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Ocean Breeze Court 2393 �i zz v .. - �- �.ATrx - f -` •- � - iTf i'iT r• - � - •i l I I! i! r _ y - , r i i r �'r�M 1G7 • NORM fit LL Opp St 015 IF - Acrd, 4NCCgSS , — � 91 aARDERA &Assadates, Inc. Archivects & Planners R $ asd•Ja&MnVWS.PANIda 3WO •(904)$45-3443• 11433-2 alms F1 V�1v �5 • I �j - I . . t , - IUD :ir 7171 1 9 IF zz ? ttLAI r � • "� _� �r� _- ._.�." _.__.____�_______..,_�. -_..__. �.��f.���t -... ______ -___-_ . --• -_r, _�___-- i ;tib �-���.�v:. �i�i�.� .'� ,, � 'a ._..__ � ./�� _ _ __ - _ P�ort�S�v� wog, `� �,�,• � � c�1 w w ►� rtl�s Jam.•-- - . _. - .. .._ _ . . .. -- - �.�..:...� �1�'��N� . I DAKDERA Associate , Inca Architects Planners 11433-2 SOWS Road 0 JAcksonvitle,Mor(de 3221!8 .(904)845-3443 l - �� I � -�• I I __ QO Jill I l I � I I I i � � u� i �.-►-,� !, 1. ••tip.-...�.._ t- ___--__-- _. •- - �.1��]v •1. � � l� r , I .t • - j • i • „ � w ACP A s_'v'f aF WY7 rrn. _ - • � � 77, U OL �� - f PA 2 D Cc��S-� CSS A/C 5F -M �eLAJ� . _ - �F f lie roc OC� . . O C] ff 6 to o cD • N ' r • �� �e q l rvl )71"I C► IE _ U►-j rwtel. .� i ' 0 . fit At T Li �20 4. ia,9� � � 4sOev�� fY�� �� 'k fit, ry w , •T .7� lF �� _ r 4 W . �: ,. ... ,• },.., fes'.'; P•, y , ,. .i. .: .. . .. ,. : ., r. . .,.rr .. .. .. ' `h � .N- �,' 7P1'' 9T. b r ,f'Ia ., -'y. `7• ... , � l , � .., W. Jif .. _. •r� x 1L 7.,.(r 1 4 M A 4 � t�'. ,}' T `.. ., ". ., '1. .. .r. .... r .. a .. .. t l... W .r. Sr. `Y'' f K .k _y0.$•. +,, .�. v ;. .tE..,k z. .. .. R, .h. .. SL _ .. � :! dr` ..5.: .w.w J, T .'.,��:... a .'. ••',r ....xS.L•.•.. .,•iLC.. d - i.d7r ��,r, � rtdlM i��l� f._ ! I�.'i� f fie `g r .r v Y ., ,�. �f � •G7' - .. 'M'h '1��'1. •� :,ti "` v � iC�'w:;f .5.:VO'T'E$_` r _ w.; 1r `J ' Wit'< F lQ 5.55 11 A LATBy ", k . P INC 'SHOW „ s, r ) 01 'X'FICO 'STA ,.E A,^ r.,. ..44 .,•n! f'S•F,`IK'Ynr': REVISEDPLAT 0F .0CEAN BREEZE S �; .PAGE ��° � R •G� a ;� \,,y ay -•,�a' SHEET OF 2 SHEETS ✓"_ _ .- r1E:uR LION. RDI.' -.ZNE S QWN� `tIREON�IS $ASD z CITY OF ATLANTIC BEACH DUVAL COUNTY FLORIDA S ON P1�T BOgK X35; " " PAG 4`,59 ' HRO GH 1598• HE...s I ? max, h ERId$Q�VoNit IiI,INI •SHOWIHRIION�' NOTE, THIS REVISED PLAT REPLACES AND SUPERCEDES k xr:,,`sFAWAR QUI,DARX�, As SER. ENTIRELY, THE PLAT OF OCEAN BREEZE AS RECORDED F'LQRID}, STATU $ 67 {9wI,. Fr DISTA' 5 , SHQ THUS (9 G., 7 R@I.�; IN PLAT BOOK 46, PAGES 39 AND 39A. F'RQM LOQ FCQRN R TO,.QQ�ST�I(°�� CONSTRUCTION PTBACK,',Y,INE' " 4) BUILDING REST F ICTION LINES ARE COASTAL CONSTRUCTION 31.5' k'RONT, �Q' •,RFAjj,._7.5���:�ACE1,c: SBB° .�6' OO" E , A E. SETBACK MONUMENT N0. R-39 SIRE OF SIl?E OT LINES (l'>7�CFP ,, f;1 , LOTS AND 4 HICH,, LINT„ AREwA$ ": o NORTH LINE LOT 2 DIV. 3 DEWEES FRANT F 64. 00 DEPICTED ON TE PLAT) AND ARE SHOWN AND DIM NSIONED,,TffuS: I'r, ih. O Ex r1 L LOT.LINE �I I \ _>�* `'h':� ^^ ° &"� v Lu o DEED BOOK 747 PAGE 6 EROSION CONTROL m LOT NE . I ' °`' ` +� o a Lo POINT NO. 67 '9.. ►.1 �, .M zcv IUNPLATTED AREA SECTION 37 °' 757.5 F BUILDIAIGSREST jICTIONF. NLINESOr m o N89°-43 35' E 438. 96 ACCORDING TO OCEAN BREEZE , r i DECLARATION OF COVENANTS, 6D. DD 55. DD 72.00 (ss.37) 251. 96' (155.59) � ,'7 , , :�q•• CONDITIONS ANIS RESTRICTIONS" I Q � AS RECORDED IN OFFICIAL RECORDS I N ' �i � � � � ti VOLUME 6927, PAGE'S 998 THROUQU I � I V 1011 OF THE CURRENT PUBLIC RECORDS .OF DU V AL COUNTY, FLORIDA, �I AS AMENDED, RFISTATED AND MAY BE 7.5' W Ln FURTHER AMENDER. DEVELOPER'S I 7.5'- z 12.5' q�4J RIGHTS ARE ASSIGNABLE TO OWNERS Q z J �+ c�z wI rn V] ' ASSOCIATION A PROVIDED IN THE wlto o I cl 4 � DECLARATION. 41 �, O I a �_ W 6) THERE ARE NO ASTWARD BUILDING �I w SIN , o RESTRICTION LINES ON OCEANFRONT I I e� lin V 12 5�} "' LOTS OTHER TH4N SIDE LOT BUILDING � � o f N89'43'35'E e ^'' RESTRICITON LINES AS DEPICTED p I 0 z 0]Ln 3 q N89°43,35r�E 15.00' a HEREON AND GOVERNMENTAL 'c) I I z� I w 15.001 12.5' I RESTRICTIONS. ! �a .C,ED ZD , 1 I � 12.5 I O, 0 1 `�` 24 0 o o (154. 17) DENOTES J.E.A. 'EASEMENT \ I a c5 �, i (99. 16) a I z s co 5 5 I FoT LINE �' d N89°43'35'E 253. 32' ' - I °,'r, 4. 00 � a I I I _ 31.5 w Q .. `" z.5' � p �, -tr, COASTAL CONSTRUCTION o LLQ °' I k; °per C� "_� _-_�-'L�� U o `„I4o 5 N o SETBACK LINE a cz) ` LO rI •A.--ERSEI9fEI T `D ,�; Lo I u i cn L[i Q3 40.00' _ 5500' I �2.00' f �NOOESST 1 E "'a I ( N t Cj n a NA9'A3'35"E T FQV4 �T I Gcn ENy c.i OCEAN BREEZE EM GEA Ao (159.47) Ar f a 5r .,:. s ,. �A IN 100. 51) �. .�: .. _N. •.. ,W ti I r _..,. N 9 4 35 E o 5A R . " , ♦: 3 V A - N. . lam 8 ,v Cs 3,0' EASE4tNT "'FOR`- ,� o 1n 60. OQ' • 55. DD' G� 72. 00 t N89°43'35"E 253. 99' 1 a Y 2.5 �:I INGRESS,EGRESS, 0 wI -F5' PRIVATE PEDESTRIAN EASEMENT o DRAINAGE AND ► 1 J Lo 9 1 D R I fV E89'43'353 W Y y I UTILITIES ;�, �` a "`' m r•-- - 40.00' 5 0 ' 32.00' ` W � u�I cv o O ? Q J .A LA NT X N o t o � a CD Q Q O o c>� t.: ' W 'r' o �' I ►e I `x' tri J Lu U�1 Z 1 7-5 co m v "I � J.E.A. EASEMENT (TYPICAL) _j 10 - z I 75_-_ ��}' (i0i.871 (152.78) Lu Z 15 0 1. o r0 0 31.5' _ N89°43'35"E 254. 65' C) I i= �; I:; L It; w w 1 LEGEND: W I I c, ,,� m _j I I, in r v 2- -� u� Q cu a to I`cv Q DENOTES PERMA ENT RE>:ERENC MONUMENT a I ! w w o w o ;D o 7 cn '� 5>aT (L.B. (k10 8, R.L.S. #9 77) rr) a q O civ in Ici I'r' In ' UNLESS OTHERW SE NOTED _,� I I c� in ZD U cDcon A DENOTES PERMA ENT CONTROL POINT a I z z '' a "'I Z r I9 o Q o (103. 22) r DENOTES POINT OF CURVATURE, POINTS ©I cn cn W [' W OF TANGENCY O OTHER CHANGE OF " m I I v w N89°43'35'E 255. 31' Q1) O _ DIRECTION I I ? I � �,I:♦' BUILDING RESTRICTION Lo LINE u7 (C1) DENOTES TABUL TED CURVE DATA I 1 "I J to .. Lr Q o o, 15.00' 15.00' B S89'43'35'W L, S89°43'35'W Lin _0 L 1t 60. 00' 55. 00' N 72.00' (104.58) 2555. 97' (151. 40) - �O I NT OF BEGINNING �- S890 43' 35" W 442. 97' T \ hl UNPLATTED AREA SECTION 37 Lo cu cv °p I COASTAL CONSTRUCTION r7 SETBACK MONUMENT NO. R-40 4 11. 00' EROSION CONTROL POINT OF REFERENCE POINT Na. ss 588° 16' OO" E 'NOTICE: THERE MAY BE ADDITIONAL RESTRICTIONS ` Q Q THAT ARE NOT RECORDED ON THIS PLAT THAT MAY BE a h0i o ID Ufl D D[E D ANo FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 1 30 15 0 30 60 90 @93 �D� � ���� ,INC. Curve Rad I us D4I to Length Tangent Chord/Org ,sEM N()�. E REACH LANG Ci 20. 00' 90°()0'00' 31. 42' 20. 00' 28. 28' S45-i6-25. DE SURVEYORS ■ POST OFFICE" BOX 50670 C2 25. OD' 90°(0'00" 39. 27' 25. AD' 35. 36' N44-43-35. 0E PLAT BOOK 44 PAGES 67-67A ' 3°� 1103 SOUTH THIRD STREET Y C3 25. 00' 90°(0'00' 39. 27' 25. 00' 35. 36' N45-i6-25. OW ,JACKSONVILLE REACH, FLORIDA �2a5n C4 20, 00 90 (0'00' 31. 42 20. 00 28. 