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1852 Beach Avenue © 2O 10NAIL ALL 1/2"CDX PLYWOOD ROOF SHEATHING w/8d I-Cg I x2 1 Kx 6-4-1xx PR 3°x445N xx Sul-1 xR 3°x4+SH COMMON WIRE NAILS @ 6"o.c. EDGES AND 6"o.c.' RAFTER PAIR OVER RzUCE "FIELD. DECREASE SPACING TO 4o.c, OVER GABLE. WLf10nw1 SEAT _ f i L i Hzrj�FD TaP --= i ENDS. 11z c -- —i L_ ' --r CL. �' S 'r1�rrJ"j w0cv 2°a� I 'i CZ) S� 2S wl 14-10.1 Ar £Ra►l S � =� 2 '"^�' SvP � ' @�O. 10-12c1 aa�Ls SCALE , 4 `` X6 cae, r, C EYi N 3 1 7c' .... � n' . Gbl_l_f��L TlF �0� ' G l�V -11 �CAr1��DRAL f rte c,usn�J 8 5 ' Go BT i - --, ,-� - -�✓fJ BEAM �� NY o�a�►+a�+� .G' CEZL.Wjlx6►;IG -- - i sra,d� ,4,/o ReN•4�� I 3x(o ,•�,`` p W/ �+4,r.s ®3''0.�. ; 1 I -- RRFTFRS /f \ 2Xrn# PIC,l2'p r,E1b PRiO To � � /�. i d �"s N° IXC T►'G ►� 'Z w I pc S/FrpboJ z PC Tor F&.ArE ipc S,rt PswJ 5PH(o w( - CE1L L. 1R-6',opso.J M-sT Zry 14-lo4 A- sod qr NC ---- 3Z ,c . Fnot-1 GIae-N '7APr=ri r4-1 cmµ as RR. FR,Dr. i ToP pLArF To sTvos Ezsa,� ®3Z b•c. iVCL) I MASTER BF-DRM. 1-4 ZC) _.__–.-- /. 3 4: 2��,� 1�41CDX Ryv�GOD , .1 O R 1 „ •, _ -- , 2v4_ z steps mI(o'` 4x4 F-T. ,r Z S V sti O Fas; x .. ____+�..�..- .7, ..•�.._._.. �. . g `. , ^, ��.� � �� o .9 _ - x- 1r-Zx co;�, - f �- i 2 �{.C. �,✓- NAIL ALL 1/2"CDX WALL SHEATHING w/8d COMMON Iz GDS ?Ly vjoop w j I X.- T-'Ur1 OF T I WIRE NAILS @ 3".o.c. EDGES AND 6"o.c. FIELD. INSTALL WWL vir'Ap _ SOLID BLOCKING AT ALL HORIZONTAL JOINTS. _.._. . - ------ -_ � � � � '� f' � � ,, - ,� f `� �rro�•-r Pc.r�T� 2rca syPao.z a rrb�•, .� - � ta CL. , I' oTET o rJ 'DRES1 ��.� '` pc 5„r� oa - - h s G:a --� 1r> C, =� I :Z� -W CQ R i; 3�- �/`� � WI ZO•ICoa : -r-r-i-r-r Z(xs 5•~P ,V - -- --- - - Z A-Z_LMsT'�48 4" '�,�:sy P ao.� ' _. . . . _ s ,I ;�, ._: `_ --- - i �` r -_� i © 'Z i / \\ i .'I EA•POST L F�wr .� '� __ l— fl�ts'1`ulR� SND ' I \ i��� / _ \\i, . _ _ LiGN ( 4 B.i- .coulter.. s.1q� .. _. _ A w ND +'; I° F, 2.6 ; 2°NC �wor.A! �r. ,v►!./t� x'&.toV1St1�lG OS'i' PRoPo_,LF ) L7 PLAN \- i - f`I trJ� ntRr.. c�lsT►nl� sl$ P�ywlooD s�6r=c.00r� '�k`�' P _ �.vv z PKTL. _. , {` -"-G o' , 97 - __. . ..- - sN�aT�„a�, w l 8a a�Au s O 4"o,c• tcv� (3ELOw NEW WALLS "�NC>"r1ALLs 'a' 'i 1 _ ='. , ( sem.. � Wor�D a `� Sc,L P Y Sr1E,a�v.�nw SHS►4,n1� m�E'tL, _--- z'xto�6plr d Z GrtiDS . ,=agrEl w oa coMHo,o AJArr_s ��� ( - - -- t�r►� yos l ®�`O�G•ELYit":- ANU 6o,"01G. l=i Ei.D, /,45T?aL-Cr Soa(D CSC.OGK/AICA f I _ • • T- AU- Plc;> I`o 47_04t_ _710'A/r5 . Id5r t - ZPeS - iY(ST4S, W Zo-I1,pj ,JgILS ►4T E�4�/! E7uP of -sOen2►r✓ALL � � \ � , __.. _.__ ,f � \ mA;cE►xNG sHz,rc,�t:s oP� 30�# T ROO � j� -ri ON YYC_DX PLY 1=E!_ I 1 11i,1��Y i`'I sc-z�� 5 4 � •� G�.S�; x 1 i4DILATES ZPL, Sinj76o�J ST4o srr-IqPS i� j -- __- --- --- -- --- --- , --- E O /�D fGlgI�ES ?�5 2 rc(v Spt- Z SOU- AT. '6TL9Po,- !, „ \ B / 1 PL.5IA4 f e%e.9 SrDL aF opS�Jr,J(� � 5'4 y 39 / GG`�- . Mrs,L w/ly.,od a�{ / S - ( x2GR`P 3/8! K.VENTEO 3 A G BEAMS f i7_-e l ` q - i e5'oc.,UNDER �T` ��o��=- MoD! �rr.�gTi oNS oN2x45uf3 , CES L o N I IxGTNG 22:0 } 4x8 ,AT CENTER of MAS TER'C tzL, '� l { OF WN RQ o1�1c�N -- - - _-- -- -- , 314TNG.PLy, ON 2x4.,�2SYP ANAN , tgu !f —-- -- - - _ SO=STS ALIGN W Ex2STI0G 31 I .SLEEPFRS/rLG0'RTkuSSE5 MAR � �. ,Alc. � - >FtooR TRUSSES._ RECEIVED -- MAR 2 4 1998 _ ___ -- -- -" - .`.- ,_�__ I 2x12-42 SYP. RAFTERS ; 'O-C,;YP Beach City of Atlantic and Zoning -. .__._ . Building a - - _ /.. 13ki �.1q H,c f�oi.giy LVL 2>iAM ___- -- ... -��"1/!�O 4rtC F!G iSTl�l f� 2 X_b� D ELK� i4�1� �_____( j 5 p�•�� 3 � --- s a e 122'o E'AG.N s 1 d w, , - __ D�Tb c--G-TVkm-TZ_ � 3 crow � LS ' _ ,. .. _. .--• ---•-... .__ ___ --- - . �` t __ 4' w/ -- Wt-acI nlAi`s j m�G. EaS ES:._A.'�� . -����_--__ _ -_ - '1 4X . --_ ------. ,/rx __k0IFOU DRIXO -HD8 4 3 1 L�/•l x�PosTS ____.____.__. __.__ _ - - - - - -- - ------- -_ - -- - --- — R O O.M A n 0�1-r I O N $AT EA.PoST Q F:� AN D A'r POSTTo t eMA T4 F��. E A S T O N R E S I D E N C E=- APPROVED PPROYED eY. _ DRAwN BY Ipj • G yA P.T4x4POSTS -rolFOXATZON HOtJ ��NN �\�� PATE ' REv,SED • _-- --_ ._._._. .__-- - - . 2/22 132 RICHAR� .CARTER CONSTRUCTION t DRAwutG NUMBER 4 A—•� I� U , I ' + I - , I ��- N1 Tp 5v ntS ` + lC� rpc SrM�Go�( MST"2/J - -- - rQ° PL . -T.- a cacti s ra�- .1�� � ST AP 1 II ----- - _ . — - •-_-._.. _r' .j _ pa -- { S I 4% CC P'J i'� I ----- - - I1fl �� lOtL li I� 1_.__ 1 _5.�+ ---•�.� _ _- _1+ f f .,� I s_- - - - _ .- - - •- - - - -- -- -- – �A_r'_ l.o E7Z _ :.. � �I ' '� ' I p S 5 +•�pSo,J `i j j, i I l i '\ I I 1 I 1 �I , -- ` � � lis Sln•�P4o1J /- !/ Zr�t48 } I �, l� Zp� SutFso.J L1ST'��� � z � S,K�c,,.1 �` -- -- - .� - r i EXIST GARAGE FE- oQ'' t - I — BAccooiJ F,2AME vppE;?