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1249 BEACH AVE DWGS 22-#5 VERTICAL IN 4"w X 61/2" SHORT WALL SEGMENT 1-#5 VERTICAL EACH SIDE OF OPENING, ROOF BELOW SEE DETAIL 1/S-8 1-#5 VERTICAL IN -\ 21 L-21 C EACH CORNER, #3 sI RUPS #3 STIRRUPS #3 STII (TYPI(-AL) ' ®1O.C. ® 12" O.C. 0 12" 1-#5 VERTICAL EACH SIDE OF OPENING, 1-#5 VERTICAL, SEE DETAIL 1/S-8 CENTERED BELOW WINDOW SILL (TYPICAL) N � OFFICE ARCHITECTURAL BRACKET DESIGNED BY OTHERSi (NON -STRUCTURAL) 1E 1 ` _j 1-#5 VERTICAL INSTAIR Q EACH CORNER, N �� HALL Li N (TYPICAL) J V) I O,® y I --- - � I /Jl 1-#5 cn VERTICAL EACH SIDE OF OPENING ADD 2-#5x8'-0" AT BOTTOM OF THE ICF WALL TO SPAN OVER THE WASHER AND DRYER WALL OFFSET -#5 VERTICAL JEACH SIDE OF OPENIN , SEE DETAIL 1 /S 8 L-21 3 STIRRUPS ® 12" O.C. 2"x10" P.T. SYP NO.2 OR BUCK (TYPICAL) ( FFrCE VI OFFICE CLOSET ,------------ \ E I SEE DETAIL 1/S-8 9" ICF WALL SYSTEM AT STAIR w/ 1-#5 VERTICAL I @ 12" O.C. AND 1-#4 I �, HORIZONTAL @ 32" O.C. N Rd N� J �® 2-#5 VERTICAL EACH SIDE OF OPENING, SEE DETAIL 2/S-8 2-#5 VERTICAL EACH SIDE OF OPENING, SEE DETAIL 2/S-8 1-#5 VERTICAL, CENTERED BELOW WINDOW SILL AND BELOW STRUCTURAL MULL (TYPICAL) 1-#5 VERTICAL IN EACH 45° CORNER, (TYPICAL) 0*1 2pcs 2"x:10" SYP No.2 VERTICAL STRUCTURAL MULL �tUDS, SEE DETAILI 5/S-6 (3 LQCATIONS) 4 S-7 TYPICAL L-22 #3 STIRRUPS 2-#5 VERTICAL EACH SIDE OF OPENING, SEE DETAIL 2/S-8 18" REINFORCED ISOKERN FLUE, -� 6" SEE SHEET S-16 BRICK VENEER AS PER #3 BENT BAR ARCHITECTURAL PLANS DRILL 3" AND EPDXY #3x18" "BENT BARS" 1-#5 VERTICAL @ 24" O.C., VERTICALLY 2-#5 VERTICAL IN 9" ICF WALL SYSTEM AT EACH CORNER 9" ICF WALL SYSTEM THIS CORNER w/ 1-#5 VERTICAL 1-#5 VERTICAL IN FRAME UPPER CHIMNEY w/ w/ 1-#5 VERTICAL 1 pc SIMPSON HGUS5.50/14 @ 24" O.C. AND 1-#4 EACH CORNER, 8" CMU WALL w/ 1-#5 @ 24" O.C. AND 1-#4 FACE MOUNT HANGER, HORIZONTAL @ 32" O.C. (TYPICAL) VERTICAL @ 16" O.C. HORIZONTAL @ 32" O.C. SEE DETAIL 3/S-7 ROOF BELOW : 1 .75_ x14 0 __. OE_ HALL CLOSET __-----------MIGROLAM LVL - MG HEADER i (" I I , ROOF HEADER .BEAM. ;. i j L-21 L-21 L-21 ,1 -_-#5 VERfiICA FROM ADD #5 VERTICAL AT l •• I, C1 #3 STIRRUPS #3 STIRRUPS #3 STIRRUPS 1 "dx9"w COLU BELOW 8"CMU FILLED CELLS ABOVE - : • o Q1. ® 12" 0. C. ®12 O.C. ® 12^ O.C. ; ; w 1 (T ICAL) N�mE.. E i. N�J1 61/2 dx12 w IN -WALL ; o�o'I CLOSET E CONCRETE COLUMN, THIS � ' � �" �x_j I I w �o X0Q1 �� w.c. BATH 1 LINEN I SIDE OF OPENING, SEE 2)2 8 9 ICF INTERIOR WALL --' - L D�TAIL 3/S-6 "; 1�:. " �2Lt . II _ : 01 JACK - _ Tu EA:�r� I w/ 1-#5 VERTICAL L 0 1I, BEDROOM 11 @ 12,E -�>D 1-#4/ SILL ' _ I L. HORIZONTAL 32" O.C. (T AL) VES -- _ -sIM mm (TY s uLE SHOWER I I 1 •• E, .. PSON l: • j ________ MGT 1 e CUTC1f'ICF FOAM AS •- I I 6T/2 dx20 �v IN -WALL , _= - ------------------ ELEVATOR tE _Q-T-0-ECEI VE _ CONCRETE COLUMN, SEE ;. C1 ' II ' 1" LINEN XT`2 P.T. SY NO,2 [SIK HVAC DETAIL '4/S-6 I ;. _-_.._._-__-_ ' ELEVA R LO KING. (TYPICAL 2 LOCATI©NS) ' 2)2-"x8 GALLEY `' I _____- �_.. _ - __.� ________________, - a J 1)2'x4" JACK i I I 1 i i GALLERY >, „ -------� _.1 VESTIBULE x10 P.T. SYP NO.2 ` S D EACH EN I I I 1 1 I t w g _ _ ELE�IOR FAS E` INT IOR ELEVA R PICAL) `�'> o VESTIBULE" a 1 I r �- . . 1 Du,_--_--WAL--L-'TO ICI= -WALL,--SE€ _� � _-_----_ - •• ..I omO'1 .. ,. COV RED wE `` .._ ' • .. , 1 7- 8;_.-SIMILAft- ,' .. ; .. x_j BAC NY . , I 1 a® NICHErUz1 ______________________ ,. I _---_-___- ________ ___ --- VEST.1 €------------ .. 1 aci VESTIBULE CLOSET 0 1 2 2 1 M. CLOSET M. CLOSET W I \ m 1 61/2 "dx12"w IN -WALL }----_____ 2pcs SIMPSON HTS24 CONCRETE --COLUMN, THIS - 1 II - ---- ---__-______ i TWISTED STRAPS EACH j 1 l - W�q- I $ SIDE AT TOP OF WALL 1 SIDE OF OPENING, SEE • Q __ _- DETAIL 3/S-6 I .. �---��----�--�--�- ��-______.______ _ ( SIMPSON I • ' MGT • 1i�1 MATER BEDROC.�M `_mm'_` ---------------- ------------�_ r - ;' Irl WID LAU S R C1 owc. -- SHOWER SHOWER �� i i i w 1 y -____.________ q c\i>mi ----------- 1-#5 1-#5 VERTICAL, :.. W / CENTERED BELOW ° o a, 1/ WINDOW $ILL (TYPICAL) ` W �l �o Xow1 sINK KINK] 1 �#5 VERTICAL EACH 4-#5 1HIS:.00 Lo �01 SINK E M. VEST. 1 SIDE OF OPENING ' I ' BATH 2 �� 2 1 SIDE 01-, A ' (3)1.75"x14.0" 2.0E �( \ MICROLAM LVL SIMPso BATH I I SEE DETAIL 1 /S-8 OPENING �. . E ...._ ----��QF-HEADER_-��AM------MCT_: ,> I�� -__ ____ GIRDER ROIOF TRUSS ,I ' - -------- --------- L-21 MCPsoN ---- SIMPSON - - -----------______.__--.-_------- SIMPSON 0 L- 21 L- 21 L- 21 HGUS5.50/14 #3 STIRRUPS I 1 ' I #3 STIRRUPS #3 STIRRUPS #3 STIRRUPS ® 12" O.C. { ` ., - 1 I ® 12•' O.C.® 12" O.C.® 12" 0. C. 2-#5 VERTICAL IN _ _ THIS CORNER 1-#5 VERTICAL EACH s 1 ��s� `� ° . TUB �^� 1 1 pc SIMPSON MGT 9" ICF WALL SYSTEM 1-#5 VERTICAL EACH - SIDE OF OPENING, 1 e`0 4,GA�' �; �eJeG AT GIRDER TRUSS, w/ 1-#5 VERTICAL SIDE OF OPENING, ' ° s-- SEE DETAIL 1 S-11 @ 24" O.C. AND 1- 4 SEE DETAIL 1/S-8 SEE DETAIL 1 /S-81 T__��- ____-__-- W __-___.�,®�_-� -__ / # NOTE: SEE ARCHITECTURAL PLANS AND WINDOW/DOOR MANUFACTURERS REQUIREMENTS FOR ACTUAL ROUGH OPENING DIMENSIONS. NOMINAL DIMENSIONS SHOWN FOR GENERAL LAYOUT. FRAMING NOTE: GENERAL CONTRACTOR TO COORDINATE LOCATION OF FRAMING MEMBERS WITH HVAC DUCT WORK AND ELECTRICAL FIXTURE LOCATIONS. NOTE: SPLICE ALL MULTI -PLY 2"x8" HEADERS TOGETHER w/ 4 ROWS 12d COMMON WIRE NAILS @ 12" O.C., EACH LAYER NOTE: SPLICE ALL MULTI -PLY 14.0" MICROLAM LVL ROOF BEAM TOGETHER w/ 5 ROWS 12d RING SHANK COMMON WIRE NAILS @ 12" O.C., EACH LAYER f 1 ------------- (TYPICAL 2 LOCATIONS) HORIZONTAL @ 32" O.C. 2-#5 VERTICAL IN #3 STIRRUPS ® a• 0. C. 3-#5 VERTICAL, 1-#5 VERTICAL EACH EACH 45° CORNER, BELOW WINDOW SIDE OF OPENING, (TYPICAL) SILL (TYPICAL) SEE DETAIL 1/S-8 SECOND LEVEL 9" ICE WALL FRAMING PLAN WINDOWS OPENING AS PER PLAN ADD 1-#5 HORIZONTAL AT WINDOW SILL LOCATION 6"x6" P.T. SYP No.2 POST 1 pc SIMPSON ABU66 POST BASE. DRILL 8" AND EPDXY 5/8 "Ox10" HOT DIPPED GALVANIZED THREADED STUD. FASTEN w/ 12-16d HOT DIPPED GALVANIZED COMMON WIRE NAILS DINING ROOM 6"x6" POST w SIMPSON ABU66 POST BASE 1 DETAIL S-7 SCALE: 3/4" = 1'-0" 6"x6" P.T SYP No.2 (3)1.75"x11.25" 2.0E POST BELOW MICROLAM LVL DINING ROOM FLOOR HEADER BEAM 1/2" CDX PYWOOD CEILING DIAPHRAGM. FASTEN w/ 8d 2pcs SIMPSON HTS24 TWISTED COMMON WIRE NAILS @ 6 O.C. STRAPS OR 2pcs SIMPSON MSTA24 FLAT STRAPS FROM EACH FLOOR EDGES AND 6" O.C. FIELD. HEADER BEAM TO THE 6"x6" POST DINING ROOM FLOOR HEADER BEAM BEARING AT 6"x6" POSTS 2 DETAIL S-7 SCALE: 11/2" = 1'-0" 12"x12" CMU COLUMN w/ 1-#5 VERTICAL IN EACH CORNER, SEE DETAIL 1/S-6. (TYPICAL 4 LOCATIONS) 9" ICF WALL FORMS 3ply 1.75"x14.0" 2.0E MICROLAM LVL REAR COVERED BALCONY ROOF HEADER BEAM ° le ° d d `4 . dm 1 pc SIMPSON HGUS5.50/14 FACE MOUNT HANGER. FASTEN w/ 22-16d COMMON CREATE 10" wide CONCRETE WIRE NAILS INTO BEAM AND LUG ON EXTERIOR SIDE OF 18pcs 1/4"Ox23/4" TAPCONS ICF WALL TO RECEIVE INTO 9" ICF LINTEL BEAM LUG SIMPSON HANGER ROOF BEAM TO ICF WALL LUG CONNECTION 3 DETAIL S-7 SCALE: 3/4" = 1'-0" Inuia 1-ffJ VLI\ 11\,Y1L /-\I CENTER OF EACH WINDOW AND AT EACH STRUCTURAL MULL LOCATION TYPICAL SILL AT WINDOW OPENING w/ STRUCTURAL MULLS 4 ELEVATION S-7 SCALE: 3/4" = 1'-0" 1-#4 HORIZONTAL @ 32" O.C. 2-#5 VERTICALS EACH SIDE OF WINDOW OPENINGS AS PER PLAN D SCALE: 1/4" = 1'-0' ::)O W LL d 1) ALL INTERIOR LOAD BEARING WALLS SHALL BE CONSTRUCTED w/ Q , DBL 2"x4" SYP No.2 TOP PL TE, DOUBLE 2"x4" SPF No.2 STUDS O °, o @ 12" O.C., AND 2"x4" P.T. SYP No.2 BOTTOM PLATE, U.N.O. I I-`-Nco ° ° 2) ALL INTERIOR ELEVATOR BEARING WALLS SHALL BE CONSTRUCTED 00 Q o Irl- w/ DBL 2"x4" SYP No.2 TOP PLATE, 2"x4" SPF No.2 STUDS ° @ 8" O.C., AND 2"x4" P.T. SYP No.2 BOTTOM PLATE, U.N.O. 3) ALL FLOOR BEAMS SHALL BE 1.9E MICROLAM LVL BEAMS AS MANUFACTURED BY TRUS JOIST MccMILLAN OR EQUAL. HTS24 MSTA24 MGT INDICATES INTERIOR BEARING WALL BM_ INDICATES CONCRETE BEAM AS W Q PER DETAILS ON SHEET S-8 _= INDICATES HEADER SEAM INDICATES 1/2" CDX PLYWOOD FB- INDICATES 2.0E MICROLAM LVL FLOOR BEAM. SEE PLAN FOR SIZE �W CEILING DIAPHRAGM L-1 INDICATES ICF LINTEL BEAM, SEE C# INDICATES MASONRY COLUMN AS SHEET S-6 STRUCTURAL SHEET S-9 PER STRUCTURAL INDICATES 1pc SIMPSON MGT ILL x INDICATES 1pc SIMPSON HTS24 WW�UN TWISTED STRAP OR SIMPSON MSTA24 FLAT STRA U WINDOWS OPENING AS PER PLAN ADD 1-#5 HORIZONTAL AT WINDOW SILL LOCATION 6"x6" P.T. SYP No.2 POST 1 pc SIMPSON ABU66 POST BASE. DRILL 8" AND EPDXY 5/8 "Ox10" HOT DIPPED GALVANIZED THREADED STUD. FASTEN w/ 12-16d HOT DIPPED GALVANIZED COMMON WIRE NAILS DINING ROOM 6"x6" POST w SIMPSON ABU66 POST BASE 1 DETAIL S-7 SCALE: 3/4" = 1'-0" 6"x6" P.T SYP No.2 (3)1.75"x11.25" 2.0E POST BELOW MICROLAM LVL DINING ROOM FLOOR HEADER BEAM 1/2" CDX PYWOOD CEILING DIAPHRAGM. FASTEN w/ 8d 2pcs SIMPSON HTS24 TWISTED COMMON WIRE NAILS @ 6 O.C. STRAPS OR 2pcs SIMPSON MSTA24 FLAT STRAPS FROM EACH FLOOR EDGES AND 6" O.C. FIELD. HEADER BEAM TO THE 6"x6" POST DINING ROOM FLOOR HEADER BEAM BEARING AT 6"x6" POSTS 2 DETAIL S-7 SCALE: 11/2" = 1'-0" 12"x12" CMU COLUMN w/ 1-#5 VERTICAL IN EACH CORNER, SEE DETAIL 1/S-6. (TYPICAL 4 LOCATIONS) 9" ICF WALL FORMS 3ply 1.75"x14.0" 2.0E MICROLAM LVL REAR COVERED BALCONY ROOF HEADER BEAM ° le ° d d `4 . dm 1 pc SIMPSON HGUS5.50/14 FACE MOUNT HANGER. FASTEN w/ 22-16d COMMON CREATE 10" wide CONCRETE WIRE NAILS INTO BEAM AND LUG ON EXTERIOR SIDE OF 18pcs 1/4"Ox23/4" TAPCONS ICF WALL TO RECEIVE INTO 9" ICF LINTEL BEAM LUG SIMPSON HANGER ROOF BEAM TO ICF WALL LUG CONNECTION 3 DETAIL S-7 SCALE: 3/4" = 1'-0" Inuia 1-ffJ VLI\ 11\,Y1L /-\I CENTER OF EACH WINDOW AND AT EACH STRUCTURAL MULL LOCATION TYPICAL SILL AT WINDOW OPENING w/ STRUCTURAL MULLS 4 ELEVATION S-7 SCALE: 3/4" = 1'-0" 1-#4 HORIZONTAL @ 32" O.C. 2-#5 VERTICALS EACH SIDE OF WINDOW OPENINGS AS PER PLAN N rF***N W E S SCALE: 1/4" = 1'-0" 2' 4' 8' MAIN HOUSE SECOND LEVEL ALL REINFORCIN PLAN Sm7 SHEET 7 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRfSTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. MISUL T ING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 217-4707 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. cckathe@"gmail. N 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND ''19 FL P.E. 3682fti d OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL D owl ::)O W LL W aU 2 Q s'UW SmU Q ap W O N J Q Co I-`-Nco �- 00 Q o Irl- VCDWQCD W�t N = - CD1- c N D E 4 W Q Ucl) �W QWWIL-X ILL oW WW�UN U n_U_�jWo J � co ¢p O Q W W N Q ct W ril ILL 02o c:) ILL W = LL Z n - N rF***N W E S SCALE: 1/4" = 1'-0" 2' 4' 8' MAIN HOUSE SECOND LEVEL ALL REINFORCIN PLAN Sm7 SHEET 7 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRfSTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. MISUL T ING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 217-4707 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. cckathe@"gmail. N 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND ''19 FL P.E. 3682fti d OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL D owl ::)O W LL W aU 2 Q s'UW SmU Q ap W Z�Q NZ J N rF***N W E S SCALE: 1/4" = 1'-0" 2' 4' 8' MAIN HOUSE SECOND LEVEL ALL REINFORCIN PLAN Sm7 SHEET 7 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRfSTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. MISUL T ING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 217-4707 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. cckathe@"gmail. N 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND ''19 FL P.E. 3682fti d OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL 9" ICF WALL DETAILS OPENINGS TO 3'-4" WIDE, PROVIDE 1-#5 VERTICAL EACH SIDE OF OPENING. LOCATE BAR AT CENTER OF WALL AS SHOWN. ° 1-#5 VERTICAL @ 12"/24" O.C., SEE PLAN N 9" ICF WALL WINDOW/DOOR IN FORM, SEE FLOOR PLANS ROUGH OPENING UP TO 3'-6" MAX., #4 HORIZONTAL SEE PLAN @ 32" O.C. PLAN VIEW AT TYPICAL 9" ICF WINDOW/DOOR OPENING UP TO 3'-4" WIDE UP TO 11'-0" WALL HT. 1 DETAIL S-8 SCALE: 3/4" = 1'-0" FOR OPENING OVER 3'-6" TO 6'-4" WIDE, PROVIDE 2-#5 VERTICAL EACH SIDE OF OPENING. lklo 2"x10" P.T. SYP NO.2 WINDOW/DOOR BUCK, 1-#5 VERTICAL TYPICAL @ 12"/24" O.C., SEE PLAN N d _ -A' < .. F WALL WINDOW/DOOR FORM, SEE FLOOR PLANS ROUGH OPENING UP TO 6'-4" MAX., SEE PLAN PLAN VIEW AT TYPICAL 9" ICF WINDOW/DOOR OPENING UP TO 4'-4" WIDE UP TO ll' -O" WALL HT. 2 DETAIL S-8 SCALE: FOR OPENING OVER 6'-4" TO 7'-8" WIDE, PROVIDE 2-#5 VERTICAL EACH FACE, EACH SIDE OF OPENING. N #4 HORIZONTAL @ 32" O.C. 2"x10" P.T. SYP NO.2 1-#5 VERTICAL WINDOW/DOOR BUCK, @ 12"/24" O.C., TYPICAL SEE PLAN 0 • 9„ ICF WALL 6 3 WINDOW/DOOR FORM, SEE ROUGH OPENING UP TO 7'-8” MAX., FLOOR PLANS SEE PLAN PLAN VIEW AT TYPICAL 9" ICF OH DOOR OPENING UP TO 7'-8" WIDE UP TO 11'-0" WALL HT. 3 DETAIL S-8 SCALE: 3/4" 25" LAP MIN. 1-#5 VERTICAL EACH CORNER, INTERSECTION, AND @ 12"/24" O.C., FILL SOLID W/ 3000 psi CONCRETE CIL Q Lo N 9" ICF WALL SYSTEM TYPICAL CORNER SPLICE 4 SECTION S-8 SCALE: N A d ,; d N #4 HORIZONTAL @ 32" O.C. FASTEN SECOND 2"x4" FASTEN FIRST 2"x8" SPF NO.2 STUD TO - P.T. SYP NO.2 STUD TO FIRST STUD w/ 2 ROWS ICF CONCRETE CORE w/ 12d COMMON WIRE NAILS 2 ROWS 1/4"Ox31/4" HWH @ 12" O.C. TAPCONS @ 18" O.C. CUT BACK -OAM ' d i AS REQUIRED I; dl 1-#5 VERTICAL IN 9" ICF -BLOCK --/EACH CORNER WALL --ORMI IO L\—#4 HORIZONTAL @ 32" O.C. FASTEN SECOND 2"x4" SPF NO.2 STUD TO FIRST STUD w/ 2 ROWS HOT DIPPED GALVANIZED 12d COMMON WIRE NAILS @ 12" O.C., EACH LAYER. CUT BACK FOAM AS REQUIRED #4 HORIZONTAL @ 32" O.C. 1-#5 VERTICAL @ 12"/24" N SOLID W/ 3000 psi CONCRETE 1-#4 d V O.C. -- —INSTALL SPACING INSTALL 1 ROW OF %"Ox6" 9" ICF WALL WINDOW/DOOR IN FORM, SEE FLOOR PLANS ROUGH OPENING UP TO 3'-6" MAX., #4 HORIZONTAL SEE PLAN @ 32" O.C. PLAN VIEW AT TYPICAL 9" ICF WINDOW/DOOR OPENING UP TO 3'-4" WIDE UP TO 11'-0" WALL HT. 1 DETAIL S-8 SCALE: 3/4" = 1'-0" FOR OPENING OVER 3'-6" TO 6'-4" WIDE, PROVIDE 2-#5 VERTICAL EACH SIDE OF OPENING. lklo 2"x10" P.T. SYP NO.2 WINDOW/DOOR BUCK, 1-#5 VERTICAL TYPICAL @ 12"/24" O.C., SEE PLAN N d _ -A' < .. F WALL WINDOW/DOOR FORM, SEE FLOOR PLANS ROUGH OPENING UP TO 6'-4" MAX., SEE PLAN PLAN VIEW AT TYPICAL 9" ICF WINDOW/DOOR OPENING UP TO 4'-4" WIDE UP TO ll' -O" WALL HT. 2 DETAIL S-8 SCALE: FOR OPENING OVER 6'-4" TO 7'-8" WIDE, PROVIDE 2-#5 VERTICAL EACH FACE, EACH SIDE OF OPENING. N #4 HORIZONTAL @ 32" O.C. 2"x10" P.T. SYP NO.2 1-#5 VERTICAL WINDOW/DOOR BUCK, @ 12"/24" O.C., TYPICAL SEE PLAN 0 • 9„ ICF WALL 6 3 WINDOW/DOOR FORM, SEE ROUGH OPENING UP TO 7'-8” MAX., FLOOR PLANS SEE PLAN PLAN VIEW AT TYPICAL 9" ICF OH DOOR OPENING UP TO 7'-8" WIDE UP TO 11'-0" WALL HT. 3 DETAIL S-8 SCALE: 3/4" 25" LAP MIN. 1-#5 VERTICAL EACH CORNER, INTERSECTION, AND @ 12"/24" O.C., FILL SOLID W/ 3000 psi CONCRETE CIL Q Lo N 9" ICF WALL SYSTEM TYPICAL CORNER SPLICE 4 SECTION S-8 SCALE: N A d ,; d N #4 HORIZONTAL @ 32" O.C. FASTEN SECOND 2"x4" FASTEN FIRST 2"x8" SPF NO.2 STUD TO - P.T. SYP NO.2 STUD TO FIRST STUD w/ 2 ROWS ICF CONCRETE CORE w/ 12d COMMON WIRE NAILS 2 ROWS 1/4"Ox31/4" HWH @ 12" O.C. TAPCONS @ 18" O.C. CUT BACK -OAM ' d i AS REQUIRED I; dl 1-#5 VERTICAL IN 9" ICF -BLOCK --/EACH CORNER WALL --ORMI IO L\—#4 HORIZONTAL @ 32" O.C. FASTEN SECOND 2"x4" SPF NO.2 STUD TO FIRST STUD w/ 2 ROWS HOT DIPPED GALVANIZED 12d COMMON WIRE NAILS @ 12" O.C., EACH LAYER. CUT BACK FOAM AS REQUIRED #4 HORIZONTAL @ 32" O.C. 1-#5 VERTICAL @ 12"/24" O.C., FILL SOLID W/ 3000 psi CONCRETE 1-#4 HORIZONTAL @ 32" O.C. 9" ICF WALL SYSTEM TYPICAL HORIZONTAL SPLICE 5 SECTION S-8 SCALE: 3/4" = 1'-0" Z. "x4" WALL STUDS TO " ICF WALL CONNECTION 76'NDETAIL -8 SCALE: 3/4" = 1'-0" ELEVATOR EXTERIOR FASTEN FIRST 2"x4" P.T. SYP NO.2 STUD TO ICF CONCRETE CORE w/ 2 ROWS 1/4"Ox31/4" HWH TAPCONS @ 18" O.C. ----1-#5 VERTICAL @ 12" O.C. � 9" ICF -BLOCK WALL FORM " ,4" P.T. SYP NO.2 9" ICF WALL COW 7 D ETAI L \ >-8 SCALE: 3/4" = 1'-0" WINDOW OPENIN AS PER PLA ADD 1-#5 HORIZONTA AT WINDOW SIL LOCATIO WINDOW OPENIN AS PER PLA ADD 1-#5 HORIZONTA AT WINDOW SIL LOCATIO FASTEN 2"x10"P.T. 9" ICF SYP No.2 WINDOW BUCK TO LINTEL BEAM ICF WALL SYSTEM. INSTALL W/ STIRRUPS OR TIES REMARKS SECTION N0. REFERENCE ONE OF THE THREE METHODS MIDDLE BAR — — — — —17 -- —INSTALL SPACING INSTALL 1 ROW OF %"Ox6" HEX HEAD LAG SCREWS — — — — — — — — 3-#6 HEX HEAD LAG SCREWS 3-#5 #3 6" O.C. AROUND THE PERIMETER OF EAST PORCH 13/S-8 @ 24" O.C. STAGGERED 12"x221/2" THE DOOR BUCKS PRIOR TO 3-#5 - 3-#5 AROUND THE PERIMETER OF CONCRETE PLACEMENT. 2 SOUTH PORCH 13/S-8 BM -3 INSTALL 4pcs. MINIMUM THE WINDOW BUCKS PRIOR 3-#6 - EACH SIDE. 12 6" O.C. 2 TO CONCRETE PLACEMENT. 13/S-8 CLEAR COVER SCHEDULE S_g _ d.. INSTALL 3pcs. MINIMUM (STEMINSTALL COMMON WIRE NAILS @ 12" N 9" �U) AROUND THE PERIMETER OF EACH SIDE. 3-#5 BOTTOM 2"x8" P.T. SYP NO.2 LEDGER THE DOOR BUCKS PRIOR TO OR 5/8 "4X10" HOT DIPPEDIBM-31 CONCRETE PLACEMENT. ow INSTALL TWO ROWS 16d ww�Uti INSTALL 10pcs. MIN. COMMON WIRE NAILS @ 12" U_ ryUU)<to OR AROUND THE PERIMETER OF INSTALL TWO ROWS 1/4"0x31/4" � TAPCONS @ 24" O.C. STAGGERED THE WINDOW BUCKS PRIOR AROUND THE PERIMETER OF DOOR U)m BUCKS PRIOR TO OR AFTER TO CONCRETE PLACEMENT. CONCRETE PLACEMENT. INSTALL 5pcs. MIN. EACH SIDE. INSTALL 8pcs. MIN. EACH SIDE DOOR BUCK FASTENING TO 9" ICE WALL SYSTEM 11 OR S-8 SCALE: 3/4" = 1'-0" 2Ooarn INSTALL TWO ROWS 1/4"Ox31/4" u- Q�NLu-r TAPCONS @ 24" O.C. STAGGERED Z a - AROUND THE PERIMETER OF WINDOW BUCKS PRIOR TO OR AFTER CONCRETE PLACEMENT. INSTALL 3pcs. MIN. EACH SIDE. 71 WINDOW BUCK FASTENING TO 9" ICF WALL SYSTEM ri o SECTION S-8 SCALE: 3/4" = 1'-0" 1-#4 HORIZONTAL @ 32" O.C. #5 VERTICALS EACH SIDE OF WINDOW OPENINGS AS PER PLAN rr- —1-11- . .- @ 12 O.C. BELOW EACH WINDOW AND AT EACH STRUCTURAL MULL LOCATION YPICAL SILL AT FIRST LEVEL WINDOW OPENING 8 ELEVATION S-8 SCALE: 3/4" = 1'--0" FASTEN 2"x10" P.T. 9" ICF SYP No.2 DOOR BUCK TO LINTEL BEAM ICF WALL SYSTEM. INSTALL W/ STIRRUPS OR TIES REMARKS SECTION N0. REFERENCE ONE OF THE THREE METHODS MIDDLE BAR — — — — — — — INSTALL 1 ROW OF 3/8 "Ox6" SPACING TYPE HEX HEAD LAG SCREWS 81/2 "x16" EL. +12'-11/4" 3-#6 @ 24" O.C. STAGGERED 3-#5 #3 6" O.C. AROUND THE PERIMETER OF EAST PORCH 13/S-8 BM -2 12"x221/2" THE DOOR BUCKS PRIOR TO 3-#5 - 3-#5 #3 CONCRETE PLACEMENT. 