28 S44-43-35- OW r� DESIGN CRITERIA REVISIONS BY DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE 1997 STANDARD BUILDING CODE ASCE 7-88. (BASIC WIND SPEED = 110 MPH) LIVE LOADS: FUTURE TIMBER FRAMED FUTURE ROOF & CANOPIES 20 PSF - - ROOF CANOPY ` 16"x16" CMU PIER W/ EXISTING BALCONIES/DECKS 60 PSF y. 4-#5 VERTICAL AT NORTH AND SOUTH FACE W/ #3 ALLOWABLE UNIT STRESSES . I CONCRETE: . (PER ACI 318) PRE-BENT TIES ® 12" O.C. o MASONRY: (PER ACI 530) (TYP. 4 LOCATIONS) 6'-0" ¢ o, o STRUCTURAL STEEL: (PER AISC) - - - - - - - -- r --- � r - r � r - -� FOUNDATION f'c = 3000 PSI 1 I I I I I CMU CONCRETE GROUT f'c = 3000 PSI _ I O I _ Foo MASONRY f'm=1500 PSI I I I I I REINFORCEMENT ASTM A615 -- GRADE 60 jj STEEL BOLTS AISI 304 STAINLESS STEEL I 6'---0"x4'-0"x1'-8"d 1 STEEL NUTS ASTM F594 AND AISI 304 STAINLESS STEEL CONCRETE FOOTING W/ S_1 STEEL WASHERS ASTM A240 AND AISI 304 STAINLESS STEEL FUTURE TIMER FRAMED 5--#5 x 5'-6" AND STEEL PLATE AISI 304 STAINLESS STEEL. ROOF CANOPY 6-- 5 x 3'-6" TOP 8' 9'-4" 10'-0" 9'-4" 8 � # _ SOIL BEARING PRESSURE 2500 PSF U AND BOTTOM z m 30'-0" RING SHANK NAILS AISI 316 STAINLESS STEEL MASONRY ..w 1I LTJ Z ' .9 ALL LOAD BEARING 16"x16" COLUMNS SHALL BE COMPOSED OF ASTM C90, GRADE T- z w.o EXISTING RAILING FOUNDATION N,-1 HOLLOW CONCRETE MASONRY. UNITS WITH ASTM C270, TYPE "S" MORTAR. J z_j o PLAN � _j LAP VERTICAL BARS 48 DIAMETERS WITH WIRE TIES. _ „ SCALE: 1/4" - l'-O" _ ¢ < GROUT 16"x16" COLUMNS IN 10'--•0" MAXIMUM LIFTS. DO NOT BEGIN PLACEMENT OF GROUT ~ ¢ w ° Uca _, UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED. D o - w " EXISTING P.T. TIMBER I FILL ALL CELLS BELOW FINISHED GRADE SOLID WITH CONCRETE. _ O z J ` DECKING ��� MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530.1. Cl- O w o � ¢ Y EXISTING MULTI-PLY SUPPLEMENTARY NOTES (!) � ¢ P.T. SYP BEAM �.. z < �, j EXISTING P.T. SYP VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. o j I EXISTING P.T. SYP TIMBER LEDGER EXISTING 2"x8" P.T. TIMBER DECKING U EXISTING P.T. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR SYP FLOOR ,JOIST �\ TIMBER STAIR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR Cc? 16 O.C. OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR SEE DETAIL 3 S-1 THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE E / - CONTRACT DOCUMENTS. ADD P.T. 2x6 SYP #2 FLAT X PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOIDF BRACE FASTENED TO THE BOTTOM EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING Z OF EACH EXISTING DECK JOIST W/ 16"x16" CMU COLUMN CONSTRUCTION. 2-16d S.S. NAILS TYP EACH BAY, IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. 2 3 >< a , EXISTING THREE STORY XIS ING S P F J IST ' RESIDENCE �STAGGER LAP SPLICES U - - 00 ` F AS REQUIRED -}-I w OPTION REMOVE DIAGONAL KNEE BRACE AFTER .--• .. .tis:4 THE 16"x16" CMU COLUMNS AND `y ADD P.T. 2"x6" SYP #2 FLAT "X" �, ANGLE CONNECTIONS ARE INSTALLED 4-#5 VERTICAL NORTH 1 EXISTING HEADER BEAM AND COMPLETE. INSTALL TEMPORARY _ AND SOUTH FACE W/ BRACE FASTENED TO THE BOTTOM Z _ OF EACH EXISTING DECK JOIST W » ¢ SHORING TO THE EXISTING TIMBER r #3 PRE BENT TIES 2---16d S.S. NAILS TYP EACH BAY S-1 NEW 16%16" CMU COLUMN BELOW o FRAMED DECK AS REQUIRED 0 12" O.C. (TYPICAL 4 LOCATIONS) � ' U C) C wLj_ -- W uj m Q FLOOR FRAMING PLAN , z Cn 4- 5 VERTICAL DOWELS SCALE: 1/4" = 1'-0" '� k w v EXISTING PALLETIZED WOOD -- # DECKING. REMOVE AND W/ STD 90' BEND INTO o z _ V I�x10 x8 x1 -�-0 ; z FOOTING NORTH AND 7 1 " RELOCATE AS REQUIRED �,4 PCs / o S.S. 'b � ►� � �' SOU H FACE CD S.S. BENT PLATE rn n - -- - THROUGH BOLTS N ¢ J /\ 3 - 0 4--#5 VERTICAL 5/8"�A HOLES 3PcANCFtOR BOLTS z » \�� �� �•%j�N• ; �� U _I AT SOUTH FACE CL WEST 16"x16" CMU COLUMN N FILL SOLID W r / �/2"1x10"x8"x1'- 0"— II CONCRETE . d S.S. BENT PLATE �. II d a . 1 6'-0"x4'-0»x1'_8"d CONCRETE I00 ' FOOTING W/ ,5-#5 x 5'-6" AND ( -I v NORTH cv a ¢ SOUTH 7-#5 x 3 �-6 TOP AND BOTTOM _I Co ir • • • I e • r 1 q 4 4 © ..-.I._. --. .1:"._1_ l�.yp •S 4 4-#5 VERTICAL iv I AT SOUTH FACE 4- x1.6 CMU ; ; , 33 3� v { n r : 1. 3» 3' 3„ 3» ,J 7, 4» 4, 0„ EAST #3 TIES ® 12 O.C. I i 6» 6» 5/e,�O HOLES 2" 4» �2" 9'—4" I 16"x16" CMU COLUMN ! 1,-ot, t3" DETAILr,3 D 2 ETAILS TOP VIEW SIDE VIEW APPROVE " SCALE: 1 �/ " = 1'-0" S-1 SCALE: NTS C 01 AlIANTI t X14 B�1L,DINd qR !C� g 1 SECTION I �4 EF3 2 70 1 r �. 3 I ALL STAINLESS STEEL PLATE SHALL BE AISI 304 S-1 SCALE: /4 = 1'-0" w ri I ALL STAINLESS TEEL BOLTS, NUTS, AND WASHERS SHALL BE AISI 304 � ' PRB ' • -•, CHECKED I, CCK TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, * DApT 1/08/E02 VED, i THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS SCALE ao II ESTABLISHED IN SECTION 6213-33.007, FLORIDA ADMINISTRATIVE CODE. • � FEB 19 2002 ; AS NOTED � 3 THE MAIN WIND—FORCE RESISTING SYSTEM HAS BEEN ESTABLISHED IN ACCORDANCE WITH �,.� �.ti��P�-` + ; :, � JOB N0. City of Atlantic Beach ANSI/ASCE 7-88, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ;',�'� yr. f�.J' E02--004'JW { r - SECTION 6 TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MIN. WIND SPEED OF `� 'fc : AwIldiiia ono oni $ SEC I N . , SHEET V) i 110 MPH. � , li N THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH ANSI/ASCE 7-88, MINIMUM Co f, .,�'fS• 0 I� DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MIN, WIND SPEED OF 110 MPH, SHEET 1 0 � i 4 EXISTING P.T. SYP DESIGN CRITERIA (REVISIONS BY EXISTING P.T. SYP TIMBER LEDGER DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2001. 4"x4" P.T. SYP Na RAILING POST EXISTING P.T. TIMBER DECKING WIND DESIGN PER ASCE 7---98 OR ASCE7-88 (JULY 1990) WHICH EVER IS THE MAXIMUM. W/ 1"x6" FINGER JOINT TRIM WRAP TIMBER STAIR _�__.___.._._____________ ____...___._______._-__.�__�_._ _ _.____ ____...._.._.__. _.._____._.._..__._w. ...._..___...___ __._._______.._________-______._.__.... ._ LOCATED WITHIN WIND BORNE DEBRIS REGION. DESIGNED AS "PARTIALLY ENCLOSED." 4� NOTE: 3/a" T&G PLYWOOD GLUE AND I_____._..___�__.� r-�� 1_._._._..__._.___.. __.___._.__-.__ ._..__._.__._.._ __.._.-___._____ .___._..__._M._._____._._.______._.. LIVE LOADS: WIRE __._____._.___..____._. ___.__T_ .�--.--- ---______.-___ _ _ _ � __.__.._�._. WATERPROOFING AND FASTEN W/ 10d COMMON _L 1_.