� C 3t ei1�KlAu 6TUDS 0 I NAIL ALL 1/2"CDX WALL SHEATHING w/8d COMMON WIRE NAILS @ 3"o.c. EDGES AND 6"o.c. FIELD. INSTALL SOLID BLOCKING AT ALL HORIZONTAL JOINTS. NAIL ALLY 1/2"CDX PLYWOOD ROOF SHEATHING W/8d COMMON WIRE NAILS @ 6"o.c. EDGES AND 6"o.c. FIELD. DECREASE SPACING TO 4" o.c. OVER GABLE ENDS. � f J Zpr1S SINQSo►! MST2rJ j 6mA,� rnort �c►i �.t �tL 5►M�SoA MSTZrJ - • I TV A, ---_ t•7 _--- 4IT-- F-N EN -t ! t ' (b.32"0•L. F2oM vQpETL v.1Au. STUfl + f I I L ' IL I Tbto uJ mi �l A t t,STv a l tl �IL' �) L _11 ,M1 IHLII 'I IF11 1 t � �,1� 'I �/ .l 1 I I 1 T ,( Zpcs S I m PI ; Z S5"P!5oA1 1_104s ' I I1. r15T4'$ i Illi-.a -- APD Spcs SIn�.J VAST a 1.1 SmAQs {{FT---=----_--� � 1 gar 1►J�Rloi� o'F Ex.ISY►.Jc.o �A R�C�E' 11�� ROOM AE>C)ITION EXT-ST- NGGnR+AUE 1 I + EE.ASTON RESIDENCE. { f I SCALE (� 1 APPROVED 11Y. DRAWN BY DATE REvMD IC CA C R H A R L7 RT E R O N ST R U CT I O N T. i DRAWING NUMBER. 'A, 2 REVISIONS BY l pc Se�n�o 1 pc SFMct, M�JIiISC''T2. 5V� (� IZT 511 Sv� CD�c/�EL7Zo/z - - SoP•3 56Q300 60. 1� Y(�i G AL >?l4r�r-E?z C�U)3L� -TD �r rE //x MTs 1 Z tin// 14-104 ' Ty pl e A(- R141 r-�-n. r•�G f-1 t3 IF4 rs i Z w� ' 1C14 L 9AF -EZ i/d r&72/0P- 3�✓l 1Pc yrs 1z w /4 Z j 7YP s C,i T�ET�iRt. 40T-r: REMOVE- 1- < 06r lA l .Q.'x � Po 6T 2Pc5 MST Z!r7 w/ eo - ? E'K.tSTiNC� �/� tSFf E� Ft t.ra/�Caz co coST• v 7f2Ec' �3 W"LS •rt) M-LO K/ /la nn P - �� �-$ tip/ d W Fb2 1A16T-ACc-4-x10 J OF 1 c S ����( KoAo Po1aT—a�#JT1d000S ZPcs MST Zrl tiny 20 - It'o4 r ? Q ,jC Sltitpson/ f�3 c1-!p �-r cTT�cr� 1ti/fc>`!02 ��� �r v �-Tz. ~ z 1<1aC* posT 4 K�- I� Pp z�xs MsT 2r1 tn<� w D;Z1LL- 4AIa c��ar.� ToP r�,�rE' i�c. H 3 w/ S rl'k A4!�510AJ _� _ / o----___� o_- / , S _. n - rT1Ds 0 � I Pe- S T Z'7 -z O or- _ $" r �"� WeDce- vJ�s ^rZ. s c� ��-"o,c . 4tJ�EZE- &ARA(aE 1�tZ 1- r.�rz. 'SUPP P srvvs 3�� ktsr z'7 k// zo -l! _, N Z ___._.�__.___._- -.. _-.- .__ _____.___ _.-_ ._-.._.. 1 S G S �� 4 , �/G f(C)IL r--d LT"S F- /4'0 7- p 'F QPPz� sror'5 Ipc P4 Co w�lo- /nd xii�"6 3Z"o,G ,p z YD ,p �vdLE' o GffT�" � — 1� O SSP� rck I�j..i-- J tJPT �TcJD� L 0 STt1�S f PG N15T�-�j yc1�20 - / ® 3 Z !p r G. ~ 5 Aon /z cDtir p�y,�/oov k/94-1- -SWC;g7-1111L Lo t�clrE�. Sry oS. c,-r-r RM _.. L�4TC - �PGG, Ov z Tt7 1A/7E'7-/0r, F•f7r_a- ©F E'kl Sr14, W1714 �-3 _^w�8=�c� � I � o. � E7?c4� 4/DE or`- Does ope.-iji 1G 0 o r (o �av�1 DR T7 0� PL 'S11G0 ' Slag• 3 ,,�1 ��g'i{, Lo'�'� /Co 7 AFI t7�a�" --o'' ,;,�,l�� 4 •��• o-bT t p` t Cp /F,�C F1�1'15 f9 LC11� .�' 44'e-1 o/Z NAIL ALL 1/2" CDX WALL SHEATHING w/8d COMMON SGP3 Sop 3 __ ._ r..._.__._.____.__..._._..._.- ._ ..-,._..._._....__.. .._. .-_.._..._._._..___,—._.___ _'1.-�z�..._. .ILS WIRE NAILS @ 3" o.c. EDGES AND 6"o.c. FIELD. INSTALL SOLID BLOCKING AT ALL HORIZONTAL JOINTS. KttiJv �ST �'aV fJ AT v� 5A MG:- A 1, "4-�rK c>��'• ��+� --.__------- N401--)i z ►4O FI 1 d S A EYlHT1 &k.i� Co5 �t G(-�T � T nlC� 19 O — CE Cc 0 W O Q U Z L W z z> O o O O co Q —� CY W W Wz m cc W O U Q U D U z Z W Q O F-• Q U Q _ W U DRAWN CG � CHECKED DATE The Engineer certifies that these Wind Load Calculations have been reviewed and finds the wind 3/Zo/0)$ load values, connector specifications and material specifications shown hereon to be in SCALE compliance with the SBCCI Standard building Code 1994, Chapter 16, Section 1606 for this "`" "''sf specific residential structure. Be advised that these codes preclude that all exterior window and -iD i'H F� - �, J O B ND. door openings are secured and protected for the duration of a wind storm condition. �,' -•' iFIC . '� Note: The Engineer does not certify, nor assume responsibility, for the structural credibility of any �; G -� , :�'M SHEET pre-engineered and manufactured structural building components or roof/floor truss systems - including required connectors(factory or field installed)which are intrinsically associated parts of • °4 0 the components or truss systems. ltV4!! OF SHEETS IrArlloX"PRNnYAYT N0.2E6A6.0.24X36 - - -M-4P SHO WING BOUNDARY SURVEY OF LOT 7 BLOcK AS SHOWN ON MAP OF 4 AS RECORDED IN PLAT BOOK ¢Z PACES OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CER77FIED FOR: ZQQ0 /-AJD LL ,U 0 ' 6_,W N LrawD T LE /VS., cv. ' c tuLG/S s /oR7AI 8 37 33 41 IDR •fin e , , ;'< I (y Q y nNj _ -1 /b V/000C m "I /B SZ ?-[-a, I '1 WALK o M Z - CprozY C0001,V4 13 \4' L9 r'3 \ Ia.•o, n; Z7• O S, bop W 1 �`� � l� AS x' s � 0 W 01� Q� CITY OF ATLANTIC BEACH PLANNING&ZONING OFFICE cdooD 0,3 0 J,_ m NOT VALID UNLESS EMBOSSED WITH SEAL OF THE UNDERSIGNED. BEARINGS BASED ON UNE AS SHOWN THE PROPERTY SHOWN HEREON APPEARS TO LIE WITHIN FLOOD HAZARD ZONE— AS 5 ALED FROM FLOOD INSURANCE RATE MAP0001 FORATLA ric ,� Ac_f4,� FLORIDA, DATED TRI-STATE LAND SURVEYORS, INC. 8411 BAYMEADOWS WAY SUITE #2, JACKSONVILLE, FLORIDA 32256 (904) 731-7235 LEGEND THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. ■ cc"r_ mao NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL • IRDN cam OF A FLORIDA LICENSED SURVEYOR AND MAPPER. (SET WM GAP /LS 4144) X fINCE THE FLOOD ZONE DATA DENO7ED HEREON/S O N?CN cat(SND) SHOWN AS A COURTESY ONLY AND DOES NOT ® O40SS CUTCONS777U7E A CER17FICA77ON OF THE SAME. HAL BL=INC RES .CnM LWE � - m7 EAsfwiNT LARRY G. EDDY, P S. o. 4 R/1V MOff-cam WAr SCALE. c ZO COV. COM"AREA £ C910U-M A/C AW aVDlnaV+C PAD GISTE D RVEYO , SATE OF FLORIDA (R) RADNL 015TANCE DATE- �'2�'9,Ei- cax&-7C .B.