BLOCKING BETWEEN CORNER AND ATTACH TO CORNER EACH STUD 2. THE CONTRACTOR SHALL INSTALL ONE (1) SIMPSON A34 AND THE APPROPRIATE UPLIFT CONNECTOR AT STUDS WITH (2) SIMPSON DSP) EACH TRUSS BEARING LOCATION. THE UPLIFT CAPACITY OF THE SELECTED CONNECTOR SHALL EXCEED THE SYP #2 2X10 SKEWED SUR/L210 FASTEN BRACE TO STUD WITH UPLIFT SUPPORT REACTION INDICATED ON THE SIGNED AND SEALED TRUSS CALCULATIONS. (4)16d COMMON NAILS 3. SIMPSON MGT AND HGT CONNECTORS SHALL BE ATTACHED TO CMU WALL WITH 5/8"0 ANCHOR BOLT (10" SYP #2 2X12 SKEWED SUR/L210 2X4 STUDS AT 16" OC WITH EMBEDMENT). ONE ANCHOR BOLT REQUIRED FOR MGT AND TWO ANCHOR BOLTS REQUIRED FOR HGT. DOUBLE STUDS AT EACH CORNER 2X4 BRACE AT EACH STUD HEIGHT VARIES WITH CRICKET ADHESIVE ANCHORS SHALL NOT BE USED IN LIEU OF EMBEDDED ANCHOR BOLTS UNLESS APPROVED BY SYP #2 (2) 2X6 SKEWED HSUR/L26-2 THE STRUCTURAL ENGINEER. W 1/2" PLYWOOD WALL SHEATHING 4. INSTALL SIMPSON A34 AND UPLIFT CONNECTORS AT EACH TRUSS BEARING LOCATION IN ADDITION TOATTACHING ALL PER FLORIDA SYP #2 (2) 2X8 SKEWED HSUR/L26-2 FASTENED WITH 8d NAIL AT 4" OC SHALL BE ATTR HEDBERS DIAGONALLY ACR SS UFR MG EACHEOTHER 01 RGASCHEDULEPLE SPECIFIED BY CONNECTORS CONNECTOR SYP #2 (2) 2X10 SKEWED HSUR/L210-2 Z (TYPICAL ALL FOUR SIDES) MANUFACTURER TO ACHIEVE THE FULL UPLIFT CAPACITY. 2X6 LEDGER FASTENED TO SYP #2 (2) 2X12 SKEWED HSUR/L210-2 W 0 EACH TRUSS WITH (2) #8X3 j" w E WOOD SCREWS / SYP #2 2X6 SLOPED L.SU26 w / FASTEN BRACE TO LEDGER W > _ / WITH (2) SIMPSON H2.5 SYP #2 2X8 SLOPED LSSU28 ¢ Q / SYP #2 2X10 SLOPED LSSU210 z w m 2X4 NAILER FOR CHIMNEY SHEATHING / /- - - - - co SYP #2 2X12 SLOPED LSSU210 C Z FASTEN CORNER STUDS TO TOP / = r J PLATE WITH SIMPSON LTT20 AND — — — — — — SYP #2 (2) 2X10 SLOPED LSSU210-2 1/2"0 DRILLED AND EPDXIED / -1 F < ANCHOR BOLT (10 " EMBED) / SLOT PLYWOOD FOR FASTEN INTERMEDIATE STUDS TO / STUD OPENINGS ONLY PLYWOOD ROOF SYP �2 (2) 2X12 SLOPED LSSU210-2 CMU WALL WITH SIMPSON AND PROVIDE SOLID SHEATHING 0 MTSM16 AND A34 / / BLOCKING TOP CHORD OF NOTES* WOOD ALL METAL CONNECTORS SHALL BE MANUFACTURED BY THE SIMPSON STRONG—TIE COMPANY UNO AND / I;• SIMPSON A34 AT EACH STUD \` WOOD TRUSS i cEITHERv i i c I ,� INS TALI-. SHALL 13� HOT—Dl. GALVANIZED OR STAN SS STEEL !..STALL METAL CONNECTORS PER THE MANUFACTURER'S SPECIFICATIONS FOR THE MAXIMUM NAILING QUANTITY OR CAPACITY. ONLY HOT—DIP GALVANIZED FASTENERS SHALL BE USED WITH GALVANIZED CONNECTORS AND ONLY STAINLESS STEEL (2)2X8 PT TOP PLATE ATTACHEDSIMPS N MSTA24 WITH . Q1�' CHANGE TOP CHORD FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS. TO TIE BEAM WITH 1/2-0 1 Odx1 NAILS EACH SIDE ��' SLOPE AT MIDSPAN 2. PROVIDE CONCEALED FLANGE HANGERS AS REQUIRED FOR CLEARANCE THAT MEET OR EXCEED THE HEADED ANCHOR BOLT WITH (TYPI AT EACH STUD) OF ARC CAPACITY OF THE TYPICAL HANGER SPECIFIED IN THE ABOVE SCHEDULE. 20X2"Xiw PLATE WASHER AT 'h 2'-0" OC (10" EMBED) ALIGN 2X4 STUDS WITH 3. LATITUDSUBSTIE�30NENGISHALL E R NGT FOR BE PERMITTED CONNECTOR TYSS PES NOT INDICATED ON THE BY LATITUDE 30 DRAWINGS. CONTACT STUDS ABOVE TOP PLATE. 2X8 SHAPED TO MATCH 2X6 AT EACH STUD FASTENED TO I RADIUS OF ROOF PER ARCH. FAS TOP PLATE WITHDFSIMPSON A35 ATTACH 2X8 TO TOP CHORD o rn • OF TRUSS WITH 12d COMMON a � AND TO STUD WITH (5)12d NAILS NAIL AT 4" OC STAGGERED. o n M � W � 0- in in Q ` ao � J in TYPICAL CHIMNEY FRAMING NOT TO SCALE �•7 DATE 11/10/06 TYPICAL TOP CHORD PROJECT osos RADIUS FRAMING � DRAWN CHECKED NOT TO SCALE S2.7 BRS BRS SHEET TITLE 1. TOP OF 2X8 SHALL BE LESS THAN TYPICAL DETAILS 3" ABOVE TOP CHORD OF TRUSS & SCHEDULES SHEET S2m7 SHEET 16 OF 18 GENERAL NOTES 100 DESIGN CRITERIA 205 FOUNDATIONS - GENERAL 300.8 AT CHANGES IN DIRECTION OF WALLS, BEAMS AND FOOTINGS PROVIDE CORNER 420.14 DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. BARS TO MATCH SIZE AND SPACING OF ADJOINING REINFORCEMENT. CORNER PROVIDE LAP SPLICES OF 48 BAR DIAMETERS MINIMUM UNO . PROVIDE BAR 100.1 DESIGN BUILDING CODES: 205.1 THE GEOTECHNICAL EVALUATION AND RECOMMENDATIONS ARE PROVIDED BARS SHALL HAVE A MINIMUM CLASS "B" LAP LENGTH WITH ADJOINING SPACERS AS REQUIRED TO PROPERLY LOCATE REINFORCING. a. 2004 FLORIDA BUILDING CODE SOLELY BY T. SMITH CONSULTING ENGINEERS, INC. THE FOLLOWING SITE REINFORCEMENT. b. ASCE 7-98 "MINIMUM DESIGN LOADS FOR BUILDINGS PREPARATION INSTRUCTIONS ARE ABBREVIATED EXCERPTS FROM THE 420.15 MASONRY COURSING SHOWN IN SECTION IS APPROXIMATE. COORDINATE AND OTHER STRUCTURES" GEOTECHNICAL REPORT. THE CONTRACTOR SHALL OBTAIN AND REVIEW THE 300.9 ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL ACTUAL COURSING REQUIREMENTS WITH ARCHITECTURAL DRAWINGS AND GEOTECHNICAL REPORT PRIOR TO THE COMMENCEMENT OF SITE WORK. BAR BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS AND SPECIFlED ELEVATIONS. 