__..._ 1__. FLASHING DESIGNED NAILS 0 4" O.C. EDGE AND � -�� � �- -I "" - -� -�- ------� -- --- -'-" ROOF & CANOPIES 20 PSF BALCONIES/DECKS 60 PSF BY OTHERS @ 6" O.C. FIELD I NEW RAILING, SEE - ` ALLOWABLE UNIT STRESSES 2"x4" P.T. SYP No.2 DETAIL 3/S-2 ._ � _ _ } i . CONCRETE: PER ACI 318 SLEEPERS 0 24" O.C. -HMASONRY: (PER ACI 530) ----- - I ( ) N �� � ' ._._� 2"x6" P.T. SYP No.1 DECKING 4 CD 0 4 - I STRUCTURAL STEEL: (PER AISC) 1 pc SIMPSON LUS28 W/ 2pcs-10d RING SHANNKS_1 CONCRETE: - STAINLESS STEEL FACE STAINLESS STEEL NAILS XIS ING P. SI P F 00 J IST FOUNDATION f'c = 3000 PSI MOUNT HANGER EACH INTERSECTION i CMU CONCRETE GROUT f'C = 3000 PSI MASONRY f'm=1500 PSI REINFORCEMENT ASTM A615 - GRADE 60 STEEL BOLTS AISI 304 STAINLESS STEEL ZE 3pcs 5/,,"0 S.S. THROUGPH EXISTING HEADER 13EAM STEEL NUTS ASTM F594 AND AISI 304 STAINLESS STEEL i - - BOLTS, STAGGERED 1 NEW 6"x6" P.T. SYP No.2 STEEL WASHERS a ASTM A240 AND AISI 304 STAINLESS STEEL ��• 51/4" CROWN MOLDING TO 2"x8" P.T. SYPNo.2 - _ S_1 POST (4 LOCATIONS) EXISTING NEW 16"x 6" MATCH EXISTING FLOOR JOIST ® 16 H O.C. NEW 3ply 2 x10 SYP No.2 DECK CMU COLUMN BELOW STEEL PLATE AISI 304 STAINLESS STEEL U (FYPON MOLDED WILLWORK __-M_ ____. _ BEAM W/ 1 "x12" FINGER JOINT 30'-- Olt SOIL BEARING PRESSURE 2500 PSF z � or SIMILAR 1"x4" T&G BEADED BOARD --- �- CEDAR TRIM WRAP. SPLICE BEAM RING SHANK NAILS AISI 316 STAINLESS STEEL w 2"x8" P.T. SYP No.2 CEILING BLIND NAIL AT / LIQ z ¢� ( TOGETHER W 4 ROWS 12 COMMON FRAMING EACH JOIST) EXISTING LOWER DECK FLOOR FRAMING PLAN = Zwo LEDGER, SEE SECTION WIRE NAILS 0 12 O.C. EAIDH SIDE 2/S--�-1 ALL LUMBER, TIMBER, AND POSTS SHALL BE PRESSURE TREATED IN ACCORDANCE w =) ._t a �> WITH AWPA STANDARDS. C-2 AND C-14. THE PRESERVATIVES SHALL BE IN Q _ z N SCALE: 1/4 = 1 -0 � ¢ j � � ACCORDANCE WITH FEDERAL SPECIFICATIONS TTW-571 J AND TTW-536 AND AWPA ¢ v NOTE: STANDARD P-5. w d THE NEW COVERED DECK SPACE SHALL o m z ALL LUMBER, TIMBER, AND POSTS ABOVE GROUND SHALL BE 0.40 CCA. NOT BE ENCLOSED AND BE CONVERTED i -H 10'--6" 19'-6" CY � w W w TO HEATED SPACE IN THE FUTURE. (o Ld (nn vi 11 c.,; I ALL LUMBER AND TIMBER SHALL BE SYP No.2 AND BETTER (MINIMUM), WITH AN = c7 0 5 T- EXI STI N G THIRD LEVEL EXISTING UPPER D CK ALLOWABLE BENDING STRESS fb-1200 psi, IN ACCORDANCE WITH SOUTHERN z o zo t",.. J Y I YELLOW PINE INSPECTION BUREAU GRADING RULES. O 1 cn 6"x6" P.T. SYP No.2 MASONRY Z Q � o POST W/ 1"x12" FINGER _ _ _ _ ALL LOAD BEARING 16"x16" COLUMNS SHALL BE COMPOSED OF ASTM C90, GRADE Z JOINT CEDAR TRIM WRAP N-1 HOLLOW CONCRETE MASONRY UNITS WITH ASTM C270, TYPE "S" MORTAR. U LAP VERTICAL BARS 48 DIAMETERS WITH WIRE TIES. EXISTING RAILING I 3/4 T G RLYWOOE FASTEW,' GROUT 16"x16" COLUMNS IN 10'---0" MAXIMUM LIFTS. DO NOT BEGIN PLACEMENT OF GROUT / 10 CC MON IRE NA S 4 0. . -H UNTIL ALIGNMENT OF CELLS ARE INSPECTED AND APPROVED. ED E i1ND 0 C. IEL 0 FILL ALL CELLS BELOW FINISHED GRADE SOLID WITH CONCRETE. SEE DETAIL 5/S-1 FOR 6"x6" POST TO 16"x16" 'x8' P. STP LO J IS 16 0. MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530.1. EXISTING P.T. TIMBER COLUMN CONNECTION DECKING SUPPLEMENTARY NOTES EXISTING IMULTI--PLY P.T. SYP (BEAM W/ L�LVERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. j 1"x12" TRIIM U THE STRUCTURAL CONTROL OR BE RESPONSIBLE FOR NEW 6x6 P.T. SYP No.2 TURAL ENGINEER SHALL NOT HW CONSTRUCTION MEANS, METHODS TECHNIQUES, PROCEDURES, SEQUENCES, ACTS AND/OR EXISTING 2"x8" P.T. 1 POST (4 LOCATIONS) [] OMISSIONS OF THE CONTRAO�TOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR ` '' `^ S-1 NEW 3pcs 2"x10" P,T. SYP No.2 THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH 'THESE � SYP FLOOR JOIST ,,�r• r,--�' ;�-;�'' 16" O.C. ' ' ` ' ' ' DECK BEAM W/ 1 x12„ TRIM WRAP CONTRACT DOCUMENTS. (� PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID W '. : EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING a CONSTRUCTION. W ¢ -�` NEW UPPER DECK FLOOR FRAMING PLAN 0 0 IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, OR UNSTABLE SOIL, � C� � o EXISTING 116"x16” THE ENGINEER SHALL BE NOTIFIED. CMU COLUIMN W/ SCALE: 1/4" - 11-Opt (n N `YW W ` STUCCO AINISH NEW 6"x6" P..T SYP w = „ No.2 POST Q �/ m ¢ 2 x6 P.T. SYP No.1 DECKING Uj M '` %r.;: . '� W/ 2pcs-10d RING SHANK EXISTING THREE STORY 2"x4" P.T. SYP No.2 SLEEPERS EXISTING REMOVE EXISTING BOLTS. w RESIDENCE '=':r: STAINLESS STEEL NAILS AT ® 24" O.C., FASTEN W/ 2 ROWS EACH INTERSECTION » » ~ +I 10d RING SHANK NAILS 12" O.C. '/2 f�x1O x8 x1 -0 DRILL AND INSTALL 2pcs W o ¢ S.S. BENT PLATE 5/t3"s�x12" S.S. THROUGH Z ro /a" T&G PLYWOOD GLUE AND I BOLTS 0 0 Q FASTEN W/ 10d COMMON WIRE Q Z `y ``t NAILS @ 4" O.C. EDGE AND _ _ W f ® 6" O.C. FIELD APPROVED Q CI utF ATLANTIC BEACH _ O REMOVE CEDAR SHIN ES 2"x8" P.T. SYP No.2 AS REQUIRED AND I TAL „ UO DEC D 20D2 } WATER PROOFING A r: FLOOR JOIST 16 O.C. FLASHING DESIGNE BY �,�,�, l HER t. �,' EXISTING 16"x16" EXISTING PALLETIZED WOOD pC 5/8"o THROUGH CMU PIERS DECKING. REMOVE AND r' `, ' `` r`: = "' ' Vlpc SIMPSON LUS28 STAINLESS BOLT INTO AD INING RELOCATE AS REQUIRED f` ` ,r, ;.';';`'' STEEL FACE MOUNT HANGER 3pcs 5/8"0 S.S. THROUGH FLOG JOIST W/ 10--10dx1'/2" S.S. NAILS BOLTS, STAGGERED -- — � =--- City of Atlantic--:` GRADE antic e ._� .rr �=�- •�--� � _h:< <=� _ - -., E y each ._---•---_-- -_._..___ Planning and Zoning Department +f-r...__......_..._..................._..._._...__-_.. __-�__..--_---------- \ 2 x8 P.T. SYP No.2 LEDGER. _..._ __ . _...._._ _.___.~_.___ _ _Y.___.f._..........___= I This approval verifies compliance with applicable //\ �\ %\ / �� :'i''•`/% FASTEN TO EXISTING FRAMING - '- ___ _ _ TL '' zoning, subdivision and other local lana -_ T- --� , DETAIL WW��� , development regulations, but does not constitute W/ 5 ROWS 16d COMMON WIRE 5 approval for the issuance of permits. Compliance with Florida Building Code and all other applicable NAILS ® 16 O.C. local, state an - '` '• I O I S-1 SCALE: NTS d Federal permitting requirements > ,> , n , " •i• •,� ,,;,.,,, , ,(:- must be verified b. erifi the nature of City of Atlantic EXISTING 6 - 0 x4 0x1 8 d Beach Building C f• ial prior to issuance 2 SECTION I o I Bofa CONCRETE FOOTING 'r I I Building Permit. f;• ; ; 0 Approved - 1'-0" � ed B '•f'= `;-' •%'' S---1 SCALE: 1 /2 �-- I i pp y: I I ALL STAINLESS STEEL PLATE SHALL BE AISI 304 Com un.y Development Director 3ply 2"X10" SYP No.2 DECK Date:_LL_�( � .,r'.•'"f''!i.`i^f'."•�.'F.'�•,"r,`.'f:yr'_:'_:'':•:.': .`' :^.'•,.+','r,lrj:`':;:.t:i. I) » _�_ ._...�.._...____ ._..� 2 x8 P.T SYP No.2 BEAM W 1N12" FINGER JOINT DRAWN ` / ALL STAINLESS TEEL BOLTS, NUTS, AND WASHERS SHALL BE AISI 304 PRB FLOOR JOIST � 16" O.C. CEDAR TRIM WRAP. SPLICE BEAM - __.�-__ .__.� TOGETHER W/ 4 ROWS 12d COMMONCHECKED = j � - - 3ply 2"x10" SYP No.2 DECK CCK WIRE NAILS ® 12 O.C. EACH SIDE _ .- - �- �- P Y TO THE BEST OF THE ENGINEERS KNOWLEDGE AND BELIEF, BEAM W/ 1"x12" FINGER JOINT 8/07/02 7'-4" 4' 0" CEDAR TRIM WRAP THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS 00 6"x6" P.T. SYP No.2 POST -/ _ _ ESTABLISHED IN SECTION 628-33.007, FLORIDA ADMINISTRATIVE CODE. scAt $* W/ 1"x12" FINGER JOINT==:z "-- """ � AS NOTED rn 9 -4CEDAR TRIM WRA --- - ---- --- --� THE MAIN WIND-FORCE RESISTING SYSTEM HAS BEEN ESTABLISHED IN ACCORDANCE WITH JOB NO. , ____._-.