-4QL3 PG. ORDER NO. 9.S'-988 / =�Gl6T/kX (S,/L9: i !?00 AWC�tSTi�v Ca�.R � ° �X1r1:rm Cr c9Y�e7Z- ��2 GPK• d k �1 Tf{ EkjEflE' _ -��-�/ a:+�-• 'Roe F= Sldi67�1'�t�IJb WI ►t SGm4r4vooS • 12 • • ^ _ -� 12.E-'�rL_o Z4"c�t.- .. � _ J � -• � -.per Y _ J �/�p 'r1 _.._.._ .. I I '� l.�%�C NQ t � 1 JO-- --- D - �xcv w I.-4 YW 1.4 ' w•w>• ave . • � • , R GoM �� r� -tom ��4_-wd •: c_.. = mrW. II mn, / c.TawrtAflerur -goX10 W. I�b�1cLH'�IIG al�trru..^•1-C' t=t�t3 U'7 f3T1trt�1 F GONG. •1=d4'f"o W/24 Go1.ITiNUo� � p "1P«ns , 5c C—x 7—- • I N AIJO 1 0 cod ca*AVA +V *h MW vm ( -I x 4-MNi - - I( Gor�G• LA l _. ( 105W rY.-4 P.T. K,&-rEE - __ I k =1iG.�OVL(L. :'?U7.Nil7e:.'f1�.GA'f�t� S4& x �------ "v G IJP W D i<:: it r � --- -�-- IZ tvlot4bLrT4IG Gof-ic,. �- i 71 I}I Mr�1,r'f vel Com) Got�G. ltev2,_ o � , �f _41X4II PT. _ �I-oil oIl r�i olr r71_oil SYP t�¢2 _._ tor- oil AT FboAvolmba oil n_ I C1 OF P R D V E p 4R9 73b WA�t► LEp�>i2?_:_� BUILD NG pjFFi BEACH City of gtic �. _CoMu1OU40 BUildirir,d h ,c,,a o.G: rrtoNc� APR 30 2001 ronin By; 1 Y.04-{F- Q 2r'fr- D M I smij v0 tQ 1 44 '2•"X Wr- PA - ----- IlAn V- 911 ! nt� t �I�rT�Nfyi - - • 12 I PG �in�r.,o flc-,tern -m tc-7 ►-( pes r- � same-* R GA$16 e.r 41vPt14w 9WAI {: >� m p&sr, �P G!1 MA'fGN ifHi,"i '� Pill ` I t i f � �pfZG lL P->14S5T_IANA x ji + ii Imo- O t'no Sc�uao _148 P,4-4 r=n1p� C P.) G REVISIONS BY UPLIFT CONNECTOR SCHEDULE STRUCTURAL NOTES: DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE 1997 STANDARD 1 ROW 8d COMMON WIRE NAILS ® 3" O.C. MEMBER SUPPORT SEMCO CONNECTOR BUILDING CODE AND WIND DESIGN PER SECTION 1606.2. 1. LIVE LOADS 1 pc SEMCO FAP18 COMMON RAFTER: HEADER BEAM (2)HCPLR UNIFORM LIVE LOADS WALL LEDGER (1)FAP18 ROOF 20 PSF 2. WIND LOAD BASIC 110 MPH WALL LEDGER EXISTING FRAMING 4 ROWS 16d COMMON WIRE IMPORTANCE FACTOR 1.00 '/2" CDX PLYWOOD NAILS ® 16" O.C. MEAN ROOF HEIGHT 15.0 FT ROOF SHEATHING FASTENED WITH ROOF PITCH 4/12 (18.4 DEGREES) 2"x8" SYP NO.2 12 8d COMMON WIRE NAILS @ 4" OC PORCH HEADER BEAM 4"x4" POST (2)RTPGA816 LEDGER w/ 4 ROWS 4 EDGE AND 6" OC FIELD. 3. ALLOWABLE UNIT STRESSES: _ 16d COMMON WIRE � 4x4 POST FOUNDATION (1)ABP44 NAILS M 16" O.C. 2"x8" SYP NO.2 RAFTERS ® 24" O.C. A) CONCRETE – DESIGN AS PER ACI 318 LATEST EDITION INTO EXISTING CONVENTIONAL ROOF FRAMING, SEE SLAB ON GRADE Vc = 3000 PSI WALL FRAMING. ROOF FRAMING PLAN CONVENTIONAL SHALLOW FOOTINGS f'c = 3000 PSI NOTES: ALL OTHER CONCRETE (U.N.O.) f'c = 3000 PSI 2pcs SEMCO HCPLR 1) CONNECTORS ARE SOUTHEASTERN METALS (SEMCO) OR EQUIVALENT. B) REINFORCING STEEL – ASTM A615 GRADE 60 U HURRICANE CLIPS PER UPLIFT 2) SEE DETAILS THIS SHEET FOR TYPICAL APPLICATIONS. z CONNECTOR SCHEDULE. 2 USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: — w C) WELDED WIRE FABRIC – ASTM A185 RTPGA816 16-10d '-'-' Q Ld z_ FAP18 10-1 Odx1'/2" D) CONCRETE MASONRY – DESIGN PER ACI 530 CURRENT EDITION = o � HCPLR 8-1 Odx1'/2" I._ w ?o z TOP PLATE EL ABP44 1/2" Ox 10" ANCHOR BOLT AND 12-16d COMPRESSIVE STRENGTH f m = 1500 PSI Q J z Q SEE ARCH PLANS _ 1 E) SOIL BEARING (DESIGN MAX.) 2500 PSF <0 J w F) ALL DIMENSION LUMBER HEADERS AND BEAMS SHALL BE SYP NO. 2 D o m " 2 cs SEMCO RTPGA816 STRAPS OR BETTER, WITH AN ALLOWABLE BENDING STRESS IN ACCORDANCE � w w DBL 2x8 SYP No.2 HEADER BEAM. FROM HEADER BEAM TO POST WITH NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION LJ En }- SPLICE TOGETHER w/ 3 ROWS 12d BY AMERICAN FOREST & PAPER ASSOCIATION. ALL 4"x4" POSTS = o Oz o COMMON WIRE NAILS ® 12" O.C. Q z o N SHALL BE PRESSURE TREATED SYP NO. 2 (UNLESS NOTED O J �0 4"x4" PRESSURE TREATED 0 SYP NO.2 POST EXAMPLE OF UNSUPPORTED (UNBLOCKED) OTHERWISE). Z o �. BOUNDARY OF ROOF PANEL EDGE. UNSUPPORTED PANEL EDGE IS 4. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER o 0 DECKING TYPICAL CONDITION UNLESS BLOCKING IS REQ'D FOR REINFORCING SHALL BE AS FOLLOWS: = U z BY SCHEDULE OR NOTES. FOOTINGS 399 U . . . SLAB ON GRADE CENTERED X w . . • 5. ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD 1/2" CDX PLYWOOD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. 1c SEMCO ABP44POST ANCHOR P w/ '/2" x10" ANCHOR BOLT AND NAIL SPACING AT 6. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: 12-16d COMMON WIRE NAILS SUPPORTED EDGES, . . EXAMPLE OF PANEL MASONRY 48 BAR DIAMETERS /2" EXPANSION JOINT 4 CONCRETE SLAB ON GRADE w/ SEE NOTES OR SCHEDULE z EDGE w CONCRETE 40 BAR DIAMETERS MATERIAL WWF 6x6 W1.4xW1.4 OVER 6 MIL WHERE RBLOCKING REQUIRED BY 0 VAPOR BARRIER ON COMPACTED FILL. . • SCHEDULE OR NOTES 7. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR M. • UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. �j X x — X X X X X X X - X X X 8. ALL LOAD BEARING CMU PIERS SHALL BE COMPOSED OF ASTM C90 • =1 I IE:l 117 _ GRADE--I`i-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. Lli 1—III -� RAFTERS GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH Q U 111 I i I 1 11—'. 