100.2 GRAVITY LOADS: ACTUAL SITE PREPARATION PROCEDURES SHALL CONFORM TO THE SPECIFICATIONS. REINFORCING SHALL BE HELD SECURELY IN POSITION WITH p INSTRUCTIONS IN THE UNABRIDGED GEOTECHNICAL REPORT AND THE FIELD STANDARD ACCESSORIES DURING PLACEMENT OF CONCRETE. REINFORCING 420.16 ALL ANCHOR BOLTS SHALL BE ASTM A36 HOT-DIPPED GALVANIZED. �n DEAD LOADS DIRECTIONS BY THE GEOTECHNICAL ENGINEER. SUPPORTS FOR ALL EXPOSED CONCRETE SHALL BE GALVANIZED WITH PLASTIC a. WOOD FRAMED FLOOR 15 PSF COATED FEET. WELDED WIRE MESH SHALL BE CHAIRED IN ACCORDANCE WITH b. TILE ON 1" GROUT 25 PSF 205.2 REMOVE ALL TOPSOIL, VEGETATION, EXISTING FOUNDATIONS, UTILITIES, THE FLORIDA BUILDING CODE. 510 STRUCTURAL STEEL C. ROOF (TOP CHORD) 15 PSF ORGANIC AND DELETERIOUS MATERIAL STRIPPING DEPTHS ARE ANTICIPATED d. ROOF (BOTTOM CHORD) 5 PSF TO RANGE BETWEEN 0 INCHES AND 36 INCHES. SOME AREAS MAY REQUIRE 300.10 REINFORCING BARS SHALL NOT BE CUT TO ACCOMMODATE THE INSTALLATION 510.1 ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE STRIPPING DEEPER THAN 36 INCHES. OF ANCHORS, EMBEDS OR OTHER ITEMS. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" (1989 EDITION, AS !� LOADS REVISED) OF THE AISC. a. RESIDENTIAL FLOOR 40 PSF 205.3 FOLLOWING STRIPPING, THE STRIPPED AREA SHALL BE "ROOT-RAKED" TO A 300.11 THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE CONSTRUCTION OF Y b. RESIDENTIAL BALCONY 100 PSF DEPTH OF AT LEAST 18 INCHES WITH A ROOT RAKE MOUNTED ON TRACK- FORMWORK IN ACCORDANCE WITH ACI 347. k 510.2 GRADE OF STEEL MOUNTED EQUIPMENT. AT LEAST TWO PASSES IN EACH OF TWO C. BALCONY LESS THAN 100 SF 60 PSF a. STEEL TUBES ASTM A500, GRADE B d. ATTIC WITH STORAGE (BOTTOM CHORD) 30 PSF PERPENDICULAR DIRECTIONS SHALL BE MADE. ROOTS BROUGHT TO THE 300.12 PROVIDE 1/2- PRE-MOLDED EXPANSION MATERIAL WHERE FRANGIBLE SLABS ON b. ANGLES AND PLATES ASTM A36 Ilk 0. ATTIC WITHOUT STORAGE (BOTTOM CHORD) 10 PSF SURFACE WITH THIS PROCESS SHALL BE REMOVED. GRADE ARE POURED AROUND COLUMNS AND AGAINST WALLS UNLESS f. ROOF 20 PSF 205.4 AFTER STRIPPING AND SITE CLEARING, COMPACT THE EXPOSED SOILS USING OTHERWISE SHOWN ON DRAWINGS. 510.3 ALL BOLTS SHALL BE ASTM A325, 3/4-INCH DIAMETER, UNLESS NOTED TRACKED DOZER EQUIPMENT. COMPACTION SHALL CONTINUE UNTIL A DENSITY 300.13 CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED OTHERWISE. OTHERWISE. BASIC WIND SPEED 120 MPH 100.3 WIND LOADS: OF AT LEAST 9576 OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D- 510.4 ALL WELDING SHALL BE IN ACCORDANCE WITH THE STRUCTURAL WELDING a. 1557) HAS BEEN OBTAINED TO A DEPTH OF AT LEAST 12 INCHES BELOW THE 300.14 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR SHALL SUBMIT A CODE, AWS D1.1, LATEST EDITION, OF THE AMERICAN WELDING SOCIETY. b. EXPOSURE CATEGORY C 0.COMPACTED SURFACE. THE ROLLER COVERAGES SHALL BE DIVIDED EVENLY CONCRETE MIX DESIGN FOR REVIEW BY LATITUDE 30 ENGINEERING. THE ELECTRODES SHALL BE E70XX FOR MANUAL ARC WELDING AND F7X-EXXX FOR 0 C. ENCLOSURE CLASSIFICATION ENCLOSED INTO TWO PERPENDICULAR DIRECTIONS. INFORMATION SHALL INCLUDE: SUBMERGED ARC WELDING. Qd. BUILDING CATEGORY II a. INTENDED USAGE AND LOCATION FOR EACH TYPE f. INTERNAL PRESSURE COEFFICIENT f0.18. IMPORTANCE FACTOR 1.00 205.5 STRUCTURAL FILL SHALL CONSIST OF AN INORGANIC, NON-PLASTIC, GRANULAR b. MIX DESIGN INCLUDING MATERIAL TYPES AND AMOUNTS 510.5 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE f g. COMPONENTS AND CLADDING WIND PRESSURE SOIL CONTAINING LESS THAN 1076 MATERIAL PASSING THE NO. 200 MESH SIEVE. C. WATER CEMENT RATIO BY WEIGHT SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL HOWEVER THE . TABLES AND ROOF ZONE DIAGRAM SEE SHEET S5.2 PLACE STRUCTURAL FILL IN LIFTS NOT EXCEEDING 6 INCHES IN LOOSE d. SLUMP RANGE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTANCE AND THE CONTRACTOR'S THICKNESS AND COMPACT EACH UFT THOROUGHLY WITH TRACKED DOZER e. AIR CONTENT BID SHALL ANTICIPATE THE USE OF THOSE SPECIFIED DETAILS SHOWN ON THE 100.4 DEP CRITERIA / WAVE LOADS: EQUIPMENT. COMPACTION SHALL BE CONTINUED UNTIL A DENSITY OF AT f. STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF SUCH a. DUVAL COUNTY MONUMENT XXXX LEAST 9596 OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY IS OBTAINED IN ALTERNATE DETAILS WHICH HE PROPOSES. 0 b. 100 YEAR STORM WAVE CREST HEIGHT 16.50' NGVD EACH LIFT. 300.15 PROVIDE (4) CONCRETE TEST CYLINDERS FOR EACH 50 CY OF CONCRETE PLACED OR FRACTION THEREOF PER DAY. A QUALIFIED TESTING LABORATORY SHALL 510.6 ALL EXTERIOR STRUCTURAL STEEL SHALL BE HOT DIPPED GALVANIZED. o C. 100 YEAR STORM DESIGN GRADE 5.20' NGVD 205.6 THE CONTRACTOR SHALL OBSERVE WATER CONDITIONS AT THE SITE AND TAKE DIRECTLY SEND THE COMPRESSIVE STRENGTH TEST RESULTS TO THE THE NECESSARY PRECAUTIONS TO INSURE THAT THE FOUNDATION ARCHITECT FOR REVIEW. 