______._ __��- ANSI/ASCE 7-88 .MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES E02-110 SECTtO TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MIN. WIND SPEED OF SHEET ri SECTION 1 pc SIMPSON LUS28 STAINLESS �`� ••�r THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THE ORPORATED N STEEL FACE MOUNT HANGER '• • .t . 3 INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH AN I/ASCE 7-8 , MINIMUM 00 S-1 SCALE: �/4" - 1'-0" 3 SECTION W/ 10-10dx1'/2" S.S. NAILS 4 SECTION = _ = -,DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION --Te-,W AND THE o - �'= G- WEND LOADS ASSOCIATED WITH A MIN, WIND SPEED OF 11O MPH. S -1 SCALE: 1 '/2" _ 1'-0" S-1 SCALE: 1 '/2" = 1'-0" P� • R6.3H�IDN SHEET OF 1 1 ROUTED 2"x4" BOTTOM RAIL ROUTED 2"x4" TOP RAIL 2"x2" BALUSTERS. SPACING REVISIONS BY TO MATCH EXISTING �` o POST CAP TO MATCH EXISTING, i� SEE DETAIL 4/S-2 4"x4" P.T. SYP No.2 POST W/ 1"x6" FINGER JOINT CEDAR TRIM WRAP 1 \ 1 1 1 U \ Ld i I I 9'-4"f I I 10'-0" I I 9P-411± ` I" I COLUMN CAP AS PER DETAIL 1/S-2 MATCH EXISTING I I MATCH EXISTING I I MATCH EXISTING I -H I I I I I I I I w I r t l I I 11 I I NEW 6"x6" P.T. SYP No.2 POST d I I I I I I I I W/ 1"x12" FINGER JOINT CEDAR TRIM cn I I i i I I I I WRAP. INSTALL P.T. SYP No.2 — cy- w I I I I I I I I w B LOCKING AS REQUIRED TO PAD ¢ Y I I I I I I I OUT COLUMN DIMENSION = 3 FE I--- w 0 -1 o w I I I I I I I I zwo o COLUMN BASE AS PER DETAIL 2/S-2 z w N < �_ LdI I I I I I / I I \ � ¢U¢ I I I I I I UHI I � � om z z - -__ _ -------------- ----- / fY � v W w F- �_ EXISTING MULTI-PLY P.T. SYP BEAM a X LiJ (/1 � - W/ 1"X12" TRIM z o z F- 0 tnU U) Z ¢ [� O EXISTING 16"x16" CMU COLUMN W/ v STUCCO FINISH = U NOTE: THE NEW COVERED DECK SPACE SHALL NOT BE ENCLOSED AND BE CONVERTED TO HEATED SPACE IN THE FUTURE. 1 S-1 W EXISTING GRADE o W ,_ „ EAST ELEVATION — OCEAN DECK a_ waf < 1 6 3/4 D 0 Itt SCALE: 1/2" = 1'-0" 0 0 0 3 3/4" 11 1/4" 3 3/ " ROUTED 2"x4" TOP w U- RAIL TO MATCH uj 5'/4" CROWN MOLDING TO MATCH EXISTING w w m Q EXISTING (FYPON MOLDED MILLWORK or SIMILAR) w I I 00 z m Z UO H 1�,x12 FINGER JOINT CEDAR I 1 CAP 2"x2" BALUSTERS, w to H I I SPACING TO MATCH N ¢ BASE CAP (FYPON MOLDED EXISTING I I MILLWORK or SIMILAR) w I I 6"x6" P.T. SYP No.2 POST U I I 1"x12" FINGER JOINT CEDAR O I I TRIM WRAP. INSTALL P.T. SYP I I No.2 BLOCKING AS REQUIRED TO PAD OUT COLUMN DIMENSION W ROUTED 2"x4" BOTTOM COLUMN CAP DETAIL RAIL TO MATCH fr)�� EXISTING ri--, DETAIL s�-2 SCALE: 1'/2" = 1'70" RAILING DETAIL I I 6"x6" P.T. SYP No.2 POST 3 D E TA I L I i BASE CAP (FYPON MOLDED I I MILLWORK or SIMILAR) -2 S SCALE: 11/2" = 1'-D" 1"x12" FINGER JOINT CEDAR BASE ROUTED 1"x8" FINGER JOINT I I CEDAR POST CAP TO MATCH I I I I RAWN 51/4" BASE MOLDING (FYPON EXISTING PRB MOLDED MILLWORK or SIMILAR) CHECKED I I I I I I TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, DATE 3 I I I I /4" COVE MOLDING TO MATCH 8/07/02 I I EXISTING (FYPON MOLDED THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS 00 1 2 11 1 2" 1/4" 1 1 " I I ESTABLISHED IN SECTION 62B--33.007, FLORIDA ADMINISTRATIVE CODE. SCALE / / I MILLWORK or SIMILAR) r I I AS NOTED THE MAIN WIND--FORCE RESISTING SYSTEM HAS BEEN ESTABLISHED IN ACCORDANCE WITH JOB NO. a' 1'---2 1/4" I I 4"x4" P.T. SYP No.2ANSI/ASCE 7-88, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, E02--110 o I I POST W/ 1"x6" FINGER Ett a ,, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MIN. WIND SPEED OF SHEET T JOINT CEDAR TRIM WRAP ;• ;Ot' ,tom 110 MPH. COLUMN BASE DETAIL RAILING DETAIL ",,T ` � .' �• p ��THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED / x u INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH ANSI/ASCE 7-88, MINIMUM 00 2 DETAIL 4 DETAILtp,j DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE S 2 I QNIMD LOADS ASSOCIATED WITH A MIN, WIND SPEED OF 110 MPH. CD V/2" ,� tit, I S-2 SCALE: = 1 -0 S�-2 SCALE: 11/2 = l'-O" ��. SHEET 2 OF 2 a M3 Oct DESIGN CRITERIA REVISIONS BY DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004. BUILDING PERMIT EXISTING 4"x4" P.T. SYP No.2 2"x6" P.T. SYP No.1 DECKING WIND DESIGN PER ASCE 7-02. LOCATED WITHIN WIND BORNE DEBRIS REGION. DESIGNED ISSUE 04/07/06 CCK RAILING POST W/ TRIM WRAP w/ 2pcs-10d RING SHANK STAINLESS STEEL NAILS AT AS "PARTIALLY ENCLOSED." EXISTING RAILING EACH INTERSECTION LIVE LOADS: EXISTING 2"x4" P.T. REMOVE CEDAR SHIN ES BALCONIES/DECKS 60 PSF SYP No.2 SLEEPERS AS REQUIRED AND I TAL _ 2x8 P.T. SYP No.2 WATER PROOFING A __ • DECK JOIST 16" O.C. ALLOWABLE UNIT STRESSES EXISTING 2"x6" P.T. FLASHING, DESIGNE BY _ SYP No.1 DECKING HER -- THREADED STEEL ROD AISI 316 STAINLESS STEEL STEEL NUTS ASTM F594 AND AISI 316 STAINLESS STEEL STEEL WASHERS ASTM A240 AND AISI 316 STAINLESS STEEL STEEL PLATE AISI 316 STAINLESS STEEL 1 pc SIMPSON LUS28 STAINLESS SOIL BEARING PRESSURE 2500 PSF STEEL FACE MOUNT HANGER RING SHANK NAILS AISI 316 STAINLESS STEEL w/ 10-10dx1'/2 STAINLESS SIMPSON H2.5 CLIPS AISI 316L STAINLESS STEEL :.:... STEEL NAILS EXISTING CROWN EXISTING 2"x8" P.T. SIMPSON LUS28 HANGERS AISI 316L STAINLESS STEEL MOLDING SYP No.2 FLOOR JOISTS •�����`� �������'�' �����'����`� 2"x8" P.T. SYP No.2 LEDGER. FASTEN TO EXISTING FRAMING FRAMING I EXISTING 3ply 2x10 SYP No.2 w/ 5 ROWS 16d STAINLESS STEEL I, ., ALL LUMBER, TIMBER, AND POSTS SHALL BE PRESSURE TREATED IN ACCORDANCE DECK BEAM W/ TRIM WRAP. RING SHANK NAILS ® 16" O.C. WITH AWPA STANDARDS. C--2 AND C-14. THE PRESERVATIVES SHALL BE IN ACCORDANCE WITH FEDERAL_ SPECIFICATIONS TTW--571 J AND TTW-536 AND AWPA 0 2 SECTION STANDARD P-5. z cn EXISTING 6"x6" P.T. SYP No.2 - - S-1 SCALE: 11'/2" = 1'-0" - ALL LUMBER, TIMBER, AND POSTS ABOVE GROUND SHALL BE 0.40 ACQ �z o /,/--EXISTING THREE STORY POST w/ TRIM WRAP RESIDENCE W � 2"x6" P.T. SYP No.1 �> ALL LUMBER AND TIMBER SHALL BE SYP No.2 AND BETTER (MINIMUM), WITH AN I=- cr iv w o DECKING 2x8 P.T. SYP N0.2 ALLOWABLE BENDING STRESS fb=1200 psi, J w DECK JOIST 16" O.C. IN ACCORDANCE WITH SOUTHERN Q z c00 v EXISTING RAILING YELLOW PINE INSPECTION BUREAU GRADING RULES. `� Q > _ � QU M ALL EPDXY SHALL BE SIMPSON STRONG-TIE "SET" TWO-COMPONENT EPDXY U J w o BASED ADHESIVES OR EQUAL � 0bj °� Z SUPPLEMENTARY NOTES w WV) tUn _ w VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. CL z 0 EXISTING P.T. TIMBER THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR �- DECKING CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES SEQUENCES ACTS AND/OR Y / (� Q •••• . N I NEW 3ply 2"x10" SYP No.2 DECK OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING WORK N U :.... ............... ....... OR FOR _ z EXISTING MULTI-PLY _ HEADER BEAM. SPLICE BEAM TOGETHER THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE ® P.T. SYP BEAM W/ CONTRACT DOCUMENTS. _ w/ 4 ROWS 12d STAINLESS STEEL RING U 1 x12 TRIM `� I SHANK NAILS ® 12" O.C. EACH SIDE PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING EXISTING 