2 SOUTH PORCH 13/S-8 BM -3 INSTALL 4pcs. MINIMUM EL. +12'-83/4" 3-#6 - EACH SIDE. #3 6" O.C. 2 ICF OR 13/S-8 CLEAR COVER SCHEDULE ALL TWO ROWS 16d _ d.. N (STEMINSTALL COMMON WIRE NAILS @ 12" N 9" �U) AROUND THE PERIMETER OF 3-#5 BOTTOM 2"x8" P.T. SYP NO.2 LEDGER THE DOOR BUCKS PRIOR TO w/ 5/8 "4X10" HOT DIPPEDIBM-31 CONCRETE PLACEMENT. ow ww�Uti INSTALL 10pcs. MIN. EACH SIDE U_ ryUU)<to OR INSTALL TWO ROWS 1/4"0x31/4" � TAPCONS @ 24" O.C. STAGGERED SLAB AROUND THE PERIMETER OF DOOR U)m BUCKS PRIOR TO OR AFTER W¢Q CONCRETE PLACEMENT. INSTALL 5pcs. MIN. EACH SIDE. Qry DOOR BUCK FASTENING TO 9" ICE WALL SYSTEM 11 SECTION S-8 SCALE: 3/4" = 1'-0" 1pc 2"x10" P.T.SYP No.2 WINDOW/DOOR BUCK INTERIOR WINDOW EXTERIOR FASTEN 2"X10" P.T. SYP No.2 WINDOW/DOOR BUCK TO 9" ICF CONCRETE CORE w/ 2 ROWS OF 1/4 "Ox31/4 " HWH TAPCONS @ 24" O.C., STAGGERED. MAINTAIN 11/2" MINIMUM EDGE DISTANCE 9" ICF WINDOW/DOOR BUCK FASTENING 12 DETAIL S-8 SCALE: 11/2" = 1'-0" C O N C R E T E B E A M S C H E D U L E BEAM MARK SIZE w x d TOP OF BEAM ELEVATION LONGITUDINAL REINFORCEMENT STIRRUPS OR TIES REMARKS SECTION N0. REFERENCE BOTTOM MIDDLE BAR TOP SIZE SPACING TYPE BM -1 81/2 "x16" EL. +12'-11/4" 3-#6 - 3-#5 #3 6" O.C. 2 EAST PORCH 13/S-8 BM -2 12"x221/2" EL. +12'-83/4" 3-#5 - 3-#5 #3 9" O.C. 2 SOUTH PORCH 13/S-8 BM -3 9"x16" EL. +12'-83/4" 3-#6 - 3-#5 #3 6" O.C. 2 EAST PORCH 13/S-8 CLEAR COVER SCHEDULE SECOND LEVEL 7-7 9" ICF WALL #4 TEMPERATURE #5 BOTTOM @ 12" O.C. ABOVE ' REINFORCING @ 12" O.C. #5 TOP w/ STD 90° BEND 1-#4 HORIZONTAL @ 32" O.C. #5 VERTICALS EACH SIDE OF WINDOW OPENINGS AS PER PLAN rr. @ 24" O.C. BELOW EACH WINDOW CAL SILL AT SECOND LEVEL WI N DC rq-,� ELEVATION S-8 SCALE: 3/4" PENING EACH END @ 12" O.C. sl. 3-#5 TOP, N , CONTINUOUS CN #3 CLOSED STIRRUPS @ 6" O.C. O 3-#6 BOTTOM I ° `v 12" 2"x10" P.T. SYP NO.2 LEDGER CAMBER +3/g" w/ 5/s"0x10" HOT DIPPED AT MIDDLE SPAN GALVANIZED ANCHOR BOLT B —M--21 w/ 2"x2%1/8" PLATE CAMBER +1/4" CAMBER +1/4" WASHER @ 19.2" O.C. AT END SPANS AT END SPANS NO CAMBER AT MIDDLE SPAN SECOND LEVEL 2-#5 TOP, 10 20 30 4 TYPICAL BEAM STIRRUP & TIE TYPES DESCRIPTION BOAR BAR BOTTOM ELEVATED BEAMS 2" 2" ELEVATED SLABS 2" 2" SECOND LEVEL 7-7 9" ICF WALL #4 TEMPERATURE #5 BOTTOM @ 12" O.C. ABOVE ' REINFORCING @ 12" O.C. #5 TOP w/ STD 90° BEND 1-#4 HORIZONTAL @ 32" O.C. #5 VERTICALS EACH SIDE OF WINDOW OPENINGS AS PER PLAN rr. @ 24" O.C. BELOW EACH WINDOW CAL SILL AT SECOND LEVEL WI N DC rq-,� ELEVATION S-8 SCALE: 3/4" PENING EACH END @ 12" O.C. sl. 3-#5 TOP, N , CONTINUOUS CN #3 CLOSED STIRRUPS @ 6" O.C. O 3-#6 BOTTOM I ° `v 12" 2"x10" P.T. SYP NO.2 LEDGER CAMBER +3/g" w/ 5/s"0x10" HOT DIPPED AT MIDDLE SPAN GALVANIZED ANCHOR BOLT B —M--21 w/ 2"x2%1/8" PLATE CAMBER +1/4" CAMBER +1/4" WASHER @ 19.2" O.C. AT END SPANS AT END SPANS NO CAMBER AT MIDDLE SPAN CONCRETE BEAMS 13 DETAIL S-8 SCALE: 3/4" = 1'-0" SECOND LEVEL 2-#5 TOP, #5 VERTICAL DOWELS 9" ICF WALL ;� CONTINUOUS BEYOND AS PER BEYOND I #3 CLOSED STRUCTURAL #5 VERTICAL DOWELS N STIRRUPS SHEET S-7 BEYOND AS PER j @ 8" O.C. 0 N STRUCTURAL co m 0?HER STRUCTURES" MENTIONED IN NOTE 2. SHEET S-7 /,FADD 1- 4x5'-6" # 3-#5 TOP, _ • s • CONTINUOUS Q N �__ L #3 CLOSED N STIRRUPS @ 9" O.C. 4 3-#5 BOTTOM _ d.. N N 9" �U) QWu1LL11C 3-#5 BOTTOM 2"x8" P.T. SYP NO.2 LEDGER w/ 5/8 "4X10" HOT DIPPEDIBM-31 CONCRETE BEAMS 13 DETAIL S-8 SCALE: 3/4" = 1'-0" w SHEET 8 OF 17 03/01/2018 �Q CD N ry �o ESTABLISHED IN SECTION 628-33 FLORIDA ADMINISTRATIVE CODE. IZ Co CD N 4 Q co co WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. W 0 N co co m 0?HER STRUCTURES" MENTIONED IN NOTE 2. voW<tdo- RAISED SEAL � Q N w<� Ua�O0) �U) QWu1LL11C ow ww�Uti U_ ryUU)<to J � U) Q Q<t�_WN U)m ti W¢Q Qry co amu -=`t �O 2Ooarn u- Q�NLu-r Z a - w SHEET 8 OF 17 03/01/2018 �Q BUILDING PERMIT ISSUE 0Lij ry �o ESTABLISHED IN SECTION 628-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE WaU 2 Q w Qm SmU WNZ AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED Z�Q WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. W a O WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND m 0?HER STRUCTURES" MENTIONED IN NOTE 2. SCALE: 3/4" = 1'-0" 1' 2' 9" ICF WALL DETAILS GALVANIZED ANCHOR BOLT w/ 2%2%1/8" PLATE CAMBER +1/4" WASHER @ 19.2" O.C. Sm8 SHEET 8 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WIl H THE STANDARDS CHRISTOPHER C. KATHIE,_INC. ESTABLISHED IN SECTION 628-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 217-4707 cckathe@gmail. WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USEi INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND �°" FL P.E. 3680 0?HER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL 9» N 9„ SECOND LEVEL 9" ICF WALL ABOVE w/ 1-#5 VERTICAL @ 24" O.C. 1-#5 HORIZONTAL AT TOP, CONTINUOUS 1-#5 HORIZONTAL AT MIDDLE s v ' I". #3 PRE-BENT SECOND LEVEL Q w/ 1/2 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLT STIRRUPS @ 12" O.C. GALVANIZED z 9" ICF WALL ABOVE ACROSS LINTEL WASHER @ 24" O.C. N O F— Lli� U WASHER @ 24" O.C. s w/ 1-#5 VERTICAL 9" ICF FORM z z Q z Q "@ N 24" O.C. U O z J N w/ 1-#5 VERTICAL y. I. _ Q LL 1-#5 HORIZONTAL ry o N _j Q z Q Q N �Q � I" I ; AT TOP, CONTINUOUS _ o u Q Q ( I Q = 0 CyN ; ,f SPAN AND EXTEND #3 PRE-BENT N z = Q w J QI OPENING CONTINUOUS L-12 " ACROSS LINTEL STIRRUPS @ 12 O.C. ^U- N SPAN AND EXTEND N w U V-0" MIN. BEYOND ROUGH #3 PRE-BENT ,--l-#5 HORIZONTAL 0_UcoQo `" Q ow OPENING ,' Iw—Q #3 PRE-BENT g : I AT MIDDLE ;n w STIRRUPS @ 6" O.C. I Q lij I STIRRUPS @ 8" O.C. Q N (o O AT TOP, CONTINUOUS HORIZONTAL 9" ICF FORM z �Q N Q L, j l I z o �Q wLij v 1-#5 HORIZONTAL I AT MIDDLEz w I a - AT BOTTOM, CONT. • AT MIDDLE z Q 40 I ACROSS LINTEL 9" ICF F RM N 1-#5 HORIZONTAL ^ SPAN AND EXTEND I N N 1'-0" MIN. BEYOND _ CO _ o Q NOTE: FACE OF ROUGH STIRRUPS @ 6" O.C. 2'-6"deep AT • L-11 OPENING N W w DINING ROOM I. 1-#5 HORIZONTAL N 9„ SECOND LEVEL 9" ICF WALL ABOVE w/ 1-#5 VERTICAL @ 24" O.C. 1-#5 HORIZONTAL AT TOP, CONTINUOUS 1-#5 HORIZONTAL AT MIDDLE s v ' 2"x10" P.T. SYP NO.2 PLATE #3 PRE-BENT _j Q Q w/ 1/2 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLT STIRRUPS @ 12" O.C. GALVANIZED z �_ ACROSS LINTEL WASHER @ 24" O.C. N O F— Lli� U WASHER @ 24" O.C. s AT TOP, CONTINUOUS 9" ICF FORM z z Q z Q I N _ U O z ' z w/ 1-#5 VERTICAL Q = Q LL r J ry o N !; 1-#5 HORIZONTAL N �Q � w`L I ; i AT BOTTOM, CONT. C/O w w Q Q ( ACROSS LINTEL = 0 CyN cn SHEARWALL SPAN AND EXTEND L-21 1'-0" MIN. BEYOND N 1'-0" MIN. BEYOND FACE OF ROUGH w FACE OF ROUGH OPENING CONTINUOUS L-12 OPENING ACROSS LINTEL °I FIRST LEVEL LINTEL FIRST LEVEL LINTEL SECTION 2 SECTION S-9 SCALE: 3/4" = 1'-0" S-9 SCALE: 3/4" = 1'-0" SECOND LEVEL LINTEL 8 SECTION I<-9 SCALE: 3/4" +21'-11/8" 2"x10" P.T. SYP NO.2 PLATE P.T. SYP NO.2 PLATE OF w/ 1/2 "Ox10" HOT DIPPED w/ 1/2 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLT TOP GALVANIZED w/ 2%2%1/8" PLATE �_ ACROSS LINTEL WASHER @ 24" O.C. PLATE L- 24 1-#5 HORIZONTAL WASHER @ 24" O.C. N AT TOP, CONTINUOUS 9" ICF WALL ABOVE J 1 rolr Q z Q ; 9" ICF FORM CONTINUOUS �Q I z wv z w/ 1-#5 VERTICAL Q = I f I #3 PRE-BENT r J ry o N STIRRUPS @ 12" O.C. Z Q LL �Q � w`L Li 1-#5 HORIZONTAL @ 24 O.C. C/O AT BOTTOM, CONT. Q Q ACROSS LINTEL IZONTALN = 0 CyN SPAN AND EXTEND SHEARWALL yI ; . L-21 1'-0" MIN. BEYOND 1-#5 HORIZONTAL 1-#5 HORIZONTAL FACE OF ROUGH w U OPENING SECOND LEVEL LINTEL 8 SECTION I<-9 SCALE: 3/4" SECOND LEVEL LINTEL 9 SECTION S-9 SCALE: 3/4" = 1'-0" 2"x10" P.T. SYP No.2 TOP PLATE w/ 1/2 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLTS w/ 2%2%1/8" PLATE WASHER @ 24" O.C. --------a---------- - — — — — — — —+ — — — — — — — — — — 1-#5 TOP, CONTINUOUS EL. +21'-11/8" 2"x10" P.T. SYP NO.2 PLATE OF PLATE w/ 1/2 "Ox10" HOT DIPPED Holed TOP GALVANIZED ANCHOR BOLT �_ ACROSS LINTEL w/ 2%2%1/8" PLATE L- 24 1'-0" MIN. BEYOND WASHER @ 24" O.C. FACE OF ROUGH CAMBER +1/4" 9" ICF WALL ABOVE 1-#5 HORIZONTAL rolr N N AT TOP, CONTINUOUS CONTINUOUS J AT TOP, CONTINUOUS z_ z w/ 1-#5 VERTICAL 9" ICF FORM O r J v ; BEYOND Z � F-- Q �Q � w`L " Li @ 24 O.C. #3 PRE-BENT TIE @ 8" O.C. Q Q STIRRUPS @ 6" O.C. IZONTALN = 0 CyN = N SHEARWALL yI ; . Q 0 1-#5 HORIZONTAL 1-#5 HORIZONTAL N w U AT BOTTOM, CONT. CONTINUOUS Li Li Li bi ACROSS LINTEL °I ^U- AT TOP, CONTINUOUS SPAN AND EXTEND EXTEND BEYOND w FL -22 V-0" MIN. BEYOND ROUGH #3 PRE-BENT FACE OF ROUGH 0_UcoQo Q OPENING SECOND LEVEL LINTEL 9 SECTION S-9 SCALE: 3/4" = 1'-0" 2"x10" P.T. SYP No.2 TOP PLATE w/ 1/2 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLTS w/ 2%2%1/8" PLATE WASHER @ 24" O.C. --------a---------- - — — — — — — —+ — — — — — — — — — — 1-#5 TOP, CONTINUOUS EL. +21'-11/8" 2"x10" P.T. SYP 110.2 TOP OF PLATE EL. +20'-115/8" Holed TOP OF ICF WALL '\-1-#5 BOTTOM #3 STIRRUPS @ 12" O.C. "L-21" ICF LINTEL BEAM ABOVE TYPICAL WINDOW OPENING #4 HORIZONTAL @ 32" O.C. #5 VERTICAL WALL REINFORCING AS PER SHEET S-7 9" ICF WALL FORMS TYPICAL SECOND LEVEL 9" ICE WALL TO LINTEL BEAM CONNECTION 14 DETAIL J-9SCALE: 3/4" FIRST LEVEL LINTEL FIRST LEVEL LINTEL FIRS 3 SECTION K-4 SECTION r5 `-9 SCALE: 3/4„ = 1,-0„ �_9 SCALE: 3/4" = 1._0„ S-9 +21'-11/8" 2"x10" P.T. SYP 110.2 PLATE OF #3 PRE-BENT w/ 1/2 "Ox10" HOI " Holed SECOND LEVEL GALVANIZED ANCHOR BOLT �_ ACROSS LINTEL SECOND L.EVEL TE L- 24 1'-0" MIN. BEYOND WASHER @ 24" O.C. FACE OF ROUGH CAMBER +1/4" 9" ICF WALL ABOVE 1-#5 HORIZONTAL rolr w/ 1 #5 VERTICAL N 9" ICF WALL CONTINUOUS J AT TOP, CONTINUOUS (.0 z w/ 1-#5 VERTICAL , 9" ICF F RM C O IW- BEYOND z �Q � w`L " @ 24 O.C. . #3 PRE-BENT TIE @ 8" O.C. � Q 1-#5 HO IZONTALN = N SHEARWALL yI ; . ` 1-#5 HORIZONTAL -l-#5 HORIZONTAL N w U AT TOP, CONTINUOUS Li bi ACROSS °I ^U- AT TOP, CONTINUOUS SPAN AND IL -23 1'-0" MIN. EXTEND BEYOND w W FACE OF ROUGH #3 PRE-BENT OPENING 0_UcoQo Q ,' #3 PRE-BENT � cn Q ^ 1-#5 HORIZONTAL STIRRUPS @ 6" O.C. I Q lij I STIRRUPS @ 8" O.C. Q -� 2� Q� AT TOP, CONTINUOUS HORIZONTAL z �Q j l 1-#5 HORIZONTAL z o �Q wLij v I AT MIDDLEz Q a - • AT MIDDLE z Q I #3 PRE-BENT CLOSED 9" ICF F RM N 1-#5 HORIZONTAL = o N I 9" ICF FORM N _ CO _ o Q STIRRUPS @ 6" O.C. 1-#5 HORIZONTAL • $ { AT MIDDLE N W w I. 1-#5 HORIZONTAL N w w AT BOTT M, CONT. N h w a oil I AT BOTTOM, CONT.Ld N ACROSS INTEL ACROSS LINTEL SPAN AN EXTEND SPAN AND EXTEND N 1'-0" M11\. BEYOND N 1'-0" MIN. BEYOND N i FACE OF ROUGH NOTE: FACE OF ROUGH . ' AT BOTTOM CONT. L-13 OPENING 2'-6"deep AT L-14 OPENING FRONT DOOR AT BOTTOM, CONT. ACROSS LINTEL FIRST LEVEL LINTEL FIRST LEVEL LINTEL FIRS 3 SECTION K-4 SECTION r5 `-9 SCALE: 3/4„ = 1,-0„ �_9 SCALE: 3/4" = 1._0„ S-9 SECOND LEVEL LINTEL 10 SECTION S-9 SCALE: 3/4" 2"x10" P.T. SYP NO.2 PLATE w/ 1/2 "ox10" HOT DIPPED GALVANIZED ANCHOR BOLT w/ 2%2%1/8" PLATE WASHER @ 24" O.C. 1-#5 HORIZONTAL AT TOP, CONTINUOUS i i 9" ICF FORM +21'-11/8" 2"x10" P.T. SYP 110.2 PLATE OF #3 PRE-BENT w/ 1/2 "Ox10" HOI DIPPED Holed 2-#5 HORIZONTAL GALVANIZED ANCHOR BOLT �_ ACROSS LINTEL w/ 2%2%1/8" PL TE L- 24 1'-0" MIN. BEYOND WASHER @ 24" O.C. FACE OF ROUGH CAMBER +1/4" OPENING 1-#5 HORIZONTAL rolr w/ 1 #5 VERTICAL N AT TOP, CONTINUOUS J AT TOP, CONTINUOUS (.0 z _ , 9" ICF F RM C O IW- I d z �Q � w`L 9" ICF INTERIOR w . #3 PRE-BENT TIE @ 8" O.C. � Q STIRRUP @ 8" O.C. = N SHEARWALL ` of 0 Q\ -l-#5 HORIZONTAL w w U AT BOTTOM, CONT. Li bi ACROSS LINTEL ^U- AT TOP, CONTINUOUS SPAN AND IL -23 1'-0" MIN. EXTEND BEYOND w W FACE OF ROUGH ti OPENING 0_UcoQo SECOND LEVEL LINTEL 10 SECTION S-9 SCALE: 3/4" 2"x10" P.T. SYP NO.2 PLATE w/ 1/2 "ox10" HOT DIPPED GALVANIZED ANCHOR BOLT w/ 2%2%1/8" PLATE WASHER @ 24" O.C. 1-#5 HORIZONTAL AT TOP, CONTINUOUS i i 9" ICF FORM SECOND LEVEL LINTEL 11 SECTION S-9 SCALE: 3/4" 2%10" P.T. SYP No.2 TOP PLATE w/ 1/2 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLTS w/ 2%2%1/8" PLATE WA HER @ 24" O.C. +21'-11/8" .. I4 OF #3 PRE-BENT EL. STIRRUPS @ 8" O.C. Holed 2-#5 HORIZONTAL OF AT BOTTOM, CONT. �_ ACROSS LINTEL U- SPAN AND EXTEND L- 24 1'-0" MIN. BEYOND 2-#5 HORIZONTAL FACE OF ROUGH CAMBER +1/4" OPENING SECOND LEVEL LINTEL 11 SECTION S-9 SCALE: 3/4" 2%10" P.T. SYP No.2 TOP PLATE w/ 1/2 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLTS w/ 2%2%1/8" PLATE WA HER @ 24" O.C. I I I I I I —i----1-- l_ „I4 1-#5 TOP, CONTINUOUS M EL. +21'-11/8" i TOP OF PLATE EL. +20-115/8" Holed TOP OF ICF WALL I I I I I I —i----1-- l_ „I4 1-#5 TOP, CONTINUOUS M EL. +21'-11/8" SECOND LEVEL TOP OF PLATE EL. +20-115/8" Holed TOP OF ICF WALL �- 2-#5 BOTTOM #3 STIRRUPS @ 8" O.C. "L-24" ICF LINTEL BEAM ABOVE MASTER BEDROOM DOOR OPENING #4 HORIZONTAL @ 32" O.C. 61/2%12" IN -WALL CONCRETE COLUMN w/ 2-#5 VERTICAL EACH FACE #3 CLOSED TIES @ 8" O.C. OND LEV L 61 "x12" IN -WALL CONCRE COLUMN TO LINTEL BEAM CONNECTION 15 DETAIL S-9 SCALE: 9„ 9" 9„ 1 ----SECOND LEVEL 9" ICF WALL BEYOND AT BOTTOM CAMBER +1/4" _EVEL LINTEL FIRST LEVEL LINTEL FIRST LEVEL LINTEL ECTI ON 6 SECTION 7 SECTION ;ALE: 3/4" SCALE: 3/4" = 1'-0" S-9 SCALE: 3/4" #5 VERTICAL DOWELS @ 24" 0 C FOR SECOND 2"x10" P.T. SYP NO.2 PLATEEL. +12'-8" w/ 1/2 "bx1TOP OF ICF WALL 0" HOT DIPPED LEVEL 9" ICF WALL GALVANIZED ANCHOR BOLT 9" ICF W/ 2"x2%1/8" PLATE WALL FORMS 1-#5 TOP, CONTINUOUS WASHER @ 24" O.C. _ --- �1-#5 HORIZONTAL N I Ivr, vlv Invvvv.� it I—1p — #n MILJULL \ 9" ICF FORM n l I I I ^ I I I #3 PRE-BENT CLOSED STIRRUPS @ 6" O.C. 1-#5 HORIZONTAL AT BOTTOM, CONT. ACROSS LINTEL SPAN AND EXTEND 1'-0" MIN. BEYOND FACE OF ROUGH OPENING SECOND LEVEL LINTEL r12 SECTION S-9 SCALE: 3/4" = 1'-0" I I N I I 1-#5 BOTTOM II I I - - - - -------- - #3 STIRRUPS @ 12" O.C. F7"L-11" ICF LINTEL BEAM ABOVE TYPICAL WINDOW OPENING I, } #4 HORIZONTAL @ 32" O.C. II I #5 VERTICAL WALL REINFORCING @ 12" O.C. AS PER SHEET S-6 TYPICAL FIRST LEVEL 9" ICF WALL TO LINTEL BEAM CONNECTION 13 DETAIL S-9 SCALE: 3/4" = 1'-0" 2"x10" P.T. SYP No.2 TOP PLATE w/ 1/2 "Ox10" HOT DIPPED GALVANIZED 1-#5 TOP, CONTINUOUS ANCHOR BOLTS w/ 2%2%1/8" PLATE WASHER @ 24" O.C. ArjhEL. +21'-11/8" L SECOND LEVEL I. co N Holed 0— M CD �_ 9" ICF WALL ABOVE U- Wa =U U¢ QW 2-#5 HORIZONTAL WNZ mU Q T_ rolr w/ 1 #5 VERTICAL ADD Q a O AT TOP, CONTINUOUS (.0 SECOND LEVEL c1 j @ 24 O.C. 1-#3 VERTICAL IW- 13» #3 CLOSED w`L 9" ICF INTERIOR d I TIE @ 8" O.C. � STIRRUPS @ 8" O.C. SHEARWALL ` 1-#5 HORIZONTAL N w w U X BEYOND BEYOND ^U- AT TOP, CONTINUOUS ® W w W _ U ti U_ 0_UcoQo J N ^ 1-#5 HORIZONTAL �ti I I #3 PRE-BENT lij U�- Z�t 2� Q� AT TOP, CONTINUOUS STIRRUPS @ 12 O.C. �Oo�CD U— Q�NW2 Z a - #3 PRE-BENT CLOSED ' 1-#5 HORIZONTAL N STIRRUPS @ 6" O.C. • $ { AT MIDDLE 9" ICF FORMLo N h a 19 „ ICF FORM I 1-#5 HORIZONTAL ," -� N i 1-#5 HORIZONTAL . ' AT BOTTOM CONT. AT BOTTOM, CONT. ACROSS LINTEL I I ACROSS LINTEL SPAN AND EXTEND ^ `v 61/2 2-#5 HORIZONTAL - SPAN AND EXTEND `V " 1'-0" MIN. BEYOND AT BOTTOM 1 -0 MIN. BEYOND FACE OF ROUGH ADD ADD 1-#5 HORIZONTAL FACE OF ROUGH L-15 OPENING 1-#5 HORIZONTAL L-16 AT MIDDLE OPENING AT BOTTOM CAMBER +1/4" _EVEL LINTEL FIRST LEVEL LINTEL FIRST LEVEL LINTEL ECTI ON 6 SECTION 7 SECTION ;ALE: 3/4" SCALE: 3/4" = 1'-0" S-9 SCALE: 3/4" #5 VERTICAL DOWELS @ 24" 0 C FOR SECOND 2"x10" P.T. SYP NO.2 PLATEEL. +12'-8" w/ 1/2 "bx1TOP OF ICF WALL 0" HOT DIPPED LEVEL 9" ICF WALL GALVANIZED ANCHOR BOLT 9" ICF W/ 2"x2%1/8" PLATE WALL FORMS 1-#5 TOP, CONTINUOUS WASHER @ 24" O.C. _ --- �1-#5 HORIZONTAL N I Ivr, vlv Invvvv.� it I—1p — #n MILJULL \ 9" ICF FORM n l I I I ^ I I I #3 PRE-BENT CLOSED STIRRUPS @ 6" O.C. 1-#5 HORIZONTAL AT BOTTOM, CONT. ACROSS LINTEL SPAN AND EXTEND 1'-0" MIN. BEYOND FACE OF ROUGH OPENING SECOND LEVEL LINTEL r12 SECTION S-9 SCALE: 3/4" = 1'-0" I I N I I 1-#5 BOTTOM II I I - - - - -------- - #3 STIRRUPS @ 12" O.C. F7"L-11" ICF LINTEL BEAM ABOVE TYPICAL WINDOW OPENING I, } #4 HORIZONTAL @ 32" O.C. II I #5 VERTICAL WALL REINFORCING @ 12" O.C. AS PER SHEET S-6 TYPICAL FIRST LEVEL 9" ICF WALL TO LINTEL BEAM CONNECTION 13 DETAIL S-9 SCALE: 3/4" = 1'-0" 2"x10" P.T. SYP No.2 TOP PLATE w/ 1/2 "Ox10" HOT DIPPED GALVANIZED 1-#5 TOP, CONTINUOUS ANCHOR BOLTS w/ 2%2%1/8" PLATE WASHER @ 24" O.C. ArjhEL. +21'-11/8" NOTE: 2"x10" P.T. SYP No.2 BUCKS NOT SHOWN FOR CLARITY TOP OF PLATE EL. +20'-115/8" TOP OF ICF WALL 2-#5 BOTTOM #3 STIRRUPS @ 8" O.C. "L-24" ICF LINTEL BEAM ABOVE MASTER BEDROOM DOOR OPENING 61/2%20" IN -WALL CONCRETE COLUMN w/ 4-#5 VERTICAL EACH FACE #3 CLOSED TIES @ 8" O.C. SECOND LEVEL 61/2 "x20" IN -WALL CONCRETE COLUMN TO LINTEL BEAM CONNECTION rl 6 DETAIL S-9 SCALE: 3/4" = 1'-0" L RL I. co N Holed 0— M CD N NOTE: 2"x10" P.T. SYP No.2 BUCKS NOT SHOWN FOR CLARITY TOP OF PLATE EL. +20'-115/8" TOP OF ICF WALL 2-#5 BOTTOM #3 STIRRUPS @ 8" O.C. "L-24" ICF LINTEL BEAM ABOVE MASTER BEDROOM DOOR OPENING 61/2%20" IN -WALL CONCRETE COLUMN w/ 4-#5 VERTICAL EACH FACE #3 CLOSED TIES @ 8" O.C. SECOND LEVEL 61/2 "x20" IN -WALL CONCRETE COLUMN TO LINTEL BEAM CONNECTION rl 6 DETAIL S-9 SCALE: 3/4" = 1'-0" W Cn co N Q 0— M CD N �t U- Wa =U U¢ QW ED WNZ mU Q T_ U o WCD Q a O (.0 — c1 = O IW- w`L � Ua�O a Q w w U X ^U- ® W w W U ti U_ 0_UcoQo J �ti lij U�- Z�t 2� Q� �Oo�CD U— Q�NW2 Z a - W Cn � Q 0 W� ::)o iii U- Wa =U U¢ QW ED WNZ mU W a O m SCALE: 3/4" = 1'-0" 1' 2' ISS 9" ICF LINTEL BEAM DETAILS smg SHEET 9 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE, CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI ASCE 7-12 "MINIMUM DESIGN LOADS I OR BUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES' TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 2.1 7M WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. cckathe gmail. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 3 2 OTHER STRUCTURES' MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD TRUSSES w/ 10d COMMON WIRE NAILS @ 4" O.C. EDGES AND 6" O.C. FIELD SINGLE 2"x8" SYP NO.2 FLOOR SUPPORT LEDGER. SEE DETAIL 3/S-10 tl 1 " I I # TOP CHORD BEARING I' D BL '48" FLOOR TRUSSES; (TYPICAL) z L__7 -_ 7 T SINGLE 2"x8" SYP NO.2 -� FLOOR SUPPORT LEDGER. SEE DETAIL 3/S-10 2"x8" SYP NO.2-___1' STAIR LANDING 6 JOISTS @ 12" O.C. ------ SINGLE 2"x10" SYP NO.2 FLOOR SUPPORT LEDGER. SEE DETAIL 2/S-10 12"CMU 45' CORNER COLUMN BELOW CONCRETE PLACED IN ELEVATED CONCRETE BEAMS AND SLABS SHALL CONTAIN DCI -S CORROSION INHIBITOR, AS MANUFACTURED BY W.R. GRACE & CO. OR CONTAIN MCI-2005NS MIGRATORY CORROSION INHIBITOR, AS MANUFACTURED BY CORTEC CORPORATION. THE DESIGN MIX THE DESIGN MIX SHALL BE PROPORTIONED TO BE COMPATABLE WITH THIS ADMIXTURE WITH RESPECT TO CEMENT CONTENT, AIR CONTENT, OTHER ADMIXTURES, ETC. MAXIMUM 85/8 "x18"/16" CONCRETE BEAM WATER -CEMENT RATIO SHALL BE 0.55. THE DOSAGE RATE OF THE "BM -1" w/ 3-#5 TOP, 9" ICF EXTERIOR MCI-2005NS SHALL BE 1.5 PINTS/CUBIC YARD OF CONCRETE. AND 3-#6 BOTTOM w/ BEARING WALL #3 STIRRUPS @ 8" O.C. FASTEN SECOND - 0 W W o BEfE 1 r _ 11 BM -1 5" SLAB 2„x8" SYP No.2 J � J P- m ti TOP CHORD BEA1 858"x1 s' EDGE I ]28" N0.2 FLOOR TRUI DOUBL L"2' 8" S(P N0.21 7" SAB EDG �3-#s BTM FLOOR SUPPORT FASTEN FIRST 2x8 SYP No.2 W Q0 Q cn LLJDOUBLE- _ NFLOOR SRT L DGER. (TYPI r __+' CAMBER - L G FLOOR SUPPORT LEDGER TO ICF 0 -ICFVL WFLOOR S ORT LEDGER. - _ ED R TO FRS '_--------------__.� _. _ S TAIL _1 �S �_0.._ I'. , I -- ; - ,r=I >,E WALL FORM w/ SIMPSON Q W �' 0 OSEEAI 1 S 10 _ - - _ L -J --� = ----- _ I / 0'- � ' °.. I 2x10 LEDGER w -� O o �- _..W _. _.._�______ _ W....._..._ _. .___. , --- - _' _ r - -- LEDGER CONNECTOR SYSTEM � O o °? ____-m~� __ ___________________ P _jiI -� - -_ I IL -JI a I'J- Z 2 4 LL �A!►71i�1\l41 \111 2 212__ J11L L_1 _ LJ 9 ICF WALL FORM w/ PORCH, Cn SOUTHWEST PORCH, AND ENTRY PORCH SHALL BE 1z" SYSTEM 42 - _ 4" CONCRETE CORE �z0 W PRE-ENGINEERED FACE MOUNT FLOOR TRUSSES @ 1 .2" O.C. W �UW o00 N mU NZ UPPER 2"x4" INTERIOR - ALL FLOOR BEAMS SHALL BE 2.0E MICROLAM LVL OF EQUAL H coy IT -N o cce) CO DOUBLE 2"x8" SYP No.2 FLOOR Q C) CU o w Q co °0 SUPPORT LEDGER w/ SIMPSON _- o w c:) BEARING WALL 0 N ° o LEDGER CONNECTOR SYSTEM = � ~ NN _ �t i• 1 ROW 10d COMMON WIRE -- INDICATES INTERIOR HEADER BEAM wQ MI co NAILS @ 4" O.C. r-, r � L� �� INDICATES 12"x12" CMU COLUMN BELOW s TOP OF PLYWOOD _Ipc SIMPSON ICFVL AND I OPEN FOR � J INDICATES CONCRETE BEAM AS 1pc SIMPSON ICFVL LEDGER - co Q U) Lu �x = X STAIR �\s ° CONNECTOR SYSTEM w/ 8pcs Z W Z 0 N 2"x4" SYP No.2 D3 62 SCREWSr,) S 2 C 4" 0 W W W~ Q~ FASTEN SECOND - 0 W W o BEfE 1 r _ 11 BM -1 5" SLAB 2„x8" SYP No.2 J � J P- m ti TOP CHORD BEA1 858"x1 s' EDGE I ]28" N0.2 FLOOR TRUI DOUBL L"2' 8" S(P N0.21 7" SAB EDG �3-#s BTM FLOOR SUPPORT FASTEN FIRST 2x8 SYP No.2 W Q0 Q cn LLJDOUBLE- _ NFLOOR SRT L DGER. (TYPI r __+' CAMBER - L G FLOOR SUPPORT LEDGER TO ICF 0 -ICFVL WFLOOR S ORT LEDGER. - _ ED R TO FRS '_--------------__.� _. _ S TAIL _1 �S �_0.._ I'. , I -- ; - ,r=I >,E WALL FORM w/ SIMPSON Q W �' 0 OSEEAI 1 S 10 _ - - _ L -J --� = ----- _ I / 0'- � ' °.. I 2x10 LEDGER w -� O o �- _..W _. _.._�______ _ W....._..._ _. .___. , --- - _' _ r - -- LEDGER CONNECTOR SYSTEM � O o °? ____-m~� __ ___________________ P _jiI -� - -_ I IL -JI a I'J- Z 2 4 LL �A!►71i�1\l41 \111 2 212__ J11L L_1 _ LJ w i . . 6# I i i I I # ! 1 5 3 I# I I I 7"/ " CONCRETE SLAB III I I s - 1 TWi i i I i i I DI RECTION OF #5'S. ill HA _ I € I 12 O.C. BOTTOM ( 1 II... ... m' I i B I I k # I I _,__....».._..,...,..... w - r�__�_ry PiV 12"-® p -- AKo uk L) I I I i i I i I I # ' ' . _......... ... .____. __..., i _..... _.___..... ..�_...., .... .J �:": 5:..�.. ...-.-'I p L J __....___ _. _ .. __ ...._ L _ __ _ ___._ ___ - _�__ I ____ ___ _-- I I _-- -- __ cn wEI/ TEMPERATURE ----------- _______-S - ------ 112)22)2 x12' USH � )- - E OR I 1 i n4r� j.� =OAMB R + /4" AT MIDSP N I I 3/ S 'I-II FL R BF-00- 2 YO 1I I I >2"x8" (2>2 x8 p - I I I E I PL 0 I8AT NG. GLU AN I I I 2D ( 20") I 3 1 I # AS N i I W OD RU ES y d 999 I I INfEfl CE RIN W.- - _,� I i s i € € I € I CO M 0 WR N LS @ ' i0. i i i . W U U 11.. ' I! m p DG A D 0. FIE-1-6 g„ F (TEF OR a I I B ARIT G WALLI• �. I I Ii _.., iI iI iilt liI €1 I9 II' iE i i i I I N N I 1 1 w I I BELOW m COVERED4 2 _ . --------------- --.__ --_ @ ___ __- _ -_ __- _-__ ____ 99 I� r -r - ___ _ _ II. ; I- i#- I I 1 I I 1 f I - o BALCONY OI+ I S I I I i i I 3 w 1 f- I I I I [ I � � I � � ,� W „ ' i L ER CFI AL 12 I I ;. z o # I U W 1,, I I# 1 i I I T RE I/ FLO R 2" P 2 I I - w T C OR BE I I I i; I ( I 3 S GL I Q sr> I I FLUOR TRU S 5 i 1 I I H DE B M, L R UP RT ED R. J W TYP A) ; I i ;; _ 1 (' i I I E H -1 a S D AI LI /S 10 Z d0 , I I# I i i` i i I # I 'z ` N I , . 5x13-0"DO � x S 2" 0" YP D BL G T STE �g - FLO RI PP F OR SU OR LE I II II _ } - --4_ __ _ _ _ _` DE IL C _ __ _ - --- HfiS2 ___._ ___ ETAI 1 / - _ __ -- - - - _ _ _ _ _� ___ _ _ �__ _ __-- -- _-- _-_ __---------- 7"/5" __-- _ __-_______- - . -,r I _ - - - - ti i 7„/ „- SLAB I ,.�... CONCRETE I I I� JI I DOU E "x LEDG RLad__---------- )1.7 ___ -_ry -CONCR - ou L D (3)1.7 x11. 2. rLl _---------- pt ECTtON-©F-5'S-------- L= HEADER E M 1 r`i r _._ _ - __..__ _ '( ____ _ _�.