5107 LEVELING GROUT SHALL BE NON-SHRINK, NON-METALLIC TYPE, FACTORY PRE- -14 Q EXCAVATIONS REMAIN DRY DURING CONSTRUCTION. GROUNDWATER MIXED GROUT TESTED IN ACCORDANCE WITH CE-CRD-C621 OR ASTM C109, WITH. o 110 GENERAL CONTROL IS ANTICIPATED FOR THIS SITE. GROUNDWATER CAN BE CONTROLLED f'c OF NOT LESS THAN 5000 PSI. BY PUMPING FROM BARREL SUMPS LOCATED IN PERIMETER DITCHES OR PITS. 350 CONCRETE/MASONRY ANCHORS 100.1 THE STRUCTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL STRUCTURAL ALL SUMP INLETS SHALL BE LOCATED OUTSIDE THE BEARING AREAS. THE " �d o 510.8 ALL ANCHOR BOLTS SHALL BE ASTM A36 3/4 DIAMETER MINIMUM UNLESS FEATURES, UNLESS NOTED OTHERWISE. THE ARCHITECTURAL DRAWINGS GROUNDWATER LEVEL SHALL BE MAINTAINED AT LEAST ONE FOOT BELOW THE " 9 �, H SHALL GOVERN THE WORK FOR ALL DIMENSIONS. ALL DETAILS AND SECTIONS BOTTOM OF ALL EXCAVATIONS AND TWO FEET BELOW THE SURFACE OF 350.1 ALL ADHESIVE STUD ANCHORS SHALL BE HILTI HIT-HY 150 ADHESIVE NOTED OTHERWISE. co ON ON THE STRUCTURAL DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE VIBRATORY COMPACTION OPERATIONS. IN AREAS WHERE DEEPER CONCRETE ANCHORSN AS MANUFACTURED BY HILTI FASTENING SYSTEMS, INC. CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE GROUNDWATER DRAWDOWN IS REQUIRED, A FULLY-SANDED VACUUM (OR APPROVED EQUAL). � PROJECT UNLESS NOTED OTHERWISE. WELLPOINT SYSTEM WILL BE REQUIRED. 610 STRUCTURAL LUMBER ' �' 350.2 ALL EXPANSION STUD ANCHORS SHALL BE "HILTI KWIK-BOLT II EXPANSION co 100.2 THE METHOD AND FREQUENCY OF ATTACHING MECHANICAL EQUIPMENT UNITS, 205.7 THE UPPER 12 INCHES OF ALL SANDY BEARING SOILS IN THE FOOTING CONCRETE ANCHORS" AS MANUFACTURED BY HILTI FASTENING SYSTEMS, INC. 610.1 ALL STRUCTURAL LUMBER SHALL CONFORM TO THE MOST CURRENT 71 ETC., TO THE STRUCTURAL ELEMENTS SHALL BE SUBJECT TO THE STRUCTURAL EXCAVATIONS SHALL BE COMPACTED TO AT LEAST 95% OF THE MODIFIED (OR APPROVED EQUAL). APPLICABLE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF TIMBER 9 00 ENGINEER'S REVIEW AND APPROVAL PROCTOR MAXIMUM DRY DENSITY. CONSTRUCTION. �+ 350.3 THE "HAS ANCHOR ROD" SHALL CONFORM TO ASTM A36 STEEL., THE "HAS SUPER 100.3 SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS 205.8 BACKFILLING AGAINST FOUNDATION WALLS SHALL NOT BE PERMITTED UNTIL ANCHOR ROD" SHALL CONFORM TO ASTM A193 STEEL, BETTER LINO WITH ALLOWABLE MATERIAL STRESSES IN ACCORDANCE WITH THE "HAS STANDARD 610.2 ALL STRUCTURAL LUMBER SHALL BE N0. 2 GRADE SOUTHERN YELLOW PINE OR p FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT SHOWN ON THE SUPPORTING STRUCTURAL ELEMENTS HAVE BEEN PLACED AND HAVE BECOME " NUT" SHALL CONFORM TO ASTM A563 GRADE A. THE HAS SUPER ANCHOR ROD THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION BY THE � STRUCTURAL DRAWINGS. CAPABLE OF FURNISHING THE NECESSARY SUPPORT FOR THE WALLS. PROVIDE TEMPORARY SHORING WHERE REQUIRED. WHERE BACKFILL IS REQUIRED ON NUT" SHALL CONFORM TO ASTM A 563, GRADE H. AMERICAN FOREST & PAPER ASSOCIATION. 100.4 ALL STRUCTURAL WORK SHALL BE INSPECTED AND TESTED IN ACCORDANCE BOTH SIDES OF THE WALL, BACKFILL BOTH SIDES SIMULTANEOUSLY WITH A 350.4 THE "KWIK-BOLT II EXPANSION ANCHORS" STUD SHALL CONFORM TO ASTM A510 OR 610.3 ALL LUMBER SHALL COMPLY WITH PS 20 "AMERICAN SOFTWOOD LUMBER WITH THE CONSTRUCTION DOCUMENTS AND THE APPLICABLE BUILDING CODES. GRADE DIFFERENCE NOT TO EXCEED 2'-0" AT ANY TIME. CONTRACTOR SHALL USE ASTM A108 STEEL AND THE NUT SHALL CONFORM TO ASTM A563, GRADE A. STANDARD" AND WITH THE APPLICABLE RULE OF INSPECTION AGENCIES THE OWNER SHALL ENGAGE A QUALIFIED INSPECTION AND/OR TESTING EXTREME CAUTION DURING BACKFILLING TO PREVENT DAMAGE TO FOUNDATION CERTIFIED BY AMERICAN LUMBERSTANDARD. FACTORY MARK EACH PIECE OF AGENCY, SUBJECT TO THE REVIEW OF THE ARCHITECT, TO PERFORM ALL WALLS. THE USE OF HEAVY EQUIPMENT FOR BACKFILLING IS NOT RECOMMENDED. 350.5 GROUT SOLID ALL MASONRY CELLS WHERE ANCHORS ARE TO BE INSTALLED. LUMBER WITH GRADE STAMP OF INSPECTION AGENCY EVIDENCING REQUIRED INSPECTIONS AND TESTING SERVICES. COMPLIANCE: WITH GRADING r RULE REQUIREMENTS. 100.5 COORDINATE ROUGH OPENING DIMENSIONS WITH ARCHITECT, WINDOW/DOOR 230 AUGER-GROUTED CONCRETE PILES (AUGER CAST) 350.6 THE INSTALLATION OF POST INSTALLED ANCHORS SHALL BE IN ACCORDANCE MANUFACTURER AND INSTALLER. WINDOWS AND DOORS SHALL BE CERTIFIED AND WITH THE MANUFACTURER'S RECOMMENDED PROCEDURES. 610.4 PROVIDE NAILING PATTERN IN COMPLIANCE WITH FBC RECOMMENDED INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS TO 230.1 AUGER CAST FOUNDATIONS HAVE BEEN DESIGNED AND SHALL BE FASTENING SCHEDULE WHEN JOINING TWO OR MORE FRAMING MEMBERS. WITHSTAND THE COMPONENTS AND CLADDING WIND PRESSURES. WINDOWS AND CONSTRUCTED IN ACCORDANCE WITH CRITERIA ESTABLISHED BY T. SMITH W DOORS SHALL BE PROTECTED WITH AN IMPACT RESISTANT COVERING OR SHALL CONSULTING ENGINEERS, INC. (TSCE) IN THEIR GEOTECHNICAL REPORT DATED 420 MASONRY 610.5 ALL METAL CONNECTORS SHALL BE MANUFACTURED BY THE STAT N STRONG- TIE COMPANY AND SHALL BE EITHER HOT-DIP GALVANIZED ORR STAINLESS V BE MANUFACTURED IMPACT RESISTANT PER THE 2004 FLORIDA BUILDING CODE. JUNE 9, 2006. 