2"x8" P.T. `V CONSTRUCTION. SYP FLOOR ,JOIST 4" 2» 2" ® 16 O.C. DRILL 8" AND EPDXY 3pcs 5/8"Ox12" THREAEDED ROD w/ 2"0 WASHER AND NOTE: ��` HEX NUT AT EACH DECK HEADER BEAM WATERPROOFING AND �` TO CMU COLUMN INTERSECTION �i FLASHING DESIGNED � EXISTING 16"x16" CMU COLUMN �i BY OTHERS 2pcS SIMPSON H2.5 �� w/ STUCCO FINISH STAINLESS STEEL CLIPS INSTALL NEW RAILING �� iv EACH DECK JOIST TO DECK TO MATCH EXISTING �� U BEAM. FASTEN w/ 10-10dx1 /2 LL1 STAINLESS STEEL NAILS rT SECTION 2"x6" P.T. SYP NO FLAT � 1 pc SIMPSON LUS28 � .2 LA Q STAINLESS STEEL FACE 2"x6" P.T. SYP No.1 DECKING S-1 SCALE: 1'/2" = 1'-0" "X" BRACE FASTENED TO THE BOTTOM OF EACH DECK JOIST W MOUNT HANGER w/ W/ 2pcs-10d RING SHANK w/ 2-12d STAINLESS STEEL U 1 10-10dx1'/2" STAINLESS STAINLESS STEEL NAILS AT � STEEL NAILS EACH JOIST INTERSECTION 2"x8" P.T. SYP N0.2 RIM j NAILS, TYPICAL EACH BAY 1 pc SIMPSON LUS28 STAINLESS BOARD. FASTEN TO EACH i UPLIFT (CONNECTOR SCHEDULE STEEL FACE MOUNT HANGER w/ �j Z JOIST w/ 3-12d STAINLESS EXISTING THREE STORY 2"x8" P.T. SYP No.2 10-1Odx1 '/2" STAINLESS L1J � 0 _ STEEL REING SHANK NAILS RESIDENCE LEDGER STEEL NAILS 0 a 0 °C MEMBER SUPPORT SIMPSON CONNECTOR - U 0 W LLJ 2 I N DEC FRAMING w >A___�/- 2�x8" 2DECIK J01ST: WALL LEDGER (1)LUS28 � _ L j W W =P.T. SYP No.2 2"x8" P.T. SYP N0.2 / S 1 U DECK HEADER BEAM (2)H2.5 AND 4-12d TOENAILS _ - - -- - _ m w � LEDGER, SEE SECTION DECK JOIST ® 16 O.C. / - - zQ m 2/S-1 DFK HEADER BEAM: 16"x16" CMU COLUMN (3)5/8"Ox12" THREADED RODS (� w v 2"x6" P.T. SYP N0.2 FLAT 8 � DRILLED AND EPDXIED � � �- u F= "X" BRACE FASTENED TO THE 1'_`- DRILL 8" AND EPDXY 3pcs o / o z o zwQ BOTTOM OF EACH DECK JOIST 5/8"Ox12" THREAEDED ROD //NOTES: w/ 2-12d STAINLESS STEEL w/ 2 WASHER AND HEX 1) CONNECTORS ARE SIMPSON STONG TIE OR EQUIVALENT. P. S P 0 !S 1 Q N Q EXISTING THREE STORY NAILS, TYPICAL EACH BAY NUT AT EACH DECK HEADER BEAM i 2) CONNECTORS ARE AISI 316L STAINLESS STEEL c� W Z RESIDENCE , TO CMU COLUMN INTERSECTION �i� 2) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: w - 4 oI U Q NEW 3 I 2 x10 SYP No.2 DECK HEADER BEAM. SPLICE BEAM TOGETHER ��� H2.5 10-1Odx1'/2" STAINLESS STEEL m 3, o 0 w/ 4 ROWS 12d STAINLESS STEEL RING �i�' LUS28 10-lOdxl '/2" STAINLESS STEEL o o 0 SHANK NAILS @ 12" O.C. EACH SIDE lftft ------------------------------------------- - ° o L vF-11Lm L NEW CONSTRUCTION ° z °� EXISTING 16"x16" CMU 3pcs 2"x10" P.T. 2"x8" P.T. SYP NO.2 RIM EXISTING 16 x16 COLUMN (TYPICAL SYP No.2 DECK 1 BOARD. FASTEN TO EACH CMU COLUMN w/ 4 LOCATIONS) HEADER BEAM JOIST W/ 3-12d STAINLESS STUCCO FINISH o S-1 STEEL REING SHANK NAILS 0 10,_0„ 10'-0„ 10'_0" GRADE GRADE H2.5 LUS28 NEW LOWER DECK FLOOR FRAMING: ..... : . , PLAN `20 EXISTING 6 0x4 -0 x1 8 J4 . \ ' " `• '` :. • SCALE: 1 4 1 0 '..: '•..: '•..: •..+ i" >: is '4 :..•.... ...•�)..••...'... �v 4: ..:. .v ,. .., .:. i �.: � / CONCRETE FOOTINGop .... ,... •.. �:1... ';: .•,•: ;.. �.*.::. . •.'' 0..::m .: :> ..;' 4'711 W :Y1;. DRAWN', ::.. 3 APR 2006 CCK CHECKED . :.. ... :... :.. . :•. :.. CCK DATE -- :.:1 Ia : .: ADDITIONAL NOTES _._. 04 0 : .. ..: ....: ... : ..: ..: ..: ..: .. . .: ..: .... • . .ti ;.: ,:. :. :N3::•.. . .. , ,:; .:::::.•....':•. PROJECT 1. THESE PLANS SCALE .. ::''.. :.: ::>..` :.:' :.:', '..: ...>...... ...:...::... �; �:: .::'..:: ..• .:. ..: .... .. : .. :< :, ARE DESIGNED TO BE IN COMPLIANCE WITH THE STAN : ... ;:<: .. :< : , :::•,:::,:::..A.: <..;: ..;;;<. :: :.,:{,•• ;..,:: ::.., DARDS ESTABLISHED IN SECTION 9 -4 : ,:.::'..:: •:: , ;: ,...... . `;...: ; LOCATION 16B-33.007 FLORIDA ADMINISTRATIVE CODE. AS NOTED JOB NO. 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE WITH SECTION 6, E06-019 4 ANSI ASCE 7-98 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" ;.: -� �'••;'`••:>;:`::'`:::<,••••: ` / SHEET TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM:'•..:. : M BASIC WIND SPEED OF 120 MPH. Nri SECTION '' 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE 3 DESIGN AND SPECIFICATIONS IN AMIC Rlb Nn VJ7A00 S�C�101�1 6 OF �l-�� "1Jt11�111JiUlJ► ��S1GN LOADS FOR - \ S-1 SCALE. /4 = 1 -0 Wind Zone Mcp BUILDINGS AND OTHER STRUCTURE=S" MENTIONED IN NOTE 2. 0 SHEET 1 OF 1 Z3 O /-e�3 C� �z , C� DESIGN CRITERIA REVISIONS BY 2"x6" P.T. SYP No.1 DECKING DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004. BUILDING PERMIT CCK EXISTING 4"x4" P.T. SYP No.2 w/ 2pcs-10d RING SHANK WIND DESIGN PER ASCE 7-02. LOCATED WITHIN WIND BORNE DEBRIS REGION. DESIGNED ISSUE 04/07/06 RAILING POST W/ TRIM WRAP STAINLESS STEEL NAILS AT AS "PARTIALLY ENCLOSED." EXISTING RAILING EACH INTERSECTION LIVE LOADS: EXISTING 2"x4" P.T. REMOVE CEDAR SHIN ES BALCONIES/DECKS 60 PSF SYP No.2 SLEEPERS AS REQUIRED AND I TAL 2x8 P.T. SYP No.2 WATER PROOFING A __ • DECK JOIST 16" O.C. ALLOWABLE UNIT STRESSES EXISTING 2"x6" P.T. FLASHING, DESIGNE BY SYP No.1 DECKING HER -- THREADED STEEL ROD AISI 316 STAINLESS STEEL STEEL NUTS ASTM F594 AND AISI 316 STAINLESS STEEL STEEL WASHERS ASTM A240 AND AISI 316 STAINLESS STEEL STEEL PLATE AISI 316 STAINLESS STEEL 1 pc SIMPSON LUS28 STAINLESS SOIL BEARING PRESSURE 2500 PSF STEEL FACE MOUNT HANGER RING SHANK NAILS AISI 316 STAINLESS STEEL w/ 10-10dx11/2" STAINLESS SIMPSON H2.5 CLIPS AISI 316L STAINLESS STEEL .::. STEEL NAILS EXISTING CROWN EXISTING 2"x8" P.T. �..... SIMPSON LUS28 HANGERS AISI 316L STAINLESS STEEL MOLDING SYP No.2 FLOOR JOISTS 2x8 P.T. SYP No.2 LEDGER. FASTEN TO EXISTING FRAMING FRAMING I EXISTING 3ply 2 x10 SYP No.2 w/ 5 ROWS 16d STAINLESS STEEL ALL LUMBER, TIMBER, AND POSTS SHALL BE PRESSURE TREATED IN ACCORDANCE: DECK BEAM W/ TRIM WRAP. RING SHANK NAILS ® 16 O.C. WITH AWPA STANDARDS. C-2 AND C-14. THE PRESERVATIVES SHALL BE IN ACCORDANCE WITH FEDERAL SPECIFICATIONS TTW-571 J AND TTW-536 AND AWPA U Ko"2 SECTION STANDARD P-5. Z cn S-1 SCALE: 11/2 = 1'-0" �-' of EXISTING 6"x6" P.T. SYP No.2 - - ALL LUMBER, TIMBER, AND POSTS ABOVE GROUND SHALL BE 0.40 ACQ EXISTING THREE STORY �j z o RESIDENCE POST w/ TRIM WRAP 2"x6" P.T. SYP No.1 o> ALL LUMBER AND TIMBER SHALL BE SYP No.2 AND BETTER (MINIMUM), WITH AN I-- w � 0 0 DECKING 2x8 P.T. SYP N0.2 ALLOWABLE BENDING STRESS fb=1200 psi, IN ACCORDANCE WITH SOUTHERN Q J z 00 EXISTING RAILING DECK JOIST C� 16" O.C. YELLOW PINE INSPECTION BUREAU GRADING RULES. � Q > _ cc 1 Q U r� ALL EPDXY SHALL BE SIMPSON STRONG-TIE "SET" TWO-COMPONENT EPDXY U v J w o BASED ADHESIVES OR EQUAL 0bj m z J W SUPPLEMENTARY NOTES Lv � _, a VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. z o �- EXISTING P.T. TIMBER :f THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR �-_ °' cn DECKING ` ' CONSTRUCTION MEANS, METHODS, O � .