-- �-- .. I I #5 12" O.C. BOTTOM _ 7 _�'__7 _ __�. - -r, __ --1 _ _.__a_ (-20 _ _ _ .. _.-_ _ ___ IN LE 2x10" GER 1. I I i AN 5 1 2" O.C. 0 D # SINGLE xto DGER „ TH 18 w/ #4 TEMPERATURE I I I TH t8 'i` 20 SY EM 2 E IN RE ; HAN ER 1 i 1 - H ER p (T Ica �� I I I REI FORCING @ 12" 0. III I cn 4 YS M 2 P EE INE RED (T 'ICA TO C RD EA ING 14 YS M 2 P EE 'IN RED,' II i W . w „ IIs; ; m I I a FL OR RU ES 1 2" C. 1 1 't F OR RU ES 1 .2 C. 14' 14 �� OR RU ES 1 2 :E. 111 , I' a CAMs R +'/ " AT MIDSP N x� III I �� SINGLE 2"x10" SYP NO.2-`,+ FLOOR SUPPORT LEDGER. ��,��°' SEE DETAIL 2/S-10 �F cy 1 pc SIMPSON THASR/L418 \` "�==SI ADJUSTABLE 45° SKEWED TRUSS FLOOR AT 14"d HANGER TRUSS (TYPICAL) 1 pc SIMPSON THA418 ADJUSTABLE TRUSS HANGER AT 14"d FLOOR TRUSS (TYPICAL) 3/4" STURDI-FLOOR SUB FLOOR - PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD TRUSSES w/ 10d COMMON WIRE NAILS @ 4" O.C. EDGES AND 6" O.C. FIELD FLOOR SYSTEM DESIGN LOADS: DESIGN DEAD LOAD = 20 PSF DESIGN LIVE LOAD = 40 PSF BRACE BOTTOM CHORDS OF PRE-ENGINEERED FLOOR TRUSSES w/ 1 'x4" SYP No.2 LATERAL BRACES @ 48" O.C. FASTEN w/ 2pcs 10d COMMON WIRE NAILS AT EACH TRUSS INTERSTECTION FRAMING NOTE: GENERAL CONTRACTOR TO COORDINATE LOCATION OF FRAMING MEMBERS WITH HVAC DUCT WORK AND ELECTRICAL FIXTURE LOCATIONS. NOTE: SPLICE ALL MULTI -PLY 2"x8" HEADERS TOGETHER w/ 4 ROWS 12d COMMON WIRE NAILS @ 12" O.C., EACH LAYER NOTE: SPLICE ALL MULTI -PLY 11.25" MICROLAM LVL FLOOR BEA TOGETHER w/ 5 ROWS 12d RING SHANK COMMON WIRE NAILS @ 12" O.C., EACH LAYER 1 1� I 1 \ui I III f I I` i I m a0 I W C9 1 6 IIAI i MV SLOPE 2"_ III I + 00j x I x I 111 1 1 III I Q7 N y N I III i f bi w 2 ._LED R -, �J___Si LE 2" 1 LE R __ AD 10 PSF 0, z _ _ SI LE_2" 1 ED R ®� �- _ _ __ _ _______-------------------------- _j _, d SINGL "x10" DGER __ ___ ___ _ = -- - _ _ _ _ _ _ _ - _I i I _--- _>, J_ r-� I VE OA F / ------------ - ---r-w- - i i � ..-'- i - i I .. I ir. �I BM -2 oG BM -2 - BM -2 BM -2 „SI B_ BM -1 12"x1s" 12 x1s ' ° ___ • `� 12"x22' q" 12"x&/2" s "xz2B TM EDGE 35 sxl6" 5" SLAB EDGE -#6 BT _. 3-#6 BTM E �� - -- o �3 i BTM 3.-#G_BTA�. 1/4" CA ER +�" CAM R��-?+ ;� ;l +%" CAMBER N0� CAMBER +'�4" CAMBER +i�" CAMBER +oI ; 1 �0�,> SINGLE 2"x10" SYP NO.2 I TUB J SINGLE 2%10" SYP NO.2 1 pc SIMPSON THA418 12%12" CMU FLOOR SUPPORT LEDGER. \�#''°cF °' FLOOR SUPPORT LEDGER. ADJUSTABLE TRUSS COLUMN BELOW SEE DETAIL 2/S-10 R SEE DETAIL 2/S-10 HANGER AT 14"d FLOOR TRUSS TYPICAL _--- --- ----------- SPECIAL LOADING ( TOP CHORD BEARING-= FLOOR TRUSSES AT LARGE TUB AREA NOTE: COVERED BALCONY FLOOR (TYPICAL) DOUBLE 2"x8" SYP NO.2 WATERPROOFING AND SYSTEM DESIGN CRITERIA: FLOOR SUPPORT LEDGER. FLASHING DESIGNED 9" ICF EXTERIO AT LARGE TUB AREA, BY OTHERS SUPERIMPOSED BEARING WALL BELO SEE DETAIL 1/S-10 FLOOR DEAD LOAD = 20psf NOTE: SUPERIMPOSED MAIN HOUSE SECOND LE EL FLOOR FRAMING PLAN 51/2" STEP- DOWN FLOOR LIVE LOAD = 60psf FROM TOP OF SCALE: 1/4" = 1'-0" PLYWOOD DECK TO - ALL MAIN HOUSE FLOOR TRUSSES SHALL BE 20" SYSTEM 42 TOP OF CONCRETE PRE-ENGINEERED TOP CHORD BEARING FLOOR TRUSSES @ 19.2" O.C. BALCONY SLAB - ALL MAIN HOUSE FLOOR TRUSSES OVER THE SOUTHEAST PORCH, Cn SOUTHWEST PORCH, AND ENTRY PORCH SHALL BE 1z" SYSTEM 42 w[)� C)a �z0 W PRE-ENGINEERED FACE MOUNT FLOOR TRUSSES @ 1 .2" O.C. W �UW 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD mU NZ UPPER 2"x4" INTERIOR - ALL FLOOR BEAMS SHALL BE 2.0E MICROLAM LVL OF EQUAL SHEATHING. GLUE AND FASTEN TO WOOD Q WALL ABOVE ALIGNED m TRUSSES w/ 10d COMMON WIRE NAILS w/ LOWER 2"x4" INDICATES 2"x4"/2"x6" INTERIOR @ 4" O.C. EDGE AND @ 6" O.C. FIELD INTERIOR DOUBLE INTERIOR BEARING WALL BEARING WALL _ 1 ROW 10d COMMON WIRE -- INDICATES INTERIOR HEADER BEAM EL.+ 12'-83/4 MI NAILS @ 4" O.C. r-, r � L� �� INDICATES 12"x12" CMU COLUMN BELOW TOP OF PLYWOOD I OPEN FOR INDICATES CONCRETE BEAM AS - STAIR BM-# PER DETAILS ON SHEET S-8 0000 00 2"x4" SYP No.2 INDICATES 2.0E MICROLAM LVLI ' - �- CONTINUOUS FB-# FLOOR BEAM, SIZE PER PLAN (2)2"x4" SYP No.2 TOP SLOPE 2" Lj ri DETAIL ° •11 "x4" PLATE SPLICE TOGETHER w/ / oo° 1 SYP No.2 LATERAL „ ( 2 ROWS 10d COMMON WIRE I• _ o BRACES @ 48" O.C. iI NAILS @ 16" O.C. (-20") INDICATES TOP OF INTERIOR HEADER ° ° °20" PRE-ENGINEERED SYSTEM 42 '.. it FRAME INTERIOR BEARING 11 00 WOOD FLOOR TRUSSES @ 19.2" O.C. a a x INDICATES 1pc SIMPSON HTS24 10 J SCALE: NTS H2.5 SEE FLOOR FRAMING PLAN 'I STUDS @ 12" O.C. TWISTED STRAP OR SIMPSON 1pc SIMPSON H2.5 CLIP FROM EACH ' MSTA24 FLAT STRAP U FLOOR TRUSS TO DOUBLE TOP PLATE C� 11 SECOND LEVEL FLOOR TRUSSES INDICATES SIMPSON JOIST �� • C► HANGER OR ADJUSTABLE AT STAIR 'I� FLOOR TRUSS HANGER .. w i . . 6# I i i I I # ! 1 5 3 I# I I I 7"/ " CONCRETE SLAB III I I s - 1 TWi i i I i i I DI RECTION OF #5'S. ill HA _ I € I 12 O.C. BOTTOM ( 1 II... ... m' I i B I I k # I I _,__....».._..,...,..... w - r�__�_ry PiV 12"-® p -- AKo uk L) I I I i i I i I I # ' ' . _......... ... .____. __..., i _..... _.___..... ..�_...., .... .J �:": 5:..�.. ...-.-'I p L J __....___ _. _ .. __ ...._ L _ __ _ ___._ ___ - _�__ I ____ ___ _-- I I _-- -- __ cn wEI/ TEMPERATURE ----------- _______-S - ------ 112)22)2 x12' USH � )- - E OR I 1 i n4r� j.� =OAMB R + /4" AT MIDSP N I I 3/ S 'I-II FL R BF-00- 2 YO 1I I I >2"x8" (2>2 x8 p - I I I E I PL 0 I8AT NG. GLU AN I I I 2D ( 20") I 3 1 I # AS N i I W OD RU ES y d 999 I I INfEfl CE RIN W.- - _,� I i s i € € I € I CO M 0 WR N LS @ ' i0. i i i . W U U 11.. ' I! m p DG A D 0. FIE-1-6 g„ F (TEF OR a I I B ARIT G WALLI• �. I I Ii _.., iI iI iilt liI €1 I9 II' iE i i i I I N N I 1 1 w I I BELOW m COVERED4 2 _ . --------------- --.__ --_ @ ___ __- _ -_ __- _-__ ____ 99 I� r -r - ___ _ _ II. ; I- i#- I I 1 I I 1 f I - o BALCONY OI+ I S I I I i i I 3 w 1 f- I I I I [ I � � I � � ,� W „ ' i L ER CFI AL 12 I I ;. z o # I U W 1,, I I# 1 i I I T RE I/ FLO R 2" P 2 I I - w T C OR BE I I I i; I ( I 3 S GL I Q sr> I I FLUOR TRU S 5 i 1 I I H DE B M, L R UP RT ED R. J W TYP A) ; I i ;; _ 1 (' i I I E H -1 a S D AI LI /S 10 Z d0 , I I# I i i` i i I # I 'z ` N I , . 5x13-0"DO � x S 2" 0" YP D BL G T STE �g - FLO RI PP F OR SU OR LE I II II _ } - --4_ __ _ _ _ _` DE IL C _ __ _ - --- HfiS2 ___._ ___ ETAI 1 / - _ __ -- - - - _ _ _ _ _� ___ _ _ �__ _ __-- -- _-- _-_ __---------- 7"/5" __-- _ __-_______- - . -,r I _ - - - - ti i 7„/ „- SLAB I ,.�... CONCRETE I I I� JI I DOU E "x LEDG RLad__---------- )1.7 ___ -_ry -CONCR - ou L D (3)1.7 x11. 2. rLl _---------- pt ECTtON-©F-5'S-------- L= HEADER E M 1 r`i r _._ _ - __..__ _ '( ____ _ _�.-- �-- .. I I #5 12" O.C. BOTTOM _ 7 _�'__7 _ __�. - -r, __ --1 _ _.__a_ (-20 _ _ _ .. _.-_ _ ___ IN LE 2x10" GER 1. I I i AN 5 1 2" O.C. 0 D # SINGLE xto DGER „ TH 18 w/ #4 TEMPERATURE I I I TH t8 'i` 20 SY EM 2 E IN RE ; HAN ER 1 i 1 - H ER p (T Ica �� I I I REI FORCING @ 12" 0. III I cn 4 YS M 2 P EE INE RED (T 'ICA TO C RD EA ING 14 YS M 2 P EE 'IN RED,' II i W . w „ IIs; ; m I I a FL OR RU ES 1 2" C. 1 1 't F OR RU ES 1 .2 C. 14' 14 �� OR RU ES 1 2 :E. 111 , I' a CAMs R +'/ " AT MIDSP N x� III I �� SINGLE 2"x10" SYP NO.2-`,+ FLOOR SUPPORT LEDGER. ��,��°' SEE DETAIL 2/S-10 �F cy 1 pc SIMPSON THASR/L418 \` "�==SI ADJUSTABLE 45° SKEWED TRUSS FLOOR AT 14"d HANGER TRUSS (TYPICAL) 1 pc SIMPSON THA418 ADJUSTABLE TRUSS HANGER AT 14"d FLOOR TRUSS (TYPICAL) 3/4" STURDI-FLOOR SUB FLOOR - PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD TRUSSES w/ 10d COMMON WIRE NAILS @ 4" O.C. EDGES AND 6" O.C. FIELD FLOOR SYSTEM DESIGN LOADS: DESIGN DEAD LOAD = 20 PSF DESIGN LIVE LOAD = 40 PSF BRACE BOTTOM CHORDS OF PRE-ENGINEERED FLOOR TRUSSES w/ 1 'x4" SYP No.2 LATERAL BRACES @ 48" O.C. FASTEN w/ 2pcs 10d COMMON WIRE NAILS AT EACH TRUSS INTERSTECTION FRAMING NOTE: GENERAL CONTRACTOR TO COORDINATE LOCATION OF FRAMING MEMBERS WITH HVAC DUCT WORK AND ELECTRICAL FIXTURE LOCATIONS. NOTE: SPLICE ALL MULTI -PLY 2"x8" HEADERS TOGETHER w/ 4 ROWS 12d COMMON WIRE NAILS @ 12" O.C., EACH LAYER NOTE: SPLICE ALL MULTI -PLY 11.25" MICROLAM LVL FLOOR BEA TOGETHER w/ 5 ROWS 12d RING SHANK COMMON WIRE NAILS @ 12" O.C., EACH LAYER 1 1� I 1 \ui I III f I I` i I m a0 I W C9 1 6 IIAI i MV SLOPE 2"_ III I + 00j x I x I 111 1 1 III I Q7 N y N I III i f bi w 2 ._LED R -, �J___Si LE 2" 1 LE R __ AD 10 PSF 0, z _ _ SI LE_2" 1 ED R ®� �- _ _ __ _ _______-------------------------- _j _, d SINGL "x10" DGER __ ___ ___ _ = -- - _ _ _ _ _ _ _ - _I i I _--- _>, J_ r-� I VE OA F / ------------ - ---r-w- - i i � ..-'- i - i I .. I ir. �I BM -2 oG BM -2 - BM -2 BM -2 „SI B_ BM -1 12"x1s" 12 x1s ' ° ___ • `� 12"x22' q" 12"x&/2" s "xz2B TM EDGE 35 sxl6" 5" SLAB EDGE -#6 BT _. 3-#6 BTM E �� - -- o �3 i BTM 3.-#G_BTA�. 1/4" CA ER +�" CAM R��-?+ ;� ;l +%" CAMBER N0� CAMBER +'�4" CAMBER +i�" CAMBER +oI ; 1 �0�,> SINGLE 2"x10" SYP NO.2 I TUB J SINGLE 2%10" SYP NO.2 1 pc SIMPSON THA418 12%12" CMU FLOOR SUPPORT LEDGER. \�#''°cF °' FLOOR SUPPORT LEDGER. ADJUSTABLE TRUSS COLUMN BELOW SEE DETAIL 2/S-10 R SEE DETAIL 2/S-10 HANGER AT 14"d FLOOR TRUSS TYPICAL _--- --- ----------- SPECIAL LOADING ( TOP CHORD BEARING-= FLOOR TRUSSES AT LARGE TUB AREA NOTE: COVERED BALCONY FLOOR (TYPICAL) DOUBLE 2"x8" SYP NO.2 WATERPROOFING AND SYSTEM DESIGN CRITERIA: FLOOR SUPPORT LEDGER. FLASHING DESIGNED 9" ICF EXTERIO AT LARGE TUB AREA, BY OTHERS SUPERIMPOSED BEARING WALL BELO SEE DETAIL 1/S-10 FLOOR DEAD LOAD = 20psf NOTE: SUPERIMPOSED MAIN HOUSE SECOND LE EL FLOOR FRAMING PLAN 51/2" STEP- DOWN FLOOR LIVE LOAD = 60psf FROM TOP OF SCALE: 1/4" = 1'-0" PLYWOOD DECK TO - ALL MAIN HOUSE FLOOR TRUSSES SHALL BE 20" SYSTEM 42 TOP OF CONCRETE PRE-ENGINEERED TOP CHORD BEARING FLOOR TRUSSES @ 19.2" O.C. BALCONY SLAB - ALL MAIN HOUSE FLOOR TRUSSES OVER THE SOUTHEAST PORCH, Cn SOUTHWEST PORCH, AND ENTRY PORCH SHALL BE 1z" SYSTEM 42 w[)� C)a �z0 W PRE-ENGINEERED FACE MOUNT FLOOR TRUSSES @ 1 .2" O.C. W �UW 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD mU NZ UPPER 2"x4" INTERIOR - ALL FLOOR BEAMS SHALL BE 2.0E MICROLAM LVL OF EQUAL SHEATHING. GLUE AND FASTEN TO WOOD Q WALL ABOVE ALIGNED m TRUSSES w/ 10d COMMON WIRE NAILS w/ LOWER 2"x4" INDICATES 2"x4"/2"x6" INTERIOR @ 4" O.C. EDGE AND @ 6" O.C. FIELD INTERIOR BEARING WALL BEARING WALL _ 1 ROW 10d COMMON WIRE -- INDICATES INTERIOR HEADER BEAM EL.+ 12'-83/4 MI NAILS @ 4" O.C. r-, r � L� �� INDICATES 12"x12" CMU COLUMN BELOW TOP OF PLYWOOD I OPEN FOR INDICATES CONCRETE BEAM AS - STAIR BM-# PER DETAILS ON SHEET S-8 0000 00 2"x4" SYP No.2 INDICATES 2.0E MICROLAM LVLI ' - �- CONTINUOUS FB-# FLOOR BEAM, SIZE PER PLAN (2)2"x4" SYP No.2 TOP (+0") INDICATES TOP OF INTERIOR HEADER ° "x4" PLATE SPLICE TOGETHER w/ BEAM FLUSH w/ FLOOR TRUSS oo° 1 SYP No.2 LATERAL „ ( 2 ROWS 10d COMMON WIRE o BRACES @ 48" O.C. iI NAILS @ 16" O.C. (-20") INDICATES TOP OF INTERIOR HEADER ° ° °20" PRE-ENGINEERED SYSTEM 42 it FRAME INTERIOR BEARING BEAM 16" BELOW TOP OF FLOOR TRUSS 00 WOOD FLOOR TRUSSES @ 19.2" O.C. a WALL w/ DOUBLE 2"x4" SPF N0.2 x INDICATES 1pc SIMPSON HTS24 H2.5 SEE FLOOR FRAMING PLAN 'I STUDS @ 12" O.C. TWISTED STRAP OR SIMPSON 1pc SIMPSON H2.5 CLIP FROM EACH MSTA24 FLAT STRAP FLOOR TRUSS TO DOUBLE TOP PLATE SECOND LEVEL FLOOR TRUSSES INDICATES SIMPSON JOIST L I� HANGER OR ADJUSTABLE AT STAIR OPENING FLOOR TRUSS HANGER SECTION 5 S-10 SCALE: 3/4" = V-0" 9" ICF WALL FORM w/ 4" CONCRETE CORE SINGLE 2"x10" SYP No.2 FLOOR SUPPORT LEDGER w/ SIMPSON ° LEDGER CONNECTOR SYSTEM 1 pc SIMPSON ICFVL AND 1 pc SIMPSON ICFVL-W LEDGER CONNECTOR SYSTEM w/ 8pcs ICF -D3.62 SCREWS @ 24" O.C. ICFVL-W INTERIOR SINGLE 2"x10" LEDGER SYSTEM 2 DETAIL S-10 SCALE: NTS 9" ICF WALL FORM w/ 4" CONCRETE CORE SINGLE 2"x8" SYP No.2 FLOOR SUPPORT LEDGER w/ SIMPSON ° LEDGER CONNECTOR SYSTEM 1 pc SIMPSON ICFVL AND 1pc SIMPSON ICFVL-W LEDGER CONNECTOR SYSTEM w/ 8pcs ICF -D3.62 SCREWS @ 24" O.C. ICFVL- W INTERIOR SINGLE 2"x8" LEDGER SYSTEM 3-� DETAIL S-10 SCALE: NTS 1 pc SIMPSON THA426 ADJUSTABLE TRUSS HANGER, FASTEN w/ 4-10d NAILS INTO TOP OF THE DOUBLE LEDGER AND 16-10d NAILS INTO THE FACE OF THE FLOOR 6646 BEAM AND 6-16d NAILS INTO TRUSS DOUBLE 2"x12" SYP NO.2 FLUSH FLOOR BEAM. SIMPSON THA426 ADJUSTABLE TRUSS HANGER AT FLUSH FLOOR BEAM r4--� DETAIL S-10 SCALE: N.T.S. W Cn 0 w[)� C)a �z0 W u.. W �UW aU 2 <m Q mU NZ W ZTQ J W Q O m N CF**" -N W E S SCALE: 1/4" = 1'-0" 2' 4' 8' SINGLE 2"x8" SYP No.2 FLOOR SUPPORT LEDGER 2"x8" SYP NO.2 MAIN HOUSE FLOOR JOISTS SECOND LEVEL @ 12" O.C. 1pc SIMPSON LUS28 FLOOR FRAMING FACE MOUNT HANGER PLAN w/ 10-10d COMMON WIRE NAILS LUS28 SIMPSON LUS28 FACE MOUNT HANGER AT STAIR LANDING FLOOR JOISTS Smi o 6 DETAIL SHEET 10 OF 17 S-10 SCALE: NTS 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 420 OSCEOLA AVENUE 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE JACKSONVILLE BEACH, FLORIDA 32250 WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS (808) 217-470 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED cckathe ail. WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 9 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATK)NS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 3� W' OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL 3pcs 2" 4"x8'-0" SYP N0.2 X -BRACE AT G BLE END r N W cn U) L>_ O O 0 W W W Z_ 0 z W W ry n PREENGINEERED ROOF TRUSSES @ 24" O.C. 2"x6" SYP NO.2 SUBFASCIA. FASTEN w/ 3-12d RING SHANK COMMON WIRE NAILS INTO EACH 9" ICF BEARING ROOF TRUSS TOP CHORD. WALL BELOW PREENGINEERED ROOF TRUSSES @ 24" O.C. F= li I I �.- ---------r�-----I-I-----T---------------------- I I II -- --- INSTALL 2"x4" I GE BLOCKING, TYPI L cls! v Nv 9'-4" CEILING -- -----I--=--T_---- TYPICAL _ RIDGE _ _ - - INSTALL 2"x4" HIP\e N� BLOCKING (TYPICAL) Lo v_________ N it , , --------------------------------- ---------------'',/ 2"x6" SYP NO.2 SUBFASCIA. FASTEN / 3-12d RING SHANK COMMON IRE NAILS INTO EACH ROOF TRUSS TOP CHORD. PREENGINEERED GIRDER ROOF TRUSS. SEE PREENGINEERED ROOF TRUSS SHOP DRAWINGS VAULTED CEILING 9'-4" TO FLAT AT 10'-6" w ------------------- Q 12 5 9,-4 , PREENGINEERED ROOF TRUSSES @ 24" O.C. UNDER FRAME VAULTED CEILING w/ 2"x6" SYP No.2 9" ICF BEARING CEILING JOISTS WALL BELOW . .H.IMNEY @ 24" O.C. J.1J.11.1- I I I I 2pcs SIMPSON I„ (3)1.75"x14.0" 2.0E i I I I HTS24 STRAPS nI MICROLAM LVL - - RO��' F�EAbER �EmAtif _. FRAME ROOF C IkT I i � ' .' .. SIMPSON ' ` / II M i w/ 2„x6" SYP NO.2`, III RA ERS I�� ) I �--------- 4"CEILING VAU DCEILING III :.>w I iii INSTALL 2"x4" VALLEY BLOCKING (TYPICAL) ---------------- ____._____ ----- ---- I --------- + I I I '-4 i I 4"1 10 ' I 10'-4' SKYLIGHT I IT I I I I I I CEILING CEILING I I I I, I I CEILING 1 1 I 14'-0" CEILIN ___ L________________J ----------------- RIDGE RIDGE 9'-4" CEILING I TYPICAL INSTALL 2" HIP BLOCKING (YPICAL) \ OVERFRAME w/ 2"x6" \\ L0 SYP No.2 RAFTERS G \@ 24" O.C. - --11-----r==----- -- -- L _ N O 9" ICF BEARING WALL BELOW NOTE: SEE THE UPLIFT CONNECTOR SCHEDULE ON STRUCTURAL SHEET S-17 FOR THE SPECIFIED HOLD-DOWN HARDWARE 2pcs SIMPSON HTS24 TWISTED STRAPS, SEE UPIFT CONNECTOR SCHEDULE ON SHEET S-17 \-(,3)1.75"x14.0" 2.0E MICROLAM LVL COVERED BALCONY ROOF HEADER BEAM AT PREENGINEERED ROOF TRUSS GIRDER ROOF TRUSS FASTENING TO COVERED BALCONY ROOF HEADER BEAM 4 DETAIL S-11 SCALE: N.T.S. N� In 9'4" CEILING TYPICAL _GIRDER ROOF TRUSS 3 IMPSON SIMPSON 7 � /..r.-/ I \ MGT 9'4" (LING MGT TYP CAL I( \ If 3pcs 2"x4"x6'-0" SYP NO.2 X -BRACE AT GABLE END PICAL �•� -4' TO 1 V-9" PREEGINEERED GIRDER U 1 pc SIMPSON THA29 .nl CEILING A o rr i 10.4"AFF I `- Q o -- N -----1 AT BOTTOM CHORD �n°° . _.. ... .. J -. nl w ROOF FRAMING PLAN d' s¢ oN0 00 WaU BEND OVER STRAP AS U N 3 II Q II O } III S I FLAT 11'-9" /o W Q a I CEILING 4-10d NAILS INTO TOP CD i N = L i I I------_- %-------------- 1 cf) __---Al SIMPSON .III M T. W`� u .I , " r'''0" 5 cs .2'x. 4 x8 III �`.� ° i, .S P N0.X.-BRACE III VAULTED CEILING 9'-4' TO 11'-9" �, 40° Ip O °o °,0°° " o ° ° I A G'A B LE . ,END. --------- ,' INSTALL 2"x4" ;H e°0s o °p 0110° 10 ° BLOCKING (TYPIC-ALuj W �I) -- ------ ________-___._ 10'-4) W OW CEILING 9'-4" CK wll O o N;w. m i CEILING ... .. 'RIDGE:_ _I -.: . w CEILING AT.Q:� I IJJ w II ____ ____Q___ ---- I -- I 9'-104'AFF:-, i J II Q nl i.n�O'I III; m cl) r C).=. �`. RIDGE 0 oii ... W ti W r1 C) VAULTED CEILING 75 F U)OILZd- \ 9'-4' TO 1 V-9.. \��\ �' •• �I E III III11 I I I III I I ' I I FLAT 11'-9" I - - Lo I CEILING I .�� .__ _____ _ � . •• �_ 7pcs rrx4" SYP Nb.2IJj: II DIAGONAL BRACES o JQ. l III /----------, oN >w @ 4 0'1Q. _Jm 3�.ACEICINGA 1f0w iI III i nl In � OQ o .i VAULTED CEILING p III v Lo 9' 4TO 11' 9" f I I I o 111 I,. O SIMPSON i 111 AMGT--. --SIMI�ON � z - nl HTS74 STRAP ---►--- --------- ---- = --- --- "' (3)1.75"x14.0" 2.0E III MICROLAM LVL ROOF HEADER BEAM 1 pc SIMPSON MGT AT GIRDER TRUSS, SEE DETAIL 12/S-11 (TYPICAL 2 LOCATIONS) UPPER ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" - MAIN HOUSE ROOF FRAMING: PREENGINE RED WOOD ROOF TRUSSES @ 24" O.C. w/ 2"x6" SYP NO.2 EXPOSED RAFTER TAILS. - ROOF OVERFRAMING: CONVENTIONAL 2%6"SYP NO.2 OVERFRAMING RAFTERS @ 24" O.C. w/ 2"x6" SYP NO.2 COLLAR TIES @ 24" O.C. - INDICATES 7/16" OSB OR 1/2' CDX PLYWOOD CEILING DIAPHRAGM - INDICATES ROOF OVERFRAMING L--_-� - INDICATES 9 IUF HEANINU WALL - INDICATES HEADER BEAM J- INDICATES 1 pc SIMPSON THA29 FACE MOUNT HANGER AT BOTTOM CHORD ► - INDICATES SIMPSON MGT BRACE BOTTOM CHORDS OF PRE-ENGINEERED ROOF TRUSSES w/ 2"x4" SYP No.2 LATERAL BRACES @ 48" O.C. FASTEN W/ 2pcs 12d COMMON WIRE NAILS AT EACH TRUSS INTERSTECTION ROOF SYSTEM DESIGN LOADS PREENGINEERED ROOF TRUSSES: TOP CHORD DESIGN DEAD LOAD = 15 psf TOP CHORD DESIGN LIVE LOAD = 20 psf MGT 00 O 0 0 0 ° ° O ° 0 " ° THA29 HTS24 INSTALL 5/8 CDX PLYWOOD ROOF SHEATHING. FASTEN w/ 8d RING SHANK COMMON WIRE NAILS @ 4" O.C. EDGES AND 6" O.C. FIELD 2"x6" SYP NO.2 SUBFASCIA. FASTEN w/ 3-12d RING SHANK COMMON WIRE NAILS INTO EACH ROOF TRUSS TOP CHORD. j ° O ° 0 ° 0 O ° RAFTER BEARING 1/2" CDX PYWOOD CEILING DIAPHRAGM. FASTEN w/ 8d COMMON WIRE NAILS @ 6" O.C. EDGES AND 6" O.C. FIELD. ROOF GIRDER TRUSS SEE PREENGINEERED ROOF TRUSS FRAMING PLAN BEND STRAP OVER TRUSS AS NEEDED 5/8 "Ox16" -� ANCHOR BOLT 9" ICF WALL SYSTEM NOTE: DRILLED AND EPDXIEDI THREADED STUDS ARE NOT ACCEPTABLE AS SUBSTITUTES FOR THE CAST -IN-PLACE ANCHOR BOLTS. SIMPSON MGT HEAVY DUTY STRAP ANCHOR, SEE UPLIFT CONNECTOR SCHEDULE MGT -\ ❑ HOLDDOWN FOR HIGH UPLIFT GIRDER TRUSS 1 D ETAIL S-11 SCALE: NTS TO SUPPORTING GIRDER ROOF TRUSS n DETAIL S-11 SCALE: N.T.S. 5/8" CDX PLYWOOD ROOF SHEATHING 1 ROW 8d RING SHANK COMMON WIRE NAILS @ 3" O.C. LOWER PRE-ENGINEERED ROOF TRUSS @ 24" O.C. SIMPSON THA29 ADJUSTABLE TRUSS HANGER, FASTEN w/ 16-10d NAILS INTO FACE OF GIRDER TRUSS BOTTOM CHORD AND 4-10d NAILS INTO TRUSS THA29 FLORIDA PRODUCT APPROVAL #10447.19 OVERFRAME w/ 2"x6" SYP No.2 RAFTERS @ 24" OC, w/ 2"x6" SYP No.2 COLLAR TIES W/ 8pcs-12d COMMON WIRE NAILS EACH END @ 24" OC. 2"x8" SYP No.2 LEDGER, FASTEN LEDGER TO ROOF THRU PLYWOOD DECK w/ 2-#10x33/4" DECK SCREWS w/ 1" DIA. WASHERS AT EACH TRUSS INTERSECTION 1 pc SIMPSON H2.5 w/ ° 8-8d COMMON WIRE ° 1) NAILS FROM RAFTER q° TO LEDGER 00 H2,5 LEDGER DETAIL AT OVERFRAMING RAFTER 3 DETAIL 1 pc SIMPSON A35 CLIP S�11 SCALE: N.T.S. 2"x8" SYP No.2 ANGLE AT EACH OVERFRAMING RIDGE BEAM RAFTER TO RIDGE BEAM. FASTEN 12 w/ 12-8dx11/2" NAILS EACH 5 �- 2"x6" SYP No.2 OVERFRAMING RAFTERS @ 24" O.C., SEE ROOF FRAMING PLAN. ° ° 0 O 0 ° 0 0 x Q 2"x6" SYP No.2 COLLAR TIES w/ 8-12d NAILS EACH END, = SEE ROOF FRAMING PLAN CD NOTE: COLLAR TIE TO BE LOCATED NO HIGHER THAN 2/3 THE TOTAL HEIGHT OF THE RAFTER N OVERFRAMING RAFTER 5 DETAIL S-11 SCALE: NTS PREEGINEERED GIRDER U 1 pc SIMPSON THA29 N ROOF TRUSS, SEE � AT BOTTOM CHORD �n°° t� C-0 ROOF FRAMING PLAN d' s¢ oN0 00 WaU BEND OVER STRAP AS U N 00 Q z�a REQUIRED AND INSTALL C/) W Q a O 4-10d NAILS INTO TOP CD i N = OF BOTTOM CHORD cf) N :D W`� u -sem ° O ° o ° O 40° Ip O °o °,0°° " o ° ° Lu ry e°0s o °p 0110° 10 ° Z W 2 W OW W CK PERPENDICULAR z PREEGINEERED U_ 0 ROOF TRUSS, SEE w ROOF FRAMING PLAN J THA29 FACE MOUNT HANGER FROM ROOF TRUSS TO SUPPORTING GIRDER ROOF TRUSS n DETAIL S-11 SCALE: N.T.S. 5/8" CDX PLYWOOD ROOF SHEATHING 1 ROW 8d RING SHANK COMMON WIRE NAILS @ 3" O.C. LOWER PRE-ENGINEERED ROOF TRUSS @ 24" O.C. SIMPSON THA29 ADJUSTABLE TRUSS HANGER, FASTEN w/ 16-10d NAILS INTO FACE OF GIRDER TRUSS BOTTOM CHORD AND 4-10d NAILS INTO TRUSS THA29 FLORIDA PRODUCT APPROVAL #10447.19 OVERFRAME w/ 2"x6" SYP No.2 RAFTERS @ 24" OC, w/ 2"x6" SYP No.2 COLLAR TIES W/ 8pcs-12d COMMON WIRE NAILS EACH END @ 24" OC. 2"x8" SYP No.2 LEDGER, FASTEN LEDGER TO ROOF THRU PLYWOOD DECK w/ 2-#10x33/4" DECK SCREWS w/ 1" DIA. WASHERS AT EACH TRUSS INTERSECTION 1 pc SIMPSON H2.5 w/ ° 8-8d COMMON WIRE ° 1) NAILS FROM RAFTER q° TO LEDGER 00 H2,5 LEDGER DETAIL AT OVERFRAMING RAFTER 3 DETAIL 1 pc SIMPSON A35 CLIP S�11 SCALE: N.T.S. 2"x8" SYP No.2 ANGLE AT EACH OVERFRAMING RIDGE BEAM RAFTER TO RIDGE BEAM. FASTEN 12 w/ 12-8dx11/2" NAILS EACH 5 �- 2"x6" SYP No.2 OVERFRAMING RAFTERS @ 24" O.C., SEE ROOF FRAMING PLAN. ° ° 0 O 0 ° 0 0 x Q 2"x6" SYP No.2 COLLAR TIES w/ 8-12d NAILS EACH END, = SEE ROOF FRAMING PLAN CD NOTE: COLLAR TIE TO BE LOCATED NO HIGHER THAN 2/3 THE TOTAL HEIGHT OF THE RAFTER N OVERFRAMING RAFTER 5 DETAIL S-11 SCALE: NTS w C-0 N 0- t� C-0 N d' Q oN0 00 WaU r- � N 00 Q z�a U o W Q a O CD -- N = O a,-- �W- N :D W`� u U¢0� Lu LLJ Z W 2 OW W Z Lu ry 11_.