8"x8" THICKENED EDGE I I l CONCRETE GROUT.. W/ 1–#5 CONTINUOUS 1 1 9. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER = W Q MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING U Q L 20"x10" MONOLITHIC CONCRETE NAILING TO INTERMEDIATE CONSTRUCTION. O FOOTING W/ 2–#5 CONTINUOUS 10 SUPPORT IS 6 OC MAX, UON 0 (f� -1 NAILING PATTERN FOR ROOF SHEATHING 10. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 0 W = SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING CL fy U DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT Q 1 WALL SECTION , TYPICAL 3 DETAIL SHOWN ON STRUCTURAL DRAWINGS. Q m Z 2 S-1 SCALE: 3/4" 1'-0" SCALE: NTS w 11. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE Fz S-1 = RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE V) CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR j Q 4"x4" PRESSURE TREATED THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN U SYP NO.2 POST ACCORDANCE WITH THE CONTRACT DOCUMENTS. 0 1 pc SEMCO ABP44POST ANCHOR U � w/ '/2"Ox10" ANCHOR BOLT AND 12-16d COMMON WIRE NAILS ry Q W BRICK PAVERS ON COMPACTED SAND BED 8"x8"x5.5" HIGH AS PER ARCHITECTURAL CONCRETE PIER PLANS d- 2'-8"x2'-8"x1'-4"d I af CONCRETE FOOTING Q W/ 3–#5 EACH WAY w Ll 1–#5 VERTICAL DOWEL W/ n 3" LEAR TYP STD 90' BEND 2'-8" x 2'-8" DRAWN PRB CHECKED CCK 2 ALTERNATE PIER FOUNDATION 04/23/01 S-1 SCALE: 3/4" = 1'-0" SCALE AS NOTED JOB NO. : E01-082 \Ca C .• �,�jF�C•.•'f'y SHEET •�� O V V .sem in 04 1-1 r�REO r��4 SHEET 1 OF 1 1 I I Y-1 w( &!5 K Z'-O'r _ j i I( C - CN �` � F"0 U 1\1 O A I .I r`1 F L-t-,N _X15 T 51 `� — 2xrP 'JOISTS@ I r I i _r i r ---�---�—.� '� � � 1, 1�� .��_ � 11 f � f :, h ► I-1f �� 1► , �M ,f� I+ II, fi� f � 1 . . �,-�< < • � ; r ►� ►r :I + Ii l� �,� rl ' V, ��1- -t; - T 1 + f ------� ' l I I -.. .i1 -'r- -�•- f .1 ., Jill ti=lI . t , 1 �• 1 f I-., �r'-,� i-- .t t t -�.! i -��L. ,� _ r i I I , . I W - - - - -� -Ir - - • - - + I ._.. � - _- _ v_ -'. !' �' 1`--� 17 o I F RON T EL ` V�\T _1"_) N - S C ALE'. %-_ 1 RIGHT ELEV Cf�L��`�-=� LEF ELEN ,d c 1,. t-2�,tv,41 v, S r•�4.L. SE'- + D EC F R I'A' !.L 1 v G l� n ^I _�� r��r - �...__��__._.. -cb� AW_ ���r;v� �:.yui� 7 J� 7?' rf�G k' � _ POVItUl� Y -- TY-P BE�N\_Toy /ALL 4 I'�-1 Y,.R��f 1 Yv�!I'�-L` /.I�i l,=� � �O+G ti rG*L`.-"� r'i.tt�,'� �l+ d G ,r r 1 Lx-IS SCAtE� 1' SC -iLE - � l�-I ASPHALT 51�1NGLE_.S OVEN 3041FEt~T ON �/2' C DX PLY W00D6h'/,� Q.` I' �,._ PT.�YL�i Cc�:�i�'� FAs��1 -rte x s. ac r � �)ST 1 ►.�C.. f='I'Z'A r.1 l n�� W i �� i � ..�� -711 \A-_i~ oma; �zr� �L,p !' it c 1 - --rl! SgpAlti 2 �x4 P,i. CotJ� . .. :� ---- ` + „ � – 2��` III r _ FAST `r P.T• Sqp "JO 12 1,��� H2-5 CLIPS �t/.,i' T� �,�►gTin�� �r r�r~r n�C� til f5 !(�( .�, r, -?-10-7 • 2-P•T c.xl2 BEAM �. HUsc - - .-- - ----- __.---_-- EAIV\ F,rIG r O•G._ i I r 4 - - Y I� F rr�,. r; �� Cc�1T ; RS 3/a - --- -- w' ito r c�:a L' 1 r} t i� ' 1 1 - { Lpcs or. I F To �S I PT.Xx }. 2 4 L•tKn ��� 1 �f' 1'�`--r"I- spm tic- -tt�i -rrtE�'+.- xi f 3 n.o�.t s (2 c� VENTCD - RCFtr�,i�,f'iLNG PLS\� ScnLE: CS.IGSTRAt= DVERgEAMw/ j W�II -IZGAw C� 1$ i;A.EN FO$-f y. 4Y'A pECKUG , ; ; ►� ,, i - - - ! ro--sT ! RECEIVED MAR 2 .2 1999 ti I City of Atlantic Beach I - ` Building.and Zoning. + i D �Q/-\LNG P L A c� jx w�c EBD CITY '� ATLANTIC CH Q J a ! j3UILD T __._ ......t...1_I�.��.V../...1�.___.�� . ... i• ter. F � G OFFICE F. I MAR.25199 • 14 E ....._._.. ., ti ---•- u i -t --• ----- -- ._- . _ .. .. ' _ ._... .:-.-. •- - --- -- -- _.:_. .._-..._ _.----------- 5 4 x C L.DECKING .. • CRLF'_ '1�-..-_i . CRAW N Y...__4TB. � _ %2-2p;JD)a Z-AC.PT ZT01ST. w/SSN1P. Lula&( r EQ) DGER,'r1/��X 7 W ECGF- . _ .-.. .. .-_. .. _•_-_ _._......___.. - . L RS A xtUPT a.D , ,L t -----T L_NG�RO.1~A.E��--- ---- ------._ Fit+=>io n = `'aG � i' '���� >r' . 4Pt7„T ire . ABU44 P0,71, c�toR vw/ t Z- ►(,c( >1AILS 14r,�D = _ ��� i RLocK Jf rE� A. - _.� -P G -- ; � . - . ..-.. _-....._..__._ ._.+.._-. ...�_ .._. _..._.-._._._- . .-. _..L. . _.-.... __. -._ �,� 1 . •. - ... . .... _ _.. _._... ...... _. _..- ._ ti »..,.. ._ ......._ .u. .. .. _..... .,_......_.. .. _.,.- ...v .-. _ ...�� ...w. .. - t tt .-w-.._._:. r.. _.y.._ _ _. ... -.._.. _.... _ ._ ..... .. .�. ....r ...n ....rte �..r.+._.••.+. •_...-. �..+.w........�wrrr__-_'- Fir >K ASAP SHOWING BOUNDARY SURVEY OF LOT—7 BLOCK—/AS SHOWN ON MAP OF AS RECORDED IN PUT BOOK ¢Z PACES/¢ -14 OF THE PUBLIC RECORDS OF DUVAL CODUN)TY, FLORIDA CERAFIED FOR: 1J/ t!2t l4.6 LE 2 (_ "e r OJ'B02NE 8 ECEIV ED"' '3 3 E �Y,� MAR 2 19)8 3 t(J S 03 �rl�lrY>d - ty of Atlantic Beach a5'-DRAr�'AGE `—` ; ` ,uilding and 2oning V �J V / V^ hoop C m ^f b /BS's` Zr•g' z-CProKY nN coqellw VJ O rl ��4�U 3i.i(•E'� SAME n`Ji K V A�C m 4 l ^l • G _1D s ;oa g ;0o°o N W 01 TE:aGL�FAN 8. -0-3- NOT .3- NOT VAUD UNLESS EMBOSSED WITH SEAL OF 771E UNDERSIGNED. BEARINGS BASED ON UNE AS SHOWN THE PROPERTY SHOWN HEREON APPEARS TO UE WITHIN FLOOD HAZARD ZONE AS.SCALED FROM FLOOD INSURANCE RATE MAP000/ FORgTC_4,yTIC (3E4GII� FLORIDA, DATED /7-B TRI-STATE LAND SURVEYORS, INC. 8411 BAYMEADOWS WAY SUITE #2, JACKSONVILLE, FLORIDA 32256 (904) 731-7235 LECDlD I HEREBY CER7TFY THAT THE ABOVE LANDS WERE SURVEYED UNDER MY w Pn RESPONSIBILE SUPERV1S1ON AND DIREC710N, THAT THERE ARE NO � ENCROACHMENTS EXCEPT AS SHOW AND THAT THE SURVEY SVOWN !ter W�W I LS 4144) HEREON MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY *1 - am THE FLORIDA BOARD OF LAND SURVEYORS PURSUANT TO SEC77ON ®own cvr 0°�!