� Y TECHNIQUES PROCEDURES SEQUENCES ACTS AND/OR (n OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING WORK, NOR FOR _ z -� EXISTING MULTI-PLY �' w I NEW 3ply 2"x10" SYP No.2 DECK THE FAILURE OF ANY OF THEM TO CARRY OUT WORK IN ACCORDANCE WITH THESE P.T. SYP BEAM W/ � { � HEADER BEAM. SPLICE BEAM TOGETHER CONTRACT DOCUMENTS. 1"x12" TRIM w/ 4 ROWS 12d STAINLESS STEEL RING PROVIDE ALL TEMPORARY GRACING SHORING GUYING OR OTHER MEANS TO AVOID U SHANK NAILS @ 12 O.C. EACH SIDE > 6" EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING EXISTING 2"x8" P.T. `V CONSTRUCTION. SYP FLOOR JOIST „ ® 16" O.C. mol 4 299 2 ----- -------- DRILL 8" AND EPDXY 3pcs 5/S"Ox12" .'' THREAEDED ROD w/ 2"0 WASHER AND NOTE: �` HEX NUT AT EACH DECK HEADER BEAM WATERPROOFING AND �` TO CMU COLUMN INTERSECTION i FLASHING DESIGNED � ` EXISTING 16"x16" CMU COLUMN �i BY OTHERS 2pcS SIMPSON H2.5 w/ STUCCO FINISH STAINLESS STEEL CLIPS INSTALL NEW RAILING i EACH DECK JOIST TO DECK TO MATCH EXISTING �� U BEAM. FASTEN w/ 10-10dx11/2IV " W STAINLESS STEEL. NAILS 3 SECTION " 1 pc SIMPSON LUS28 ; 2x6 P.T. SYP N0.2 FLAT Q j STAINLESS STEEL FACE 2"x6" P.T. SYP No.1 ?ECKING S-1 SCALE: 11/2 = 1'-0" "X" BRACE FASTENED TO THE BOTTOM OF EACH DECK JOIST W MOUNT HANGER w/ W/ 2pcs-10d RINC SHANK j w/ 2-12d STAINLESS STEEL r 10-1 Odx11/2" STAINLESS STAINLESS STEEL NAILS AT 2"x8" P.T. SYP N0.2 RIM j NAILS, TYPICAL EACH BAY 1 pc SIMPSON L.US28 STAINLESS W r STEEL NAILS EACH JOIST INTERSECTION UPLIFT CONNECTOR SCHEDULE STEEL FACE MCDUNT HANGER w Z r - BOARD. FASTEN TO EACH I / a ` JOIST w/ 3-12d STAINLESS EXISTING THREE STORY 2Ld "x8" P.T. SYP No.2 10-10dx11/2" STAINLESS I I RESIDENCE STEEL NAILS 0 0 STEEL REING SHANK NAILS MEMBER SUPPORT SIMPSON CONNECTOR LEDGER `� i� D E0K JOIST: WALL LEDGER (1)LUS28 2 \\\\ \\\\ \ \\\\\\\\�'. W W w v 2x8 P.T. SYP No.2 2x8 P.T. SYP N0.2 DECK HEADER BEAM (2)H2.5 AND 4-12d TOENAILS Q m Q LEDGER, SEE SECTION DECK JOIST @ 16" O.C. I - z m 2/S-1 Lit CK HEADER BEAM: 16°x16" CMU COLUMN (3)5/s"Ox12" THREADED RODS w v P N 0.2 FLAT 8 ~ �- Z U �- 2x6 P.T. SYP DRILLED AND EPDXIED cn (n o z X BRACE FASTENED TO THE DRILL 8 AND EPDXY 3pcs o 0 Q BOTTOM OF EACH DECK JOIST 5/S of THREAEDED ROD ANOTES: � w/ 2-12d STAINLESS STEEL w/ 2"� WASHER AND HEX �� 1) CONNECTORS ARE SIMPSON STONG TIE OR EQUIVALENT. P. S P 0 IS 1 co Q N Q EXISTING THREE STORY NAILS, TYPICAL EACH BAY NUT AT EACH DECK HEADER BEAM i 2) CONNECTORS ARE AISI 316L STAINLESS STEEL « W Z w « RESIDENCE TO CMU COLUMN INTERSECTION i� 2) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: w w of C.� Q NEW 3ply 2 x10 SYP No.2 DECK �� 1 _j � 0 0 ` HEADER BEAM. SPLICE BEAM TOGETHER H2.5 10-10dx1 /2 STAINLESS STEEL m m 3 w/ 4 ROWS 12d STAINLESS STEEL RING �i� LUS28 10-1Odx11/2" STAINLESS STEEL o Oo o SHANK NAILS CSD 12" O.C. EACH SIDE ,,�' -d ---------- ----- ------- 77 ILI Ll I!' i n�? I L�:� NEW CONSTRUCTION EXISTING 16"x16" CMU Z EXISTING 16"x16" 3pcs 2 x10 P.T. 2 x8 P.T. SYP NO.2 RIM ° COLUMN (TYPICAL SYP No.2 DECK 1 BOARD. FASTEN TO EACH CMU COLUMN w/ 4 LOCATIONS) HEADER BEAM JOIST w/ 3-12d STAINLESS STUCCO FINISH o S-1 STEEL REING SHANK NAILS 0 10'-0" 10'-0" 10'-0" GRADE GRADE H2.5 LUS28 % 30 -0"f OOF :. .9.:.: NEW LOWER DECK FLOOR FRAMING PLAN EXISTING 6,_0"x4#_Ot,x1,_8„d ,.�,;.. .:,..;':. Vtl .,. ;;, ;.'.`'` :::``. >:'; 1/4 0 .:.:.::.: .. ..:... .::. . .: ': '..:..:':' •.: ::' . . .. . ... .. , .. : ;•'' SCALE. - 1 FOOTING 1C, t-iEACH CONCRETE 00 ''�• Ni G- Al .: : :...: � . .:..: .. APR 13 2006 DRAWN ' .. •~':<° CCK NECKED : CCK :. '::.ley::::-'::''.?•�<::"':,. DATE 7'-413 4 . ...:'.:....' :.' ADDITIONAL NOTES 04/07/06 : i` .W. LAS:•`. .::f...;::,. i.,:•: \';:`•,+,.r i'` 4. \.. \.. ..,. , ki 1 .•v'\....,::...i:''.':'v::".';:' 00 SCALE PROJECT .. :: ::: ':.: '.: ':.: ::`:.: ...: ...' ..: '..: :.: :..: :: ..:' ... .:' `+,; Vl. f .::: { ., :::: :: ..:`',. . 1. THESE PLANS ARE DESIGNED TO BE IN COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECT ::: :::....,:...,:..:,< :: ;.. ;.; :: ,, ;..<;;:.::.....: ;....:1... ;.:....,:... . ION 91 -4 :.1:., :.,,:., i.. ;.'` t;' 1 1 , . LOCATION 1613-33.007 FLORIDA ADMINISTRATIVE CODE. cn •\' A NOTED :: JOB NO. 2. THE MAIN WIND FORCE RESISTING SYSTEMS ARE DESIGNED IN ACCORDANCE WITH SECTION 6, E06-019 ANSI/ASCE 7-98 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" SHEET, ` '`:':.: .:;,', ` TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 120 MPH. SECTION `>''''"` `` 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE 00Kop",� 10 DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH SECTION 6 OF THE "MINIMUM DESIGN LOADS FQR 0 S-1 SCALE: 3/4 = 1 -0 Wind Zone Map BUILDINGS AND OTHER STRUCTURES" MENTIONED IN NOTE 2. 0 SHEET 1 OF 1 23° 3 Ouan _buu_�, 7. Unless otherwise shown on drawings, minimum cover for reinforcing;shall be as follows: 5; All plywood shall comply with PS-( (ANSI A 199.1). Use "exterior" APA rated T%ootings----------------------------------------- 3" pp•lywood for wall sheathing. Comply wid)'appIIca1)1s rtconuriendations contained In Form Betmis(over'main reinforcing)-------------- 2" Nq: H 304,"APA Design/Construction Guidc- Resideittial&Commercial," for types of Slabs on Grade-------------------------------- CENTERED plywood products and applications indicated. Fasten plywood panels by nailing to framing; I�NEN RE51171?LlU'�3 8. All reinforcing,shall be held securely in position with standard accessories during placing; unless otherwise indicated. Use,hot•dipprd galvanized nails for exterior wall sheathing;. of the concrete. 6. Where lumber is indicated at"P.T." or"Pressure Treated," or is specified herein to be <). Splices In reinforcing,where laernitner,shall lac as follows: treated,cotnply with tile,applicable requirements of AWPA standards C2 for lumber,and 1M1U,N CI;ITELUA (All Design per"Standard Building Code",unless otherwise noted.) Welded Wire Fabric-------------------------- 6" Prof essure ft standards listed below.ground Maketai eatgt item with expo quoting mark requirements.rnd . _______.._.r____ 40 BAR.DIA. Pressure treat:ill above and rqund fronton and deckingexposed to the weather or noted All Other-------------------- with water-borne preservatives conforming to AWPB LP 2. After treatment,kila dry to a 10. All lintels not otherwise detailed shall be precast or poured lintels shall be a minimum of 8" nuixinturn moisture content of 19 prrc:drtt. 1. LIVE LOADS x 8" in size and shall be relnrorced with 2 #4 top and bottom with tit ties at 12", as a Roofs and Canopies---------~------ ------------------ 20 PSF minimum,and shall have a ndnimum masonry end bearing of 8". 