420.1 ALL MA50NRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION STEEL INSTALL METAL CONNECTORS PER THE MANUFACTURER'S Z 100.6 LATITUDE 30 ENGINEERING SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR 230.2 AUGER CAST PILES SHALL BE FORMED BY ROTATING A CONTINUOUS HOLLOW- OF "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530) AND SPECIFICATIONS FOR THE MAXIMUM NAILING QUANTITY AND CAPACITY. ONLYTHE "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1) OF THE HOT DIPPED GALVANIZED FASTENERS SHALL BE USED WITH GALVANIZED W CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR SEQUENCES; FLIGHT AUGER TO THE SPECIFIED PILE TIP BEARING ELEVATION, FOLLOWED BY p FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS SLOW WITHDRAWL OF THE AUGER WHILE PUMPING IN MORTAR GROUT UNDER AMERICAN CONCRETE INSTITUTE. CONNECTORS AND ONLY STAINLESS STEEL FASTENERS SHALL BE USED WITH o w PERFORMING THE WORK OR THE FAILURE OF ANY OF THEM TO CONSTRUCT THE PRESSURE. A MINIMUM PRESSURE HEAD WITHIN THE HOLLOW AUGER STEM STAINLESS STEEL CONNECTORS. = O 420.2 ALL MASONRY WORK TO BE EXECUTED IN COLD WEATHER SHALL BE IN Z -i WORK IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. EQUIVALENT TO 10 FEET OF MORTAR ABOVE THE INJECTION POINT IS REQUIRED. CONFORMANCE WITH THE RECOMMENDATIONS FOR COLD WEATHER 610.6 ALL WO( Lu 100.7 THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING, SHORING, GUYING OR 230.3 AUGER CAST PILES SHALL BE CONSTRUCTED WITH A MORTAR FACTOR OF AT CONSTRUCTION OF THE LATEST EDITION OF "BUILDING CODE REQUIREMENTS W ¢ U OTHER MEANS TO SUPPORT THE STRUCTURAL ELEMENTS DURING ERECTION AND LEAST 1.3. THE COMPRESSIVE STRENGTH OF THE MORTAR GROUT SHALL FOR MASONRY STRUCTURES" (ACI 530) AND THE "SPECIFICATIONS FOR MASONRY _ IN PLACE PRIOR TO THE COMPLETION OF CONSTRUCTION. ACHIEVE 4000 PSI IN 28 DAYS. STRUCTORES" (ACI 530.1) OF THE AMERICAN CONCRETE INSTITUTE WITH THE Z ¢ m FOLLOWING ADDITION TO THE REQUIREMENTS OF ACI 530.1 SECTION 1.8-B: FOR w 100.8 ALL ARCHITECTURAL FINISHES INCLUDING WATERPROOFING SYSTEMS, CEILING, 230.4 THE ALIGNMENT AND CONCRETE COVER OVER THE STEEL REINFORCEMENT ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F. THE m U WALL AND FLOOR TYPES SHALL BE SELECTED AND INSTALLED BASED ON THESE BE MAINTAINED BY PLACING SPACERS (FOOTBALLS) ON THE OUTSIDE OF TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED MASONRY SE ASTM A36 BOLTS WITH 2 WASHERS PER BOLT J o) f= BEHAVIOR CHARACTERISTICS OF THE STRUCTURAL SYSTEM. THE STRUCTURAL LINO THE REINFORCEMENT CAGE. LAP SPLICES SHALL NOT BE PERMITTED FOR SHALL DE MAINTAINED ABOVE 32 DEGREES (F) FOR A MINIMUM OF 24 HOURS . ALL BOLTED CONNECTIONS EXPOSED TO WEATHER SHALL USE HOT Q SYSTEM HAS BEEN DESIGNED TO MEET OR EXCEED THE DEFLECTIONS TOLERANCES VERTICAL AUGER CAST PILE REINFORCEMENT. USING THE METHODS DESCRIBED IN ACI 530.1. DIPPED GALVANIZED OR STAINLESS STEEL BOLTS AND HARDWARE. SPECIFIED BY THE FLORIDA BUILDING CODE HOWEVER MOVEMENT DUE TO LIVE 610.8 LOAD BEARING STUD WALLS SHALL BE CONTINUOUSLY BRIDGED AT MID- V <LOAD DEFLECTION, CREEP DEFLECTION, THERMAL EXPANSION AND CONTRACTION, 230.5 THE AUGER CAST PILE CONTRACTOR SHALL SUBMIT EVIDENCE TO THE 420.3 PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. AT HEIGHT AND UNSUPPORTED PLYWOOD WALL SHEATHING JOINTS WITH SOLID SWELLING AND SHRINKAGE FROM CHANGES IN MOISTURE CONTENT AND WIND STRUCTURAL ENGINEER OF RECORD THAT HE HAS BEEN ENGAGED IN THE INTERSECTING WALLS THE MASONRY SHALL BE LAID IN AN OVERLAPPING WOOD BLOCKING LINO. TILE FLOORING ARE PARTICULARLY SUSCEPTIBLE TO CRACKING AT THE EXTERIOR 610.9 NO CUTS, HOLES, OR COPES REQUIRED FOR OTHER TRADES IN STRUCTURAL LOADING SHALL BE ANTICIPATED. BRITTLE FINISHES SUCH AS GROUT JOINTS FOR SUCCESSFUL INSTALLATION OF AUGER CAST PILES FOR AT LEAST FIVE YEARS. (INTERLOCK) MASONRY BOND PATTERN. 0 BALCONIES. LATITUDE 30 ENGINEERING SHALL BE NOTIFIED BY THE CONTRACTOR 230.6 AUGER CAST PILE INSTALLATION SHALL BE OBSERVED AND MONITORED BY A 420.4 MORTAR SHALL CONFORM TO THE PROPORTION SPECIFICATION OF ASTM C270, WOOD FRAMING SHALL BE PERMITTED WITHOUT PRIOR REVIEW AND APPROVAL IF THE OWNER SELECTED FINISH MATERIALS REQUIRE DEFLECTION TOLERANCES GEOTECHNICAL ENGINEER FROM TSCE. SINCE AUGER CAST PILES ARE NOT TYPE M OR S. BY THE STRUCTURAL ENGINEER AND ARCHITECT. THAT EXCEED THE REQUIREMENTS OF THE BUILDING CODE. VISIBLE AFTER CONSTRUCTION, THE QUALITY, INTEGRITY AND CAPACITY OF THE PILES CAN NOT BE CONFlRMED WITHOUT CLOSE OBSERVATION BY THE 420.5 GROUT PER ASTM C476 610.10 ONE ROW OF BRIDGING SHALL BE PROVIDED AT CENTER UNE OF JOIST SPAN OR 100.9 THE ARCHITECT, CONTRACTOR AND OWNER SHALL REVIEW THE CORROSION, GEOTECHNICAL ENGINEER. a. MINIMUM GROUT COMPRESSIVE STRENGTH: 3000 PSI AS INDICATED ON THE DRAWINGS. DECAY, AND WEATHERING CHARACTERISTICS OF ALL STRUCTURAL MATERIALS b. SLUMP OF GROUT SHALL BE 8 TO 11 INCHES PER ASTM C143. SPECIFIED IN THE CONSTRUCTION DOCUMENTS. THE OWNER WILL BE REQUIRED TO C. MAX. AGGREGATE SIZE SHALL BE 3/8- (AGGREGATE GRADED TO PERFORM REGULAR MAINTENANCE TO PREVENT EXCESSIVE DETERIORATION OR 300 REINFORCED CONCRETE 610.11 PROVIDE DOUBLE JOISTS OR SOLID BLOCKING AT 24" ON CENTER UNDER ALL FAILURE OF THE STRUCTURAL MATERIALS. BASED ON THE MAINTENANCE PRODUCE FINE GROUT IN CONFORMANCE WITH ASTM C476 AND PARTITIONS. REQUIREMENTS, EXPENSE AND PERFORMANCE EXPECTATIONS, THE OWNER SHALL 300.1 ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH THE C404). APPROVE ALL MATERIAL TYPES, FINISHES, TREATMENTS, AND COATINGS. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" 610.12 PROVIDE DOUBLE LAYER PLYWOOD UNDER ALL CERAMIC OR STONE TILE LATEST EDITION), DETAILING MANUAL (ACI 315, (ACI 318, 420.6 LIMIT CEMENTTTIOUS MATERIALS IN MORTAR TO: PORTLAND CEMENT FLOORS. LATEST ADDITION) AND CONFORMING TO ASTM C150 TYPE I; LIME CONFORMING TO ASTM C207; AND 120 SHOP DRAWINGS SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301, LATEST EDITION) OF THE MORTAR CEMENT CONFORMING TO ASTM C1329. 610.13 PRESSURE TREAT WITH WATER-BORNE PRESERVATIVES ALL LUMBER WHICH AMERICAN CONCRETE INSTITUTE. MAY BE EXPOSED TO MOISTURE OR IS IN CONTACT WITH MASONRY OR o 120.1 THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY LATITUDE 420.7 CONCRETE BLOCK UNITS CONCRETE. PRESSURE TREATMENT SHALL COMPLY WITH REQUIREMENTS OF Q 30 ENGINEERING AND THE PROJECT ARCHITECT. SHOP DRAWINGS SHALL BE 300.2 MINIMUM CONCRETE COMPRESSIVE STRENGTH REQUIRED AT 28 DAYS: a. SOLID AND HOLLOW LOAD BEARING UNITS PER ASTM C90, TYPE N- AWPA STANDARDS C2 AND LP-22. o Ln SUBMITTED FOR ALL STRUCTURAL COMPONENTS INCLUDING, BUT NOT LIMITED a. FOUNDATIONS EXCEPT AUGER CAST PILES 3000 PSI 11, AS REQUIRED TO PROVIDE 1500 PSI MINIMUM 28-DAY ULTIMATE a TO THE FOLLOWING: b. AUGER CAST PILES 4000 PSI COMPRESSIVE STRENGTH. 610.14 ALL METAL FASTENERS, CONNECTORS, ANCHORS AND HARDWARE THAT ARE IN FRANGIBLE CONCRETE E SLABS 3000 PSI a. FABRICATED STRUCTURAL STEEL CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL (A304 OR cn �, o d. STRUCTURAL CONCRETE SLABS 4000 PSI 420.8 HORIZONTAL JOINT REINFORCING FOR ALL EXTERIOR AND LOAD BEARING b. PLACEMENT DRAWINGS FOR CONCRETE AND MASONRY A316) OR HOT DIPPED GALVANIZED. CONTRACTOR SHALL VERIFY COATING Q REINFORCEMENT INCLUDING BAR SIZES, BENDS do LENGTHS e. COLUMNS, WALLS AND BEAMS 4000 PSI WALLS SHALL BE GALVANIZED TRUSS OR LADDER TYPE DUR-O-WAL OR EQUAL REQUIREMENTS WITH TREATED WOOD AND METAL CONNECTOR m C. CONCRETE AND/OR MASONRY POST-INSTALLED ANCHORS APPROVED BY THE STRUCTURAL ENGINEER WITH 2-9 GAGE LONGITUDINAL MANUFACTURER. d. PREFABRICATED WOOD TRUSSES 300.3 ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (144 PCF +) WITH ALL WIRES AND A 9 GAGE CROSS WIRE, SPACED AT 16 INCHES ON CENTER, UNO. CEMENT CONFORMING TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE PROVIDE ADDITIONAL LAYERS OF JOINT REINFORCEMENT IN THE FIRST TWO e. ENGINEERED WOOD COMPONENTS (GLUED-LAMINATED WOOD SHALL BE 1-1/2" FOR FOOTINGS AND 3/4" FOR WALLS AND SLABS, CONFORMING COURSES ABOVE AND BELOW A MASONRY OPENING. PROVIDE LAP AS 610.15 ALL 1.9E MICROLLAM MEMBERS (DENOTED BY -LVL-) SHALL BE FRAMING, PLYWOOD CHORD FLOOR TRUSSES, ETC.) TO ASTM C33. RECOMMENDED BY MANUFACTURER WITH A MINIMUM OF 6". PROVIDE "L" MANUFACTURED BY "TRUS JOIST MACMILLAN, A WEYERHAEUSER BUSINESS" OR SHAPE AND "T" SHAPE DUR-O-WAL REINFORCING AT ALL CORNERS AND AN APPROVED EQUIVALENT MANUFACTURER. DATE 120.2 ALL SHOP DRAWINGS SHALL BE REVIEWED AND STAMPED BY THE GENERAL " 11/10/06 300.4 REINFORCEMENT: INTERSECTIONS WITH 8 MINIMUM LAP. CONTRACTOR PRIOR TO SUBMITTAL. SUBMITTAL WITHOUT CONTRACTOR 610.16 MICROLLAM MEMBERS COMPOSED OF MULTIPLE PLIES OF 1 3/4 INCH THICK REVIEW MAY RESULT IN DELAYS. a. DEFORMED BARS ASTM A615, GRADE 60 MEMBERS SHALL BE JOINED WITH AN EXTERIOR TYPE ADHESIVE GLUE AND PROJECT b. WELDED WIRE MESH ASTM A185 420.9 FULL BED AND HEAD JOINTS SHALL BE USED. NAILED TOGETHER AS INDICATED ON PLAN. 0609 120.3 THE CONTRACTOR SHALL SUBMIT AT LEAST TWO (2) PRINTED COPIES OF SHOP 300.5 MINIMUM COVER FOR CAST-IN-PLACE CONCRETE REINFORCEMENT UNO SHALL 420.10 ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR AND/OR DRAWN CHECKED DRAWINGS FOR REVIEW BY LATITUDE 30 ENGINEERING. UPON THE COMPLETION BE AS FOLLOWS: / 610.17 ALL PARALLAM MEMBERS (PSL) SHALL BE MANUFACTURED BY "TRUS JOIST BRS BRS ROOF SYSTEMS HAVE BEEN COMPLETELY INSTALLED AND ARE CAPABLE OF OF THE SHOP DRAWING REVIEW, ONE (1) PRINT WILL BE RETAINED BY THE a. FOUNDATIONS, AUGER CAST PILES do GRADE BEAMS 3" STABILIZING THE WALLS. THE MASONRY WALLS ARE NOT DESIGNED TO MACMILLAN, A WEYERHAEUSER BUSINESS" OR AN APPROVED EQUIVALENT STRUCTURAL ENGINEER. b. STRUCTURAL CONCRETE SLABS 2" WITHSTAND TEMPORARY CONSTRUCTION LOADS. MANUFACTURER. SHEET TITLE 120.4 THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS FOR THIS PROJECT IS C. COLUMNS, WALLS AND BEAMS 2" UNO 610.18 PARALLAM BEAMS OR COLUMNS SHALL BE SOLID AND SHALL NOT BE FOR CONFORMANCE WITH THE DESIGN CONCEPT AND FOR GENERAL 420.11 MASONRY UNITS CONTAINING REINFORCEMENT SHALL BE FILLED SOLID WITH COMPOSED OF MULTIPLE PLIES. COMPLIANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT 300.6 SPLICES IN REINFORCEMENT, WHERE PERMITTED, SHALL BE AS FOLLOWS: 3000 PSI GROUT. GROUT ALL CELLS BELOW GRADE SOLID. GENERAL NOTES DOCUMENTS. COMMENTS REGARDING THESE SUBMITTALS DO NOT RELIEVE THE WELDED WIRE MESH 8" 610.19 PARALLAM MEMBERS EXPOSED TO MOISTURE SHALL BE WOLMANIZED ALL OTHERS CLASS "B" LAP SPLICE LENGTH 420.12 PROVIDE FINE GROUT PER ASTM C476 WHEN WIDTH OF GROUT SPACE IS LESS CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE " TREATED FOR SERVICE LEVEL 2. CONTRACTOR IS RESPONSIBLE FOR PERFORMING HIS WORK IN A SAFE AND THAN 2 . PROVIDE COARSE GROUT FOR GROUT SPACE WIDTHS 2" OR GREATER. SATISFACTORY MANNER. 300.7 SPLICES IN TOP REINFORCEMENT SHALL BE MADE AT MIDSPAN. SPLICES IN PROVIDE FINE GROUT WHEN REINFORCING HAS LESS THAN 1/2" CLEARANCE. 610.20 PROVIDE MINIMUM 3 INCH BEARING LENGTH FOR ALL MICROLLAM AND SHEET BOTTOM REINFORCEMENT SHALL BE OVER SUPPORTS UNLESS NOTED PARALLAM MEMBERS LINO. OTHERWISE. 420.13 PROVIDE CLEAN OUT AND INSPECTION HOLES AT BOTTOM OF MASONRY WALL IN ACCORDANCE WITH THE MASONRY CODE IF HIGH LIFT GROUTING (OVER 4 FEET HIGH) IS USED. S5ml r SHEET 17 OF 18 610.21 ALL TJI JOISTS SHALL BE MANUFACTURED BY "US JOIST MACMILLAN, A WALL COMPONENTS AND C LAD D I N G WEYERHAEUSER BUSINESS" OR AN APPROVED EQUIVALENT MANUFACTURER. STRUCTURAL ABBREVIATIONS: WIND PRESSURES TJI JOISTS SHALL BE INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS AND GUIDELINES. ZONE EFFECTIVE AREA (Fr WIND PRESSURES (PSF) 610.22 THE CONTRACTOR SHALL COORDINATE ACCEPTABLE HOLE SIZES AND ARCH ARCHITECT(URAL) NS NEAR SIDE POSITIVE SUCTION LOCATIONS IN THE WEB OF THE TJI JOISTS WITH THE JOIST MANUFACTURER. NO/ NUMBER INTERIOR 10.0 36.3 -39.3 HOLES SHALL NOT BE CUT IN THE WEB OF THE JOISTS WITHOUT CONSULTING A CJ CONTRACTION JOINT NTS NOT TO SCALE TRUS JOIST REPRESENTATIVE OR THE TJI JOIST DESIGN GUIDE. CMU CONCRETE MASONRY UNIT NW NORMAL WEIGHT INTERIOR 20.0 34.6 -37.7 (L CENTER LINE INTERIOR 50.0 32.5 -35.6 610.23 ALTERNATE CONNECTION DETAILS MAY BE PROPOSED TO THE STRUCTURAL CLR CLEAR OC ON CENTER ENGINEER FOR REVIEW AND APPROVAL; HOWEVER, THE CONTRACTOR IS CONT CONTINUOUS OPP OPPOSITE INTERIOR 100.0 30.8 -33.9 N ^ RESPONSIBLE FOR THE DESIGN OF THE ALTERNATE DETAILS. COORD COORDINATE END 10.0 36.3 -48.6 PERP PERPENDICULAR DIA DIAMETER PLF POUNDS PER LINEAR FOOT END 20.0 34.6 -45.4 *AM " 630 PLYWOOD DBL DOUBLE PSF POUNDS PER SQUARE FOOTY END 50.0 32.5 -41.0 PSL 2.0E PARALIAM 630.1 ALL PLYWOOD SHALL CONFORM TO THE MOST CURRENT APPLICABLE EF EACH FACE PSI POUNDS PER SQUARE INCH END 100.0 30.8 -37.7 SPECIFICATION AND SUPPLEMENTS OF THE AMERICAN PLYWOOD ASSOCIATION EJ EXPANSION JOINT PT PRESSURE TREATED/POST TENSION (APA). INSTALLATION OF THE PANELS SHALL BE IN ACCORDANCE WITH THE EOD EDGE OF DECK NOTES: *✓ ~ RECOMMENDATIONS OF THE APA. EACH PANEL SHALL BE IDENTIFIED WITH THE EOS EDGE OF SLAB RELIVE REINFORCED REINFORCING / 1. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY APPROPRIATE TRADEMARK OF THE APA AND SHALL MEET THE REQUIREMENTS EL ELEVATION REF REFERENCE OF THE LATEST EDITION OF THE APA PERFORMANCE STANDARDS. BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE EMBED EMBEDMENT/EMBEDDED LOWER EFFECTIVE AREA. EQ EQUAL SF SQUARE FEET 630.2 ALL PANELS WHICH HAVE ANY EDGE OR FACE PERMANENTLY EXPOSED TO THE 2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND WEATHER SHALL BE CLASSED EXTERIOR AND PRESSURE TREATED, EXCEPT ETC ETCETERA SIM SIMILAR AWAY FROM THE BUILDING SURFACES. OPEN SOFFITS OR ROOF SHEATHING EXPOSED ON THE UNDERSIDE MAY BE EXIST EXISTING SPEC SPECIFICATION CLASSED EXPOSURE 1. SPF SPRUCE-PINE-FIR 3. END ZONE LOCATED 3'-6" FROM EACH CORNER OF THE BUILDING. FS FAR SIDE SS STAINLESS STEEL 4. WINDOWS AND DOORS SHALL BE CERTIFIED AND INSTALLED IN 630.3 ALL PLYWOOD PANEL END JOINTS SHALL OCCUR OVER SUPPORTS AND SHALL STD STANDARD ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS TO BE STAGGERED ONE HALF PANEL LENGTH FROM ADJACENT PANELS. PROVIDE GC GENERAL CONTRACTOR SYM SYMMETRICAL WITHSTAND THE COMPONENTS AND CLADDING DESIGN PRESSURES. a� 1/8 INCH SPACE AT PANEL ENDS AND EDGES. GA GAGE SYP SOUTHERN YELLOW PINE WINDOWS AND DOORS SHALL BE PROTECTED WITH AN IMPACT 00 pq GALV HOT-DIPPED GALVANIZED RESISTANT COVERING OR SHALL BE MANUFACTURED IMPACT µ 630.4 ALL PLYWOOD FLOOR SHEATHING SHALL BE 3/4-INCH APA RATED STURD-1- TE TURNDOWN SLAB EDGE RESISTANT. N FLOOR EXPOSURE 1 TONGUE AND GROOVE SHEATHING. INSTALL WITH LONG HORIZ HORIZONTAL TOB TOP OF BEAM DIMENSION OF PANEL ACROSS THREE OR MORE SUPPORTS. ALL PANELS SHALL HK HOOK TOC TOP OF CONCRETE ' BE GLUED AND NAILED TO SUPPORTS. FLOORS WITH DOUBLE LAYERS OF TOF TOP OF FOOTING PLYWOOD SHALL UTILIZE WOOD SCREWS IN LIEU OF NAIL FASTENERS. USE K KIPS