�"°l 472.027, FLORIDA STATUTES SAL w.aawe Rrsmrcnov uwr csrr usncwr LARRY C. EDDY, P S o. 4 RA pan-cr-wr COM WHM AMA SCALE.• /n=ZO' f came r AW Q°WWW4PAD GISTE D RVEYO , S A7F OF FLORIDA !N PAML asawcr DATE- -?-Z9-9 Q awoaca F.B. 408 PG. 4, ORDER Na 9.5-988 l r- rzu,sTl v I ± RJm6o, ! A-4o 'Poo P— At Cc7i-.our k1b RF.MOVS: Go-;1�•l1t�E1�. �X J�j t t,�t fir• ��G'� �� f �Zt�sr1�lc� T'►M��"w D� . L I i - i OVEN CITA OF N Ad o4r"F c H J RE C EAS of 1, SCALE: IJ - { ��OH APPROVED BY: DRAWN BY 5 2000 DATE: ` REV15ED City of Atlantic Beach C3�.iildinf� and ZoninV DRAWING NUMBER i Gv i O V r- R.G m ova: I i ,24-�ait� �c-7LlSr�nlCa SCAIE:V /t� � Ori APPROVED BY: DRAWN BY REVISED DATE: DRAWING NUMBER t i ; I CT A Sys 3� A 4 S P F'lu6.2 � 1 pr.5�lco Sup3 \ ti IrL WAl.l-. CT I�RL Lv docRTio1�S i - - - - STE47 9, L 7L 2 .-r sti PNo,z t�sr pc. 6 am co A Pj P A` L 7- 316 A"316A" /l�lJ1'�' � �Tnr-'��.-• ��C,its tit aµEU T ptZermi'. Sem' STTLV� ^ �' •6Tf'�c?GT�'T�l'dZr S/�T 5-/ 5►�-�T S-1 S,¢ A/o Tom, si4-W.xJD ��} C T70,13 l�tn D �n c�c//�fL v- t / '� � /� !� �!� SCALE:( it - 1 /`co APPROVED BY: DRAWN BY OF-- FV c'� I�C7GI T •�,>7V �7 6 " � DATE: { REVISED DRAWING NUMBER • ._ _ - fJ Y " 3p�b z' go-2 roc��►-r# wt 2r�wS tZc� U��� C) 1S"o- G• . bo-A °J4 �tac Pc. Sc�v14a 'c* BZ}- b V imp �quf sus FIP. �c-,1- si.�+FGr -s. gyp . �� Z•��� r i X i ti � � � t // t pe. co �, x 'Y'P.T• Sq P •2 POST ts�96�dm�•ry T4 -A44A Sia e'Yp•) TO 4�0 (ryp. 3�Co�s�-r�oN5� � C- 7' S�w1Cb 4Bp44 Mom P*6T' TO ASVMGA tryp..;3 40,c AVOO S) VT% 6��x3��3`i� tt�8c L STt�'t- F,1C�tD MvMer�1T . �TL1'�'►til�'• S 1.'T:' �T2t9C.Ti���"�' SCALE n Et APPROVED BY: DRAWN BY DATE: r REVISED DRAWING NUMBER I lap c 9-4- I pC.5Wnnca A SmiNpS G►e.A SIDE S t t^ tt i dyicr1 GIIIC I ec. SEru cd Se 3 to LoaATtoNe) i �T�p. to kocp�-►cqg� j t . Nr'• n I.p PE oft-} - Le V ArtI a tj SCAIEi APPROVED BY: DRAWN BY DATE: JREVISED DRAWING NUMBER Z SC3 uoEa �D rIr�_ ���c t:1 " U�- Ve,% rLSLATO tSflr{ }i ' �f, SLRr� �,�, l�x� 1��•�-��I�� wwF• cJ�. I i7�t„ ? �«.-`��r��Rl�c• •_��. G3Vgy ; i1 t,«1^a,A�w•c✓trttiT.qw Taipb.= rr ,��LfLp A- 14 vn .t RaCJ+''.�1 I 2- iai� Sy ;r 1.��:A: e~� • Car.�3acTG la '��It.rv��Tti "� J :1 MIL ! C FW AU- Gti i� ,� t� f` � U*�!'�{'�••' �Ar2 R-!t�- �,� j ••' •�� 1�Sulo•r�o1.1 ,1 w ,c^c-1� I S. . } !( 1 ( �- 2•"t p f.r�tVC f�"�`'1 I�-$ Gilt,.l f'b . 1!! 1 J_nv�j�� rvonNV 1^117 I•°- � (iv�JnNV��, 2--t'Lj 1►JS�t_s•1'fOrl �• ;` Ya.'S`���;'r•� /`" '.+�.,tj���r� LA - -. --__._...--------------�-____�._.�� Z xb �p •?- �J�w A�� fLYli yJl�4ycv1�•`�xc�nll= !�;•�"� �. (� 'x tz"6yp n/0. 2 �p� 8��f w14r-ovJ 5 W co4 mosi a tG o •G z �� n+ Z � r•n�rt� ►-� STUD 4,�—�---�.-- -_-.- -- - - ' - CIuta-OTT SI-4 2�.d !Dw N(buotitT� t� jt cVcn- yfK fl. o 1:450Grib'Tz= Fx►nUv w� GvurlrJ�oU56 t R g0 Z�I'ID , J XAF D iZ4'O�� 2�rto =s pA. R q� T3 L 1 _ —o ca 1 e CL yf�•�; ' Z1 ?:"remit- OJ Vin-- �rt{� Zt/ 't SCALE:' Z,/l / �4 APPROVED BY: DRAWN 6Y 11 (� GATE: � 2�✓�� REVISED DRAWING NVMSER f�-b REVISIONS BY HEADER SPAN TABLE 122" CDX PLYWOOD BOUNDARY OF SHEARWALL EXAMPLE OF UNSUPPORTED (UNBLOCKED) STRUCTURAL NOTES: SEE PLAN ROOF SHEATHING FASTENED WITH HEADER WINDOW/DOOR JACK PANEL EDGE. UNSUPPORTED PANEL EDGE IS 8d COMMON WIRE NAILS ® 4" OC SYP 2 MAX OPENING STUDS OR DECKING TYPICAL CONDITION UNLESS BLOCKING IS REQ'D DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE 1997 STANDARD EDGES AND 6" OC FIELD. (2)2x8 5'-0" 2 BY SCHEDULE OR NOTES. BUILDING CODE. WIND DESIGN PRESSURES PER SECTION 1606.2 CONVENTIONAL ROOF FRAMING, (2)2x10 7'-0" 2 - 1. LIVE LOADS SEE ROOF FRAMING PLAN UNIFORM LIVE LOADS - HURRICANE CLIPS PER UPLIFT UPLIFT CONNECTOR AT FLOOR 40 PSF ROOF 20 PSF CONNECTOR SCHEDULE. TOP AND BOTTOM OF GYPSUM BOARD EACH STUD, SEE SCHEDULE OR PLYWOOD/OSB PANEL 2. WIND LOAD BASIC 110 MPH . . . . . . . . . . . . . . . . . . . . . . . . IMPORTANCE FACTOR 1.0 TOP PLATE EL • MEAN ROOF HEIGHT 15.0 FT IV SEE ARCH PLANS NAIL SPACING AT ROOF PITCH 8/12 (33.7 DEGREES) CEILING JOIST, SEE PLAN, -/ SUPPORTED EDGES, PLE OF PANEL VELOCITY PRESSURE 24.7 PSF FASTEN TO RAFTER w/ SEE NOTES OR SCHEDULE EDGE w/ BLOCKINGjr 8-12d NAILS AT EACH END 3. ALLOWABLE UNIT STRESSES: WHERE REQUIRED BY NUMBER OF FULL SCHEDULE OR NOTES A) CONCRETE - DESIGN AS PER ACI 318 LATEST EDITION • • CLIP FROM DOUBLE TOP (2)2x4 SYP #2 TOP PLATE HEADER, SEE HEIGHT STUDS SLAB ON GRADE f'c = 3000 