1. standards &Anchorages: the pp slab, typo and material indicated and per applicable Floors--------------------------------------------------- 40 PSF standards,complying with the applicable fererul specifications for nails, screws, bolts, 11. Splices in top reinforcing shall be made at mid span,hook bars at cacti end. nuts,washers and anchorage devices. Where timber work is exposed to weather,provide fasteners and anchorages with hot-dipped galvanized coating per ASTM 153. All tiruber 2, WIND LOADS(Standard Building Code- 12. Splices in bottom reinforcing shall be made over supports. bolts shall conform to ASTM AM. 1988 Edition)---------------------- 110 MPLI 13. placing concrete: Remove all water front excavations before placing concrete. Dry earth 8. Prefab Wood Trusses: shall be wet thoroughly just prior to placing concrete. Place concrete before initial set has a. All trusses shall be designed for the following live,dead and wind toads: 3- ALLOWABLE UNI`{'S11LESSES occurred,and in no case after the nux has retained water for more than 1 1/2 hours. Use Concrete(Design Per current Edition A.C.I.) mechanical vibrators for placing concrete,in accordance with ACI 304. LIVE LOADS(ROOID------------ ----------------------- 20 PSF All Concrete -------------------------------~- Tc= 3.000 P.S.I 14. All interior slabs shall receive a trowel finish and all exterior slabs shall receive a light DEAD LOADS 10 PSP BOOACHORD--- --- ---- --- -- -- ---- ' broom finish,unless otherwise shown or noted. TOP CjI0RD-------------------- -------------------- 15 PSF Miscellaneous&Structural Steel(bcsign Per Current Edition A.I.S.C.) SEE DESIGN CRITERIA All Steel AS`1'NI A36 Unless Otherwise Nptcrl 15. Curing Concrete: Use aril of the following;methods: WIND LOADS---------~-----------------'""--'-------"-�-� b. Submit shop drawings of trusses for approval. Drawings shall be signed and sealed by � Par Currant Edition National Design a. Water curing: Keep concrete wet for seven day period by covering with water, Sed a professional engineer,registered In tite State of Florida. ['linger (Design architectural drawings for additional requirements. Specification for Suess-Grade Lurntx;r:and its fasteniu�y) --------------~____.____________ Sou, Pine 2KD,unless otherwise c. Atltl bracing where shown adjacent to truss panel points. Bracing shall be 2x4 s 6' b. Membrane Curing;: Use on slabs after final finishing operations are complete(within 2 continuous,trailed to cacti truss with 2-16d nails. Truss manufacturer shall verify size noted hours). Method and rate of applications shall be in strict accordance with the and location of all pc rrtanent truss bracing. (2-story 6 x 6 Post- No. 1 dense Douglas Fur-Larch) Munufacturrr s publisher directions. Use "Crystal Clear Seal" by Lambert Corp., Soil BearingCapacity 2,000 PSF "Clear Bond"by Guardian Chemical Co.,or equal. d. Comply with the following"Truss Plat Institute Standard's: "Design Specifications ba of I Y - -- Metal Plate Connected Woad'I'russes";cpnrnentary turn recomrnenrut ons dor bracing - 16. Employ,in independent testing; Anchor[lolls - - -- ASTM A307 laboratory experienced in design annu d testing of concrete wocxi trusses. materials to design concrete mixes and to test the concrete during the performance of the work. Test concrete as follows: 9. Glue Laminated Beavis: Materials, fabrications and quality control shall conform to ANSI/AITC A190.1-1983,"Structural Glued Laminated Timber." Provide factory- ;t. Slump. AS`I'NI 0143,one test for Bach load at point of discharge. glu ed structural units produced by all AI`1'C-licensed firm,qualified to apply the ATCC"Quality w^ Inspected" mark. Use Douglas Fir or Southern Piny; adhesive shall conhply with b. Compressive Strength Tests: ASTM C39,on set of three test cylinders for each 100 ANSI/ArfC A190.1-1983,using;wet-use(waterproof)adhesive. Allowable stresses shall cubic yards(or gess)of each mix.for each day's prior;one specimen tested at 7 days, be as follows: 1711=2/100 psi;Ft=1,200 psi;fv-165 psi,and E=1,700,000 psi. one at 27 days, and one held in reserve. Subunit test results in writing to owner and Q NE13A STRUCTURAL NO a`k5PL( IFICA:I'C()NS Architdct/Engineer surtne day tests completed. 10. `Crus Joists: (� C. MASONRY a. The work includes all labor,material,equipment and accessories requiter to completely 1 1 A. EART111YORKfurnish and install all T11 Series Trus joists, the extent of which are shown on the �+ I. All concrete masonry units shall conform to ASTNI C-90, grade N-II. All mortar shall drawings,herein s[recified and necessary to complete the work. All trus joists shall be 1. Compact top 12 inches of subgrade below slabs and foundation areas ton mininnrn of 95 conrorni to AS"I'M C-270'[ypc:NI or S. All grout shall conform to ASTM C-476(use fine ti, .wfactured by till"Trus Joist Corporation"of Boise,Idaho. percent of maximum density. Verify densities of subgrade after proof-rolling with grout for splices less than T), urininium of two density tests per AS`CNI D-1557. 2. Lai CMU units with full face shall mortar bads. sill vertical ern joinls.(enr Joints bctwccrt b. Quality Assurance: 2. Proof-Rolling: After initial excavation and stripping,the building area and to a limit of five units)solidly with mortar front Lace of unit to a distance behind face of unit not less than feet beyond lite buildin;lines shall be proof-rolled and compacted with a heavy vibratory the thickness of Ioupitudinal face shell. Provide 3/8'joints. Lay units in running bond. 1. Conform to dor Standard Building Core. drum roller with a nununum static; weight of 4 tons and a minimum drum diameter of 3 Add continuous horizontal joint reinforcing at 16"o.c.vertically,unless noted otherwise feat. A minimum of 16 complete coverages shall be made,8 in each direction. on the drawings;use Dur-o-Wall horizontal joint reinforcing,truss type(9 gage mint.)per 2. American Society of Testing Materials(ASTM),applicable publications. manufacturer's recommendations or approved equal. 3. Shop Drawings: Submit shop drawings for fabrication showing the layout of all 3. All fill and backfill shall be compacted to 95 percent maximum density in accordance with ASTM D-1557. All till and backfill shall be clean,free draining sand with a maximum of D. STRUCTURAL AND MISCELLANEOUS STEEL Crus se joists,and cpm fess details of all , registered Stipp drawings shall be Design am sealed by a professional engineer, registeren in the state of Florida. Design IU percent passing the No.AX)mesh,free from organic material,unless otherwise noted. 