- N U_ Q� U0 Q o J J m C) 0 QO� W ti W N 75 F U)OILZd- �_j �OLijc LL_ Q LL Z a - w �Q O�� 0 0 =WLL WaU 2 UW Qm Q W mU NZ z�a J W a O m N W�E S SCALE: 1/4" = 1'-0" 2' 4' 8' MAIN HOUSE ROOF FRAMING PLAN sm SHEET 11 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS JACKSONVI'._LE BEACH, FLO lD; 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 707 ccka)Ji WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE i INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE L WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 36820 OTHER STRUCTURES" MENTIONED IN NOTE 2. 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KATHE, INC. O Q 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS O11� Z U W Z r� Q Q z p O W Z p0 I J CONSULTING STRUCTURAL ENGINEER ESTABLISHED IN SECTION 62B-33 FLORIDA ADMINISTRATIVE CODE. F- D_ ~ p O J " F- \ O cn 420 OSCEOLA AVENUE F- � >- N Q n_ U) 0 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 1 I L� n 00 -0 Q (n � � LL_ JACKSONVILLE BEACH, FLORIDA 32250 Dm LJ v) @ O O N LL O I } O WITH CHAPTER 26, ANSI/ASCE 7 12 "MINIMUM DESIGN LOADS FOR BUILDINGS (808) 217-4707 W= J= N O N U cn J 0- N J J AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED W 4 (n U- U I n W cCkathe@grTiail.com U z =LLJ x Ld U N Z + n_ + 0 F- U N Q ~ 0 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. �� Q CDN Q J O J n Z \ Z + 0 ~ 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE V2�"o 0- Z \ W ~ D INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE m w\ m 3 w 0 - U 3 w W3 F- x < 0 WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 0_ m I- OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL PREENGINERED ROOF TRUSS SYSTEM DESIGN LOADS TOP CHORD DESIGN DEAD LOAD = 15 psf TOP CHORD DESIGN LIVE LOAD = 20 psf 2"x6" SYP NO.2 OUTLOOKER @ 24" O.C. 5/8" CDX PLYWOOD ROOF SHEATHING. FASTEN W/ 8d RING SHANK COMMON -\ WIRE NAILS @ 4" O.C. EDGES AND @ 6" O.C. FIELD 2"x4" SYP NO.2 BLOCKING @ 48" O.C. 4-12d NAILS 4 d TOE NAILS EACH END, F OM BLOCKING TO TR TOP CHORD 4" O.C. FROM RAL BRACE TO .00KING BELOW ..................� .)1 2"x4"x8'-0" SYP No.2 LATERAL BRACE @ 48" O.C. FASTEN w/ 3-12d INTO EACH BOTTOM CHORD 2"x4" BLOCKING @ 48" O.C. BETWEEN GABLE END AND FIRST ROOF TRUSS 1/2 "GYPSUM DRYWALL CEILING 2"x10" P.T. SYP No.2 TOP PLATE w/ 1/2"0 x 10" HOT DIPPED GALVANIZED ANCHOR BOLTS w/ 2%2%1/8" PLATE WASHER @ 24" O.C. OFFICE I 1/2" GYPSUM WALL BOARD 1-#4 HORIZONTAL @ 32" O.C. ALTERNATE SIDE ORIENTATION FLOOR SYSTEM DESIGN CRITERIA: FLOOR DEAD LOAD = 20psf FLOOR LIVE LOAD = 40psf 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD TRUSSES w/ 10d COMMON WIRE NAILS @ 4" O.C. EDGE AND @ 6" O.C. FIELD r� l 00 _i 1%4" P.T. SYP No.2 LATERAL BRACING @ 48" O.C., FASTEN w/ 2-10d COMMON WIRE NAILS AT EACH FLOOR TRUSS INTERSECTION 8" MAX. 1/2" GYPSUM-� DRYWALL CEILING 20" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR TRUSSES @ 19.2" O.C. SEE FLOOR FRAMING PLAN BEACH BATH 1-#4 HORIZONTAL @ 32" O.C. ALTERNATE SIDE ORIENTATION 1/2" GYPSUM WALL BOARD STURDI-FLOOR SUB FLOOR PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD TRUSSES W/ 10d COMMON WIRE NAILS @ 4" O.C. EDGE AND @ 6" O.C. FIELD EL.+ 12'-83/4" TOP OF PLYWOOD r) 00 GoI I r 1 pc SIMPSON H2.5 CLIP ° FROM EACH OUTLOOKER H2.5 TO 2"x10" PLATE INSTALL 4pcs-12d TOENAILS EACH OUTLOOKER TO TOP CHORD OF ROOF TRUSS 2"x6" SYP NO.2 SOLID BLOCKING IN-BETWEEN OUTLOOKERS FASCIA AND SOFFIT a-=--=- _= AS PER ARCHITECTURAL PLANS AND SECTIONS 2"x6" SYP NO.2 SUBFASCIA. FASTEN w/ 3-12d RING SHANK NAILS INTO EACH OUTLOOKER. I HOLD GABLE END TRUSS DOWN 51/2" TO ALLOW FOR 2"x6" SYP NO.2 I OUTLOOKERS 1/2" APA RATED WALL SHEATHING FASTENED w/ 8d COMMON WIRE NAILS @ 3" O.C. i I EDGE AND 6" O.C. FIELD 2"x4" SYP NO.2 X -BRACE @ 48" O.C. 1 ROW 12d TOE -NAILS @ 8" O.C. 4-12d NAILS ,I NON-STRUCTURAL DECORATIVE BAND 4 AS PER ARCHITECTURAL PLANS AND SECTIONS w/ 9" ICF WALL SYSTEM w/ 4" CONCRETE CORE w/ 1-#5 VERTICAL @ 24" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-7 FOR ICF WALL LAYOUT EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS n Q J Z 1 ROW 10d COMMON WIRE NAILS @ 4" O.C. .n N 1pc SIMPSON ICFVL AND 1pc SIMPSON ICFVL-W LEDGER CONNECTOR SYSTEM w/ 8pcs ICF -D3.62 SCREWS @ 24" O.C. ADD 1-#5 CONTINUOUS AT LEDGER LOCATION SINGLE 2"x8" SYP No.2 FLOOR SUPPORT LEDGER w/ SIMPSON LEDGER CONNECTOR SYSTEM 2"x4" DRYWALL NAILER AS REQUIRED EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS 9" ICF WALL SYSTEM w/ 4" CONCRETE CORE w/ 1-#5 VERTICAL @ 12" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-6 FOR ICF WALL LAYOUT PARTIAL WALL SECTION AT TWO-STORY GABLE END WALL 1 SECTION S-13 SCALE: 3/4" = 1'-0" 1-1"x4" SYP No.2 LATERAL BRACES @ 48" O.C. 20" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR TRUSSES @ 19.2" O.C. SEE FLOOR FRAMING PLAN 1 pc SIMPSON H2.5 CLIP FROM EACH FLOOR TRUSS TO INTERIOR HEADER BEAM UPPER 2"x4" INTERIOR ELEVATOR WALL ALIGNED w/ LOWER 2"x4" INTERIOR BEARING WALL FLOOR SYSTEM DESIGN CRITERIA: FLOOR DEAD LOAD = 20psf FLOOR LIVE LOAD = 40psf 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD SHEATHING, GLUE AND FASTEN TO WOOD TRUSSES w/ 10d COMMON WIRE NAILS 2 ROWS 12d COMMON WIRE @ 4" O.C. EDGE AND @ 6" O.C. FIELD NAILS @ 16 O.C. EL.+ 12'-83/4" OPEN FOR TOP OF PLYWOOD ELEVATOR � - r� co 2"x4" SYP No.2 00 'I CONTINUOUS ' 1 (2) 2"x8" SYP No.2 INTERIOR FLOOR HEADER BEAM AS PER PLAN 2"x4" INTERIOR ELEVATOR BEARING WALL BEYOND. SEE SHEET S-6. SECOND LEVEL FLOOR TRUSSES AT ELEVATOR DOOR HEADER BEAM 2 SECTION S-13 SCALE: 3/4" FLOOR SYSTEM DESIGN CRITERIA: FLOOR DEAD LOAD = 20psf FLOOR LIVE LOAD = 40psf a ° o ° 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD 0 o SHEATHING. GLUE AND FASTEN TO WOOD I-- TRUSSES W/ 10d COMMON WIRE NAILS MICROLAM LVL FLOOR BEAM. @ 4" O.C. EDGE AND @ 6" O.C. FIELD AT TOP OF WALL 1 ROW 10d COMMON WIRE 9" ICF WALL w/ 8" wide CONCRETE--' Q LUG AT FLOOR BEAM LOCATION. EL.+ 12'-81/ 4 " M __ SEE STRUCTURAL SHEET 2�1- TOP OF PLYWOOD DINING ROOM � =NQ Nj- 19.2" 12"f 1 pc SIMPSON ICFVL AND r) 00 Q U QU) 00 1 i rn 1 c SIMPSON ICFVL-W LEDGER a ° o ° o 0o ° ° O 0 o I 0. ° ° _ ° I-- 3ply 1.75"x11.25" 1.9E MO MICROLAM LVL FLOOR BEAM. MGT ADD 1-#5 HORIZONTAL __/ � AT TOP OF WALL 1 ROW 10d COMMON WIRE 9" ICF WALL w/ 8" wide CONCRETE--' Q LUG AT FLOOR BEAM LOCATION. U ADD 1-#5 VERTICAL AT LUG. W SEE STRUCTURAL SHEET S-6 FOR ICF WALL LAYOUT DINING ROOM NOTE: SPLICE 11.25"d MULTI -PLY MICROLAM LVL FLOOR HEADER BEAMS TOGETHER w/ 5 ROWS 12d RING SHANK COMMON WIRE NAILS @ 12" O.C., EACH LAYER 18"t 1 "x4" P.T. SYP No.2 LATERAL BRACING @ 48" O.C., FASTEN w/ 2-10d COMMON WIRE NAILS AT EACH FLOOR TRUSS INTERSECTION 20" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR TRUSSES. SEE FLOOR FRAMING PLAN FOR SPACING. 14"t 11%4" P.T. SYP No.2 LATERAL BRACING @ 48" O.C., FASTEN w/ 2-10d COMMON WIRE NAILS AT EACH FLOOR TRUSS INTERSECTION 1/2" GYPSUM DRYWALL CEILING 2"x4" BLOCLIMG FOR GYPSUM DRYWALL AS REQUIRED 1 pc SIMPSON MGT. FASTEN w/ 22-10d COMMON WIRE NAILS AND 5/8"Ox12" HOT DIPPED GALVANIZED ANCHOR BOLT ADD 1%6" P.T. SYP NO.2 FLAT BLOCK UNDER FLOOR BEAM 1/2" GYPSUM WALL BOARD 9" ICF WALL SYSTEM w/ 4" CONCRETE CORE w/ 1-#5 VERTICAL @ 12" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-6 FOR ICF WALL LAYOUT SECOND LEVEL FLOOR BEAM SUPPORT AND 9" ICE WALL CONNECTION 4 SECTION �13 SCALE: 3/4" = 1'-0" 1/2" GYPSUM-� DRYWALL CEILING 20" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR TRUSSES @ 19.2" O.C. SEE FLOOR FRAMING PLAN 2"x4" DRYWALL NAILER AS REQUIRED 1-#4 HORIZONTAL @ 32" O.C. ALTERNATE SIDE ORIENTATION 1pc SIMPSON THA418 INSTALL 1/2" CDX PLYWOOD ADJUSTABLE TRUSS CEILING DIAPHRAGM TO HANGER COVERED PORCH. FASTEN > w/ 8d COMMON WIRE 2 x4 SYP NO.2 CEILING DIAPHRAGM NAILER NAILS @ 6" O.C. EDGES AND 6" O.C. FIELD EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS 9" ICF WALL SYSTEM w/ 4" CONCRETE CORE w/ 1-#5 VERTICAL @ 12" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-6 FOR ICF WALL LAYOUT SECOND LEVEL FLOOR TRUSSES AT ONE-STORY WALL TRANSITION r3 -, SECTION S-13 SCALE: 3/4" = 1'-0" 14" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR 1 pc SIMPSON THA418 ADJUSTABLE TRUSS TRUSS @ 19.2" O.C. HANGER, FASTEN w/ 4-10d NAILS INTO TOP OF THE SINGLE LEDGER AND 16-10dx11/2" NAILS INTO THE FACE OF THE FLOOR LEDGER oaa6 AND 6-16d NAILS INTO THE FLOOR TRUSS EL.+ 12'-83/4" M TOP OF PLYWOOD N N I -,--SINGLE 2"x10" P.T. SYP NO.2 FLOOR SUPPORT LEDGER. 6p� �6d 046 6d a THA418 FLORIDA PRODUCT APPROVAL #10447.22 SIMPSON THA418 ADJUSTABLE TRUSS HANGER AT SINGLE FLOOR LEDGER 5 DETAIL S-13 SCALE: N.T.S. 1-#4 HORIZONTAL @ 32" O.C. ALTERNATE SIDE ORIENTATION 1/2" GYPSUM WALL BOARD MASTER BEDROOM 1 ROW 10d COMMON WIRE NAILS @ 4" O.C. STURDI-FLOOR SUB FLOOR PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD TRUSSES W/ 10d COMMON WIRE NAILS @ 4" O.C. EDGE AND @ 6" O.C. FIELD 14" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR TRUSSES @ 19.2" O.C. INSTALL 1/2 " CDX PLYWOOD CEILING DIAPHRAGM TO COVERED PORCH. FASTEN w/ 8d COMMON WIRE NAILS @ 6" O.C. EDGES AND 6" O.C. FIELD 2"x10" P.T. SYP NO.2 LEDGER w/ 5/8 "OX10" HOT DIPPED GALVANIZED ANCHOR BOLT w/ 2%2%1/8" PLATE WASHER @ 19.2" O.C. 1 pc SIMPSON THA418 - ADJUSTABLE TRUSS SOUTHEAST PORCH HANGER 2"x4" SYP NO.2 CEILING - DIAPHRAGM NAILER 12 "" BM -2 CAMBER AT END SPANS NO CAMBER AT MIDDLE SPAN PARTIAL WALL SECTION OVER SOUTH EAST COVERED PORCH 6 SECTION S-13 SCALE: 3/4" = 1'-0" I - EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS w/ 9" ICF WALL SYSTEM w/ 4 CONCRETE CORE w/ 1-#5 VERTICAL @ 24" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-7 FOR ICF WALL LAYOUT ,--#5x42" VERTICAL STRAIGHT DOWELS @ 24" O.C. 3-#5 TOP, CONTINUOUS #3 CLOSED STIRRUPS @ 9" O.C. a 3-#5 BOTTOM O N OO n- co ON � Q MO �- �. O N � 00 1 ROW 10d COMMON WIRE Q T U o W Q NAILS @ 4" O.C. _ � =NQ -n NZ 1 pc SIMPSON ICFVL AND W Q U QU) OO rn 1 c SIMPSON ICFVL-W LEDGER � LLj II" �- X CONNECTOR SYSTEM w/ 8pcs 14" PRE-ENGINEERED Q W LL ICF -D3.62 SCREWS @ 24" O.C. SYSTEM 42 WOOD FLOOR TRUSSES I0 Z W W W Z W Cr= F- U N ti ADD 1-#5 CONTINUOUS @ 19.2" O.C. U_ J a U U) W O AT LEDGER LOCATION W Q ® J Q U) m - Q 0 w rY�' p o N d 00, MCL u- ¢ u- N N W = _I N Z [- 1pc SIMPSON THA418 INSTALL 1/2" CDX PLYWOOD ADJUSTABLE TRUSS CEILING DIAPHRAGM TO HANGER COVERED PORCH. FASTEN > w/ 8d COMMON WIRE 2 x4 SYP NO.2 CEILING DIAPHRAGM NAILER NAILS @ 6" O.C. EDGES AND 6" O.C. FIELD EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS 9" ICF WALL SYSTEM w/ 4" CONCRETE CORE w/ 1-#5 VERTICAL @ 12" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-6 FOR ICF WALL LAYOUT SECOND LEVEL FLOOR TRUSSES AT ONE-STORY WALL TRANSITION r3 -, SECTION S-13 SCALE: 3/4" = 1'-0" 14" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR 1 pc SIMPSON THA418 ADJUSTABLE TRUSS TRUSS @ 19.2" O.C. HANGER, FASTEN w/ 4-10d NAILS INTO TOP OF THE SINGLE LEDGER AND 16-10dx11/2" NAILS INTO THE FACE OF THE FLOOR LEDGER oaa6 AND 6-16d NAILS INTO THE FLOOR TRUSS EL.+ 12'-83/4" M TOP OF PLYWOOD N N I -,--SINGLE 2"x10" P.T. SYP NO.2 FLOOR SUPPORT LEDGER. 6p� �6d 046 6d a THA418 FLORIDA PRODUCT APPROVAL #10447.22 SIMPSON THA418 ADJUSTABLE TRUSS HANGER AT SINGLE FLOOR LEDGER 5 DETAIL S-13 SCALE: N.T.S. 1-#4 HORIZONTAL @ 32" O.C. ALTERNATE SIDE ORIENTATION 1/2" GYPSUM WALL BOARD MASTER BEDROOM 1 ROW 10d COMMON WIRE NAILS @ 4" O.C. STURDI-FLOOR SUB FLOOR PLYWOOD SHEATHING. GLUE AND FASTEN TO WOOD TRUSSES W/ 10d COMMON WIRE NAILS @ 4" O.C. EDGE AND @ 6" O.C. FIELD 14" PRE-ENGINEERED SYSTEM 42 WOOD FLOOR TRUSSES @ 19.2" O.C. INSTALL 1/2 " CDX PLYWOOD CEILING DIAPHRAGM TO COVERED PORCH. FASTEN w/ 8d COMMON WIRE NAILS @ 6" O.C. EDGES AND 6" O.C. FIELD 2"x10" P.T. SYP NO.2 LEDGER w/ 5/8 "OX10" HOT DIPPED GALVANIZED ANCHOR BOLT w/ 2%2%1/8" PLATE WASHER @ 19.2" O.C. 1 pc SIMPSON THA418 - ADJUSTABLE TRUSS SOUTHEAST PORCH HANGER 2"x4" SYP NO.2 CEILING - DIAPHRAGM NAILER 12 "" BM -2 CAMBER AT END SPANS NO CAMBER AT MIDDLE SPAN PARTIAL WALL SECTION OVER SOUTH EAST COVERED PORCH 6 SECTION S-13 SCALE: 3/4" = 1'-0" I - EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS w/ 9" ICF WALL SYSTEM w/ 4 CONCRETE CORE w/ 1-#5 VERTICAL @ 24" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-7 FOR ICF WALL LAYOUT ,--#5x42" VERTICAL STRAIGHT DOWELS @ 24" O.C. 3-#5 TOP, CONTINUOUS #3 CLOSED STIRRUPS @ 9" O.C. a 3-#5 BOTTOM SCALE: 3/4" = 1'-0" 1' 2' WALL SECTIONS AND DETAILS Sml 3 SHEET 13 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING HER ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AFLO JACKSONVILLE BE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS BEACH, LO ENU DA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 2174707 cckathegg �il.� WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE ° INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE� " WITH SECTION 6 OF THE "M!NIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 36820 OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE !NK RAISED SEAL O O W � O �z-j Lu H WC) 2 Q Q �UW co W mU NZ I-- SCALE: 3/4" = 1'-0" 1' 2' WALL SECTIONS AND DETAILS Sml 3 SHEET 13 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING HER ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AFLO JACKSONVILLE BE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS BEACH, LO ENU DA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 2174707 cckathegg �il.� WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE ° INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE� " WITH SECTION 6 OF THE "M!NIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 36820 OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE !NK RAISED SEAL J (n O LLJN = m F- W U -1 O U LLJ (i 1�000 m QW Z 0H_U Nm' �ZUO Li O W (n 0 :2 _ (n 0o QI p w0 Li m cn=cwn 00 roOWC=j O Z �_ dp �_ QW Z U w m p p U Z Q Un W Q z N O O J a W = H- J cl� m p \ 0 a- ~ >- Q m = F - ,n ~ O m� Z QaQ �z 3Oz� N Q w mcn L� © Um " 0 0 00 = N (n= O W' �0 Z - O I-`- O O �� o U Z O �U QWUn U WY�Un Z ~ WQ Cn Zcn -i LLJ Ld_ O " Q m = Q Z �w O U) x �QJ: yW- U N cn a- J Q OW �" X C14 C Lm p W w U <V) Q=Qm Un 0 Q O Z Nm N" m W >- 0� L�<n Nm w(nZF- " I J N UY N N �J Z U m U) OQ N 0< O r7 W �m Q - Q< 0 0 0 00o N 0 Qw ryDf i ' "x N\ Q� Z d -p (n LLJ W 0 0 0 ^ Zm 0x0 z I .. N aU OU n XQ 3 J (-) QU p Q ^ LLJ W W �' j m >- w Um W o 0 0 N w O LL- N W 0 ,1rr? H (n Z 0 = m Z O U © O F-0 J �~ " N= HW-- rw Ln W Li = J 0 �m -� W o wU X� -0 z �U L c0 mN l \ N mm "x Q 0 r" O)0 W �� Q W 'i wQ N w U �� 3'S F -Q m (ncf) W \ ee ease ee (n o — — ee ee ee e ee e O :D U N I LcnJ N 0 w J 00 Q z v) „r �------------------- - ' U -- -- W o I Q O Q >O m I W U > Q (n = p N U U Q Q O O m wm00 Z CD Z (n 0\- z J E3 Un Q w� W m Zm Y W Up cf)z m z w N 0 Q 3U J U Z O Q J � Z z m— ry O 0 � Z J W O = U � Ld J Lv %- W w O Lim Q� F -O �� o�mp mm m J m f- >O O Q C) J (n O LLJN = m F- W U -1 O U LLJ (i 1�000 m QW Z 0H_U Nm' �ZUO Li O W (n 0 :2 _ (n 0o QI p w0 Li m cn=cwn 00 roOWC=j O Z �_ dp �_ QW Z U w m p p U Z Q Un W Q z N O O J a W = H- J cl� m p \ 0 a- ~ >- Q m = F - ,n ~ O m� Z QaQ �z 3Oz� N Q w mcn L� © Um " 0 0 00 = N (n= O W' �0 Z - O I-`- O O �� o U Z O �U QWUn U WY�Un Z ~ WQ Cn Zcn -i LLJ Ld_ O " Q m = Q Z �w O U) x �QJ: yW- U N cn a- J Q OW �" X C14 C Lm p W w U <V) Q=Qm Un 0 Q O Z Nm N" m W >- 0� L�<n Nm w(nZF- " I J N UY N N �J Z U m U) OQ N 0< O r7 W �m Q - Q< 0 0 0 00o N 0 Qw ryDf i ' "x N\ Q� Z d -p (n LLJ W 0 0 0 ^ Zm 0x0 z I .. 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J m 00 X Q U J z wrzz Q w m0O_ D r F- w0 -1 - LLJ Q U ZW om 0 W w 0=� > Q O 1 m 0 C) O o W Z O� -1 v = Li U Q - - 00 U) © i m W O ry m U 1,� O NZF- Z m W _ U 3 W X M 0 00 r m 1 N J J m © cl + w 0 Q J W m m O F- F- cn cn m -o O`er OUO cn O Q IJ v p z NF-Ld mmm atn 00 m\ 0U) Li n, U� LL- LL - z Q Z :2 N LdZ - OLd Z < Co mwt -wpm >- z C/) CU z F- Lu CD Oo w �0 m X 0c) :2 mw c} 0� D r 3 w0 -1 U U om 0 W Z > Q O 1 m 0 � O� -1 v = Li U Q Ld U - 00 O m W O ry m U J Z F- W _ Q W Q Z N CD mO LL F- J Z U di - © cl + Q Z m J F- W Q p Q Z I a@ U 0 ° W m Q Zn Z p W Q=) W W m cn W O N cn0 >- > _ W m = Wo�U C� r� Lo �LLJI LL d 1-- Z Or O LWn >- O C) (n U Q Q O W ti Z N U cn cn m -o O`er OUO cn O Q IJ v p z NF-Ld mmm atn 00 m\ 0U) Li n, U� LL- LL - z Q Z :2 N LdZ - OLd Z < Co mwt -wpm >- z C/) CU z F- Lu CD Oo w �0 m X 0c) :2 mw c} 0� U D r 3 w0 -1 U o�zQ om 0 W mp > Q W CnujZ N O m J m O x w W O� > v = O N m Q Q r m + Ir U m Z p mac/ OLli O ^ Q 00 U J Z ( O cO mO LL N C--) o0 O UY= © cl + Z_ U U D N_ Ld W Of m Ln \ J m Um< 3 W U D r U Z w0 -1 U 0 om 0 W mp > Q W CnujZ > � m O �� QQ� Hw-0w W 3�: p 0 O O J Q W F- 01-1 W J W Q :D U (n � W i D' J m 0 ° Q J (n V) ~ W U 1- Ld W cf) U Z OU O W Jp Q O Q J v CC L Q «< Q 3\ Q U O w w W D O O m 3 N O m L� z W F - w W O f- U -1 > ^ I ° F- W �o��wo o� 3m mQ' v m >Q m Lij Q U 0 Qm JL-LiF-Q LLJ \mow pm� mLL- � ° N U Z(D J W 1- 3 CO F- O O Z O F- D r' 0 O Q m W I m O- U m .� " Lc) EL N �z>OWF-� >�Q� ° Ln -0 m O O U OU I -- C) cn �w U) +F- -r Z W } Q Z I- I JO=Q I \ww Ln JO O d- = U (n J 3 m m W m fD v v • d" TI ddb „5Z v CU z ?H m y p OOOQ I. Q ^I (n F Lj W 0 :2p (n � W N r m Z Q W_m> ¢ O �U W Q O W p @) E<0! Qm m W m = omm Jm L Nm0 w O F-- p G_ O O Z ° Q m w W Q Z- m ::D m W m (D � 01� CD �= C) U w 0 CU I � F- I o U N W F- m O I -0 \ 1 0 F -m �m 0 ° �\ 3 �� O z j U U N p D I 3 N Z O r- F-- s; � 0 0 cn ��a- �o _ �� XLIJ I Q� N 3 D 3mmwz w ©° a d0OU� J Ln i I Z O LLJ Ld Om O O p v D @ J ! Q U F-- j m w > „L Q \fy 0 U Q LLJ % w m U ��=m �<L (n W m I- J V) Z O F- L >- -J Lij wU�on (=OSI=-rf) Q: O CU z Oz F j Ln W O O U z LTJ LW O m N U I w m W W W J p E) co < u m m Q W F - �QpQOHp ---Jcow Q z WLij m I- X -� m J Q I- O U p Cn z Z LJ U W Q Ln 00 O ZWa- OOU z U � O m w ry Q N w p J<O O U< r'r' 0E-�m Q= O Q Wm O O Ljj m� W U U wacnOcr-- I om mcn0w0X m U U ry n UWW zpmm0:2 F -F -m O z 0 o w p Q Q w U Q U 0 m Q Q m m D ";x Q w0 -1 U W Q O I W > Q W Y cn Q m 4, • ZU �� QQ� Nn @ W m OJ Lc) O I r m + Ir U W Q J Wmm ^ Q 00 W i D' J m 0 ° Q J (n V) ~ W U 1- Ld W cf) U Z OU O W Jp Q O Q J v CC L Q «< Q 3\ Q U O w w W D O O m 3 N O m L� z W F - w W O f- U -1 > ^ I ° F- W �o��wo o� 3m mQ' v m >Q m Lij Q U 0 Qm JL-LiF-Q LLJ \mow pm� mLL- � ° N U Z(D J W 1- 3 CO F- O O Z O F- D r' 0 O Q m W I m O- U m .� " Lc) EL N �z>OWF-� >�Q� ° Ln -0 m O O U OU I -- C) cn �w U) +F- -r Z W } Q Z I- I JO=Q I \ww Ln JO O d- = U (n J 3 m m W m fD v v • d" TI ddb „5Z v CU z ?H m y p OOOQ I. Q ^I (n F Lj W 0 :2p (n � W N r m Z Q W_m> ¢ O �U W Q O W p @) E<0! Qm m W m = omm Jm L Nm0 w O F-- p G_ O O Z ° Q m w W Q Z- m ::D m W m (D � 01� CD �= C) U w 0 CU I � F- I o U N W F- m O I -0 \ 1 0 F -m �m 0 ° �\ 3 �� O z j U U N p D I 3 N Z O r- F-- s; � 0 0 cn ��a- �o _ �� XLIJ I Q� N 3 D 3mmwz w ©° a d0OU� J Ln i I Z O LLJ Ld Om O O p v D @ J ! 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LTJ p m °D F- Q W m = Wo�U u) m Q F- � Q Q w LL d m O Z Or W O I o U �\ I O U a U O U) W ti Z - p O0 � U x w U) N U O LL Q D - O 3 m m w W w � Z U � O N o H 0 D W z Z#Zm w I O o m tet- CO rn LL V W i D' J m 0 ° Q J (n V) ~ W U 1- Ld W cf) U Z OU O W Jp Q O Q J v CC L Q «< Q 3\ Q U O w w W D O O m 3 N O m L� z W F - w W O f- U -1 > ^ I ° F- W �o��wo o� 3m mQ' v m >Q m Lij Q U 0 Qm JL-LiF-Q LLJ \mow pm� mLL- � ° N U Z(D J W 1- 3 CO F- O O Z O F- D r' 0 O Q m W I m O- U m .� " Lc) EL N �z>OWF-� >�Q� ° Ln -0 m O O U OU I -- C) cn �w U) +F- -r Z W } Q Z I- I JO=Q I \ww Ln JO O d- = U (n J 3 m m W m fD v v • d" TI ddb „5Z v CU z ?H m y p OOOQ I. Q ^I (n F Lj W 0 :2p (n � W N r m Z Q W_m> ¢ O �U W Q O W p @) E<0! Qm m W m = omm Jm L Nm0 w O F-- p G_ O O Z ° Q m w W Q Z- m ::D m W m (D � 01� CD �= C) U w 0 CU I � F- I o U N W F- m O I -0 \ 1 0 F -m �m 0 ° �\ 3 �� O z j U U N p D I 3 N Z O r- F-- s; � 0 0 cn ��a- �o _ �� XLIJ I Q� N 3 D 3mmwz w ©° a d0OU� J Ln i I Z O LLJ Ld Om O O p v D @ J ! Q U F-- j m w > „L Q \fy 0 U Q LLJ % w m U ��=m �<L (n W m I- J V) Z O F- L >- -J Lij wU�on (=OSI=-rf) Q: O CU z Oz F j Ln W O O U z LTJ LW O m N U I w m W W W J p E) co < u m m Q W F - �QpQOHp ---Jcow Q z WLij m I- X -� m J Q I- O U p Cn z Z LJ U W Q Ln 00 O ZWa- OOU z U � O m w ry Q N w p J<O O U< r'r' 0E-�m Q= O Q Wm O O Ljj m� W U U wacnOcr-- I om mcn0w0X m U U ry n UWW zpmm0:2 F -F -m O z 0 o w p Q Q w U Q U 0 m Q Q m m ME w w0 -1 U N Ip� O Q a_ z Q W W N N N J U r NQ QQ� Nn @ Ow w� Z "U O� (n Z O J Zm 0g� �Om mJ z IL U cf) ( : \ W () m U5 0J 3 m H Q of Q m Q U p z m ^x z z U NQO NO O 0 F -N_ N_ Ld W`L " w moo QO O 0 N> ME w Cfl N N Q a_ cy)CO CO N O Q00 W=U T- ONNCO WIZ mU QU Z"Q � o W Q a O O H (.0 = W`L O� Ury �WQLuLu u) Lij LL Z W Z Or = N U a U U) W ti m U) Q D Q W ti W N �(� W LL O o a rn LL CV W = u- Za w �Q O� w� Do W=U a= UQ Qw CO WIZ mU Z"Q � J F-' W a O m N W E S SCALE: 3/4" = 1'-0" 1' 2' WALL SECTIONS AND DETAILS -5 Lij 00> LJ00 p O p ZZm Omz <�Q Joy F- p S� 14 SHEET 12 OF 17 03/01/2018 BUILDING PERMIT ISSUE 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE, CONSULTING STRUCTURAL ENGINEER 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 217-4707 cckat4e: gmaiFcpm WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. �� z I l 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE42 INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE d WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 360i OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL Li EL. +22'-03/4" TOP OF PLATE EL. +21'-111/4" _�$/ TOP OF ICF WALL EL.+ 12'-83/4" TOP OF PLYWOOD 9 r 00 00 -I BRACE BOTTOM CHORDS OF PREENGINEERED ROOF TRUSSES w/ 2"x4" SYP No.2 LATERAL BRACES @ 48" O.C. FASTEN w/ 2pcs 12d COMMON WIRE NAILS AT EACH BOTTOM CHORD INTERSTECTION MASTER BEDROOM PREENGINERED ROOF TRUSS SYSTEM DESIGN LOADS TOP CHORD DESIGN DEAD LOAD = 15 psf TOP CHORD DESIGN LIVE LOAD = 20 psf 12 5/8" CDX PLYWOOD ROOF SHEATHING. i 1 ROW 8d RING SHANK COMMON WIRE NAILS @ 4" O.C. 5 FASTEN W/ 8d RING SHANK COMMON o WIRE NAILS @ 4 O.C. EDGES AND M NOTE: FLOOR LIVE LOAD = 40psf Q0 WATERPROOFING AND o 0 ROOF . SCISSOR TRUSSES @ 24" O.C. H2.5 MTS30C FLASHING DESIGNED SHINGLE ROOF AS PER ARCHITECTURAL PLANS BY OTHERS INSTALL 6pcs-16d TOENAILS 2"x10" P.T. SYP NO.2 CONTINUOUS LEDGER AT BRACKET ROOF ASSEMBLY. DRILL AND INSTALL 1/2"0 THROUGH BOLT w/ 2%2%1/8" PLATE WASHER AND HEX NUT THROUGH ICF CONCRETE 7 6-12d TOE -NAILS EACH SIDE OF BLOCKING @ 32" 0. C. DRILL AND INSTALL 1/2"0 THROUGH BOLT w/ 2%2%1/8" PLATE WASHER AND HEX NUT THROUGH ICF CONCRETE ..___.._.....__._.___ PLANS AND SECTIONS �� CORE. PLUG AS REQUIRED. 12 5/8" CDX PLYWOOD ROOF SHEATHING. i 1 ROW 8d RING SHANK COMMON WIRE NAILS @ 4" O.C. 5 FASTEN W/ 8d RING SHANK COMMON o WIRE NAILS @ 4 O.C. EDGES AND M @ 6" O.C. FIELD FLOOR LIVE LOAD = 40psf Q0 PRE-ENGINEERED WOOD o 0 ROOF . SCISSOR TRUSSES @ 24" O.C. H2.5 MTS30C CEDAR SHAKE SHINGLE ROOF AS PER ARCHITECTURAL PLANS T INSTALL 6pcs-16d TOENAILS --- EACH TRUSS TO TOP PLATE TRUSSES W/ 10d COMMON WIRE NAILS 1 pc SIMPSON ICFVL-W LEDGER INSTALL 2"x8" SYP No.2 SOLID BLOCKING ©4" O.C. EDGE AND @ 6" O.C. FIELD IN-BETWEEN ROOF TRUSSES. FASTEN w/ LEDGER LOCATION 7 6-12d TOE -NAILS EACH SIDE OF BLOCKING ICF -D3.62 SCREWS @ 24" O.C. FASCIA AND SOFFIT PRE-ENGINEERED SYSTEM 42 ?I AS PER ARCHITECTURAL 1 ROW 10d COMMON WIRE ..___.._.....__._.___ PLANS AND SECTIONS �� '/2 " GYPSUM ' � DRYWALL CEILING 2'-0" 2"x6" SYP N0.2 SUB FASCIA. RIP DOWN AS REQUIRED. 1 pc SIMPSON MTS30C TWISTED STRAP AND FASTEN w/ 3-12d RING 1pc SIMPSON H2.5 CLIP. FASTEN w/ 15-10dx1'/2" SHANK COMMON WIRE COMMON WIRE NAILS AND 8-8dx1'/2" NAILS, NAILS INTO EACH ROOF AS PER UPLIFT CONNECTOR SCHEDULE. TRUSS TOP CHORD. 2"x10" P.T. SYP No.2 TOP PLATE w/ FRIEZE BOARD ASSEMBLY '/2 "0 x 10" HOT DIPPED GALVANIZED AS PER ARCHITECTURAL ANCHOR BOLTS w/ 2%2"x1/8" PLATE PLANS AND SECTIONS WASHER @ 24" O.C. I 1-#5 HORIZONTAL AT TOP W W I OF WA BRACE BOTTOM CHORDS OF PRE-ENGINEERED ROOF TRUSSES W/ 2"x4" SYP No.2 LATERAL BRACES @ 48" O.C. FASTEN W/ 2pcs 12d COMMON WIRE NAILS AT EACH TRUSS INTERSTECTION 1/2" GYPSUM WALL BOARD #4 HORIZONTAL @ 32" O.C. FLOOR SYSTEM DESIGN CRITERIA: i 1 ROW 8d RING SHANK COMMON WIRE NAILS @ 4" O.C. ALTERNATE SIDE ORIENTATION FLOOR DEAD LOAD = 20psf M � 1 ROW 10d COMMON WIRE FLOOR LIVE LOAD = 40psf Q0 1 pc SIMPSON A35 CLIP ANGLE AT EACH RAFTER U ° NAILS @ 4" O.C. 00 o 3/4" STURDI-FLOOR SUB FLOOR PLYWOOD M SHEATHING. GLUE AND FASTEN TO WOOD 1pc SIMPSON ICFVL AND ADD 1-#5 TRUSSES W/ 10d COMMON WIRE NAILS 1 pc SIMPSON ICFVL-W LEDGER CONTINUOUS AT ©4" O.C. EDGE AND @ 6" O.C. FIELD CONNECTOR SYSTEM w/ 8pcs LEDGER LOCATION ICF -D3.62 SCREWS @ 24" O.C. 14" PRE-ENGINEERED SYSTEM 42 1 ROW 10d COMMON WIRE 1 ROW 10d COMMON WIRE WOOD FLOOR TRUSSES @ 19.2" O.C. NAILS @ 4" O.C. NAILS @ 4" O.C. 0 o \1 1 'x4" P.T. SYP No.2 LATERAL --� 1/2" GYPSUM --� BRACING @ 48" O.C., FASTEN DRYWALL CEILING w/ 2-10d COMMON WIRE 20" PRE-ENGINEERED NAILS AT EACH FLOOR SYSTEM 42 WOOD FLOOR TRUSS INTERSECTION TRUSSES @ 19.2" O.C. SEE FLOOR FRAMING PLAN 2"x4" DRYWALL NAILER AS REQUIRED 1-#4 HORIZONTAL @ 32" O.C. ALTERNATE SIDE ORIENTATION 1/2" GYPSUM WALL BOARD LIVING ROOM 1 pc SIMPSON THA418 ADJUSTABLE TRUSS HANGER 2"x4" SYP NO.2 CEILING DIAPHRAGM NAILER EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS 2"x10" P.T. SYP NO.2 LEDGER w/ 5/8 "Ox10" HOT DIPPED GALVANIZED ANCHOR BOLT w/ 2"x2"x'/$ " PLATE WASHER @ 19.2" O.C. 1 pc SIMPSON THA418 ADJUSTABLE TRUSS HANGER 9" ICF WALL SYSTEM w/ 2"x4" SYP NO.2 4" CONCRETE CORE w/ CEILING DIAPHRAGM 1-#5 VERTICAL @ 12" O.C. NAILER FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-6 FOR ICF WALL LAYOUT SOUTHEAST PORCH PARTIAL WALL SECTION AT MASTER BEDROOM 1 SECTION S-15 SCALE: 374" = 170" I LL SEGMENT IBM -21 I I CAMBER AT END P= NO CA A7 MID'OL N I I I I I I I — I I' 'I `I I I I I EXTERIOR SIDING FINISH AS PER ARCHITECTURAL PLANS AND SECTIONS w/ 9" ICF WALL SYSTEM w/ 4" CONCRETE CORE w/ 1-#5 VERTICAL @ 24" O.C. FILL SOLID w/ 3000 psi CONCRETE. SEE STRUCTURAL SHEET S-7 FOR ICF WALL LAYOUT ,,,-#5x36" VERTICAL STRAIGHT DOWELS @ 24" O.C. 3-#5 TOP, CONTINUOUS #3 CLOSED STIRRUPS @ 8" O.C. I 3-#6 BOTTOM ARCHITECTURAL LOUVER, DESIGNED BY OTHERS. ARCHITECTURAL COLUMN WRAP OVER 12"x12" CMU COLUMN w/ 1-#5 VERTICAL IN EACH CORNER, SEE DETAIL 1/S-6. m Ln a i 1 ROW 8d RING SHANK COMMON WIRE NAILS @ 4" O.C. U) M � N C) Q0 1 pc SIMPSON A35 CLIP ANGLE AT EACH RAFTER U ° Q 00 o U LL o N M CC) ° ° TO WALL LEDGER. FASTEN w/ 12-8dx1'/2" NAILS a Q r- o H o c:) WQo I_ p N a °° o m a DRILL AND COUNTERSINK 2pcs 0.220"0 x 8"A35 W Q U 0 o SIMPSON SDWS TIMBER SCREWS Q SYP NO.2 RAFTERS @ 16" O.C. n U)2"x4" zW Q W U) W W LL = X L- 4 5/8" CDX PLYWOOD ROOF SHEATHING. FASTEN w/ 8d RING O W W Z U II.- U) o a a = SHANK COMMON WIRE NAILS @ 4" O.C. EDGES AND @ 6" O.C. FIELD J_ � I- W op ~. "x6" W0 �Q�Wd 12 1 TONGUE AND GROOVE SYP NO.1 EXPOSED SOFFITcj� Z N 4 AS PER ARCHITECTURAL PLANS AND SECTIONS QO W O o C:)~ j o n DRILL AND COUNTERSINK 2pcs 0.220"0 x 6" W ILL CN W = SIMPSON SDWS TIMBER SCREWS AT EACH Z a .� MULTI -RAFTER ASSEMBLY == _ 3ply 2"x4" SYP NO.2 MULTI -RAFTERS -� AT EACH BRACKET LOCATION. SPLICE TOGEHTER w/ 2 ROWS 12d COMMON WIRE NAILS @ 8" O.C. n 6"x6" P.T. SYP NO.1 HORIZONTAL "RAKED" BRACKET MEMBER ' L -DRILL AND COUNTERSINK 2pcs 0.220"0 x 8" SIMPSON a. SDWS TIMBER SCREWS 9" ICF WALL SYSTEM w/ REINFORCED CONCRETE CORE I, -DIAGONAL CURVED BRACKET CUT FROM 6"x12" P.T. SYP NO.1 a MATERIAL 4 DRILL AND COUNTERSINK 2pcs 0.220"0 x 8" SIMPSON a SDWS TIMBER SCREWS 4a 3/4" DEEP CUT NOTCH (2 LOCATIONS) 6"x6" P.T. SYP NO.1 VERTICAL BRACKET MEMBER DRILL AND INSTALL '/2"0 THROUGH BOLT w/ 2"x2"x'/$" PLATE WASHER a AND HEX NUT THROUGH ICF CONCRETE CORE. PLUG AS REQUIRED. 8"x8" CONCRETE LUG AT THROUGH BOLT LOCATIONS NORTH STOOP ROOF BRACKET FASTENING 2 DETAIL S-15 SCALE: 11/2" NOTE: SEE ARCHITECTURAL SECTION XX FOR BRACKET DIMENSIONS DOUBLE 2"x4" SYP NO.2 RIMBOARD. FASTEN EACH LAYER w/ 3 ROWS 12d RING SHANK COMMON WIRE NAILS INTO THE END OF EACH 2"x4" RAFTER NOTE: FASTEN 1%6" TONGUE AND GROOVE ROOF DECKING w/ 2pcs 8d STAINLESS STEEL RING SHANK COMMON WIRE NAILS AT EACH RAFTER INTERSECTION W U) � Q Q0 W� ::)o W LL W¢U �Uw =Q Qm WNZ mU Z�Q W a O m 2"x6" SYP NO.2 SUB FASCIA. N RIP DOWN AS REQUIRED. FASTEN w/ 3-12d RING CD SHANK COMMON WIRE W E Q NAILS INTO EACH ROOF N TRUSS TOP CHORD. S IQf cv o UPLIFT CONNECTORS AS PER UPLIFT SCALE: 3/4" = 1'-0" CONNECTOR SCHEDULE ---- --- ---- ON STRUCTURAL SHEET S-17 i --------- --------- ---- I MAIN HOUSE I I -12d TOE NAIL Ij PREENGINEERED JACK ROOF MISCELLANEOUS TRUSSES @ 24 O.C. 11\T0 CORNER HIP I I T SS EACH SIDE ROOF DETAILS I I CO I I 1 pc SIMPSON A35 9" ICF WALL �Ci EACH SIDE OF JACK BELOW FRAMING s`S' TRUSS TO CORNER HIP Sm15 I I TRUSS AT ALL JACK I I TRUSSES OVER 3'-0" SHEET 15 OF 17 I I LONG. FASTEN AT TOP 03/01/2018 2'-2'/4" I CHORD OF JACK TRUSS BUILDING PERMIT ISSUE OVERHANG INC. CHRISTOPHER C. KATHE, ° 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS _ ° u ESTABLISHED IN SECTION 62B-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER 420 OSCEOLA AVENUE CORNER HIP TRUSS CONNECTION 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE JACKSONVILLE BEACH, FLOR A 32250 ° ° WITH CHAPTER 26, ANSVASCE 7-12 "MINIMUM DESIGN LOADS FOR BUII DINGS A35 AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 217-47 K73 DETAIL WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. cckathet6gr ai ' 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE p, (� i S-15 SCALE: 3/4" — V-0" 0" INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE IP WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 36820 OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL THREADED ROD CONNECTION SYSTEM The contractor shall utilize the all -thread connection system as specified as follows: Uplift connectors from the various preengineered roof trusses, conventional roof framing, conventional overframing, covered porch framing, and floor framing shall be installed in accordance with the Uplift Connector Schedule. All -Thread Uplift Connection System The all -thread uplift connection system (ATUC) is composed of one 1/2" diameter 36 ksi all -thread rod that runs the full vertical height of the wall, penetrating both the top and bottom plates, and grouted with Simpson Strong -Tie High Strength Epoxy into the slab/stemwall with 8" embedment. Use a 9/16" drill bit for plate and concrete holes. The cast in place 1/2" diameter x 10" anchor bolts specified may be utilized in lieu of the drilled and epoxied threaded stud at the concrete slab. The top end of the ATUC is bound to the top plate with a 3" square, 1/" thick washer and a nut. The bottom plate is bound to the slab with a 2"%2% 1/8" thick plate washer and nut. The all -thread may be spliced with a coupler threaded onto the all -thread a minimum distance of 3/4" at each end of the coupler. The coupler shall be rated for allowable tension of 3,200 pounds under wind loading. The locations of ATUC within the above referenced structure shall be as follows: Typical Wall Section 48" o.c. max Minimum Quantity of ATUC Between Corners 2 pcs Along Straight Run of Continuous Bearing Wall Bearing Wall Ends (Not Including Shearwalls) 1pc within 3" of end studs Header Framing 1 each side of opening within 3" of full height studs Bottom Plate Splices Install 1/2"Ox8" w/ 51/2" embedment Redhead within 12" of splice, each side of splice. ATC may substitute for Redhead. High Uplift Connection Girder Truss 1 each side of and within 3" (uplift > 1500 lbs.) of high uplift girder 3"x3"x1/4" PLATE WASHER AND HEX NUT 2"x4"/2"x6" SYP.NO.2 DOUBLE TOP PLATE. FASTEN TOGETHER w/ 10d COMMON WIRE NAILS @ 16" O.C. PROVIDE 3-10d COMMON WIRE NAILS EACH SIDE OF SPLICE (TYPICAL) DOUBLE 2"x4" SPF NO.2 STUDS @ 12" O.C. OR 2"x6" SPF NO.2 STUDS @ 16" O.C., SEE FLOOR PLANS 1/2"0 THREADED ROD UPLIFT CONNECTOR DOUBLE TOP PLATE FASTENING AT '/2"0 THREADED ROD 1 DETAIL S-16 SCALE: NTS ADD 1pc SIMPSON H2.5 UPLIFT CONNECTOR AT TOP AND BOTTOM OF THESE STUDS (2)2"X4"/2"x6" SYP No.2 TOP NO SPLICE IN DOUBLE TOP PLATE BETWEEN PLATE SPLICE TOGETHER w/ FULL HEIGHT KING 2 ROWS 10d COMMON WIRE STUDS AND FIRST NAILS @ 16" O.C. ANCHOR RODS. I ROD SPACING, SEE SCHEDULE. FLOOR TRUSS TO DOUBLE TOP PLATE CONNECTOR, SEE UPLIFT SCHEDULE AND SECTIONS DOUBLE 2"x4" SPF NO.2 STUDS @ 12" O.C. ALTERNATE: 1pc SIMPSON MSTA24 FLAT STRAPS EACH SIDE OF DOOR HEADER IF THREADED ROD SYSTEM IS NOT USED NOTE: (SWATC) system. is composed of one 1/2" FASTEN THE H2.5 w/ 10-8dx11/2" and grouted with Simpson Strong -Tie COMMON WIRE NAILS FASTEN THE MSTA24 w/ 18-10d COMMON WIRE NAILS SEE 'LAN PLA SND NUT 8" EMBEDMENT FOR 1/2"0 THREADED ROD AT SLAB/GRADE BEAM BELOW Shearwall All -Thread Connection Svstem The shearwall all -thread uplift connectio (SWATC) system. is composed of one 1/2" diameter 36 ksi all -thread rod that runs the full vertical height of the wall, penetrating both the top and bottom plates, and grouted with Simpson Strong -Tie High Strength Epoxy into the slab/stem all with 8" embedment. Use a 9/16" drill bit for plate and concrete holes. The cast in place 1/2" diameter x 10" anchor bolts specified, may be utilized in lieu of the drilled and epoxied threaded stud at the concrete slab.. The top end of the SWATC is bound to the top plate with a 3" square, 1/" thick washer and a nut. The bottom plate is bound to the slab with 2"x2" 1/8" thick plate washer and nut. The all -thread may be spliced with a coupler threaded onto the all -thread a minimum distance of 3/4" at each end of the coupler. The coupler shall be rated for allowable tension of 3,200 pounds under wind loading. The locations of SWATC within 0 as follows: 0 Shearwall Ends 1pc within 3" of end studs Miscellaneous ,s. The installed 1/" diameter anchor bolts t iat are not utilized by the all -thread connection system shall receive a 2"x2"x 0 bottom plate. GALVANIZED ANCHOR BOLTS Maintain a minimum edge distance of 2" from the outside edge of the embedded Q 8" cmu wall. Q shakes, and wanes, HEADER, tightened to approximately 30ft.-lbs. of torque. Changes in moisture content and the related shrinkage of building materials will effectively eliminate the pre loading caused by the initial tightening of the hex nut. After all rough -ins of the mechanic F prior to installation of insulation re -tightened the upper hex nuts to the required 0 0 LU o 0 Xi 0 W W 0 Li F_ C:) w 0 Q 0 Q J w o' w o' WD C]Q�WN Q Q 2%2x/8 cl� W 19 ) WASHER 2O oarn COUPLER U_ J SEE 'LAN PLA SND NUT 8" EMBEDMENT FOR 1/2"0 THREADED ROD AT SLAB/GRADE BEAM BELOW Shearwall All -Thread Connection Svstem The shearwall all -thread uplift connectio (SWATC) system. is composed of one 1/2" diameter 36 ksi all -thread rod that runs the full vertical height of the wall, penetrating both the top and bottom plates, and grouted with Simpson Strong -Tie High Strength Epoxy into the slab/stem all with 8" embedment. Use a 9/16" drill bit for plate and concrete holes. The cast in place 1/2" diameter x 10" anchor bolts specified, may be utilized in lieu of the drilled and epoxied threaded stud at the concrete slab.. The top end of the SWATC is bound to the top plate with a 3" square, 1/" thick washer and a nut. The bottom plate is bound to the slab with 2"x2" 1/8" thick plate washer and nut. The all -thread may be spliced with a coupler threaded onto the all -thread a minimum distance of 3/4" at each end of the coupler. The coupler shall be rated for allowable tension of 3,200 pounds under wind loading. The locations of SWATC within the above referenced structure shall be as follows: W Shearwall Ends 1pc within 3" of end studs Miscellaneous ,s. The installed 1/" diameter anchor bolts t iat are not utilized by the all -thread connection system shall receive a 2"x2"x /8" plate washer and hex nut at the bottom plate. GALVANIZED ANCHOR BOLTS Maintain a minimum edge distance of 2" from the outside edge of the embedded all -thread rod to the outside face of the 8" cmu wall. The top plate shall be free of splits, checks, shakes, and wanes, The hex nut above the top plate shall be tightened to approximately 30ft.-lbs. of torque. Changes in moisture content and the related shrinkage of building materials will effectively eliminate the pre loading caused by the initial tightening of the hex nut. After all rough -ins of the mechanic 3l and electrical trades are complete, and prior to installation of insulation re -tightened the upper hex nuts to the required 30ft.-lbs. of torque. LU (2)2"x4"/(2)2"x6" SYP NO.2 DOUBLE TOP PLATE WOOD HEADER BEAM 1/2 "0 THREADED ROD AT HEADER/OPENING K -2 -- DETAIL S-16 SCALE: N.T.S. ABOVE TOP PLATE, PROVIDE A 3"x3"x1/4" THICK STEEL PLATE WASHER. FASTEN WITH A HEX NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYPICAL) f_3"x3"x1PLATE WASHER ND HEX NUT 1/2"0 TH EADED ROD ANCHORI G SYSTEM SEE DETAIL 3/8.18 �-- 20" SYSTEM 42 PRE-ENGINEERED FLOOR TRUSSES @ 19.2" O.C., SEE FLOOR FRAMING PLAN 2pcs FULL HEIGHT 2"x4"/2"x6" 0 SPF NO.2 KING STUDS EACH 0 SIDE OF DOOR OPENING Q IL III THREADED ROD SYSTEM AT INTERIOR BEARING WALL THREADED ROD ANCHORING SYSTEM DETAIL SCALE: N.T.S. 2"x4" SYP NO.2 DOUBLE TOP PLATE. FASTEN TOGETHER w/ 10d COMMON WIRE NAILS @ 16" O.C. PROVIDE 3-10d COMMON WIRE NAILS EACH SIDE OF SPLICE (TYPICAL) 1/2"0 THREADED ROD T"rD PLATE SPLICE EXTERIOR CONDITION DBL TOP PLATE SPLICE DETAIL 6--� K SECTION S-16 SCALE: 3/4" = 1'-0" IF NO ANCHOR BOLT IS LOCATED AS SHOWN, PROVIDE A '/2"0 THREADED ROD, w/ 51/2" MINIMUM EMBEDMENT, W/ 2"x2"x1/8" PLATE WASHER TO 8" CMU STEMWALL BELOW PROVIDE AT A DISTANCE OF NO LESS THAN 6" AND NO MORE THAN 12" FROM ALL BUTT JOINTS IN THE SILL PLATE MAX. MIN -IN Ln AT EXTERIOR WALLS, FASTEN WALL SHEATHING TO DBL. TOP PLATE w/ 8d COMMON WIRE NAILS @ 3" O.C. STAGGERED INTO BOTH PLATES WITHIN 24" OF ANY SPLICE. (TYPICAL) 24" MAX. AT EXTERIOR WALL 2"x4" PT. SYP NO.2 SILL PLATE BUTT JOINT SILL PLATE BUTT JOINT DETAIL 7 DETAIL S-16 SCALE: 3/4" = 1'-0" ALL DRILLED AND EPDXIED DOWELS SHALL BE INSTALLED WITH SIMPSON STRONG -TIE "SET" TWO COMPONENT EPDXY ADHESIVE OR EQUAL. INSTALLATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS. 1/2 "0 THREADED -ROD CONNECTION SYSTEM 2x4 P.T. SYP No.2 BASE PLATE w/ DRILLED AND EPDXIED 1/2 "Ox12" HOT DIPPED GALVANIZED THREADED STUD AT EACH ALL -THREAD CONNECTOR ROD LOCATION DRILL 10" AND EPDXY DOUBLE 2"x4" SPF NO.2 STUDS @ 12" O.C. COUPLER NUT 2"x2"x1/8" PLATE WASHER AND HEX NUT 6" STRUCTURAL CONCRETE SLAB JIIIEL. +18.33NAVD TOP OF SLAB n _ (+19.43 NGVD) • ,, J14EL. +17.83' NAVD Y BOTTOM OF SLAB b / _ JIII EL. +16.83' NAVD BOTTOM OF GRADE BEAM 1'-4" ALTERNATE DRILLED AND EPDXIED 1/2"0 THREADED STUD IN LIEU OF ANCHOR BOLT AT FIRST LEVEL GRADE BEAMS [3 SECTION S-16 SCALE: 3/4" = 1'-0" ALTERNATE, ADD 1pc SIMPSON H2.5 UPLIFT 1 pc SIMPSON MSTA24 CONNECTOR AT TOP AND STRAP EACH SIDEOF BOTTOM OF THESE STUDS DOOR HEADER IF THREADED ROD SYSTEM IS NOT USED DOUBLE 2"x4" SPF NO.2- STUDS @ 12" O.C. N 0 DOUBLE 2"x4" SPF NO.2 II I II II II u STUDS @ 12" O.C. �Q a� o ii .I ii II 11 I� II u C� LU 1pc 2"X4" SPF NO.2 HEADER, SEE SCHEDULE AND PLANS ROUGH OPENING SEE ARCHITECTURALS La CRIPPLE STUDS EACH SIDE CD U Qf OF 3'-0" OPENING, OR NM W Q 2pcs 2"X4"" SPF NO.2 o CRIPPLE STUDS EACH SIDE Cp W Q OF OPENING UP TO 4'-6" N 0 ,s. - N 1/2"0 x 10" HOT DIPPED GALVANIZED ANCHOR BOLTS Q III Y11 w/2"x2"x1/8" PLATE WASHERS, - AND HEX NUTS. SPACING AS U REQUIRED TO MAINTAIN 24" MAX. J SPACING TO NEXT ANCHOR BOLT � Q OR THREADED ROD. THREADED ROD SYSTEM AT INTERIOR BEARING WALL THREADED ROD ANCHORING SYSTEM DETAIL SCALE: N.T.S. 2"x4" SYP NO.2 DOUBLE TOP PLATE. FASTEN TOGETHER w/ 10d COMMON WIRE NAILS @ 16" O.C. PROVIDE 3-10d COMMON WIRE NAILS EACH SIDE OF SPLICE (TYPICAL) 1/2"0 THREADED ROD T"rD PLATE SPLICE EXTERIOR CONDITION DBL TOP PLATE SPLICE DETAIL 6--� K SECTION S-16 SCALE: 3/4" = 1'-0" IF NO ANCHOR BOLT IS LOCATED AS SHOWN, PROVIDE A '/2"0 THREADED ROD, w/ 51/2" MINIMUM EMBEDMENT, W/ 2"x2"x1/8" PLATE WASHER TO 8" CMU STEMWALL BELOW PROVIDE AT A DISTANCE OF NO LESS THAN 6" AND NO MORE THAN 12" FROM ALL BUTT JOINTS IN THE SILL PLATE MAX. MIN -IN Ln AT EXTERIOR WALLS, FASTEN WALL SHEATHING TO DBL. TOP PLATE w/ 8d COMMON WIRE NAILS @ 3" O.C. STAGGERED INTO BOTH PLATES WITHIN 24" OF ANY SPLICE. (TYPICAL) 24" MAX. AT EXTERIOR WALL 2"x4" PT. SYP NO.2 SILL PLATE BUTT JOINT SILL PLATE BUTT JOINT DETAIL 7 DETAIL S-16 SCALE: 3/4" = 1'-0" ALL DRILLED AND EPDXIED DOWELS SHALL BE INSTALLED WITH SIMPSON STRONG -TIE "SET" TWO COMPONENT EPDXY ADHESIVE OR EQUAL. INSTALLATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS. 1/2 "0 THREADED -ROD CONNECTION SYSTEM 2x4 P.T. SYP No.2 BASE PLATE w/ DRILLED AND EPDXIED 1/2 "Ox12" HOT DIPPED GALVANIZED THREADED STUD AT EACH ALL -THREAD CONNECTOR ROD LOCATION DRILL 10" AND EPDXY DOUBLE 2"x4" SPF NO.2 STUDS @ 12" O.C. COUPLER NUT 2"x2"x1/8" PLATE WASHER AND HEX NUT 6" STRUCTURAL CONCRETE SLAB JIIIEL. +18.33NAVD TOP OF SLAB n _ (+19.43 NGVD) • ,, J14EL. +17.83' NAVD Y BOTTOM OF SLAB b / _ JIII EL. +16.83' NAVD BOTTOM OF GRADE BEAM 1'-4" ALTERNATE DRILLED AND EPDXIED 1/2"0 THREADED STUD IN LIEU OF ANCHOR BOLT AT FIRST LEVEL GRADE BEAMS [3 SECTION S-16 SCALE: 3/4" = 1'-0" ALTERNATE, ADD 1pc SIMPSON H2.5 UPLIFT 1 pc SIMPSON MSTA24 CONNECTOR AT TOP AND STRAP EACH SIDEOF BOTTOM OF THESE STUDS DOOR HEADER IF THREADED ROD SYSTEM IS NOT USED DOUBLE 2"x4" SPF NO.2- STUDS @ 12" O.C. -3"x3"x1/4" PLATE WASHER AND HEX NUT 1/2"0 THREADED -ROD UPLIFT CONNECTION SYSTEM -2pcs FULL HEIGHT 2"x4" SPF NO.2 STUDS EACH SIDE OF OPENING, MINIMUM. SEE FRAMING PLAN -1 pc 2"x4" SPF NO.2 CRIPPLE STUDS EACH SIDE OF 3'-0" OPENING, OR 2pcs 2"x4" SPF NO.2 CRIPPLE STUDS EACH SIDE OF OPENING UP TO 4'-6" - 2"x2"x1/8 " PLATE WASHER AND HEX NUT OR COUPLER NUT FRAMING AND STRAPPING AT U-0. TYPICAL INTERIOR DOOR OPENING MSTA24 r5-� DETAIL S-16 SCALE: 1/2" = 1'-0" NOTE: WATERPROOF FLASHING DE BY OTHERS WATERPROOF SEALANT ARCHIT PLANS AND BRICK VENEER ARCHITECTURA ISOKERN S - FLUE w/ 1-#, VERTICAL REIT\ IN EACH CORN FILL � CONCRETE STEEL BRICK EXTEND #5 VERTIC THREE (3) 8"CM CELL`. 9" ICF WALL SYSTEM AT SECON 1-#5 VERTICAL AT EACH CORNER ISOKERN STANDARD FLUE w/ 1-#4x20'-0" VERTICAL REINFORCING IN EACH CORNER CELL. FILL SOLID w/ CONCRETE GROUT. ISOKERN STANDARD FLUE W/ 1-#4x20'-0" VERTICAL REINFORCING IN EACH CORNER CELL. FILL SOLID w/ CONCRETE GROUT. REINFORCED ISOKERN FLUE 8 SECTION S-16 SCALE: 11/2 = 1'-0" - _._ ------ ------ ------ i1------ ------ FRAME UPPER CHIMNEY w/ 8" CMU WALL w/ 1-#5 VERTICAL @ 16" O.C. BRICK VENEER AS PER ARCHITECTURAL PLANS PLAN VIEW OF REINFORCED ISOKERN FLUE AT EXTERIOR CHIMNEY 9 SECTION S-16 SCALE: 3/4" = 1'-0" CHIMNEY CAP AS PER ARCHITECTURAL PLANS ISOKERN CROWN AS PER ARCHITECTURAL PLANS 8"x8" CMU BOND BEAM w/ 1-#5 CONTINUOUS BALLOON FRAME UPPER CHIMNEY w/ 8" CMU WALL w/ 1-#5 VERTICAL IN EACH CORNER AND @ 16" O.C. N Qo��o II I II II II u �Q a� c ii .I ii II 11 I� II u C� O HEADER, SEE SCHEDULE AND PLANS ROUGH OPENING SEE ARCHITECTURALS Uu -3"x3"x1/4" PLATE WASHER AND HEX NUT 1/2"0 THREADED -ROD UPLIFT CONNECTION SYSTEM -2pcs FULL HEIGHT 2"x4" SPF NO.2 STUDS EACH SIDE OF OPENING, MINIMUM. SEE FRAMING PLAN -1 pc 2"x4" SPF NO.2 CRIPPLE STUDS EACH SIDE OF 3'-0" OPENING, OR 2pcs 2"x4" SPF NO.2 CRIPPLE STUDS EACH SIDE OF OPENING UP TO 4'-6" - 2"x2"x1/8 " PLATE WASHER AND HEX NUT OR COUPLER NUT FRAMING AND STRAPPING AT U-0. TYPICAL INTERIOR DOOR OPENING MSTA24 r5-� DETAIL S-16 SCALE: 1/2" = 1'-0" NOTE: WATERPROOF FLASHING DE BY OTHERS WATERPROOF SEALANT ARCHIT PLANS AND BRICK VENEER ARCHITECTURA ISOKERN S - FLUE w/ 1-#, VERTICAL REIT\ IN EACH CORN FILL � CONCRETE STEEL BRICK EXTEND #5 VERTIC THREE (3) 8"CM CELL`. 9" ICF WALL SYSTEM AT SECON 1-#5 VERTICAL AT EACH CORNER ISOKERN STANDARD FLUE w/ 1-#4x20'-0" VERTICAL REINFORCING IN EACH CORNER CELL. FILL SOLID w/ CONCRETE GROUT. ISOKERN STANDARD FLUE W/ 1-#4x20'-0" VERTICAL REINFORCING IN EACH CORNER CELL. FILL SOLID w/ CONCRETE GROUT. REINFORCED ISOKERN FLUE 8 SECTION S-16 SCALE: 11/2 = 1'-0" - _._ ------ ------ ------ i1------ ------ FRAME UPPER CHIMNEY w/ 8" CMU WALL w/ 1-#5 VERTICAL @ 16" O.C. BRICK VENEER AS PER ARCHITECTURAL PLANS PLAN VIEW OF REINFORCED ISOKERN FLUE AT EXTERIOR CHIMNEY 9 SECTION S-16 SCALE: 3/4" = 1'-0" CHIMNEY CAP AS PER ARCHITECTURAL PLANS ISOKERN CROWN AS PER ARCHITECTURAL PLANS 8"x8" CMU BOND BEAM w/ 1-#5 CONTINUOUS BALLOON FRAME UPPER CHIMNEY w/ 8" CMU WALL w/ 1-#5 VERTICAL IN EACH CORNER AND @ 16" O.C. w N Qo��o �Q a� c d C� O N N .5- 00 Q CD U o NM W Q , o Ljj Cp W 0 N 0 - N w Q U J �- � Q W LU ILL Xi 0 W W Uj F_ J WD C]Q�WN Q cl� W ) �0 2O oarn U_ J NW= -Q jILL Z a w �Q 00 WC)". =z � WaU �UW =Q Qm WIZ mU Z"Q � J W a 0 m N W�E S SCALE: 3/4" = 1'-0" 1' 2' THREADED ROD SYSTEM DETAILS, SCHEDULES, AND NOTES 16 SHEET 16 OF 17 8" CMU WALL FRAMING FOR REINFORCED ISOKERN 03/01/2018 BUILDING PERMIT ISSUE FLUE AT EXTERIOR CHIMNEY 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS CHRISTOPHER C. KATHE, INC. ESTABLISHED IN SECTION 6213-33 FLORIDA ADMINISTRATIVE CODE. CONSULTING STRUCTURAL ENGINEER SECTION 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE 420 OSCEOLA AVENUE ri0 7�E WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS JACKSONVILLE BEACH, FLORIDA 32250 S-16 SCALE: 3/4' = 1 '- O" AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED (808) 217-4707 WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. cckathe it 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE / INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE' I WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND FL P.E. 36 20 OTHER STRUCTURES" MENTIONED IN NOTE 2. SIGNATURE IN BLUE INK RAISED SEAL S -I RUCTURAL NOTES = 5000 PSI f'c = 5000 DESIGN CRITERIA f'c AUGERCAST CONCRETE PILES PSI f'c = DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA 1) MINIMUM 16" DIAME-ILR 5000 PSI BUILDING CODE 2017. WIND DESIGN PER ASCE 7-16. NOT 2 MINIMUM TIP ELEVATION -16.00' NGVD-17.10' NAVD �' ) f'c = LOCATED WITHIN WIND BORNE DEBRIS REGION. DESIGNED 3 ADD 7-#5 x 35'-0" w # / #3 TIES AT 12 O.C. PSI AS "ENCLOSED." FLOOD RESISTANT DESIGN AND 4) CONCRETE f'c = 5000 PSI PSI f'c = CONSTRUCTION AS PER ASCE 24-14. 5) PILE CAPACITY SHALL BE 40 TONS. COORDINATE AND VERIFY ALL TRUSS DIMENSIONS AND DESIGNS WITH ARCHITECT'S DRAWINGS. -33.0 -38.1 ROOF FRAMING PLAN AND TRUSS TYPES ARE DIAGRAMATIC AND ARE REINFORCED CONCRETE DESIGN CONCEPT ONLY FOR ROOF CONFIGURATION. -32.3 -36.6 LIVE LOADS: PRESSURES AS APPLICABLE. UPLIFT FOR INTERIOR ZONE TRUSSES SHALL BE COMPUTED USING INTERIOR ZONE PRESSURES. ROOF & CANOPIES20 PSF ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION FLOORS 40 PSF OF ACI 318 AND ACI 301. CONCRETE MIX DESIGNS SHALL BESUBMITTED FOR THE ELEVATED DECKS 60 PSF REVIEW AND APPROVAL OF THE STRUCTURAL ENGINEER. +28.4 +28.4 -31.3 -34.6 +28.2 +28.2 UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL WIND LOAD DESIGN CRITERIA ASCE7-16 BE AS FOLLOWS: PORCH LVL HEADER BEAM (2)HTS24 CORNER HIP TRUSS: BASIC WIND SPEED 130 MPH SLABS ON GRADE CENTERED (2)HTS24, SEE DETAIL 4/S-11 IMPORTANCE FACTOR 1.0 FOUNDATIONS 3 ROOF FRAMING: SPECIAL CONCEALED CONNE OCCUPANCY CATEGORY II RESIDENTIAL (RESIDENTIAL) GRADE BEAMS AND PILE CAPS 3" SEE DETAIL 3/S-11 RISK CATEGORY. II ELEVATED STRUCTURAL CONCRETE BEAMS 2" (NOTE: INSTALL OVERFRAMING #10 x 33/4" DECK SCREW EXPOSURE 'D' STRUCTURAL COLUMNS 2" THA418 MEAN ROOF HEIGHT 35.0 FT STRUCTURAL POOL SHELL 2" INTERIOR HEADER BEAM ROOF PITCH INTERNAL PRESSURE COEFICIENT COMPONENT AND CLADDING WINDOW/DOOR PRESURE ALLOWABLE UNIT STRESSES CONCRETE: (PER ACI 318) CONCRETE: AUGERCAST PILES CONCRETE PILE CAPS CONCRETE GRADE BEAMS FOUNDATIONS STRUCTURAL SLABS STRUCTURAL POOL SHELL ELEVATED STRUCTURAL BEAMS STRUCTURAL COLUMNS CMU CONCRETE FILL ICF CONCRETE WALLS 5.5/12 (24.62 DEGREES) "ENCLOSED" +0.18/-0.18 SEE SCHEDULE ON SHEET S-17 f'c = 5000 PSI f'c = 5000 PSI f'c = 5000 PSI f'c = 5000 PSI f'c = 5000 PSI f'c = 5000 PSI f'c = 5000 PSI f'c = 3000 PSI f'c = 3000 PSI f'c = 3000 PSI CONCRETE MAXIMUM WATER CEMENT RATIO: FOUNDATIONS AND STRUCTURAL SLABS 0.40 8" CMU CONCRETE FILL 0.60 ELEVATED STRUCTURAL BEAMS 0.55 STRUCTURAL COLUMNS 0.55 ICF CONCRETE WALLS 0.55 REINFORCMENT WELDED WIRE FABRIC MASONRY STRUCTURAL STEEL: (PER AISC) STEEL BOLTS STAINLESS STEEL BOLTS TUBE STEEL COLUMNS ALL OTHER STEEL WELDING ELECTRODES ASTM A615 - GRADE 60 ASTM A185 fm = 1500 PSI ASTM A325 AISI 304 ASTM A46 ASTM A36 ASTM A-233 E-70XX TIMBER: (PER NDS FOR WOOD CONSTRUCTION) STRUCTURAL LUMBER SYP No. 2 STRUCTURAL STUDS SPF No. 2 TIMBER WINDOW/DOOR BUCKS: ALL 2"x10" PRESSURE TREATED WINDOW/DOOR BUCKS SHALL BE SYP NO. 2 OR BETTER, WITH AN ALLOWABLE BENDING STRESS IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION BY AMERICAN FOREST & PAPER ASSOCIATION. HARDWARE: ALL EXPOSED HARDWARE SHALL BE HOT DIPPED GALVANIZED. BOLTS SHALL MEET REQUIREMENTS OF ASTM A-325, TYPE I, AND HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A-153. NUTS SHALL MEET THE REQUIREMENTS OF ASTM A-563, GRADE DH, AND HOT DIPPED GALVANIZED IN ACCORDANCE W/ ASTM A-153. ALL EXPOSED WASHERS, AND HARDWARE SHALL BE HOT DIPPED GALVANIZED (UNO). SOIL BEARING PRESSURE 2000 PSF EPDXY ADHESIVE: SIMPSON STRONG -TIE "SET" TWO COMPONENT EPDXY ADHESIVE DEP DESIGN CRITERIA: DUVAL COUNTY MONUMENT R048 100 YEAR STORM ELEVATION 17.5' NGVD (16.4' NAVD) WAVE CREST HT. 100 YEAR STORM DESIGN 5.5' NGVD (4.4' NAVD) GRADE SHOP DRAWINGS: THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER AND PROJECT ARCHITECT AS FOLLOWS: • REINFORCING STEEL FOR CONCRETE • PREENGINEERED FLOOR TRUSSES AND ROOF TRUSSES THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS FOR THIS PROJECT IS FOR COMPLIANCE WITH THE DESIGN CONCEPT AND FOR GENERAL COMPLIANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. COMMENTS REGARDING THESE SUBMITTALS DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING THE WORK IN A SAFE AND SATISFACTORY MANNER. ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. BAR SUPPORTS SHALL BE PLASTIC DIPPED AFTER FABRICATION. ALL REINFORCING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 13AR DIAMETERS, U.O.N. ALL WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) MESH PANELS AND TIED SECURELY. WHERE REQUIRED, DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING, U.O.N. SUPPORT BARS SHALL BE #5 OR GREATER, AND NOT SPACED MORE THAN 48" O.C. A MINIMUM OF THREE (3) SUPPORT BARS AND THREE (3) INDIVID AL CHAIRS FOR EACH SUPPORT BAR SHALL BE PROVIDED FOR TOP BARS. SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1'-6" PAST OUTERMOST CHAIR OR SUPPORT BAR. SHORING AND RE -SHORING THE FORMWORK, SHORING, AND RESHORING SYSTEM SHALL BE DESIGNED IN ACCORDANCE WITH ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORMING.' MASONRY ALL "BREAK -AWAY" 8" CMU WALLS AND PIERS SHALL BE COMPOSED OF ASTM C90, GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH ASTM C270 TYPE "S" MORTAR. ALL "BREAK -AWAY" 8" CMU WALLS AND PIERS SHALL BE REINFORCED FULL HEIGHT HEIGHT IN CONCRETE GROUT FILLED CELLS. LAP VERTICAL BARS 48 DIAMETERS WITH WIRE TIES. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH CO CRETE GROUT IN 5-0" MAXIMUM LIFTS. DO NOT BEGIN PLACEMENT OF GROUT UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED. MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530.1. 9" ICF WALL SYSTEM THE ICF WALL SYSTEM SHALL BE COMPOSED OF 9" FORMS WITH CONCRETE CORES AS INDICATED ON THE FRAMING PLANS . INSTALL THE ICF WALL SYSTEM IN ACCORDANCE WITH THE "THE STRUCTURAL DESIGN OF INSULATING CONCRETE FORM WALLS IN RESIDENTIAL CONSTRUCTION" AND "PRESCRIPTIVE METHOD FOR INSULATING CONCRETE FORMS IN RESIDENTIAL CONSTRUCTION" AS PREPARED Y THE NAHB RESEARCH CENTER, INC. ALL ICF WALLS SHALL BE REINFORCED FULL HEIGHT IN CONCRETE FILLED CORE WITH 1-#5 VERTICAL REINFORCING AT: • EACH CORNER, WALL ENDS, WALL INTERSECTIONS, U.N.O. • AND AT A MAXIMUM SPACING OF 1'-0" O.C. AT ALL FIRST LEVEL WALLS • AND AT A MAXIMUM SPACING OF 2'-0" O.C. AT ALL SECOND LEVEL WALLS LAP VERTICAL BARS 25" MINIMUM SUPPLEMENTARY NOTES VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 20sf COORDINATE OPENINGS, SLEEVES, AND EMBEDDED ITEMS WITH ARCHITECTURAL, 40sf MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. SUCTION THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE CONTRACT DOCUMENTS. -35.0 -42.1 PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. 60sf WOOD TRUSSES 80sf TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS INDICATING ACTUAL TRUSS LAYOUT, DESIGN, WIND UPLIFT AT BEARING LOCATIONS, NUMBER AND TYPES OF TRUSSES, ETC. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A REGISTERED FLORIDA PROFESSIONAL ENGINEER. TRUSS MANUFACTURER SHALL COORDINATE AND VERIFY ALL TRUSS DIMENSIONS AND DESIGNS WITH ARCHITECT'S DRAWINGS. -33.0 -38.1 ROOF FRAMING PLAN AND TRUSS TYPES ARE DIAGRAMATIC AND ARE INTENDED TO INDICATE DESIGN CONCEPT ONLY FOR ROOF CONFIGURATION. -32.3 -36.6 ROOF TRUSSES SHALL BE DESIGNED FOR END OR INTERIOR ZONE UPLIFT PRESSURES AS APPLICABLE. UPLIFT FOR INTERIOR ZONE TRUSSES SHALL BE COMPUTED USING INTERIOR ZONE PRESSURES. 120sf ROOF TRUSS DESIGN CRITERIA SUCTION LIVELOAD ........ ........................................... . 20 PSF MIN. TOP CHORD DEAD LOAD - CEDAR SHAKE SHINGLE ROOF ..... .15 PSF WIND UPLIFT ...... ..... ............................. PER ASCE 7-12 BRACE BOTTOM CHORD A`, INDICATED FOR WIND UPLIFT. COORDINATE ROOF TRUSS LOCATIONS WITH PLUMBING WALLS AND HVAC EQUIPMENT SO AS TO AVOID CONFLICTS. SEE MECHANICAL DRAWINGS FOR EXACT LOCATIONS OF DUCTS, STACKS, PIPES, ETC. AREA INTERIOR ENDZONE AREA INTERIOR ENDZONE AREA INTERIOR ENDZONE DESIGN WIND PRESSURES DESIGN WIND PRESSURES FOR WINDOWS/DOORS (PSF) (END ZONE = 6'-0") Kd = 0.85 1 Osf 20sf 30sf 40sf POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION +33.7 +33.7 -36.5 -45.1 +32.2 +32.2 -35.0 -42.1 +31.3 +31.3 -34.1 -40.3 +30.7 +30.7 -33.5 -39.0 50sf 60sf 70sf 80sf POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION +30.2 +30.2 -33.0 -38.1 +29.8 +29.8 -32.6 -37.3 +29.4 +29.4 -32.3 -36.6 +29.1 +29.1 -32.0 -36.0 90sf 1 00s 110sf 120sf POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION +28.9 +28.9 -31.7 -35.5 +28.6 +28.6 -31.5 -35.0 +28.4 +28.4 -31.3 -34.6 +28.2 +28.2 -31.1 -34.2 THE DESIGN OF THE FASTENING OF THE WINDOWS/DOORS TO THE WALL FRAMING/BUCKS IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER/SUPPLIER AND SHALL MEET THE WINDOW/DOOR DESIGN WIND PRESSURES. 16"0 AUGERCAST CONCRETE PILE INSPECTION PILES SHALL HAVE A MINIMUM DIAMETER OF 16" AND SHALL PROVIDE A MINIMUM SAFE BEARING CAPACITY OF 40 TONS, ALLOWABLE TENSION CAPACITY OF 9 TONS, AND LATERAL CAPACITY OF 6 TONS. 2. FORM THE CAST IN PLACE PILE BY DRILLING A HOLE IN THE GROUND WITH A HOLLOW STEM CONTINUOUS FLIGHT AUGER TO THE SPECIFIED TIP ELEVATION INDICATED ON THE PLAN. PUMP 5000 PSI CONCRETE GROUT DOWN THE AUGER STEM AND OUT THE TIP INTO THE CAVITY FORMED. AS THE AUGER IS SLOWLY WITHDRAWN, THE AUGER SHALL NOT BE PERMITTED TO ROTATE DURING THE WITHDRAWAL PROCESS, AND SHALL BE WITHDRAWN IN A STEADY, CONTINUOUS MOTION. CONCRETE GROUT PRESSURE SHALL BE MEASURED AND SHALL BE MAINTAINED AT AN ADEQUATE PRESSURE AT ALL TIMES TO OFFSET THE DEVELOPED HYDROSTATIC AND LATERAL EARTH PRESSURES. THE INSTALLED CONCRETE GROUT VOLUMES SHALL BE MEASURED TO VERIFY THAT THE VOLUME OF THE CONCRETE GROUT VOLUME INSTALLED IN EACH PILE IS EQUAL TO OR GREATER THAN THE CALCULATED VOLUME OF THE HOLE CREATED BY THE AUGER. IF THE INSTALLATION PROCESS OF ANY PILE IS INTERRUPTED OR LOSS OF CONCRETE PRESSURE OCCURS, THE PILE SHALL BE REDRILLED TO THE ORIGINAL DEPTH AND REFORMED. AUGERED PILES SHALL NOT BE INSTALLED WITHIN SIX PILE DIAMETERS, CENTER TO CENTER, OF AN ADJOINING PILE FILLED WITH CONCRETE GROUT LESS THAN 24 HOURS OLD. IF THE CONCRETE GROUT LEVEL OF A AUGERED PILE DROPS, THE PILE SHALL BE REJECTED AND REPLACED. 3. ALL AUGERED PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 2" TO THE #3 TIES. 4. AUGERED PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES. 5. THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN APPROVED TESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLTION COMPLIES WITH THE DESIGN REQUIREMENTS. RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT VOLUME INSTALLED FOR EACH PILE; TOTAL NUMBER OF INSTALLED PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR ALL OF THE PILES; AND DEVIATION OF EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED TO THE ENGINEER OF RECORD UPON COMPLETION OF THE AUGERED PILE WORK. 00 00 0 0 0 0 0 0 o °o � o0 ° Ile U oco ° 0 0 O 0 0 O O 00 0 O 0 0 0 00 o o O O At 0 ° A35 H2.5 MTS12 HUS26 LUS28 THA29 ° ° ° °° ° ° o° 00 °° ° u 0 ° ° 0 ° MGT HTS24 MSTA24 HTS30C 10-10dx11/2" NAILS AT TRUSS AND 8-10dx11/2" NAILS AT PLATE. WRAP UNDER AND AROUND 2"x12" SILL PLATE THA 418 THA426 MAIN HOUSE UPLIFT CONNECTOR SCHEDULE MEMBER SUPPORT SIMPSON CONNECTOR UPPER PREENGINEERED ROOF TRUSS FRAMING 2"x10" ICF TOP PLATE (1)HTS30C AND (1)H2.5, SEE COMMON TRUSS: Q0 p SECTION 1 /S-12 ARE SIMPSON STRONG TIE GIRDER TRUSS (1)THA29 AND (2)A35, SEE O 2) SEE DETAILS DETAIL 2/S-11 SCISSOR TRUSS: 2"x10" ICF TOP PLATE (1)HTS30C AND (1)H2.5, SEE =a Qm 3) USE THE SECTION 1/S-15 JACK TRUSS: 2"x10" ICF TOP PLATE (1)HTS30C, SEE SECTION 1/S-12 18-10dx11/2" CORNER HIP TRUSS (1)A35, SEE DETAIL 3/S-15 PRODUCT GIRDER TRUSS (1)A35 CORNER HIP TRUSS: 2"x10" ICF TOP PLATE (2)HTS30C FLORIDA GIRDER TRUSS (2)A35 GIRDER TRUSS: 9" ICF WALL (1)MGT, SEE DETAIL 1/S-11 HIGH UPLIFT GIRDER 9" ICF WALL (1)MGT, SEE DETAIL 1/S-11 TRUSS: #10446.4 MTS12 UPPER COVERED PORCH FREENGINEERED ROOF TRUSS FRAMING PRODUCT APPROVAL COVERED PORCH PORCH LVL HEADER BEAM (2)MTS12 COMMON TRUSS: FLORIDA PRODUCT COVERED PORCH PORCH LVL HEADER BEAM (2)MTS12, SEE SECTION 1/S-14 JACK TRUSS: PORCH GIRDER TRUSS (2)A35 AT TOP CHORD AND (1)HUS26 PRODUCT APPROVAL BOTTOM CHORD, SEE SECTION 1/S-14 COVERED PORCH PORCH LVL HEADER BEAM (2)HTS24 CORNER HIP TRUSS: PRODUCT APPROVAL COVERED PORCH PORCH LVL HEADER BEAM (2)HTS24, SEE DETAIL 4/S-11 GIRDER TRUSS: FLORIDA PRODUCT LOWER EXPOSED BRACKET ROOF FRAMING: SPECIAL CONCEALED CONNE TIONS SEE SECTION 2/S-15 FOR TYPICAL CONVENTIONAL ROOF OVERFRAMING: LEDGER SEE DETAIL 3/S-11 OVERFRAMING RAFTER: #10447.19 RIDGE BEAM �1�H2.5, 1 A35, SEE DETAIL 5/S-11 (NOTE: INSTALL OVERFRAMING #10 x 33/4" DECK SCREW LEDGER BOARD TO LOWER W/ 1"0 WASHER AT EACH INTERSECTION) RAFTERS w/ 2 ROWS FLOOR FRAMING: #11468.23 THA418 FLOOR TRUSSES: DOUBLE TOP PLATE (1)H2.5, SEE SECTION 3/S-12 PRODUCT INTERIOR HEADER BEAM (1)H2.5, SEE SECTION 4/S-12 MGT INTERIOR LVL FLOOR BEAM (1)H2.5, SEE SECTION 5/S-12 FLORIDA FLUSH FLOOR BEAM AT 20" (1)THA426, SEE DETAIL 4/S-10 #11470.7 DEEP FLOOR TRUSSES AND 22-16d WALL LEDGER AT 14" (1)THA418 DEEP FLOOR TRUSSES "`.SET" EPDXY FLOOR BEAMS: SUPPORT STUDS (2)HTS24 STAIR FLOOR JOISTS: 2"x8" WALL LEDGER (1)LUS28, SEE DETAIL 6/S-10 ICF WALL SYSTEM: )LL(VZ�- 2"x10" ICF TOP PLATE: ICF CONCRETE CORE 1/2"0 x 10" HOT DIPPED GALVANIZED ANCHOR BOLT w/ 2"x2%1/8" PLATE WASHER, AND HEX NUTS © 24" O.C. INTERIOR BEARING WALLS UTILIZING THE THREADED ROD SYSTEM DBL TOP PLATE 2"x4" STUDS 1/20 THREADED ROD @ 48" O.C. BOTTOM SILL PLATE GRADE BEAM FOUNDATION 1/2"0 x 10" ANCHOR BOLT w/ 2"x2"x1/8" PLATE WASHER, COUPLER NUT, AND HEX NUTS © 24" O.C. AND 1/2"0 THREADED RODS NU ILS: N Q m Q0 p 1) CONNECTORS ARE SIMPSON STRONG TIE OR EQUIVALENT. f O 2) SEE DETAILS THIS SHEET FOR TYPICAL APPLICATIONS. c') I--rNCO =a Qm 3) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: CO Q HTS30C 18-10dx11/2" FLORIDA PRODUCT APPROVAL #10456.27 H2.5 8-8dx11/2" CD FLORIDA PRODUCT APPROVAL #10456.11 A35 12-8dx11/2 FLORIDA PRODUCT APPROVAL #10446.4 MTS12 14-10dx11/2" FLORIDA PRODUCT APPROVAL #104-56.33 MSTA24 18-10d FLORIDA PRODUCT APPROVAL #10852.9 HTS24 20-10dx11/2 (n FLORIDA PRODUCT APPROVAL #10456.24 HUS26 20-10d W FLORIDA PRODUCT APPROVAL #10655.94 LUS28 10-10d Q U FLORIDA PRODUCT APPROVAL #10655.113 THA29 16-10d AND 4-10d FLORIDA PRODUCT APPROVAL #10447.19 THA426 20-10d AND 6-16d FLORIDA PRODUCT APPROVAL #11468.23 THA418 20-10d AND 6-16d FLORIDA PRODUCT APPROVAL #10447.21 MGT 5/,,"0 X12" THREADED ROD FLORIDA PRODUCT APPROVAL #11470.7 AND 22-16d "`.SET" EPDXY FLORIDA PRODUCT APPROVAL #11506.4 ALL SIMPSON CONNECTORS IN CONTACT WITH ACQ PRESSURE TREATED LUMBER SHALL HAVE THE MANUFACTURER APPLIED "ZMAX" FINISH 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION 626-33 FLORIDA ADMINISTRATIVE CODE. 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE WITH CHAPTER 26, ANSI/ASCE 7-12 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 130 MPH. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" MENTIONED IN NOTE 2. W N Q m Q0 p Q 0- f O N LLj Q c') I--rNCO =a Qm SmU CO Q o Uo W Q� = o 0ciff- W CD E- Lu U1�Orn 0-v ¢uiwu- X (n W _ u - W W ti U Q U W ti -� m U) W Q p p Q�, W t` '' Q� WEu-p4 BOJ 2Ooarn LL )LL(VZ�- W � Q QW[)� Do 0 LLj U- WaU "UW =a Qm SmU WNZ W O m N W�E S SCALE: 3/4" = 1'-0" 1' 2' STRUCTURAL NOTES, SCHEDULES, AND DETAILS Sml 7 SHEET 17 OF 17 03/01/2018 BUILDING PERMIT ISSUE CHRISTOPHER C. KATHE, INC. CONSULTING STRUCTURAL ENGINEER 420 OSCEOLA AVENUE JACKSONVILLE BEACH, FLORIDA 32250 (808) 217-4707 p cckathe@gmaii:com 1lip FL P.E. 3682 SIGNATURE IN BLUE INK RAISED SEAL 12" CONCRETE VANISHING 4pcs 16"wide EDGE WEIR POOL WALL w/ MONOLITHIC STEPS #4 VERTICAL © 12" O.C., w/ 1-#4 © 12" O.C., AND #4 HORIZONTAL EACH WAY © 12" O.C., EACH FACE +18.17' NAVD IfF WATER LINE SEL. +18.17' NAVD TOP OF TROUGH WALL POOL EL. + 3.17' NAVD � EL. +14.75' NAVD o I BOTTOM OF POOL +I o ��, TROUGH WATERLINE 8" CONCRETE 0 POOL SLAB I _ Iq EL. +15.25' NAVD w/ 1—#4 _ © 12" O.C., `n 24" _ TOP OF TROUGH WALL EACH W Y, TOP AND LAP 12" CONCRETE TROUGH 00 BOTTOM TROUGH C° WALL w/ #4 EACH WAY 12" O.C., EACH FACE N PB -1 --- EL. +12.25' NAVD TOP OF TROUGH SLAB 24"wide x 16"deep POOL GRADE BEAM BEYOND 3—#4 EACH WAY ABOVE PILE 2' -0"x2' -0"x1' -0"d PILE CAP AT SINGLE PILE, SEE PLAN FOR LOCATIONS 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7—#5 x 34'-0" LONG w/ #3 TIES © 12" O.C. AT 32'-0" LONG PILE PROVIDE STD. 90° BENDS AT THE ENDS OF ALL GRADE BEAM #5 TOP REINFORCING STEEL PB -1 DEEP WELL DRAINS EL. +11.75' NAVD IF TOP OF PILE 24"wide x 16"deep POOL GRADE BEAM BEYOND 8" CONCRETE TROUGH SLAB w/ #4 REINFORCING © 12 O.C. EACH WAY, TOP AND BOTTOM 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7—#5 x 34'-0" LONG w/ #3 TIES © 12" O.C. AT 31'-0" LONG PILE EXISTING CONCRETE SLAB EXISTING CONCRETE SEAWALL DRILL 6" AND EPDXY 3pcs #5x 38" HORIZONTALS AT EACH "BB -1" POOL GRADE BEAM LOCATION PROVIDE DRILLED AND EPDXIED HORIZONTAL EL. +10.58' NAVD #5 DOWEL CONNECTION TOP OF PILE INTO THE EXISTING CONCRETE SEAWALL SECTION AT EXISTING SEAWALL CONNECTION OPTION 1 SECTION KC- SCALE: 3/8" = 1'-0" CHRISTOPHER C. KATHE FL P.E. 36820 SIGNATURE IN BLUE INK RAISED SEAL 00 —rn O n � U� U 00 r I oLij - U M r") M zoo Y �wz Qpm mQ0 oo� U ' zV) ..w Q Wzo CD = wZ O E Qo 0 J LN Il <It = CO O <,j E UUor- a -)D z� cy WLiJ v) N =>LLo Ci Lq— +' 0 Z 'o J 00 O - o,l --'zJ N U I— U U Z � �o U W U Zw W Q 0 o< z J— LJ LJ.J Q = w w U 1) -1 Q a - W m 0 LLI m� N Q � LLI Lu z a Q W OLL - m . es..w.::.a.s%.,:,a i.exw.::..�.:�....wv,�:... •. �..: •...v.. ;....ue+±a«c.t. i:S"Itirs54i�`'..ie.a::......xtt...u�:'-.�:w.us: WYi�fYddtAtFtaio�IliYg.aa®:.,i .• >` •-•.:ue';twta,dY:..n. . n..s`.�'a...�:s-�:a �• .uxu ..d.::,..rwm.+...r` iWN.ypa .•..••`•"• a ...._ .. . 12" CONCRE W/ © 12" 0. (18.67') EL. WEST (18.67') EL. 2'-0"x2'-0" RA PEDESTAL INTEL w/ SPA SF 27'-0" 11'-011 3'-4" (18.67') EL. +1$'-8" NAVD TOP OF COPING 2'-g„ PEDESTAL j4EL. +21'-1" NAVD (21.08') P OF PEDESTAL O FIXTURE NUMBER OF FIXTURES BULB LUMENS HAYWARD MODEL No. AND TYPE h� HAYWARD COLORLOGIC 4pcs AT POOL 95 watt LED SP0527SLED50 OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM 4.0 LED POOL LIGHT EVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55, f CHAPTER 12.9.4. N COLOR: AMBER LED 2pcs AT STEPS 40 watt LED SP0535SLED50 1 pc AT SPA 40 watt LED SP0535SLED50 00 1 TE P OL WALL I EL. 4'-6" `v REINFORCING I POOL EACH FACE, LIGHT .. EACH WAY8"x2'-8" EL. -5 -9 RAISED ... PEDESTAL INTEGRAL EL. -0'-4" 1L. -0'-5" w/ POOL SHELL w o w o z SUNSHELF j EL. +15-3 Cn ... TOP OF TR WALL +18' 8" NAVD COPING I ... OP OF 2" CONCRETE VANISHING '.'.'. EDGE EIR POOL WALL w/ 4 EACH WAY © 12" O.C., ... EACH FACE ::::: 0 EL. -4'-0" ... 12" CO CRET ... W LL w #4 ... © 12 0.C., ...J14EL. -5-11' W CD POOL EL. -4'-8" :.:. Li LIGHT 0 1 CD ... z ... Cf) z > EL. - 5'-0" TROUGH POOL 00 00 ... 00 cn w a_ w w POOL DEPTH VARIES I DEEP WELL O 1 1 1 Q_ W W W W , F- F- F_ F- 4'-0" TO 5 -0 �t DRAINS ... r� -Itw i 0 N F- Cn (n (n (n (n RECESSED TR ... U I D -LIG TS 4pcs 16"wide ::: ( LOC TION MONOLITHIC STEPS EL. -4'-8" :: TR 0 U G H .. DRAINS +18' 8" NAVD POOL LIGHT 1 -4 1 -4 1 -4 1 -4 ... EL. -5 19-1 -11' OP OF COPING 12" 5' 4" 14'-8" 12" 4'-0" 12" EL. -4'-0" 2" CONCRETE VANISHING EDGE EIR POOL WALL w/ ... 4 EACH WAY @ 12" O.C., 0 EACH FACE 12" CONCRETE SPA WALL w/ #4 REINFO IH CING N © 12" O.C. EA FACE, 1 - EACH WAY 0 L. +18'-8" NAVD c° I BENCH 12 >_12"wide TROU TOP OF COPING r WALLS EL. +18'-21/'4 " N VD 18.19") SPA TOP OF SPA SPA FLOW OVEF 00 = DRAIN o v I z m' -8"x2'-8" RAISED['--*TOP L. +15'-3 SED SPA EDESTAL INTEGRAL „ F TR AL LIGHT w/ POOL SHELL EL. -5 -9 WALL ELL co STEP BENCH POOL EL. 4'-6" LIGHT 00 0 0 I I _ N N O I N SPA LAYOUT 1'-0" 6 \1'6" PEDESTAL LAYOUT 2'-0" PEDESTAL 6'-0" EL. +20'-10" NAVD (20.83') TOP OF PEDESTAL 19'-0" f EL. +18'-8" NAVD (18.67') TOP OF COPING 27'-0" 3'-4" 2'-8" r PEDESTAL POOL AND SPA LAYOUT PLAN- NOTE: SCALE: 3/8" = 1'-0" SEE ARCHITECTURAL SHEET 4.3 GENERAL NOTES: FOR ADDITIONAL POOL AND SPA DIMENSIONS AND ELEVATIONS 1) PRESSURE PIPING SHALL BE TESTED A PER LOCAL BUILDING CODES, PRIOR TO BACKFILL 2) ALL DEP APPROVED SAND FILL SHALL 13E BACKFILLED AND COMPACTED TO A DENSITY OF 95% OF OPTIMUM MODIFIED STANDA D ASTM PROCTOR TEST. BACKFILL SHALL BE INSTALLED IN 12" LAYERS. 3) THE OWNER SHALL INSTALL AND MAINT IN A FOUR (4') FOOT HIGH (MINIMUM) FENCE AROUND THE POOL AREA (TO MEET OR EXCEED LOCAL CODES). 4) REFER TO POOL MANUFACTURER'S PLANS FOR DETAILS OF THE POOL, PLUMBING/PIPING AND ELECTRICAL REQUIREMENTS. NAVD (15.25') )UGH TROUGH =ACH WAY qCH FACE EAST )UGH IN U) U Q 00 0 0 0 I W Q STRUCTURAL NOTES: (D N DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE Q 00 co N N ,t 2017 FLORIDA BUILDING CODE. o I- r � Q T U g W Q� BEND OVER 7-#5 DEP DESIGN CRITERIA: __ o H C:) }_ N VERTICAL REINFORCING DUVAL COUNTY W Cr = N u O FROM AUGERCAST MONUMENT R048 � .. E CONCRETE ANCHOR CL U) Q iii w IL X PILE INTO MONOLITHIC 100 YEAR STORM ELEVATION 17.5' NGVD (16.4' NAVD)z CO W W POOL SHELL WAVE CREST HT. U LU W� co Q o EL. VARIES 100 YEAR STORM DESIGN 5.5' NGVD (4.4' NAVD) _j d - W ti TOP OF PILE GRADE co QQ C) Q W W N LIVE LOADS: 2i ry � - LL z 1 3pcs #3 TIES ©3" O.C. UNIFORM LIVE LOADS: O 5 p o F- o rn AT TOP OF PILE POOL DECK SLABS/COPING 40 PSF W Q -i N W ALLOWABLE UNIT STRESSES CONCRETE: (PER ACI 318) x-16"0 "AUGERCAST" CONCRETE ANCHOR CONCRETE: PILE w/ 7-#5x34'-0" SLAB ON GRADE f'c = 3000 PSI OR 7-#5x36'-0" STRUCTURAL POOL SHELL SLABS f'c = 5000 PSI AND #3 TIES © 12" O.C. STRUCTURAL POOL SHELL WALLS f'c = 5000 PSI SEE PLAN AND SECTIONS AUGERCAST CONCRETE ANCHOR PILE f'c = 5000 PSI FOR LENGTHS CONCRETE PILE CAPS f'c = 5000 PSI CONCRETE GRADE BEAMS f'c = 5000 PSI CONCRETE MAXIMUM WATER CEMENT RATIO: STRUCTURAL POOL SHELL SLABS AND WALLS 0.42 CONCRETE PILE CAPS AND GRADE BEAMS 0.42 AUGERCAST ANCHOR PILE 0.46 SLAB ON GRADE 0.52 ALL POOL SHELL WALLS, SLABS, GRADE BEAMS, AND PILE CAPS SHALL CONTAIN "PREVENT -C" SHRINKAGE REDUCING ADMIXTURE AS MANUFACTURED BY VITRO 0 (D I MINERALS. THE DESIGN MIX SHALL BE PROPORTIONED TO BE COMPATABLE WITH THIS ADMIXTURE WITH RESPECT Q �! -y TO CEMENT CONTENT, AIR CONTENT, OTHER ADMIXTURES, 0 ETC. MAXIMUM WATER -CEMENT RATIO SHALL BE 0.042. W 12� PILE SECTION 11::) REINFORCMENT: ASTM A615 - GRADE 60 Z SCALE: 3/4" = 1'-0" WELDED WIRE FABRIC ASTM A185 W LL. SOILBEARING PRESSURE: 2000 PSF Q = "AUGERCAST" CONCRETE ANCHOR PILES = Q U W 1) MINIMUM 16 DIAMETER Q m 2) MINIMUM EL. -20.00' NAVD TIP ELEVATION LLL 3) MINIMUM 31'-0" LENGTH ui m U 4) REINFORCE w/ 7-#5 x 33'-0" OR 7-#5-35'-0" m i - AND #3 TIES AT 12" O.C. N Z 5) CONCRETE f'c = 5000 PSI T Q 6) PILE CAPACITY SHALL BE 30 TONS. REINFORCED CONCRETE Q ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ACI 318 AND ACI 301. CONCRETE MIX DESIGNS 0 SHALL BE SUBMITTED FOR THE REVIEW AND APPROVAL OF THE OgL EL. -20.00' NAVD STRUCTURAL ENGINEER. BOTTOM OF PILE TYPICAL 16" DIAMETER AUGERCAST CONCRETE ANCHOR PILE 3 ELEVATION �-2SCALE: 3/8" = 1'-0" ;H EXCAVATION FROM POOL SHALL BE USED AS BACKFILL AROUND POOL DECK. NAVD (15.25') )UGH � EL. +21'-1" NAVD (21.08') TOP OF PEDESTAL PEDESTAL LAYOUT NOTE: THE OWNER SHALL INSTALL AND MAINTAIN A FOUR (4') FOOT HIGH (MINIMUM) FENCE AROUND THE POOL AREA (TO MEET OR EXCEED LOCAL CODES) NOTE: POOL MANUFACTURER RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF POOL EQUIPMENT PEDESTALS AS REQUIRED BY FEMA REQUIREMENTS INSTALL AN AUTOMATIC TIMER FOR THE POOL LIGHT TO ENSURE THAT THE POOL LIGHT IS TURNED OFF WHEN NOT IN USE NOTE: POOL DRAINAGE SHALL BE DIRECTED TOWARDS NEW DRAINAGE SWALES SYMBOL FIXTURE NUMBER OF FIXTURES BULB LUMENS HAYWARD MODEL No. AND TYPE h� HAYWARD COLORLOGIC 4pcs AT POOL 95 watt LED SP0527SLED50 OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM 4.0 LED POOL LIGHT EVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55, f CHAPTER 12.9.4. COLOR: AMBER LED 2pcs AT STEPS 40 watt LED SP0535SLED50 1 pc AT SPA 40 watt LED SP0535SLED50 1) LIGHT FIXTURES SHALL BE HORIZONTAL FLUSH MOUNT 2) LIGHT FIXTURES SHALL BE MOUNTED 2'-0" BELOW WATERLINE UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE AS FOLLOWS: SLABS ON GRADE CENTERED STRUCTURAL POOL SHELL 2" AUGERCAST ANCHOR PILE 3" ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS. ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF STANDARD PRACTICE FOR N DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. BAR SUPPORTS SHALL BE PLASTIC DIPPED AFTER FABRICATION. W E ALL REINFORCING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETERS, U.O.N. ALL WELDED WIRE FABRIC SHALL BE LAPPED S TWO (2) MESH PANELS AND TIED SECURELY. WHERE REQUIRED, DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING, U.O.N. SCALE: 3/8" - 1'-0" SUPPLEMENTARY NOTES 2' 4' VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. COORDINATE OPENINGS, SLEEVES, AND EMBEDDED ITEMS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, POOL AND SPA PROCEDURES, SEQUENCES, ACTS AND/OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR LAYOUT PLAN THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE CONTRACT DOCUMENTS. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. pml TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, SHEET 1 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE IN 03/01/2018 COMPLIANCE WITH THE STANDARDS ESTABLISHED IN CHAPTER BUILDING PERMIT ISSUE 62B-33, FLORIDA ADMINISTRATIVE CODE. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CHRISTOPHER C. KATHE, INC. CONSULTING STRUCTURAL ENGINEER CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL AND 420 OSCEOLA AVENUE APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. JACKSONVILLE BEACH, FLORIDA 32250 (808) 217-4707 THE SWIMMING POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK I cckathe@gmail.co►n OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55, f CHAPTER 12.9.4. THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE FL P.E. 820 SIGNATURE .NN BLUE INK STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). RAISED SEAL 12" CONCRE W/ J, @ 12" 0 EL. EL. 00 EL. EL. EL. 12" CONCF W/ h @ 12" 0, PILE LAYOUT 1'-0" Li 0 a Q EL. +13.92' NAVD TOP OF PILE 27'-0" PILE 11'-6" 3'-0" LAYOUT 1 „ -4 EL. +12.17' NAVD POOLdSIDE EL. +10.58' NAVD TOP OF PILE WALL I TOP OF PILE O GRADE BEAM MARK SIZE w x d BEAM BTM ELEVATION (NAVD) _ STIRRUPS OR TIES \i�—TOP SECT. N0. REF. \�EL.P+10.58' TOP MIDDLE BAR SIZE I EL. +13.50' NAVD 24" X 16" EL. +12.17' NAVD 12"wide 5-#5 NAVD Li40 1-- 6"/12" O.C. 2 TOPOF PILE 1/P-2 1 24" X 16" OF PILE POOL SIDE TO OF PILE a-0 #3 6"/12" O.C. 2 I I I P-4 0 WALL N LE IUT - - - - 1--------------------�- -- -L-----1--- --------------- ----- L- ----- LAYOUT LAYOILE TEP OL WALL--4'-6"r6, 11'-6" EL. PB -2 I 4'-6" PB -2 11'-6" 3'-0" ' Lu x 27'-0" (n W REINFORCING LL DW POOL AND SPA ANCHOR PILE LAYOUT PLAN EACH FACE, NOTE: j SCALE: 3/8" = 1'-0" EL. -5 -9" EL. +15.25' SEE ARCHITECTURAL SHEET 4.3 J EACH WAY W 2 r-;-7 QU) TOP OF TR ti N DIMENSIONS AND ELEVATIONS EL. -0,-4„ EL. -0'-5„ Q P-2 .:.:.: m QE WALL wryL`-�,:I- IIF CONCRETE ANCHOR PILE I w � Q L - 00 1 LL Q-JNW2 I � ... ... c Z 0- SUNSHELF I EL. +11.92' NAVD 00 I o0 P23 j TOP OF PILE :.:.: EL. +10.58' F PIL +13.92' NAVD OF PILE -----r--------------------�- ----r--;-- -- - - - - - - - - - - - - - - - ---- -.---T- ;--T- -- TOP TOP I N. 12" CO I , I �� I I CRET - 24"wide x 16" deep WALL w #4 @ 12 Q.C., POOL GRADE BEAM 12" CONCRETE VANISHING 0 ED 3E WEIR POOL WALL w/ EL. -5 -11' m #4 EACH WAY @ 12" O.C., ... m EACH FACEcf) U)l 00 EL. -4,-0„ :.:. 00 EL. +11.75' NAVD TOP OF PILE :: TROUGH EL. +10.58' +13. 2' NAVD ----T PB -1 -- --- -- -------------T--'-- -- PB -1 ----------------=.=--T EL. -4'_8„�I- :.:. I -17 -- TOP F PIL TOP OF PILE --I— POOL .�-�/ I TROUGH LIGHT I - - DRAINS 4pcs 16"wide 3 MONOLITHIC EL. -5-0" STEPS 5 P-3 m _ POOL M 00 P-2 _ o0 w m w 0- POOL DEPTH VARIES I DEEP WELL -j0 00 w w w w>> » N F H-00 – F-- 1--4 -0 TO 5 -0 _ DRAINS ... 1 cn cn (n 00 00 RECESS D TR UP -LIG TS 24"wide x 16"deep PB -1 PB -1 :.:.: (3 LOC TION +13.92 NAVD OF PILE ----T P OL GRADE BEAM -- --- --------------T----T-- �� --------------- ----- '--T---- TOP --I— I —1-I- -I-1 -moi- L. - E - 4, 8„ .. - I POOL 1'-4" 1'-4" 1'-4" 1'-4" LIGHT ' 1 EL. +11.75' NAVD EL. +10.58' P-2 TOP OF PILE TROUGH TOP OF PIL 12" 5)--4)) 14'-8" 12" 4' 0" 12" EL. -4'-0" m 1 " CONCRETE VANISHING m 00 � ED 3E WEIR POOL WALL w/ --1 EL. -5 -11' 00 +18j7' NAVD #4 0O EACH WAY @ 12" O.C., EACH FACE .:.:. 00 0 EL. +10.58' OP OF COPING 24"wide x 16"deep PB -1 (BEAM PB -1 :.:.: TOP F PIL +13.50 NAVD ----T POOL GRADE -- --- -- ------------T----T-- --------------- .=:=---- '--T— -- TOP OF PILE -- ----t---,-- -- - - - - - - - - - - - - - - - - ------ ETE SPA WALL ,---i----- REI FORCING BENCH 12 EL. +11.92' NAVD C. EACH FACE, TOP OF PILE 12"wide TROU EACH WAY SPA SPA DRAIN m Q WALLS co 2 v v Q EL. +18.67' NAVD J 00 0o P_4 w w _ TOP OF COPING 00 m m o0 00 SPA EL. +15.25' LIGHT EL. -5 -9" TOP OF TR STEP PB -2 EL. 4'-6" pB_2 WALL BENCH o , I - NAVD )UGH TROUGH =ACH WAY 4CH FACE NAVD )UGH NAVD P 0 0 L C O N C R E T E G R A D E B E A M S C H E D U L E GRADE BEAM MARK SIZE w x d BEAM BTM ELEVATION (NAVD) LONGITUDINAL REINFORCEMENT STIRRUPS OR TIES \i�—TOP SECT. N0. REF. \�EL.P+10.58' TOP MIDDLE BAR SIZE SPACING EL. +13.50' NAVD 24" X 16" EL. +12.17' NAVD 12"wide 5-#5 NAVD Li40 1-- 6"/12" O.C. 2 TOPOF PILE 1/P-2 1 24" X 16" OF PILE POOL SIDE TO OF PILE a-0 #3 6"/12" O.C. 2 SIDE WALLS P-4 0 WALL N LE IUT w`L LAYOUT LAYOILE 1'- 11'-6" aW 11'-6" 3'-0" Lu x 27'-0" (n W _ LL DW POOL AND SPA ANCHOR PILE LAYOUT PLAN - NOTE: SCALE: 3/8" = 1'-0" SEE ARCHITECTURAL SHEET 4.3 J F- m W FOR ADDITIONAL POOL AND SPA r-;-7 QU) „ W ti N DIMENSIONS AND ELEVATIONS INDICATES 16"0 AUGERCAST QE wryL`-�,:I- T+ I CONCRETE ANCHOR PILE � 20 L 1 LL Q-JNW2 NAVD )UGH TROUGH =ACH WAY 4CH FACE NAVD )UGH NAVD P 0 0 L C O N C R E T E G R A D E B E A M S C H E D U L E GRADE BEAM MARK SIZE w x d BEAM BTM ELEVATION (NAVD) LONGITUDINAL REINFORCEMENT STIRRUPS OR TIES REMARKS SECT. N0. REF. BOTTOM TOP MIDDLE BAR SIZE SPACING TYPE PB -1 24" X 16" VARIES 7-#5 5-#5 - #3 6"/12" O.C. 2 MIDDLE OF POOL 1/P-2 PB -2 24" X 16" VARIES 5-#5 5-#5 - #3 6"/12" O.C. 2 SIDE WALLS 2/P-2 CLEAR COVER SCHEDULE DESCRIPTION TOP BAR BOTTOM BAR POOL GRADE BEAMS 2" 3" f-\4 L-01 R 0 TYPICAL BEAM STIRRUP & TIE TYPES PROVIDE STD. 90° BENDS AT THE ENDS OF ALL GRADE BEAM #5 TOP REINFORCING STEEL 24"wide x 16"deep POOL 5-#5 TOP w/ STD. GRADE BEAM w/ 5-#5 TOP 90° BEND EACH END AND 7-#5 BOTTOM w/ #3 STIRRUPS @ 6"/12" O.C. 5-#5 STIRR TOP w/ STD. PERMIT ISSUE 90° BEND EACH END WEIR POOL WALL w/ Q #3 STIRRUPS @ 6" O.C. W AND #4 HORIZONTAL 00 @ 12" O.C., EACH FACE NAVD > , N FIRST 4'-0 EACH END, �- SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLEL THEN 12" O.C. AT MIDDLE H 24 1) LAP = - Ir12" CONCRETE POOL WALL w/ #4 REINFORCING @ 12" O.C. EACH FACE, EACH WAY - K 24"wide x 18"deep POOL GRADE BEAM w/ 5-#5 TOP AND 5-#5 BOTTOM w/ #3 STIRRUPS @ 6"/12" O.C. .. 1i�vs- 8 CONCRETE POOL SLAB #3 UPS @ 6 O.C. �- 8" CONCRETE POOL SLAB w/ 1-#4 @ 12 O.C., w/ 1-#4 @ 12 O.C., ,> FIRST 4 -0 EACH END >> EACH WAY, TOP AND 2'_0>> THEN 12 O.C. AT MIDDLE 2'-0>> EACH WAY, TOP AND BOTTOM\--7--Ur� BOTTOM BOTTOM PB -1 PB -2 5-#5 BOTTOM 24 wide x 16"deep POOL GRADE BEAM 24"wide x 16"deep POOL GRADE BEAM 1 SECTION 2 SECTION P-2 SCALE: 3/4" = 1'-0" P-2 SCALE: 3/4" = 1'-0" MAINTAIN 2" i I CONCRETE COVER I AROUND OPENING ------- ------------ ------ ---------- I ' ADD 4pcs #4 x 3'-0" ' DIAGONALS AROUND DEEP ------------- ---------- WELL DRAIN OPENING #4 @ 12" O.C. ' EACH WAY, TOP AND BOTTOM, POOL DEEP WELL SLAB REINFORCING DRAIN EL. -5-0" (EL. +13.17' NAVD) DEEP WELL DRAIN OPENING REINFORCING 3 SECTION P-2 SCALE: 3/4" = 1'-0" 1'-0" 4'-0" 1'-0" #3 TIES, TOP AND BOTTOM, @ 12" O.C. NAVD EL. +18.17' NAVD TOP OF WATER LINE WATER LINE T 3H /01 /2018 O PERMIT ISSUE 12" CONCRETE VANISHING C-) EDGE WEIR POOL WALL w/ Q #4 VERTICAL @ 12" O.C., w_ `t W AND #4 HORIZONTAL 0-0 @ 12" O.C., EACH FACE NAVD > , N �- IUGH 1 #4 HORIZONTAL @ 12" O.C. It W< SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLEL #4 VERTICAL @ 12" O.C. O H 24 1) LAP oa0" I p 0, , �e Of O�Oo� EL. +18.17' NAVD TOP OF TROUGH WALL 24"wide x 16"deep \ POOL GRADE BEAM ` G 3-#4 EACH WAY - ABOVE PILE 3pcs #3 TIES @ 3" O.C.- AT TOP OF PILE 1'-0"± BEND OVER 7-#5 VERTICAL 12"REINFORCING FROM "AUGERCAST" CONCRETE ANCHOR PILE INTO AMONOLITHIC POOL SHELL 00 2'-0"x2'-0" PILE CAP 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 28'-0" LONG w/ #3 TIES @ 12" O.C. -- AT 25'-0" LONG PILE 1 -4 2'-0" TYPICAL ANCHOR PILE CAP DETAIL 4 SECTION P-2 SCALE: 3/4" = 1'-0" 1'-0" EL. +14.75' NAVD #3 TIES, TOP AND TROUGH WATERLINE BOTTOM, @ 12" O.C. ALTERNATE ORIENTATION TROUGH 00 . 8" CONCRETE POOL SLAB 00 w/ 1-#4 @ 12" O.C., EACH WAY, TOP AND BOTTOM VANISHING EDGE WALL AND TROUGH POOL r5-,� SECTION P-2 SCALE: 3/4" = 1'-0" Agk EL. +15.25' NAVD r TOP OF TROUGH #4 VERTICAL @ 12" O.C. I WALL EACH FACE 12" CONCRETE TROUGH WALL w/ #4 EACH WAY @ 12" O.C., EACH FACE EL. +12.25' NAVD TOP OF TROUGH SLAB 8" CONCRETE TROUGH SLAB w/ #4 REINFORCING @ 12" O.C. EACH WAY, TOP AND BOTTOM #4 HORIZONTAL @ 12" O.C. EACH FACE PLAN VIEW OF WALL 0�I N W E S SCALE: 3/8" = 1'-0" 2' 4' 2" C�_� 2„ 8" OUT TO OUT POOL AND PILE 3 TIE LAYOUT PLAN AND SECTIONS e /. 4 TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF. SHEET 2 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE INrEAL /01 /2018 O PERMIT ISSUE 0Q 0 NO C. KATHE, INC. N Q CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL ANDSCEOLA T-UQ Uw Qm (0 W mU 00 THE SWIMMING POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISKat}e�9r c p N �- =10r/THE 12.9.4.t"� Uo W< SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLEL P.E. 3682TURE IN BLUE INK STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7).AISED O H C~ N = - 0 - N d w`L U�c0co-,) aW Qui Lu x (n W _ LL DW WW F- c)ti >U �UU)<b J J F- m W ap O QU) W ti N QE wryL`-�,:I- � 20 c:) 1 LL Q-JNW2 Z 0- 0�I N W E S SCALE: 3/8" = 1'-0" 2' 4' 2" C�_� 2„ 8" OUT TO OUT POOL AND PILE 3 TIE LAYOUT PLAN AND SECTIONS e /. 4 TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF. SHEET 2 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE INrEAL /01 /2018 O PERMIT ISSUE 0Q 0 �Zo C. KATHE, INC. I<T- wLL CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL ANDSCEOLA T-UQ Uw Qm APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. W mU 0�I N W E S SCALE: 3/8" = 1'-0" 2' 4' 2" C�_� 2„ 8" OUT TO OUT POOL AND PILE 3 TIE LAYOUT PLAN AND SECTIONS e /. 4 TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF. SHEET 2 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE INrEAL /01 /2018 COMPLIANCE WITH THE STANDARDS ESTABLISHED IN CHAPTERING PERMIT ISSUE 626-33, FLORIDA ADMINISTRATIVE CODE. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITHPHER C. KATHE, INC. THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND STRUCTURAL ENGINEER CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL ANDSCEOLA AVENUE APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. E BEACH, FLORIDA 32250 08)217-4707 THE SWIMMING POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISKat}e�9r ail. OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORMEVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55,�'CHAPTER =10r/THE 12.9.4.t"� SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLEL P.E. 3682TURE IN BLUE INK STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7).AISED SEAL STONE TILE OVER FRANGIBLE CONCRETE SLAB OVER COMPACTED SAND AS PER POOL CONTRACTOR BUILD UP PERIMETER OF DECK WITH EXCAVATED EXISTING SAND FILL EXISTING GRADE EL. +13.92' NAVD r6h,_ TOP OF PILE LOCATE ALL LAP SPLICES WITHIN --" THE POOL SHELL SLAB. AVOID LAP SPLICES WITHIN THE POOL SHELL WALLS. 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 36'-0" LONG w/ #3 TIES 0 12" O.C. AT 34'-0" LONG PILE EL. -20.00' NAVD rjh BOTTOM OF PILE STONE TILE OVER FRANGIBLE CONCRETE SLAB OVER COMPACTED SAND AS PER POOL CONTRACTOR BUILD UP PERIMETER OF DECK WITH EXCAVATED EXISTING SAND FILL EXISTING GRADE kr ADD 2-#5— BOTTOM EL. +13.92' NAVD TOP OF PILE LOCATE ALL LAP SPLICES WITHIN -i THE POOL SHELL SLAB. AVOID LAP SPLICES WITHIN THE POOL SHELL WALLS. 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 36'-0" LONG w/ #3 TIES 0 12" O.C. AT 34'-0" LONG PILE EL. -20.00' NAVD BOTTOM OF PILE 1/2" EXPANSION JOINT w/ ELASTOMERIC SEALANT EL. +18.67' NAVD TOP OF COPING 1'-4" —TY IP 20'-0" 12" CONCRETE VANISHING 4pcs 16"wide EDGE WEIR POOL WALL w/ MONOLITHIC STEPS #4 VERTICAL 0 12" O.C., w/ 1-#4 0 12" O.C., AND #4 HORIZONTAL EACH WAY 0 12" O.C., EACH FACE EL. +18.17' NAVD W WATER LINE POOL EL. +13.17' NAVD 24"BOTTOM OF POOL +I 0 LAP 8" CONCRETE POOL SLAB w/ 1-#4 0 12" O.C., `n 24" EACH WAY, TOP AND LAP BOTTOM U) 1 PB -1 3-#4 EACH WAY ABOVE PILE 2' -0"x2' -0"x1' -0"d PILE CAP AT SINGLE PILE, SEE PLAN FOR LOCATIONS 24"wide x 16"deep POOL GRADE BEAM BEYOND PROVIDE STD. 90° BENDS AT THE ENDS OF ALL GRADE BEAM #5 TOP REINFORCING STEEL m PB -1 DEEP WELL DRAINS EL. +11.75' NAVD TOP OF PILE 24"wide x 16"deep -- POOL GRADE BEAM BEYOND 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 34'-0" LONG w/ #3 TIES 0 12" O.C. AT 32'-0" LONG PILE ,gkEL. -20.00' NAVD BOTTOM OF PILE CROSS SECTION AT DEEP WELL 1 SECTION P-3 SCALE: 3/8" = 1'-0" 20'-0" -1/2" EXPANSION JOINT w/ 8" CONCRETE 12" CONCRETE VANISHING ELASTOMERIC SEALANT SUNSHELF SLAB w/ EDGE WEIR POOL WALL w/ NAVD 1-#4 0 12" O.C., #4 VERTICAL 0 12" O.C., EL. +18.67' NAVD EACH WAY, TOP AND 0 AND #4 HORIZONTAL TOP OF COPING BOTTOM 0 12" O.C., EACH FACE TROUGH C° EL. +18.17' NAVD 1 SUNSHELF l ® WATER LINE N T ADD 2=#5. . A BOTTOM PB -1 \-3-#4 EACH WAY ABOVE PILE `- 2' -0"x2' -0"x1' -0"d PILE CAP AT SINGLE PILE, SEE PLAN FOR LOCATIONS 24"wide x 16"deep -i POOL GRADE BEAM BEYOND PROVIDE STD. 90° BENDS AT THE ENDS OF ALL GRADE BEAM #5 TOP REINFORCING STEEL Ln POOL 0 8" CONCRETE POOL SLAB d 24„ w/ 1-#4 0 12" O.C., LAP EACH WAY, TOP AND BOTTOM 00 PB -1 EL. +12.17' NAVD TOP OF PILE 24"wide x 16"deep POOL GRADE BEAM BEYOND -16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 34'-0" LONG w/ #3 TIES 0 12" O.C. AT 32'-0" LONG PILE ,gkEL. -20.00' NAVD BOTTOM OF PILE CROSS SECTION AT SU N SH ELF 2 SECTION �-3 SCALE: 3/f"" = 1'-0" 4'-0" 1.'-0". AgkEL. +18.17' NAVD TOP OF TROUGH WALL EL. +14.75' NAVD TROUGH WATERLINE Z0 0 EL. +15.25' NAVD 0 NAVD TOP OF TROUGH WALL TROUGH WATERLINE 5i "y 12" CONCRETE TROUGH TROUGH C° EL. +15.25' NAVD WALL w/ #4 EACH WAY - �-- 0 12" O.C., EACH FACE N cN m 12" CONCRETE TROUGH TROUGH AlkEL. +12.25' NAVD I WALL w/ #4 EACH WAY TOP OF TROUGH SLAB - 8" CONCRETE.. TROUGH RE1NFOReif 0 12" O.C. EACH WAY, TOP AND BOTTOM EL. +10.58' NAVD TOP OF PILE -16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 34'-0" LONG w/ #3 TIES 0 12" O.C. AT 31'-0" LONG PILE OgLEL. -20.00' NAVD BOTTOM OF PILE 4'-0" 1.'-0 0 12" O.C. EACH WAY, ,._ TOP AND BOTTOM ,gkEL. +10.58' NAVD TOP OF PILE -16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 34'-0" LONG w/ #3 TIES 0 12" O.C. AT 31'-0" LONG PILE EL. -20.00' NAVD BOTTOM OF PILE 1/2" EXPANSION JOINT w/ ELASTOMERIC SEALANT STONE TILE OVER FRANGIBLE CONCRETE SLAB OVER COMPACTED SAND AS PER POOL CONTRACTOR NEW FRANGIBLE, UN -REINFORCED CONCRETE POOL DECK. BUILD UP PERIMETER OF DECK WITH EXCAVATED EXISTING SAND FILL EXISTING GRADE LOPE A 77 #4 HORIZONTAL 0 12 O.C. #4 VERTICAL 0 12" O.C. LOCATE ALL LAP SPLICES WITHIN THE POOL SHELL SLAB. AVOID LAP SPLICES WITHIN THE POOL SHELL WALLS. EL. +13.92' NAVD r6, TOP OF PILE 3-#4 EACH WAY - ABOVE PILE 2'-0"x2'-0" - PILE CAP 3pcs #3 TIES 0 3" O.C. - AT TOP OF PILE 16"0 "AUGERCAST" - CONCRETE ANCHOR PILE w/ 7-#5 x 36'-0" LONG w/ #3 TIES 0 12" O.C. AT 34'-0" LONG PILE EL. -20.00' NAVD r6, - BOTTOM OF PILE WALL EL. +18.17' NAVD :\ TOP OF TROUGH WALL FACE #4 VERTICAL Z0 0 EL. +14.75' NAVD }}? TROUGH WATERLINE 5i "y O N EL. +15.25' NAVD Q (D �-- TOP OF TROUGH WALL N cN m 12" CONCRETE TROUGH TROUGH c° I WALL w/ #4 EACH WAY - 0 12" O.C., EACH FACE N Q N — cr-— EL. +12.25' NAVD N Q j TOP OF TROUGH SLAB W Q _8 __..CON C R ETE __TROU_GH.._ 0 PB-1 -+-R-�4-REt�EIT 0 12" O.C. EACH WAY, ,._ TOP AND BOTTOM ,gkEL. +10.58' NAVD TOP OF PILE -16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7-#5 x 34'-0" LONG w/ #3 TIES 0 12" O.C. AT 31'-0" LONG PILE EL. -20.00' NAVD BOTTOM OF PILE 1/2" EXPANSION JOINT w/ ELASTOMERIC SEALANT STONE TILE OVER FRANGIBLE CONCRETE SLAB OVER COMPACTED SAND AS PER POOL CONTRACTOR NEW FRANGIBLE, UN -REINFORCED CONCRETE POOL DECK. BUILD UP PERIMETER OF DECK WITH EXCAVATED EXISTING SAND FILL EXISTING GRADE LOPE A 77 #4 HORIZONTAL 0 12 O.C. #4 VERTICAL 0 12" O.C. LOCATE ALL LAP SPLICES WITHIN THE POOL SHELL SLAB. AVOID LAP SPLICES WITHIN THE POOL SHELL WALLS. EL. +13.92' NAVD r6, TOP OF PILE 3-#4 EACH WAY - ABOVE PILE 2'-0"x2'-0" - PILE CAP 3pcs #3 TIES 0 3" O.C. - AT TOP OF PILE 16"0 "AUGERCAST" - CONCRETE ANCHOR PILE w/ 7-#5 x 36'-0" LONG w/ #3 TIES 0 12" O.C. AT 34'-0" LONG PILE EL. -20.00' NAVD r6, - BOTTOM OF PILE WALL .. STEP STEP STEP a STEP EL. +18.67' NAVD TOP OF COPING CANTILEVERED STONE COPING AS PER POOL MANUFACTURER/OWNER WATERLINE TILE EL. +18.17' NAVD (TYPICAL) WATER LINE MONOLITHIC CONCRETE STEPS INSTALLED AT TIME OF POOL SHELL 1-#4 0 12" O.C., EACH WAY 0 24„ d t4P PB -1 24"wide x 16"deep POOL GRADE BEAM BEYOND CROSS SECTION AT POOL STEPS K-3--� SECTION P-3 SCALE: 3/4" = 1'-0" 12" CONCRETE POOL WALL w/ #4 REINFORCING 0 12" O.C. EACH WAY, EACH FACE 8" CONCRETE POOL SLAB w/ #4 0 12" O.C. TOP AND BOTTOM, EACH WAY 1/2" EXPANSION JOINT w/ ELASTOMERIC SEALANT CANTILEVERED STONE COPING AS PER POOL MANUFACTURER/OWNER 6" WATERLINE TILE r� EL. +18.17' NAVD Y TOP OF WATER LINE S WATER LINE #4 HORIZONTAL 0 12" O.C., EACH N FACE #4 VERTICAL Z0 0 12" O.C., EACH FACE 12" TYPICAL COPING/EDGE DETAIL 4 SECTION �-3 SCALE: 3/4" = 1'-0" J 0 O N Q 0 Z0 co W Q= a- co O N �t coI Q co �-- N cN m U0WQ�r O 0 Q N — cr-— N Q d W Q 0 rn U� X �W Qww'j- Z W Z11 = N W [-- Q U_ ui o J m ¢p 5 Q ¢ WN ti W Q0 W u- Q"I- LL Q j N a - W = Z a - J 0 0 Q 0 Z0 W Q= =U UQ Qw m LLJmU ZNZ W T J Q0 m SCALE: 3/8" = 1'-0" 2' 4' POOL SECTIONS AND DETAILS Pm3 TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, SHEET 3 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE IN 03/01/2018 COMPLIANCE WITH THE STANDARDS ESTABLISHED IN CHAPTER BUILDING PERMIT ISSUE 6213-33, FLORIDA ADMINISTRATIVE CODE. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH CHRISTOPHER C-KATHE, INC, THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CONSULTING STRUCTURAL ENGINEER CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL AND 420 OSCEOLA AVENUE APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. JACKSONVILLE BEACH, FLORIDA 32250 (808) 217-4707 THE SWIMMING POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK cckathe " Lco OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55,116 CHAPTER 12.9.4. FL P.E. 36820 THE SWIMMING POOL HAS BEEN DESIGNED AS AN EXPENDABLE SIGNATURE IN BLUE INK STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). RAISED SEAL NORTH #4 HORIZONTAL © 12" O.C., EACH FACE #4 VERTICAL @ 12" O.C., --\, EACH FACE SLOPE 24"wide x 12"deep POOL ��>1 GRADE BEAM w/ 5—#5 TOP AND 5—#5 BOTTOM w/ #3 STIRRUPS © 6"/12" O.C. PB -2 LOCATE ALL LAP SPLICES WITHIN THE POOL SHELL SLAB. AVOID LAP SPLICES WITHIN THE POOL SHELL WALLS. 3—#4 EACH WAY ABOVE PILE J/ 2' -0"x2' -0"x1' -0"d PILE CAP AT SINGLE PILE, SEE PLAN FOR LOCATIONS 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7—#5 x 34'-0" LONG w/ #3 TIES @ 12" O.C. AT 32'-0" LONG PILE 1'-0" Q EL. +18.67' NAVD TOP OF COPING CANTILEVERED STONE COPING AS PER POOL Lip, 42'-8" 8'-6" MANUFACTURER/OWNER � 6" WATERLINE TILE EL. +18.17' NAVD---6 AVD WATER LINE co POOL -H 8" CONCRETE POOL SLAB 1 24' w/ 1—#4 ©' 12" O.C., EL. +13.17' NAVD `n LAF EACH WAY, TOP AND BOTTOM OF POOL It 1 BOTTOM I pB_1 11 EL. +12.17' NAVD TOP OF PILE 3pcs #3 TIES © 3" O.C. AT TOP OF PILE 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7—#5 x 34'-0" LONG w/ - - #3 TIES © 12" O.C. AT 32'-0" LONG PILE � EL. —20.00' NAVD BOTTOM OF PILE STONE TILE OVER FRANGIBLE CONCRETE SLAB OVER COMPACTED SAND AS PER POOL CONTRACTOR BUILD UP PERIMETER OF DECK WITH EXCAVATED EXISTING SAND FILL EXISTING GRADE 12" CONCRETE SPA WALL w/ #4 REINFORCING 12" O.C. EACH FACE, EACH WAY #4 VERTICAL © 12" O.C. #4 HORIZONTAL © 12" O.C. EL. +13.50' NAVD TOP OF PILE LOCATE ALL LAP SPLICES WITHIN--/ THE POOL SHELL SLAB. AVOID LAP SPLICES WITHIN THE POOL SHELL WALLS. 3—#4 EACH WAY ABOVE PILE —J 2' -0"x2' -0"x1' -0"d PILE--/ CAP AT SINGLE PILE, SEE PLAN FOR LOCATIONS 3pcs #3 TIES © 3" O.C. - AT TOP OF PILE 16"0 "AUGERCAST" —� CONCRETE ANCHOR PILE w/ 7—#5 x 36'-0" LONG w/ #3 TIES © 12" O.C. AT 34'-0" LONG PILE EL. —20.00' NAVD BOTTOM OF PILE 8'-7" 8" CONCRETE POOL SLAB w/ 1—#4 © 12" O.C., EACH WAY, TOP AND BOTTOM = PB -1 t - EL. +11.92 NAVD - _ _ = = DEEP WELL - - EL. +11.75' NAVD _ TOP OF PILE _ _ DRAINS TOP OF PILE - PROVIDE STD. 90° BENDS_ _ 24"wide x 12"deep POOL AT THE ENDS OF ALL GRADE BEAM w/ 5—#5 TOP _ GRADE BEAM #5 TOP - - - - AND 7— 5 BOTTOM w �- / O REINFORCING STEEL 4 Q M #3 STIRRUPS © 6"/12" O.C. - 16"0 "AUGERCAST"----\ _ _ 16"4 "AUGERCAST" CONCRETE ANCHOR PILE w Q CONCRETE ANCHOR PILE w/ - 7—#5 x 34'-0" LONG w - - - - 7—#5 x 34'-0" LONG w/ #3 TIES @ 12" O.C. 0 #3 TIES © 12" O.C. _ AT 32'-0" LONG PILE - - - - AT 32'-0" LONG PILE -OgLEL. —20.00' NAVD _ OgL EL. —20.00' NAVD _ OgL EL. —20.00' NAVD BOTTOM OF PILE BOTTOM OF PILE BOTTOM OF PILE LONGITUDINAL CROSS SECTION 1 SECTION P-4 SCALE: 3/8" = 1'-0" :D 8'-0" 1-0—"►� WALL =�tn WALL I 1/2" EXPANSION J01T w/ ELASTOMERIC SEAL NT � EL. +18.67' NAV ' Y TOP OF COPING 6" 1'-6" BENCH 24' LAP on sm BENCH EL. +18.67' NAVD TOP OF COPING CANTILEVERED STONE COPING AS PER POOL MANUFACTURER/OWNER 6" WATERLINE TILE � c0 I EL. +13.67' NAVD BOTTOM OF POOL PB -1 k EL. +11.92' NAVD+11.92' NAVD TOP OF PILE 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7—#5 x 34'-0" LONG w/ #3 TIES @ 12" O.C. AT 32'-0" LONG PILE h EL. —20.00' NAVD BOTTOM OF PILE TILE SURFACE AT SPA OVERFLOW EL. +18.19' NAVD 6'-0" TOP OF SPA TILE EL. +18.17' NAVD EL. +18.17' NAVD SPA WATER LINE /, X, / �-r W WATER LINE #4 HORIZONTAL © 12" O.C., SPA C. EACH FACE POOL #4 VERTICAL 100, © 12 O.C., EACH FACE r I d - J 24" LAP 8" CONCRETE POOL SLAB 00 w/ #4 © 12" O.C. TOP AND BOTTOM, EACH WAY 00 8" CONCRETE SPA SLAB w/ 1—#4 © 12" O.C., EACH WAY, CENTERED BEND OVER 7—#5 VERTICAL REINFORCING FROM AUGERCAST CONCRETE ANCHOR PILE INTO MO OLITHIC SPA SHELL SLAB AND BENCH 24"wide x 16"deep POOL GRADE BEAM BEYOND PB -1 EL. +11.92' NAVD TOP OF PILE PROVIDE STD. 90° BENDS AT THE ENDS OF ALL GRADE BEAM #5 TOP REINFORCING STEEL EL. —20.00' NAVD BOTTOM OF PILE OSS SECTION THROUGH SPA AND OVERFLOW 2 SECTION P-4 SCALE: 3/4" = 1'-0" 1'-0" x-24"wide x 16"deep POOL GRADE BEAM BEYOND 3—#4 EACH WAY ABOVE PILE 2' -0"x2' -0"x1' -0"d PILE CAP AT SINGLE PILE, SEE PLAN FOR LOCATIONS 3pcs #3 TIES © 3" O.C. AT TOP OF PILE 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7—#5 x 36'-0" LONG w/ #3 TIES © 12" O.C. AT 34'-0" LONG PILE ojL EL. —20.00' NAVD '-IF BOTTOM OF PILE SOUTH 12" CONCRETE POOL WALL w/ #4 REINFORCING © 12" O.C. EACH WAY, EACH FACE STUCCO FINISH AS PER POOL MANUFACTURER STONE TILE OVER FRANGIBLE CONCRETE SLAB OVER COMPACTED SAND AS PER POOL CONTRACTOR BUILD UP PERIMETER OF DECK WITH EXCAVATED EXISTING SAND FILL PB -2 EXISTING GRADE EL. +12.17' NAVD \ TOP OF PILE 3—#4 EACH WAY ABOVE PILE 3pcs #3 TIES @ 3" O.C. AT TOP OF PILE 2' 0"x2' -0"x1' -0"d PILE CAP AT SINGLE PILE, SEE PLAN FOR LOCATIONS �— 16"0 "AUGERCAST" CONCRETE ANCHOR PILE w/ 7—#5 x 34'-0" LONG w/ #3 TIES © 12" O.C. AT 32'-0" LONG PILE -01LEL. —20.00' NAVD BOTTOM OF PILE N W E ��DS SCALE: 3/8" = 1'-0" 2' 4' POOL SECTIONS AND DETAILS Pm4 TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF. I SHEET 4 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE IN 03/01/2018 COMPLIANCE WITH THE STANDARDS ESTABLISHED IN CHAPTER BUILDING PERMIT ISSUE 6213-33, FLORIDA ADMINISTRATIVE CODE. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH CHRISTOPHER _C_KATHE, INC. THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CONSULTING STRUCTURAL ENGINEER CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL AND 420 OSCEOLA AVENUE APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. JACKSONVILLE BEACH, FLORIDA 32250 (80'8) 217707 THE SWIMMING POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK cckatr gm I'm / OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55,E CHAPTER 12.9.4. / THE SWIMMING POOL HAS BEEN DESIt;NED AS AN EXPENDABLE FL P.E. 36820 SIGNATURE IN BLUE INK STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). RAISED SEAL O 0Q 0CN wry z� W wH aU =Q UW Qm WmU coCO N Q W O N 4 Q M `_ N N 0I Q 0 T U � oo W Q 0 C:) W F- d =0 _ N :D WQ =�tn o w0*) rn QW W ILL X (n W LL C) W W F N U Of Q O CflW W0 I)Q�WN Q� WELL 4 -'0 2oCD H Q CD N a W = Z a - N W E ��DS SCALE: 3/8" = 1'-0" 2' 4' POOL SECTIONS AND DETAILS Pm4 TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF. I SHEET 4 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE IN 03/01/2018 COMPLIANCE WITH THE STANDARDS ESTABLISHED IN CHAPTER BUILDING PERMIT ISSUE 6213-33, FLORIDA ADMINISTRATIVE CODE. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH CHRISTOPHER _C_KATHE, INC. THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CONSULTING STRUCTURAL ENGINEER CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL AND 420 OSCEOLA AVENUE APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. JACKSONVILLE BEACH, FLORIDA 32250 (80'8) 217707 THE SWIMMING POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK cckatr gm I'm / OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55,E CHAPTER 12.9.4. / THE SWIMMING POOL HAS BEEN DESIt;NED AS AN EXPENDABLE FL P.E. 36820 SIGNATURE IN BLUE INK STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). RAISED SEAL O 0Q wry z� W wH aU =Q UW Qm WmU z�Z N Q W �J Q 0 m N W E ��DS SCALE: 3/8" = 1'-0" 2' 4' POOL SECTIONS AND DETAILS Pm4 TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF. I SHEET 4 OF 5 THESE SWIMMING POOL DESIGN PLANS AND SPECIFICATIONS ARE IN 03/01/2018 COMPLIANCE WITH THE STANDARDS ESTABLISHED IN CHAPTER BUILDING PERMIT ISSUE 6213-33, FLORIDA ADMINISTRATIVE CODE. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH CHRISTOPHER _C_KATHE, INC. THE STANDARDS AND GUIDELINES ESTABLISHED IN CHAPTER 12.9.4 AND CONSULTING STRUCTURAL ENGINEER CHAPTER 13.5.3 OF FEMA 55, COASTAL CONSTRUCTION MANUAL AND 420 OSCEOLA AVENUE APPENDIX L TO THE FEMA 55, COASTAL CONSTUCTION MANUAL. JACKSONVILLE BEACH, FLORIDA 32250 (80'8) 217707 THE SWIMMING POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK cckatr gm I'm / OF DAMAGE TO ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS REQUIRED BY FAC CHAPTER 62B-33.005(7) AND FEMA 55,E CHAPTER 12.9.4. / THE SWIMMING POOL HAS BEEN DESIt;NED AS AN EXPENDABLE FL P.E. 36820 SIGNATURE IN BLUE INK STRUCTURE IN ACCORDANCE WITH FAC CHAPTER 62B-33.005(7). RAISED SEAL STONE TILE FINISH AS PER ARCHITECTURAL PLANS SAWCUT FRANGIBLE, UN -REINFORCED, CONCRETE POOL DECK SLAB ON GRADE ON A 5-0" x 5-0" GRID (MAXIMUM) NEW I , \NGIBLE, UN -REINFORCED CONCRETE POOL DECK. FINISH TO BE 'DETERMINED BY OWNER BUILD U DECK V EXISTIN �P PERIMETER OF !ITH EXCAVATED J SAND FILL ikw EL. +14.80' tiP.`,'D TOP OF EX'ISTM ONCRETE BUAD5 -ING CONCRETE EXIS':HEAD AS PES BUI THE SURVEY 5pl[[ 411 AND EPDXY #4 HORIZONTAL DOWELS INTO EXISTING CONCRETE WALL @ 12" O.C., BEND OVER INTO STEPS, LAP 12" MINIMUM NFp�gN� I � L �f ]VIS 03sln NNI 3(118 NI 38nivN0IS OZ89£'3'd lJ WOO". �00 LOLb-L[Z (808) 09ZZ£ VORIOId 'HOV39 3111ANOSA 3^IN3AV V103030 OZ� 2133NION3 Wdnionas 9NmnSN00 '0NI '3U 'O 2i3HdOlSIaHO 3f1SS11IM213d JNI0I1f19 MZM/c0 9 d0 9 133HS Smd SllV13G (INV SN01133S 100d FZ F,8/£ :3WOS co O Mr� Z .NP z nmm WD� mn D= =>1'1 nm r Z oCT V Amo 0 D 0 r W900'££ -9Z9 2I31dVHO Odd HiIM 30NVC18000V NI 3af11Onais 310VGN3dX3 NV SV 03NJIS30 N339 SVH 100d ONIWWIMS 3Hl b 6 Zl b31dVHO VW3d ONV Q)900'££ -9Z9 2131dVHO OVd AS 032jinOIJ SV 1N3A3 vy8OlS 1V1SV00 V JNIiJnCl SONI113M01N30VPGV 013JVWV0 d0 NSRi 31ii 3SV321ONI 0110N 03NJIS30 N339 SVH 100d JNIWWIMS ]Hi 'IVf1NVW NOiioniSNOO 1d1SV00 '99 VW3d 3H1011 XI0N3ddV ONV Idf1NVW NOiiond1SN0O IMV03'99 VW3d d0 £'9'£l N31dVHO (INV V6 Z6 2131dVHO NI 03HSII9VlS3 SIN11301f1J (INV S0ZIV0NVIS 3H1 H11M 3ONVI1dWOO NI IdV SNO1VOId103dS (INV SNVId NOIS30 3S3Hi 3000 3AUV211SINIWOV V012101d '££-9Z9 a31dVHO NI 03HS119V1S3 S021VONV1S 3Hl HIM 30NVIldNOO NI 38V SNOUVOId1036 (INV SNVId NJIS30100d JNIWWIMS 363H1 'J31139 (INV 3J031MONN S.2133NIJN3 3Hl JO 1630 ]Hi 01 Ntl /13AdnS 31 -ll ?J3d SV 30V?10 NO 8V1S OI1Vd 3132JONOO 2J3M01 ONIISIX3 ,z/ L :31Vos 5—d NOU311S z ]ON11A W(1NIW(1 v ,O-,-� (L � 5 L a Wl S V) J\l I S N 3 a J\ d a ------- ------------------ WnWIXVW ?JOlOO�Jd ]Hi 30 %96 WnWIXVW 2JOlO02Jd a31JIGOW 1SV31 1V .JO J\lISN30 V Ol /IiISN3a a31OVdmo 110S ?JV1nNV210 3SV8 aNVS `OINVOKNI `3I1SV1d—NON \//\\//\\//\��• `]aV�JoonS a]Z1118V1S 1113 aNVS 0NIISIX3 ]d01S (WnWIXVW) (L�5 L a W1SV) /IlISN]a ),�Ja I a I �J O „0 — 9 x ,, 0 —, 9 V NO ; ;' I ..: , I :• wnwlxvn 2JOlO02Jd a31]IaOW ONIISIXI J0 d01 ZJ3NMO /l8 a3NIW?J3130 38 Ol 3132JONOO `a30K]ND3 J—Nn ]Hl ]0 %96 1SV81 1V 30 aAVN ,02*t [+ �� HSINIH 'A33a 100d 3132JONOO `31810NV?J] 1nOMVS /13�2JnS ]Hl �13d SV aV3HAin8 /111SN3a V Ol a313VdHO3 a3:DNO]N132J—Nn `31810NV2J] M3N SNV1d 1V2Jn1Oall-13 JV 2J3d =1 JONOO ONIJ SIX] 3SV8 A30H3W11 Via SV HSINI] 3111 3NOlS "91, 11V2J W01108 „Zx„ L '3.0 „0—,9 0 slsod 32JVnos „2 O 0 „5 0 Sl]y1Old 3�jVnos „L 2J3NMO �Jld SV 11 11 11 11 11V13a 1V2Jn1O]lIHO2JV _ 0VOId.Il) 11V2J d01 ' '0'0 „0—,9 wnNiNn-Iv a3anjlx3 ,,o—,[ - „t/2 :111VOS 5—d :31VOS 5—d NOUO-�S IL �dONOO �J-W � IV Sd1S 1N- W�OV ld-Rl A330 �00d 31-��JONOO 3�00N` d -d d i7 p ¢ J J WnWINIW „Z L dV1 `Sd31S O1N1 z-� 2J3A0 aN18 `'O'0 ,Z[ @ 8V -IS = m m D � w 313213NOO ONIISIX3 OlNI S13MOa 0�00� 0C- 1VO11?J3A V# /Mc:13 (INV „2 1112Ja C � ;7 N _ `'O'0 „Z L © SIVNOOVIa „9—,2x �# M co D C a? •0'0 Z L ©ONIOd03Nl3d Wer- << o D cn m n s` J 1V1NOZ1?JOH b# sodt N `� � z m m o °' WnWINIW „Z L dV1 `Sd31S OlNI X --n m m> m "0 2J]/�0 aN38 -3,0 „Z L 11VM .. r- � • D• n • m 313213NOO 9NIISIX3 OlNI S1 MOa co) 0 Cn D = > m 1VINOZI�JOH V# /lXOd3 (INV ,V 112Ja fV C o�� o ND 0o N ww D „LL „LL ,LL „LL o � D N rn . 4 o. m O'0 ,Z L © S13MOa 1V1NOZ1?JOH aNV 1VO112J3A �# /^^ 11VM 313213NOO 1VO112J3� V 2JOH MO -11V R Ol aN3 HOV3 „8 A3V9 a10H "d Sd31S 31]?JONOO M3N 2J]aNn 111dN1 WVO] 1130 a3SO13 GV -1S 3�JI1N3 ]Hl �J3A0 N2J311Vd 3�jVnos ,5 x c /1131VWIXOdddV 31V3�jO Ol S1nOMVS 30NV?J2J� 1N3W3OV1d 3132JONOO ]0 S�InOH Z L 01 t NIH11M 8V1S 313213NOO 1nOMVS :310� (L291 a W1SV) /IlISN3a /lila WnWIXVW 2JOiMJd ]Hl ]0 %96 1SV]1 iV ]0 J\lISN3a V Ol a]i3VdWO3 110S 2JV1nNV?J0 031VAVOX3 0NIISIX3 `OINVOdONI `3I1SV1d—NON `3aV<\joonS o3Z1118V1S 3aV�10 ONIISIX3 Cl W1SV) /IiISN30- WnWIXVW 2JOlO02Jd a31JIGOW 3Hl ]0 %96 1SV31 1V ]0 V Ol a31OVdW0O /IiISN3a � .... .. 3SV8 aNVS \//\\//\\//\��• 1113 aNVS 0NIISIX3 ]d01S (WnWIXVW) 031VnVOX3 H11M A330 a I �J O „0 — 9 x ,, 0 —, 9 V NO GVIHAino lil�]ONOO ]0 da3md:id do a11n8 ]aVdO NO 8V1S A330 100d ONIISIXI J0 d01 ZJ3NMO /l8 a3NIW?J3130 38 Ol 3132JONOO `a30K]ND3 J—Nn aAVN ,02*t [+ �� HSINIH 'A33a 100d 3132JONOO `31810NV?J] 1nOMVS /13�2JnS ]Hl �13d SV aV3HAin8 a3:DNO]N132J—Nn `31810NV2J] M3N SNV1d 1V2Jn1Oall-13 JV 2J3d =1 JONOO ONIJ SIX] SV HSINI] 3111 3NOlS