PSI PLATE TO STUD, SEE PLANS EACH SIDE OF CONVENTIONAL SHALLOW FOOTINGS f'c = 3000 PSI UPLIFT CONNECTOR 2x4 SPF #2 STUDS ® 16" OC OPENING, SEE ALL OTHER CONCRETE (U.N.O.) f'c = 3000 PSI SCHEDULE HEADER STRAPS, PLAN OR SCHEDULE STUDS, ROOF TRUSSES, B) REINFORCING STEEL - ASTM A615 GRADE 60 (jz SEE UPLIFT SCHEDULE OR FLOOR JOISTS — o' '/ CDXLIJ 2 rr PLYWOOD WALL C) WELDED WIRE FABRIC - ASTM A185 w Q SHEATHING FASTENED w/ ROUGH OPENING wz o 8d COMMON WIRE ® 3" OC EDGE SEE ARCHD) STRUCTURAL STEEL - DESIGN PER CURRENT EDITION AISC Z UJ o AND 6UJ "OC FIELD. SEE NAILING TO INTERMEDIATE SHEARWALL SPECIFICATIONS CLIPS OR CRIPPLE SUPPORT IS 6" OC MAX, UON TUBE STEEL COLUMNS - ASTM A46 Q J z w ALL OTHER STEEL - ASTM A36 Y Q > _ FOR ADDITIONAL REQUIREMENTS HOLDDOWN AT STUDS NAILING PATTERN FOR SHEATHING Q v METAL CLIP PER FOUNDATION ON ROOF. FLOOR AND SHEARWALLS Q Q UPLIFT CONNECTOR E) SOIL BEARING (DESIGN MAX.) 2500 PSF U v J w SCHEDULE SEE SCHEDULE 4 DETAILuj Of ui m F) ALL DIMENSION LUMBER HEADERS AND BEAMS SHALL BE SYP NO. 2 _j OR BETTER, WITH AN ALLOWABLE BENDING STRESS IN ACCORDANCE V) 0 J 1/2"0 �� S-1 SCALE: NTS = c� 0 � 2x4 P.T. PLATE w/ x 10 WITH NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTIONZ o Lz ANCHOR BOLT AND 2x2x'/8" BY AMERICAN FOREST & PAPER ASSOCIATION. ALL STUDS SHALL p J cO� 4" CONCRETE SLAB ON GRADE PLATE WASHER @ 24" OC BE SPF NO. 2 (UNLESS NOTED OTHERWISE). I— u W/ 6x6 W1.4xW1.4 WWF OVER Cnz 6MIL VAPOR BARRIER ON UPLIFT CONNECTOR SCHEDULE 4. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER o0 COMPACTED FILL FOR REINFORCING SHALL BE AS FOLLOWS: _ FRAMING AND STRAPPING FOOTINGS 3" U x x x—� 1.0"x24" DEEP MONOLITHIC AT TYPICAL WALL OPENING MEMBER SUPPORT SEMCO CONNECTOR SLAB ON GRADE CENTERED CONCRETE FOOTING w/ 5. ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE \/ 2-#5 CONTINUOUS. PROVIDE COMMON RAFTER: DBL TOP PLATE (2)HCPLR TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS j _ " 3" CONCRETE COVER 2 DETAIL RIDGE BEAM (1)FAP18 AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD o OVER REINFORCING HEADER BEAM (2)HCPLR SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING S-1 SCALE: NTS • N WALL LEDGER (1)FAP18 OF CONCRETE. 3" COVER JACK RAFTER: DBL TOP PLATE (1)HCPLR HEADER BEAM (1)HCPLR 10" HIP RAFTER (1)FAP18 6. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS - - HIP RAFTER: DBL TOP PLATE (2)RTPGA824T FOLLOWS:MASONRY 48 BAR DIAMETERS 2pcs 2"x12" SYP No.2 HEADER BEAM (2)RTPGA824T CONCRETE 40 BAR DIAMETERS U WALL SECTION , TYPICAL RIDGE BEAM RIDGE BEAM: KING POST (4)RTPGA824 CONTINUOUS 7. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR 0 S-1 SCALE: 3/4" = 1'-0" - KING POST: FOUNDATION (1)SGP3 OR (1)ABP44 UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. W (3)2"x4" POST 8. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER U 2x4 OUTLOOKER DBL TOP PLATE (1)HCPLR MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING 4pcs SEMCO RTPGA824 PORCH HEADER 4x4 POST (2)RTPGA824 CONSTRUCTION. 0 Lj STRAPS 2"x4" SPF #2 STUDS 4x4 POST FOUNDATION (1)ABP44 9. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. z 0 0 ® 16 O.C., SEE PLAN L2pcs 2"x12" SYP No.2 WINDOW/DOOR JACK STUDS (EACH (1)RTPGA824 TO 3' WIDE SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING V) u- HEADER BEAM HEADERS SIDE OF OPN'G) (2)RTPGA824 OVER 3' WIDE DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT = 2x4 PT SYP No.2 PLATE '/ ANCHOR BOLT SHOWN ON STRUCTURAL DRAWINGS i" x10" A ® 24" OC w . z W Q / EXTERIOR BEARING WAL S 0 w 2x2x'/8" WASHER DBL TOP PLATE WALL STUDS TPP4 ® 16" oc 10. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE m. SLAB ON GRADE, (EXPANSION BOLT NOT WALL STUDS SILL PLATE TPP4 ® 16" oc RESPONSIBLE FOR' CONSTRUCTION MEANS, METHODS, TECHNIQUES, I-' 0 z SEE PLAN PERMITTED WITHIN 4" .� .� PROCEDURESBOLTS , OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE OF SLAB E GE) SILL PLATE FOUNDATION �� 2x2x1/8 PLATEWASHERw � rr CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR 0 0 Q 4 STEP e x x THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN 0 t- a ® 24" OC ACCORDANCE WITH THE CONTRACT DOCUMENTS. Q x x a d V 2pcs SEMCO RTPGA824 NOTES: STRAPS EACH POST 4"x4" P.T. SYP 1) CONNECTORS ARE SOUTHEASTERN METALS (SEMCO) OR EQUIVALENT. Q . 0 No.2 POST 2) SEE DETAILS THIS SHEET FOR TYPICAL APPLICATIONS. SHEARWALL SPECIFICATIONS W 8x16 THICKENED 2) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: SW-1 INSTALL 1/2" CDX PLYWOOD SHEATHING OVER 2x4 SPF #2 STUDS 0 RTPGA824T 24-10d ® 16" OC. FASTEN SHEATHING w/ 8d COMMON WIRE NAILS ® 3" 0 SLAB w/ 2=#5 CONT FAP18 10-10d x V/2" o.c. EDGE AND 6" o.c. FIELD. INSTALL SPF #2 BLOCKING AT ALL HCPLR 8-8d HORIZONTAL JOINTS. INSTALL SEMCO SGP-3 ANCHOR AT EACH 3 SECTION 5 SECTION TPP4 8-8d END OF SHEARWALL w/ 5/6"0x12" ANCHOR BOLT AND 24-16d SGP-3 5/8" 0 BOLT AND 24-16d NAILS TO STUD. S-1 SCALE: 3/4" = 1'-0" S-1 SCALE: 3/4" = 1'-0" ABP44 1/2- 0 BOLT AND 12-16d NOTE: 1) SEE DETAIL 4/S-1 FOR TYPICAL SHEATHING NAILING PATTERNS. 