1. All design,fabrication and erection of structural and ntiscelhuteous andel shall confomt to calculations,also signed and sealed by a registered engineer,shall accompany the it. Unauthorized excavation consist of removal or material beyond the indicated subgrade the American institute of Steel Construction (AISC)publication, "Specifications for the strap drawings. elevations or side dimensions. Under footings,foundation bases or retaining walls,fill die Design, Fabrication, and Erection of Structural Steel for Building" All welding shall unauthorized excavation by extending the indicated footing bottom elevation. Elsewhere, conform,to the American Welding Society's Publication"AWS DIA,Structural Welding c- Materials: backfill and compact unauthorized csxcavation as specified for authorized excavations. Code." 1. The plywood web TJI trus joists shall be factory manufactured with structural grade .5. Dewatering: Prevent surface water and subsurface or groundwater front flowing into the 2. Submit shop drawings of all structural steel for approval. plywood, MICRO LAM lumber or machine, stress-rater lumbar flanges using waterproof typo glues,as manufacturer by the Trus Joist Corporation. excavations and flooding the project site. Do not allow water to accumulate in excavations. Remove water from excavations to prevent softening foundation bottoms,under-cutting 3. All Structural steel to conform to AS`I'NI A36. All tube columns shall conform to AS`I'Nf footings, and soil changes detri Ilieutal to the stability of the subgrade and foundations. A500(Mininium 46 KSI yield strength). 2. The plywood webs are grain be of APA Structural I, CD exterior grade with face Provide dewatering s steres as required to conveywater awe. from cxctvdtions_ Shore veneers installed with grain running in till vertical direction of the joists and butt and brace all excavations to soapy with local codant r away having jurisdiction. 4. All bolts shall conform to ASTM A325; and shall be a minimum of 3/4 inch diameter, jointed to forma continuous web mcnnber. The web shall be pressure formed and unless isshallotherwise notch. Anchor balls,ASTM A307. fit into a groove in the center of the wide face of tine flange members so as to form a 6, if footing elevations should occur in a disturbed, unstable or unsuitable soil, the pressured glued joint at that junction. Architect/Engineer shall be notified, 5. Prepare till steel surfaces per SSPC specification No. 3 and prime with I-coat of Pittsburgh's Multiprinte,Sherwin William's Kern Kromik,Glidden's Gild-Guard 4570,or cf. All design shall be by the Trus Joist Corporation.for all live, dead, and wind uplift loads shown on the drawings. All bridging shown on the drawings shall be verified by If . CONCRETE equal. the manufacturer:and shown on the shop drawings;provide at nrnimunt of 12 feet on I. Design,place and cure all concrete in accordance with ACI 318,ACI 304 and ACI 347, 6. Nun-shrink grout: Meadows sealtight V-3,Sanneborn,Sonogrout,or equal. centers. latest editions,publications of tine American concrete Institute. e. All fabrication shall be in accordance with the applicable standards noted herein and 7. Galvanizing: AS"I'N1 A 123/A153. '{'rust Joist Corporation standard practices. 2. Detail,fabricate and place all reinforcing bars and welded wire fabric in accordance with the concrete Reinforcing Steel Institute's"Manual of Standard Practice'. 8. Furnish temporary bracing as required. f. Erection: 3. All reinforcing bars shall conform to ASTM A615,or A616,grade 60;welded wire fabric E. TIMBElt I. "llnc trus joist shall be stored at the job site in a vertical position and protected from shall conform to ASTM A 185, 1. All timber work shall be in accordance with the current edition of the "National the weather. it. Submit shop drawings of all reinfoteing for approval. Specifications for Stress-Grade Lumber and its Fastenings",a publication of the National 2. All trus joists shall be erected and installed in accordance with the drawings and the Forest Products Association. approved shop drawings. Erection bracing shall be installed as requiredto keep ane 5. Design of formwork is the Contractor's responsibility. 2. All nailing of structural members not otherwise noted shall conform to the nailing schedule joist plumb anti to cusure adequate support until decking and sheathing is installed. 6, All concrete shall be 3,WU PSI at 28 days in accordance with ASTM C-31 and G39. All of the "Manual for house braining", a publication of the National Forest Products Temporary construction loads that will cause stresses beyond design limits are not allowed. cement shall be Portland Cement Type 1,confomting to ASTM 0-150. All asgre�ates shall Association. conform to ASTM C-33. Maximum slump shall be five inches. Use air-entraining admix per ASI'NI C-260(3-6%air). All concrete shall be ready mix concrete per ASTM C-94. 3. All timber connectors, strap ties, hurricane anchors, joist hangers, etc., shall be All concrete shall contain a niinintum of 5 bags of cement per cubic yard. manufactured by the Simpson Co.of San Leandro,California or equal(galvanize). 4. Wood(joists and rafters shall have bridging at 8'-0" centers unless otherwise noted. Bridging;shall be 2"wide and die full depth of joist or rafter. . f � 7r- 3, : s � ; . s r a s,t.l:'r kt i1 act A •' moi/ . N . is ti - j • r 13.4 t �' I kit 61'1 I 1 I ... � �.r� Fes' � `•' .:� �r �' �''' t �f... �„. r - r 1 Art, a Ir r i +- � J . Gk ' j t APPROVED ,r=�L CITY OF ATLANTIC BEACH PLANNING & ZONING OFFICE ;3 1b 7 } Tr ;, � .'. ` I.. JUN 1 1991 . via APPROVED t., CITY OF 1TLA i IC BEACH ® �UA �� N ` BUILDING pFFIC� a MAY2 21991 UN 111991 TJ {:f' , r ry W B Y: DARDERA & VSE o TASS�CICa �'S In p - � �,SIDEN�" DRAWN "OATE �H��� r r Q r7 t 1a. Y r R FEZ - S A , 1� .�c C � e t Plannersr.. � h t C S , E. A. .... ,. ...a., .,'✓ ,, DATE EEK }, t hIC�. ATE R - EM , ED , 1' r E .. , ... .. >• a .. t .. � .. .. .. .., r. ,!.:: 'fir^ - �• .fit.. , ,.. . I ritfit, �l�cfiC vtl 1 r 1. ..: _.. .. .! IV , .._. .. .. , , 7 1. d: .. .: .. -. k •� r., r .. F t a r.. •s � x - J• 1 r"S- �:Y , 9. d..� ,•. .r ... a .' .., .. :.. •*.. :f I,, "•i. r,"1 I i - .. - n •> ., 1h ,. 'T� fr.:y. '...... �gd•+a:�-,. J, u { '., ''. cw r ,r L ,� sL r ,u ,. x 1, , e .. '. ... ". �.,'f. ,.. r i d t 1 ,, ... ..... .i � �. 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All exterior walls and interior bearing walls below second rzr W floor shall be 2x6 studs to 16" O.c. w,/1 row of 2x6 blacking at midhigh studs; at 10'-0" use two (�) rows blocking. All interior bearing walls above second floor, shall be 2x4 studs @ 1611 O.C. X __ -- 2 Add DBL studs each side all wall operlings and 3-studs each �ltl�',t 1 11`" w I� I i ''lll` s �I side wall openings larger than 4'- 0" in width. �►�� rl 111 {►1.� ►► 3 . All joist and rafter hangers shall be HU-series (14 gage) ►F� N 14L G.E1��-- ', heavy duty joist hangers by Simpson co. Or equal . 4 . All exposed wood framing shall be pressure treated (P.T. ) . 5 . 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