TOJ TOP OF JOIST ADHESIVE MEETING APA SPECIFICATION AFG-01. APPLIED IN ACCORDANCE WITH KLF KIPS PER LINEAR FOOT TOS TOP OF STEEL � o THE MANUFACTURER'S RECOMMENDATIONS. GLUE SHALL BE APPLIED TO BOTH KSF KIPS PER SQUARE FOOT TOW TOP OF WALL THE TOP OF THE SUPPORT MEMBER AND IN THE GROOVE JOINT. KSI KIPS PER SQUARE INCH TS TUBULAR STEEL ROOF COMPONENTS AND CLADDING 3._6. rF% o T 630.5 ALL PLYWOOD ROOF SHEATHING SHALL BE 5/8-INCH APA RATED EXPOSURE 1 7YP TYPICAL WIND PRESSURES LBS POUNDS L1.H LONG LEG HORIZONTAL LINO UNLESS NOTED OTHERWISE � �p 3 SHEATHING. INSTALL WITH LONG DIMENSION OF PANEL ACROSS THREE OR MORE SUPPORTS. ALL PANELS SHALL BE NAILED AS INDICATED ON PLAN. L,LV LONG LEG VERTICAL ZONE EFFECTIVE AREA (FT ) WIND PRESSURES (PSF) wI O O O 00 630.6 ALL WALL SHEATHING SHALL BE 1/2-INCH APA RATED EXPOSURE 1 SHEATHING. LVL 1.9E MICROLIAM VCJ VERTICAL CONTROL JOINT POSITIVE SUCTION INSTALL WITH LONG DIMENSION OF PANEL ACROSS THREE OR MORE SUPPORTS. LW LIGHTWEIGHT VERT VERTICAL 1 10.0 33.2 -36.3 41r,.,, ALL PANELS SHALL BE NAILED AS INDICATED ON PLAN. MBM METAL BUILDING MANUFACTURER WP WORK POINT 1 20.0 32.2 -34.4 O O O U Q MC MOMENT CONNECTION WWM WELDED WIRE MESH1 50.0 31.1 -31.9 MANUF MANUFACTURER(ING) 635 WOOD TRUSSES MAX MAXIMUM XS EXTRA STRONG 1 100.0 30.1 -30.1 635.1 WOOD TRUSSES SHALL CONFORM TO THE MOST CURRENT APPLICABLE VERSION MECH MECHANICAL XXS DOUBLE EXTRA STRONG 2 10.0 33.2 -42.4 O O I U2 OF THE DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD MIN MINIMUM ROOF AND FLOOR TRUSSES, BY THE TRUSS PLATE INSTITUTE, INC. AND THE MISC MISCELLANEOUS 2 20.0 32.2 -40.6 FASTENING,TIONAL BY BY THENATIONAL FOREST PRODUCTS ASSOCIATION. ADDITIONAL ESIGN PECIFICATIONS FOR STRESS GRADE LUMBER AND ITS MO MASONRY OPENING 2 50.0 31.1 -38.1 O O O 0 DESIGN AND DETAILING REQUIREMENTS SET FORTH IN THIS SECTION SHALL BE 2 100.0 30.1 -36.3 O PROVIDED BY THE TRUSS MANUFACTURER. O 3 10.0 33.2 -42.4 635.2 THE TRUSS MANUFACTURER SHALL CLOUD ON THE SHOP DRAWING ERECTION 3 20.0 32.2 -40.6 O O O PLANS ALL AREAS WHERE THE TRUSS LAYOUT VARIES FROM THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL ANTICIPATE MODIFICATIONS TO THE 3 50.0 31.1 -38.1 3 STRUCTURAL DRAWINGS DUE TO A REVISED TRUSS LAYOUT. 3 100.0 30.1 -36.3 O O W 635.3 WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER TO SUPPORT L THE LOADS INDICATED IN THE DESIGN CRITERIA SECTION OF THE GENERAL NOTES AT BETWEEN THOSE GIVEN ABOVE THE LOAD MAY Z THE DEPTH AND SPACING INDICATED ON THE DRAWINGS. PATTERN LOADING, 1. FOR EFFECTIVE AREAS ROOF ZONE D IAG RAM UNBALANCED LOADING AND LOAD COMBINATIONS SHALL BE CONSIDERED IN THE BE INTERPOLATED. OTHERWISE USE THE LOAD ASSOCIATED WITH THE W 0 DESIGN. WOOD TRUSSES SHALL BE DESIGNED WITH AT LEAST ONE HORIZONTAL LOWER EFFECTIVE AREA. NTS Lu oC ROLLER CONNECTION PER SPAN SO THAT NO HORIZONTAL REACTIONS ARE 2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND Z OO INDUCED ON THE SUPPORTS DUE TO DEAD AND LIVE LOADS. AWAY FROM THE BUILDING SURFACES. w w r 635.4 THE DESIGN OF THE ROOF TRUSSES SHALL SATISFY THE FOLLOWING 3. ZONE 2 LOCATED 3'-6" FROM EDGE OF ROOF AND EACH SIDE OF W RIDGE AND HIP LINES. ZONE 3 LOCATED 3'-6" FROM ROOF CORNERS. DEFLECTION CRITERIA: = U a. THE DEFLECTION DUE TO LIVE LOADS SHALL NOT EXCEED THE SPAN LENGTH IN INCHES DIVIDED BY 480. ¢ w b. THE MAXIMUM DEFLECTION DUE TO THE TOTAL LOADS SHALL m NOT EXCEED THE SPAN LENGTH IN INCHES DIVIDED BY 360. � m U J � Z 635.5 THE WOOD TRUSS MANUFACTURER SHALL SPECIFY AND PROVIDE ALL BRACING Q AT TOP AND BOTTOM CHORDS REQUIRED TO STABILIZE THE FLOOR OR ROOF r ~ STRUCTURE DURING AND AFTER CONSTRUCTION, IN ADDITION TO THE BRACING INDICATED ON THE STRUCTURAL DRAWINGS. BRIDGING SHALL BE NOMINAL 2 INCHES IN THICKNESS MINIMUM. ALL SUPPORTS, BRACING, AND CONNECTIONS REQUIRED FOR THE INSTALLATION THE WOOD TRUSS SYSTEM THAT ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED AND PROVIDED BY WOOD TRUSS FABRICATOR AND ARE SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER. 635.6 THE WOOD TRUSS MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND SHOP DRAWINGS SIGNED. SEALED AND DATED BY A DESIGNATED PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF FLORIDA FOR THE " TRUSS SYSTEM" WHICH SHALL INCLUDE, BUT NOT LIMITED TO: a. ALL TRUSS TYPES, WHICH INDICATE TRUSS CAPACITIES AND DEFLECTIONS. b. MAXIMUM UPLIFT FORCES. C. TRUSS TO TRUSS CONNECTIONS INCLUDING THOSE FOR OVERFRAMING, VALLEY OR PIGGYBACK TRUSSES. d. TRUSS HANGER CONNECTOR TYPES FOR SUPPORT CONDITIONS OTHER THAN BOTTOM CHORD BEARING. SIZES Ln PERMANENT AND TEMPORARY BRIDGING , CONNECTIONS aco am B. AND LOCATIONS. a 635.7 TRUSS ERECTION SHALL BE IN ACCORDANCE WITH TRUSS PLATE INSTITUTE 0 RECOMMENDATIONS. � o mi 635.8 TEMPORARY TRUSS BRACING SHALL BE INSTALLED IN ACCORDANCE WITH "RECOMMENDED DESIGN SPECIFICATIONS FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES" (DSB-89) AND "COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES" (HIB-91). INSTALL ALL WEB BRACING REQUIRED DATE BY THE TRUSS DESIGNER. TEMPORARY BOTTOM CHORD WEB BRACING SHALL 11/10/06 REMAIN PERMANENTLY IN PLACE. THE BOTTOM CHORD BRACING SHALL NOT PROJECT 0609 DRAWN CHECKED BRS BRS SHEET TITLE GENERAL NOTES SHEET S5m2 SHEET 18 OF 18 I a Al r; Boring No. DRI-1 DRI-2 { ; 0 0 s ' Light Gray Fine SAND, Few to Some Oyster Shell Grayish Brown Fine SAND,Trace to Few Oyster k. Fragments(A-3) Shell Fragments(A-3) I[ f 4IV-14 a � � tAi ao $ v R � { } b { i Light Gray to Brown and Light Brown Fine SAND (A-3) Light Grayish Brown to Light Gray Fine SAND(A-3) 1 { �I �� ( i r s 5 "k 66F t q}f q9 F r 1 m LU _0 LL 12/19/2006 12/19/2006 i F- BT @ 7.0' BT @ 7.0' Iry s e 4 1=. D_ € y b 3 p m qLU m 11 IT ;b �IV ' � §b fY 10 10 e p k I (II ¢¢Fp3{fit 1 y 1S 1 j} lkkk # F'FCFE P 4 Fg 41 �g5 { J I Li s{ � 8 1 '�c I � �`•r �§ F �i ^ i rid 7 Cyt t fl p u LEGEND if Fine SAND(A-3) A-3 AASHTO Soil Classification System EA t g ee g I Groundwater Level at Time of Drilling Generalized Subsurface Profiles BT Boring Terminated at Depth Below Coughlin Residence a �j i jai a f ; 1 ,J Grade AU ` Atlantic Beach Florida �t 1{# Ef Ellin Associates 1 DATE: 1/3/07 PRa.No.: 0175-0001 Figure 3 " tw iti ° [ t ., ) 3' +i 4�'t" a k tIV � 13 ' 8„10 al if, eag. )F, I i X77 t 21 ' 1 "10 �' 23 ' 4 ' 20 ' 6"6 I € s lit pi bdVii, f 3 . I t titt S1 ' C JF9 9�� { � fy. �,, S G r f L Ledger I ,� r I Ledger AL I ! I fi g F 6 i' f-- (11) F5 Ledger I 44 II t 4 ori! i. El ?FIs , Ir i � � s � i I CDNV � } # L — — F5 P FRAME \ I g¢ tp a `l a i' (. ` o btmm Bme CFFRAME (21) x\ F7 s —— Dverfrome to flush I with I-jofsts I F6 F6 z 6 I ❑ 110 i € I �. RAISED 4 P. L �, BEAM � I BM5 ------ IL F8 l g �! -- �� f5) p i W [{ 3!# Y t � , � � � � � ® edger BERM RRI SED T 7 � I BEAM P� lk , �'€ Z� M6 Ledger _ �► _ - _ _� � ' ––––––––––––––––— 3 ¢� RV-f t s .• 11 . g^ 8 . g.,6 21 ' 1 ••10 � g� f yyy _ dIE SIE SIE SIE SIE dIE jIF SIE dIE JOB ` J - 06 - 06298 Gr i der ATTENTION LOC 1769 Beach Ave . _ 00 ALL I —JOIST 1 6 • 0 16 ••oc , Within a run of Trusses a member (I 'o i st/SY42 Truss) PLAN Coughlin RE'Sd UNLESS NOTED OTHERWISE . may need to be offset from it 's regulor oc spacing it +/- 3". This maybe to allow for access panels, g DESIGNER : Ron Ber I i n r fai� Itithe or incl desi n of a Non Girder member , it g,stairs,ect . This will not change or make because of he Diophrom bracing of the members g g fi I € ( and the maximun load value of each member is not MANNING BLDG . SUPP IES maxed out . 3 @ '�� j`. Rt,t t t f �i` :,' 4 4 �— 11155 PHILLIPS PKWAY PH# 268-8225 �� JAX . FLA . 32256 tit h{tis s � ( F - I 14 t b j L � a — ", � � � 234 °° 13' 10.. 1 1 10 — Ledger s !. 'ell i r'; z off : Ledger RR ----------------- ISED —I j BERM - ❑3 �f BM2 WRRNING NOTEas" t i C kt g$ ,t y I _ RISED i BERM NOT CUT OR ALTER TRUSSES , UNLESS I I a" (, a` ! F1 BM1 POST APPROVED BY TRUSS OFFICE d F1 2. VERIFY ALL SPANS AND AMOUNTS, AS ..kt I �$d tl{ S 4 _ i S' iJ F2 --j (ID) ACCORDANCELWITTH TTHISTLAYOUTRI TRUSSES BEIN CT I f RR �� i 3. NO BACKCHARGES ALLOWED, UNLESS APPROVED ISE D —•,� IN WRITING BY TRUSS PLANT MANAGER I � 1 ti it 1 _ — — 4. APPROVED BY t i; Ledger APPROVAL DATE RAISED - EHM DEL . DATE RMF4 �. co OIj i AF3 ALL I -JOIST 16 '° © 16 °°oc . pt t z 't� r < s .'} k� ' 19r [15) Ledger UNLESS NOTED OTHERWISE . rr ! r F1 � I �p El e S . st fisdiC, [gLA, g L_� u I l- z {f4F � t lff a Ledger _ yg `` ————————————————D 11 Ledger iR4 11 i ( b$ A LOB : J - 06 - 0629 Gr i der I LOC : 1769 Beach Ave MRNN T NG BLDG . BLDG o SUPPLIES PLAN Coughlin Recd11155 PHILLIPS PKWAY PH# 268 _8225 IR It e �Rx . FLR . 32256 DESIGNER Ron Ber I i n a a r to $ t t , s t a. � [ p 1 1A *P --M fillHis 13 ' 6 10 T Hill 23 14 RAISED 3' RAISED I o BERM BERM BERM --———————————- Ti El J, RAISED BERM 13 v L 3.9 J, 2 BM9 14 W-Y TT T T — ��ik T,1 100�� 'Us Es Jiiltl�j!,!6 ;ii, 11'j,f r R� Ni� 'i J!", L E 0 L F7 CONV FRAME J, x L 0 r R! co L P, , T Cl) L L 6 TT,- 6 Awl I Pr FT- III Lr) 3'9"3 tn CD P U-) LD co �AIS-D -IT FF Tr IT, 2' _j BERM ———————————— T BM9 RAISED RISED RRISED R BERM L BERM BERM Trusses may need shlFt Bu I der 6- 4/- to allow For Flues. IT 5 to Conv Frame a I window T j" needed . IT dormer areas as ALL TRUSSES 0 16 "oc . WRRNING NOTE - 062 9B Gr i der UNLESS NOTED OTHERWISE . JOB : J - 06 1 . DO NOT CUT OR FILTER TRUSSES, UNLESS APPROVED BY TRUSS OFFICE T+�, 1769 Beoch Rve . VERIFY ALL SPANS AND AMOUNTS, AS LOC : 2. For T LL BE BUILT IN STRICT TRUSSES WI L PLRN : Coughlin Resd *Note Tq is the base truss es & girders . all Full spon trusst ACCORDANCE WITH THIS LAYOUT -)gineering UNLESS RPPROVEO SIGNER : Ron Berlin DE & 3. NO BRCKCHRRGES ALLOWED, For scabs See er location . IN WRITING BY TRUSS PLANT MANAGER L Fastening OF girders per q APPROVED BY MANNING BLDG . SUPPLIES APPROVAL DATE : 11155 PHILLIPS PKWRY PH# 268 -8225 IT DEL . DATE A JAX . FLA . 32256 fpi 1Pi 611 j: wit f f 4 TIT U.