2) SEE FLOOR PLANS FOR SHEARWALL LOCATIONS. 6 V4rr TS5"x3"x5/16" TUBE S-1 NO NUMBER OF FULL HEIGHT 2"x4" SPF No.2 STUDS EACH SIDE OF 44 STEEL HEADER BEAM OPENING. APPROVED CITY OF ATLANTIC BEACH FASTEN 2"x4" SYP No.2 PLATE/BUCK 8" BU1LD11VG r;cc��-F TO TUBE STEEL W/ 2 ROWS '/4-20x23/4" 1 1 2" 5" 1 1/2" AUG 2 4 20 PHILLIPS FLAT HEAD TEKS /4 WITH ~ TS5"x3"x5" TUBE 2"x4" SYP No.2 WINGS ® 8" O.C. STAGGERED END STEEL COLUMN EACH BUCK (TYP) \ „x4„ N C ��-�,2SYP No.2 D 12'-9" PLATE/BUCK V/2"x3'/2"x0'-8" E,��n DRAWN PLATE rt+_,,� 15 2000 PRB City CHECKED -� OUT-TO-OUT STEEL FRAME 6 - - 3" TS5"x3"x 5/16" 5/8"� DBA y of Atlantic Beach to 0000 CCK Ln TUBE STEEL E3uilding and Zoning ATE S-1 . I. 0808/00 00 121 /2 r'x3'/2"xO'-8„ EMBEDDED PLATE 4 3 1/2" AS SCALE ""` •. NOTED V) '' - W/ 2pcs 5/8"0 DBA ;��N liR. c ���'• JOB NO. 0 •.. �`�' t 1 f/C00 ,�':�9 E -125 CF) SECTION 7 DETAIL - = SHEET 6 •. � .� 0) 13 -0 I S-1 SCALE: 11/2" = 1'-0" S-1 SCALE: V/2" = 1'-0T xv. E ` RIGID STEEL MOMENT FRAME SHEET 1 OF 1 r Job Truss Truss Type Qty Ply 11310/ URHAM/GAYNAN/GH 7-14 55016561 FG2 ROOF TRUSS Job Reference(optional) Universal Forest Products,lnc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 14 10:13:30 2005 Page 1 5-3-5 10.5-0 1546.10 20-10-0 53-6 5-1-10 5.1-10 5-3.6 Scale o 1:38. 2x5 TL20 I I 7x8 TL20= 2x5 TL20 I I 3x8 TL20= 5x6 TL20= 7x10 TL20= A B C D E F Ti T2 W2 V,IW W2V.I W L K J I M N O H P Q G 3x5 TL20= 5x10 MII18H= 3x6 TL20 I i 5x16 TL20= 3x5 TL20= Sx12 TL20= 5.3-6 10-5-0 15.6.10 20-10-0 53-6 5-1-10 5-1-10 5.3-6 Plate Offsets(X,Y): A:Ed a 0-4-0 F:Ed a 0-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.28 H-1 >886 360 M1118H 195/188 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.45 H-1 >554 240 TL20 245/193 BCLL 10.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.06 G n/a n/a BCDL 5.0 Code FBC2001/TP12002 (Matrix) Wind(LL) 0.33 H-1 >750 240 Weight:288 lb LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, BOT CHORD 2 X 6 SYP No.i'Except" except end verticals. B2 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2 X 4 SYP No.2*Except* W3 2 X 4 SYP No.3,W3 2 X 4 SYP No.3,W3 2 X 4 SYP No.3 REACTIONS (lb/size) L=5078/0-3-8,G=5939/0-3-8 Max UpliftL=-3429(load case 3),G=-4011(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-L=-4833/3320,A-B=-8324/5620,B-C=-8324/5620,C-D=-10000/6752,D-E=-10000/6752,E-F=-10000/6752,F-G=-5687/3896 BOT CHORD K-L=-264/389,J-K=-8686/12860,I-J=-8686/12860,I-M=-8686/12860,M-N=-8686/12860,N-O=-8686/12860,H-O=-8686/12860,H-P=-276/406, P-Q=-276/406,G-Q=-276/406 WEBS A-K=-5977/8854,B-K=-1897/1429,C-K=-5061/3421,C-I=-1122/1848,C-H=-3191/2159,E-H=-1841/1392,F-H=-7226/10705 NOTES (13) 1)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)716 Ib down and 484 Ib up at 11-0-0,1663 Ib down and 1123 Ib up at 13-0-0,209 Ib down and 141 Ib up at 15-0-0,and 209 Ib down and 141 Ib up at 17-0-0,and 209 lb down and 141 Ib up at 19-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 2)2-ply truss to be connected together with 10d Common(A 48"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)716 Ib down and 484 Ib up at 11-0-0,1663 lb down and 1123 lb up at 13-0-0,209 lb down and 141 Ib up at 15-0-0,and 209 Ib down and 141 Ib up at 17-0-0,and 209 Ib down and 141 Ib up at 19-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Wind:ASCE 7-98;120mph(3-second gust);h=25ft;TCDL=4.2psf;BCDL=3.Opsf;Category 11;Exp B;partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.60. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)Bearing at joint(s)L,G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3429 Ib uplift at joint L and 4011 Ib uplift at joint G. 11)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)716 Ib down and 484 Ib up at 11-0-0,1663 Ib down and 1123 Ib up at 13-0-0,209 Ib down and 141 Ib up at 15-0-0,and 209 Ib down and 141 Ib up at 17-0-0,and 209 Ib down and 141 Ib up at 19-0-0 on bottom chord. The design/selection of such connection device(s)is the Job Truss Truss Type Qty Ply 11310/DURHAM/GAYNAN/GH 7-14 55016561 FG1 ROOF TRUSS 1 2 Job Reference(optional) Universal Forest Prpducts,lnc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 1410:13:30 2005 Page 1 4-8-15 9.4-2 13-11-5 18-84 4-8-15 4-73 4-7-3 4-8-15 Scale=1:34. 7x8 TL20= 2x5 TL20 I I 3x8 TL20= 2x5 TL20 I I 7x8 1120= A B C D E W2 W3 W W2 W lErl J K L I M N H O P G O R F 34 TL20= 7x12 TL20= 2x5 TL20 I I 7x12 TL20= 3x5 TL20= 4-8-15 9-4-2 13-11-5 18-8-4 4-8.15 4-73 4-7-3 4-8.15 Plate Offsets(X,Y): A:Ed a 0-4-0 E:Ed a 0-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.19 G-H >999 360 TL20 245/193 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.30 G-H >740 240 BCLL 10.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.05 F n/a n/a BCDL 5.0 Code FBC2001/TP12002 (Matrix) Wind(LL) 0.22 G-H >999 240 Weight:263 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, BOT CHORD 2 X 6 SYP No.1 except end verticals. WEBS 2 X 4 SYP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. W3 2 X 4 SYP No.3,W3 2 X 4 SYP No.3,W3 2 X 4 SYP No.3 REACTIONS (Ib/size) J=5671/0-3-8,F=6544/0-1-12 Max Uplift)=3829(load case 3),F=-4419(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-J=-5216/3572,A-B=-8258/5576,B-C=-8258/5576,C-D=-8867/5986,D-E=-8867/5986,E-F=-5541/3792 BOT CHORD J-K=-270/399,K-L=-270/399,I-L=-270/399,I-M=-7694/11391,M-N=-7694/11391,H-N=-7694/11391,H-O=-7694/11391,O-P=-7694/11391, G-P=-7694/11391,G-0---312/460,Q-R=-312/460,F-R=-312/460 WEBS A-I=-6062/8980,B-I=-1679/1267,C-I=-3579/2421,C-H=-841/1411,C-G=-2884/1951,D-G=-1645/1243,E-G=-6483/9605 NOTES (13) 1)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)404 Ib down and 273 Ib up at 2-0-0,404 Ib down and 273 Ib up at 4.0-0,404 Ib down and 273 Ib up at 6-0-0,404 Ib down and 273 Ib up at 8-0-0,648 Ib down and 438 Ib up at 10-0-0,648 Ib down and 438 Ib up at 12-0-0,648 Ib down and 438 Ib up at 14-0-0,and 648 Ib down and 438 Ib up at 16-0-0,and 648 Ib down and 438 Ib up at 18-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 2)2-ply truss to be connected together with 10d Common(.1 48"x3")Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)404 Ib down and 273 Ib up at 2-0-0,404 Ib down and 273 Ib up at 4-0-0,404 Ib down and 273 Ib up at 6-0-0,404 Ib down and 273 Ib up at 8-0-0,648 Ib down and 438 Ib up at 10-0-0,648 Ib down and 438 Ib up at 12-0-0,648 Ib down and 438 Ib up at 14-0-0,and 648 Ib down and 438 Ib up at 16-0-0,and 648 Ib down and 438 Ib up at 18-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Wind:ASCE 7-98;120mph(3-second gust);h=25ft;TCDL=4.2psf;BCDL=3.Opsf;Category Il;Exp B;partially;MWFRS gable end zone;Lumber DOL=1.60 plate grip DOL=1.60. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)Bearing at joint(s)J,F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)F. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3829 Ib uplift at joint J and 4419 Ib uplift at joint F. 11)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)404 Ib down and 273 Ib up nt 2-0-0.404 Ib down and 273 Ib up at 4-0.0,404 Ib down and 273 Ib up at 6-0-0,404 Ib down and 273 Ib up at 8.0.0,648 Ib Job Truss Truss Type Qty Ply 11310/DURHAM/GAYNAN/GH 7-14 55016561 F15 FLOOR 1 Job Reference(optional) Universal Forest Prpducts,inc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 112005 MiTek Industries,Inc. Thu Jul 14 10:13:29 2005 Page 1 1-3-0 , 1-3-12 _j Scale=1:21. 3x5 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x5 TL20= A B C D E F INY7 �Z E N M L K J I H G 3x3 TL2011 3x4 TL20= 3x3 TL20= 1.5x3 TL2011 1.5x3 TL2011 3x3 TL20= 3x4 TL20= 3x3 TL2011 12-0-12 12.0.12 Plate Offsets KY: A:0-2-0 Ede F:0-2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.05 K-L >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.08 K-L >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 G n/a n/a BCDL 5.0 Code FBC2001ITP12002 (Matrix) Weight:65 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 4 X 2 SYP No.2 except end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) N=650/Mechanical,G=650/Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-N=-644/0,F-G=-644/0,A-B=-615/0,B-C=-1375/0,C-D=-1585/0,D-E=-1375/0,E-F=-615/0 BOT CHORD M-N=0/0,L-M=0/1153,K-L=0/1585,J-K=0/1585,1-J=0/1585,H-1=0/1153,G-H=0/0 WEBS F-H=0/819,A-M=0/819,E-H=-748/0,B-M=-748/0,E-1=0/329,B-L=0/329,D-I=-376/0,C-L=-376/0,C-K=-99/120,D-J=-99/120 NOTES (5) 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Job Truss Truss Type Oly Ply 11310/DURHAM/GAYNAN/GH 7-14 55016561 F14 FLOOR 000OXXONEMAKNOM 1 Job Reference(optional) Universal Forest Products,lnc.,Burlington,NC 27215,Glenn Henry 6.200 s Feb 11 2005 MiTek Industries,Inc. Thu Jul 1410:13:29 2005 Page 1 1.3.0 1-7-4 � 0}1{8 Scale=1:22. 3x4 TL20= 3x5 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 3x3 TL20= 1.5x3 TL20= A B CI I I I -I - I L 4'1 1\ I I - D E F O 1 N M L K J I H 3x3 TL20 I I 3x4 TL20= 3x3 TL20= 1.5x3 TL20 I 1 1.5x3 TL20 3x3 TL20= 3x4 TL20= 3x3 TL20= 12-4-4 12-4-4 Plate Offsets X Y: A:0-2-0 Ede F:0-1-8 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.06 I-J >999 360 TL20 245/193 TCDL 10.0 Lumber Increase 1.00 SC 0.53 Vert(TL) -0.09 I-J >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 G n/a n/a BCDL 5.0 Code FBC2001lrP12002 (Matrix) Weight:66 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 4 X 2 SYP No.2 except end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) N=666/Mechanical,G=659/0-3-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-N=-660/0,G-O=-655/0,F-0=-654/0,A-B=-633/0,B-C=-1427/0,C-D=-1656/0,D-E=-1426/0,E-F=-635/0 BOT CHORD M-N=0/0,L-M=0/1187,K-L=0/1656,J-K=0/1656,1.1=0/1656,H-1=0/1185,G-H=0/34 WEBS F-H=0/817,A-M=0/843,E-H=-765/0,B-M=-770/0,E-1=0/355,B-L=0/354,D-1=412/0,C-L=-412/0,C-K=-98/124,D-J=-99/123 NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard