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FiN15HIEP SITES; REFER TO MFG.'S SPEC SHEETS FO ROUGH OPENINGS PRIOR TO FRAMING 2T-2" (^REE N i I PAVER?ATIO DRAINS FOR GUTTER SPA S II Fd CHIT _ Q 17,-0„X 1,,_0., I I I I i PAVERS I I o o PAVER PATIO I1 I SCREEN' DOOR 5',V.ono 3°6°Sti TMP[R I 0 o SH-TMPRD' SILL C�2'0"AFr SIL L LP2'-0"AFF 2-3°b°FR.N. 61, 5°6'SH 3°6P 5H 398`'SH 3°6°5H 10 LTTEo SI L @ 2'0"AFFSILL Ca 2'-0"AFFSILL 0 0-0"AFFSILL 0 2'-0"AFF o o i 7�L r G c N = 3-.3 v LED/A,ZCHED N < r'3 Y SILL @ 2'-Q"AFF R -------1 r---- �� w� r a i� NF �i i f1� 'I g 4X4 P.T.POST SCR EE 1 V 2" SUITE I I c n WW'PEP TO 16x76 10 I I I1 i 16'-0"X 13'-8" I I LMA / gACl�1n COFFERED CLG. I I i U o 2"-4'X 10'd' 1 ° i ! -w --J L----- o 10-1- ?L.HT. � ( I Ile �� 1 I� v — 5DQ02N PAVERS o i e e cp < 8 Q r----- _ _I r—.----- �'!�y Ir��7I In��T1It�I��, t T� II Ir�1 -10 2'1 V' 1 I V l I Vl...� t+ c o o 5 1 LJ l/ G i �� Na 1) I I I I I 18'4"X18'6" I °�C+ 100"X7P8„ o a I 1 BE+L ® ® 1 1 C7 CL i� a ��——_——J L— ----- -- -- ---- �-7--- ---- I=———— ———— ————— a 10'Cf ``�n �`I G o „3"8°FR.DR.T� -I 12 3'8°FR.DR. 2'10° t A.. ?'10 -2" :=1v" e' ✓' 8'0" 2'10„ 6-4" n y ST 1 T 10 LIT= e i -I E 1 1 II la LITELI rE \. I r 1-eF FIXED - �-° _ — _ --_--'t't--_------- _--------a� -- --------- --�+-�� 6 5H 6 5 JT r °'f 2-7 JTILITY YARD NC %� SILL @ 0-0"f f!`� '' 11 ! J - t,� e 1 I I >� t v- ¢e e I u I e eyj' � Arm o : i ( u I j 1 a i i oc I I I I Z I I I-� 1 �5 la CLC_ < �' OUTDOOR n .1 a I I 1 1 I I �1 1 s� L---- -I 1 1 o G o sHOwER , � Q 4110 NTKY r ATT1c� r a'r.LG• Q ROD GA o= 11 ?+CCE5_ 20� I I Jr— a w n u x �r I a l I 122.5"x - °5H o 2 2'89 N a _.— — — < STUCCU ; i I i i e o PURLIN _ _I _ _ I_I_ _ — T n„ 8 b°4YE'�HEAD DOOR - - A HAM L_. Al F1Nr. __L) �_-- -- --'- - _--'_ -I _.LL __'-- _ _"—__—__—__—__----_ _-- —__—__�_�� - —'- --__ __ —_ —' ' �L_ 130"M!N to SILL�.".•v -------------- ---------- ------ AF=OF 3 H - I I I .I _ -- AFF Or HOUSE I LESS �1NE1J SOLID FLOORING 1N1TH 0 QBSTRUCTiOP I I , ' !) ®— OLI I _ � c, ; i '�.=../ i i r� ni I !Q� ° L C�0 0 A �i`a E SFiELVS � � HOUSE SILL q o 5L FF // CA !"Ht•J30"OFA?PLIAh EAGCE55 PAN Sil1B I 18 0 YIt1DEENrH QUCt Sired �16C ASH�AE St�ndal"t�S � ; I Duct Sized per ASHRAE Standards l� laa2 w5 �, 3'-• ' 2'aa ' ' —U— �`,' ea. 2'10" 2'-1 7'-�" 7'a I , 1 Friction Loss = a(fig As — - n L n _ TCS I= ---- z= / -^----^_�-_~—'_° _- Rl t?T2CJ"OLA IIS II ' ' 1 I° � 6, 8' 61? I Friction 055'- T>>E OUVI IL-t-" I hh �' _ ------ _--- --- - c - ---�- ---_ ------_--_ I-� ----_� / r�} _ 2 REVISIONS Static= a `� d V. IA ES51 I N w a r �- -----------�I I RIDGc a . M_o®.+ - - --- --- �--1` ----� l: _K UPdfr L a2cSTOF 'Static- n D ° �V�L�� 2.5"X ( -_— -�rz —�-4 ------_ —9 --- -----�-' EA3?T 'OVER I.I- CL -SPAc J F t B I I 7" Q 1 Gv, 'TMP i �/ `T I „IAF I r e I 2 I I ULIOw i �'N'Ii�_ L Total CFM I I�----�I -- 1 D I - I I N` D10� C �7 n N. w .,Fi'r 4 e , - �j u. 5. R -.l0 GLC. —J O I CLG: m c o e G + 4 5 L— — ' ®—_ — — .:'Nv EST. V rECNS 4NITHiN o = 0' G. I j h Duct Sizes shown in Area X Length _ C I I (, A uANc_ cE55 PANEL to ac--- ` Duct Sizes s. r,wn in Area X Length o �Q I I I I I I I ; ; +------ —J Z l� �eG TEL= Jo TEL= 146' X RAIN <y PURLIN e e ' ' --- -- -G HEAD � ---�-' - ------ ----------LJ---------_—_------_--- -- - — —� o L L 2 1 fiLL U} z 5 Lvs - --- ------_--------__ ____ _- =M= -��-- a a _ __= — - o n:�71 2z��°Pr.T ;g� , C = CFM on 1�.rawing C= CFM on Drawing _ - ' t� I 1 sruccQ -P- a 1f I I I I I I I I u I CNTRL5 WC < q HEAD x N NcN L A --- I `�J u I I I v1IR, o RCD d SHELF . I I [ I I' F/WILY M I Y e e i DIVJ INK 4Vt D15 i i I C4 G I 1 1 LNDIY I i i 0'(;LG. �-./I l 1\t lL/L.� `} - 0014P a a EAR N M ,Ra o n� I I � II W IIV I I � 1Y 1 ' I 7{T 1 ��— n II II / ' } 1= 2" C9 �1 J u j _ _ I� N < I oI I o N 1 - -- 1 1 O 1 e 0� I KIT ° Lr IRAN& O = 1 V TI I� I I ` r o `f ' o CL_. r____TF---_1 s I u 12'-2"X 2a'�" > l e I I C I I 1 1 a N ` I I ' 6-i0.` 10'CLG. I I I F I 1 L —-1 I 10'-118"PL,HT. u � O _ � = I I 27'- "X 23'-0" VALJLTE� LG. II a-a , 1 - D I tid , ��I10'CL n I I A I I �? I ( I I VAULTED CLG. i i 1 1 "°{P'a" W/l 1 e I L---- - ea L_��, _- ___jLU z I STORAGE TRU55E5 ~< PUPUN i --- -- --- -- ° s�CLG._®_ I 1-_---_� 1 - .—{_ f OFY = -- Q 0 G��I\��� x FIXED ---- - =qy— 11. ------_ -+-'- - -_ -_ --tee —__— — —__� ----- —i- RqE 6AR N - _ __ ( I - — �__ _= _ -h - -_---- - , - -- fl e I 23'-6"X 22 BATH --- -- 1 URtIN A w , SILL @12 a"AFF / 1 — 1 1 u y 1 N 10'cLG. �' U I I I I I I ' ®___ ° ' --- -Q_�� /!+ 5rue ROD a SHELFz r STORAGE TRussEs 0'-118"PL.HT. I G \ _= - d FIXED- . -� < J C OHC gJGF 't b SILL Cal 2'.0'A 0C o I ca 7Y1PRD.GL .INSER) �� tt y A Iter < a'm GXb WALL t °eq X i 7/,YYIi I m oe J o Z 2''o ?KT,N. 3 E 5H'oV!3°7' b 6 5H'Ni 3 N I 5 G SH W/3'I TRANS. 3 0 SHW/3`'1 TRANS. o ` bC iCyCLG. I Q m TRANS.OVER TRANS.OVER I I 11194 d' .r OVER BLACK OUT AVER aLACY.QLT U I T r,, I SILL 2'-4112"AFT- SILL 0 2'-a 1/2'"Al I� u o �fl to n 4 �Q SILL 2'4112"AFF SILL�2'-=112"A r I I �'= 2`-1G' G'-10 5'J" e3'8" ° 0-2" �s x � n7 2'- Pi'-�" o•4.• .9' 8._8.. 5'- 2'-10" cn of •v :: ■]t1 ; :_ + Z'10" 5'T" u LU �N EN `./ I I I N Budd:: Wath ConfdJ¢nce °w u1 `lf(J Q t9 I I IVT ( I I Q +6°FIXED ( Q c 80b°OVERHEAD DOOR u C1 LU d� 12'-1;8"FL-LIT, U b SILL C L-0"AFF � ,,<< ( 1 I I 1 c ° ° 414 Old Hard Road, Suite 502 p PAVERS i N 8=8'OVERHEAD DOOR B 8 OVERHEAD DOCK 5K #2I t I I I I ¢ �, ls'-8°X G. ? Fleming Island,Florida 32003 I 1 � 70'CLG. HE 15'-8"X -'" I= o °' L_I LJ Fax: (904).269-2729 10'aG. �; �, � _ �� � Office: (904) 264-6553 LL I� [ < hG C 1Z Q O d3 °CSI O (� J Lot 7 306Y 5H-EGRESS - SILL 0 2'O"'.AFF Atlantic { c Bea c 3°6°SH Atlantic Beach SILL 0 2-0"AFF 2'-10" &0" 2'-10„ 8�. 21-1011 2-4" 8'-0" 2'fi" 4_ „ Country Club 1 2 134`-4" Briggs Residence FLOOR FL/\N. Floor Flan 1840 Atlantic Beach Drive Atlantic Beach, Fl, 32233 i RAFTER RAFTER Drawn By A_'�.J Sheet 11-16-2015 ® RIDGE BEAM Date 5'-10 Scale 1/411 = 1'—fSl1 Of PURLW 101) 59ABCC-Custom 6„d c'd OFFICE CCP�f ° y 4>ti+rit.:en dimensicxms Shall have precedence over scale dimensions. o Contractors Shall verify and be re5pon5ible for dirnen5ion5 and �? } conditions of the jab. ?URLIN �l Northeast Florida Design,Inc.hereby reserves its comrnor law MECHANICAL EQUI>'I iEN NOTES ccpynghts and o cher copyrignts in these plans,desigr�s and edeas. SQ. FTG. CALCULATIONS These plans,designs and ideas are not to be cooled or changed i;7 any FDC-F,302.5.2: PUCT5 IN GAVAGE SHALL BE MIN 26 manner or form whatsoever,nor'are they to be a55ignea to any third LIVING 3224 GAGE SHEET STEEL WITH NO OFE11INGS INTO GARAGE party without first obtaining the express written perrni55ion from C D GARAGE 1551 ALLOWED. Northeast Florian Design,Inc. ENTRY 80 FBG-R,MI305.1.1:MIN 4”CLE: •RAN'CE REQUIRED,°,ROUNP LANAI 273 ALL SIDES OF MECHANICAL EQUIFME::NT AND SCREEN PORCH 204 COMPONENTS,INCLUDING PUC;5,1hJ1TH THE TOTAL WIDTH OF THE ENCLOSING SPACE BEING AT LEAST 12"WIPER TOTAL COVERED 4612 THAN THE.FURNACE OR AIR HANDLER - GROUNP-MOUNTED MECHANICAL UNITS SHALL BE _N 12627 San Jose Blvd ANCHOREP IN ACCORPAijNCE WITH FBC-R, SECTION M1307.2. __ Suite'702 ortheast- jacksonv1tIIIle,FL 32223 F[Grida Design,IF1C, 904.260.3319 RIVERSIDE r HOMES SUBDIVISION: OFFICE COPY Atlantic h Country Club LOT59 MODEL: ' Briggs Residence 1611" 59 274" 19'3" 5'9"- 76'71" 5'3" 24'5" 12'8" I I '" I DESIGNED/CHECKED: ^GE01 _ EAC i T01 T01 T01 TRT VTT,jHJFM TUJS TOt J T01 A DIVISION OF 2 2 Q� 2 i= 1�LUEHous T01 T02 1' T02. ,' GE01 T01 T02 22' T01 T02 m m y in m p y m m h . m m m N . . y T01 T02 T01 T01 N m co co n m co m m m rn o m co co m n m m �o T03 HTU26 O H 26- H 26- o O T01 �= TU T03 HTU2 Z 1 1 C U26 T03 o m m m m m m m m m m m T03 T03 U26 E ~ Cw7 cw7 F. .�. HTU O o� T03 HTU26 ? 10, 6'wflK HTU26T03mO ¢ 26- - HTU26'T03 HTU26 0 p HTU2 HTU26 T15 This draWing IS not$UffiClent HT 26 alone for Installation. T03 HTU26 a o _ < V??U26 U26 U2 p p HTU26 T15 Additional Instructions T03 HTU26 a0 p O HTU26 CE O m _ 0. C o HTU26 T,S I- D accompanying this drawing, T03 TU26 a HTU26 N o a including BCSI-B1, should be z rn o oLLwiz T03 HT 6 z m w WC W HT 6 T,5 0<< J used.in.conjunction with the w 'TU26 T15 ~rn o architectural and structural T03 HTU26 H H HTU26 pw Z D2 U2 HTU26 T15 a g plans during installation. If Tot HTU26 `I w BCSI-B1 has not been dao ,o. T01 T03 H D26 °°i shipped to the site with the TOIL T19 T03 HTD o°w components shown on this w Z pa TOt T19 TOi ge, please contact Apex w Technology for a free copy. TOi GE04 T01 TO, T01 - buildings including I udnt i g bracing to GE01GE01 I resist wind, seismic,.or other - lateral forces, and permanent bracing for all structural 16'11" T-69--i78'4" 9'11" 18'4" 1343 5'9"—I– ,6'„” 5'3" 24.5" 72.6"� elements, is the responsibility ALL EXTERIOR WALLS HELD BACK 1/2"FOR SHEATHING of the Engineer of Record for the str tlhth ullding GE07 TO BE BRACED WITH PREMANUFACTURED GABLE END BRACING TRUSS REFER TO STRUCTURAL ENGINEERING FOR INSTALLATION DETAILS desa e�'jrpe �C fac,Ae V. F'. 9 APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX API X TECHNOLOGY INC., A FLORIDA CORPORATION FBPE CA NO. 7547-4745 SUTTON PARK COURT,STE.402 JACKSONVILLE , FL, 32224-904.821.5200 i D, Id 1 Air GENERAL MOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES RESTRICC16N YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y4X2 Trusses are not marked in any way to identify the Los trusses no est6n marcados de ning6r,modo que LAs wmms DE LA wsmLwft DE LOS TRUSSES 10 Repeat diagonal bracing frequency or location of temporary lateral restraint identifique la firecuenda o locali de restni lateral DON'T overload the crane. 5:13 ni or Diagonal bracing and diagonal bracing.Follow the recommendations y arricstre diagonal temporales.Use las recomendi 1,.: 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Refer to 4.6 rri every 15 truss spaces 301 for handling,installing and temporary restraining de mareld,instalact6n,restriccOn y arrioste temporal de NO sobrecargue la grOa. trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal BCSI-B7***for more (g.1 M)max bracing(see below�.S?Install web member plane diagonal bracing to stabilize the first five information. and bracing of trusses.Refer to Dr5l-Guide to los trusses.Vea el folleto SCSI-Gula de Buena prictica NEVER use banding to lift a bundle. trussesInstall bottom chord temporary lateral restraint and diagonal bracing(see Good Practice for Handling,Installing,Restraining Para el Mari Insta-la Madera Co�'�nR Restriction v Arnostre de los below).7)Repeat process with groups of four trusses until all trusses are set. Vea el resumen SCSI-67*** 7 n jjj�pl, information.&Brachro of Metal Plate Connected Wood Trusses de e de NUNC-4 use las atadures para levantar un paquete. para Thuhs Trusses***for more detailed information. para intormacicin ni detallada. 1)Instate los arriostres de derra.2)Instale el prini truss y ate seguramente at arriostre de derra. '1\ it v", A single lift point may be used for bundles of 3)Instale los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto(vea abi 4) <_2rox ty Truss Design Drawings may specify locations of Los dibulos de disefic,de los trusses pueden especificar top chord pitch trusses up to 45'(13.7 m)and Instate el arriostre diagonal de la cuerda superior(vea abablo).5)Instate arriostre diagonal para lo, Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las localizactones,de restriccOn lateral permamente o parallel chord trusses up to 30'(9.1 m). planos de los mienribros secundarios para estabilice los,primeros cinco trusses(vea atialo).6)Instale la restriccidin lateral temporal y arriostre diagonal para la cuerda inferior(vea abajo webs at end of cantilever and at Use at least two lift points for bundles of top parol- J?.7)Repita,este individual truss members. Refer to the BCS- refuerzo en los miembries incividuales del truss. Vea la a bearing locations. All lateral restraints B3-for more information.All other permanent hola resumen -B3***para m6s intormaddin. El chord pitch trusses up to 60'(18.3 IT)and pa I- A WARNING Do not over load supporting procedimiento en grupos de cuatro trusses hasta que todois los trusses est6n insta adi lapped at least two trusses. bracing design is the responsibility of the building resto de los dI de arriostres permanentes son la lel chord trusses up to 45'(13.7 111 Use at least structure with truss bundle. Refer to BCSI-B2***for more information. *Top chord temporary lateral restraint spacing shall be 10'(3 ni o.c.max.for 3x2 chards designer. responsabilldad del diseflador del edifido three lift points for bundles of top chord pitch JADVERTENCIA!No sobrecargue la �ea el resl SCSZ-B2***para mos informacicin. and 15'(4.6 ni o.c.for 42 chords. trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquethe de RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES A WARNING The consequences of improper >45'(13.7 ri trusses. RESTRICC16NIARRIOSTRE PARA TIODOS PLANDIS DE TRUSSES INSTALLING ® INSTALACION Chuti -Plarhita'�Rd handling,erecting,installing,restraining NPI, 41 Puede usar un solo lugar de levantar para pa- 10 Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber.Attach [0 Tolerances for Out-of-Plane. Max.Bow Truss Length and bracing can result in a collapse of the y trusses de cuerdas paralelas de 30'o menos. Puse paquetes de trusses en una poi to each truss with at least 2-10d(0.1280"),2-12d(10.1280.25")or 2-16d(0.1310.5")nails. Toterancias para Fuera-di NERN structure,or worse,serious personal injury or Use por to mei dos puntos de levantar con astable. La Madera 2x4 dasificada por estr6s es la madera minima utlizeda para restriccidn lateral y arrilostramlento di- Max.Bow 13150 D(ft.) 3/4" 12.5' death. fr-*-Length- (19 nI (3.8 IT grupos de trusses de cuerda superior inclinada agonal.Atartas a cada braguero con at mI 2 clavois 10d(O.128x3'9,12d(0.128x3.25'9 o 16d(0.131x3.5'9. 1/4" -1- 7/8" 14.6' iADVERTENCIA!El resultado de Lin mari hasta 60'y trusses de cuerdas paralelas hi This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses -------------- ----- r (6 mm) (0.3 m) (22 ri (4.5 m) 45'.Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada (PCTs).See top of next column for temporary restraint and bracing of PCTs. Max Bow Length- levantanniento,instali restricci6n y arrisobe Bow t 1/2" 2- 1.1 16.7' incorrecto puede ser la caida de la estructura o mas de 60'y trusses de cuerdas paralelas mas de 45' Max.Este m6todo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralehas (13 mm (0.6 m) (25 mm) (5.1 ni ' atm peor,heridos o muertos. (PCTs)3x2 y 4x2.Vea la parte superior de la columna para la reStriccicin y arriostre temporal de PC7,. 3/4" 3- 18.81 MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES Plumb (19 mm) to 9 IT) (29 mm) (5.7 IT) AMUTU@H Exercise care when remov- C) line p . banding and handling trusses to avoidv--°PARA LEVANTAR TRUSSES INDIVIDUALES 1)TOP CHORD-CUERDA SUPERIOR 11.mm 1.2m (14 1-1/4" 20.8' ing Tolerances for (25 (32 mm) (6.3 m) m 2 m Top Chord Temporary Lateral Restraint(TCTLR)Spacing damaging trusses and prevent in 411 5. injury. Wear Out-of-Plumb. 1-1/4" 1-3/8" 22.9' personal protective equipment fc'u Y eyes, Imm -point at the peak can damage the t 4 M. (32 mm) (1.5 ri (35 ni (7.0 ni rthee e Using a single pick truss. ��mo Espaciannionto del Arriostre Temporal de la Cuerda Superior D/5o max feet,hands and head when working with 7� Up to 30' Tolerancias para El use de un solo lugar en el pito para levantar puede 60'or less �, 10'(3 m)o.c.max. Fueral-de-Plonnada. til"J 1-1/2" 6' 1-1/2" 25.0' trusses. hater di at truss. (9.1 IT) (38 mm) (1.8 IT) (38 mm) 7.6 m =Lla Utifice cautela at guitar las ataduras 30'(9.1 m)- 1-3/4" 7' 1-3/4" 29.2' 1 8'(2.4 IT)o.c.max. P (45 mm) 8.9 m o los pedazos de metal de sugetar para evitar 45'(13.7 m) CONSTRUCTION LOADING �45 mm) (2.1 ri 8 2" >33.3' 45'(13.7 m)- (51 muni (Z4 m) (51 mm) 10.1 m di a los trusses y prevenir la herida personal. CARGA DE CONSTRUCC16N Lleve el equipo protectivo personal para oj.os, truss 6'(1.8 m)o.c.max. D AMOaVJ Use 9U2M9,&Ublice Taglin, TRUSSES UP TO 30'(9A 60'(18.3 m) (S) DO NOT proceed with construction until all lateral pies,manos y cabeza cuando trabaja con A? special care in cuidadd especial en 60'(18.3 IT)- restraint and bracing is securely and properly in place. Maximum Stack Height trusses windy weather or dias ventosos o cerca TRUSSES"ASTA 10 PIES 4'(1.2 IT)O.C.max. NO proceda con la construction hasta que todas las resi for material on Trusses near power lines de cables el6ctricos o Attach EE 1-1 Material Height Locate Spreader bar lo-(3 m) *Consult a Registered Design Professional for trusses longer than 60'(18.3 m). clones laterales y los,arricstres est6n colocados en forma and airports. de aeropuertos. air�"., above or stiffeback o.c max. *Consulte a un Professional Registrado de Disefio para trusses mas de 60 pies. aproi y Segura. Gypsum Board 12"(305-mm) mid-height See BCSI-B2--*for TCTLR options. Z, (S) DO NOT exceed maximum stack heights.Refer to BCS]i Plywood or CSB 161,(406 mm) Vea el BCSZ-82***para las clociones de TCTLR. for more information. Asphalt Shingles 2 bundles Spiraider.bar'1,2'a --I NO exceda las alturas miximas de Monfort.Vea et resumen Spreader bar truss, 4- for truss Ta line TRUSSES sing h Refer to BCSI-B3*** SCSI-B4***para,nri informaci6n. (1a-3 m) . Spreader bar 2/3 to I Concrete Block 811(203 m.) TRUSSEUPHTST'Aoilin PEES Tagnine 34 truss length for Gable End Frame restraint/bracing A tion TRUSSES UPTOAND OVER 611 ni reinforcement informa Clay The 3-4 Use high TRUSSES HASTA Y SOBRE 60 PIES Para inforni sobre restriccicinl TCTLR HANDLING MANEJO arriostrelrefuerzo para Armazones Ci Hold each truss in position with the erection equipment until top chord temporary lateral restraint Avoid lateral bending. *** is installed and the truss is fastened to the bearing points. 10"or Evite]a flexion lateral. Note:Ground bracing n n for clarity. (S) NEVER stack materials near a peak,at mid-span,on cantilevers or overhangs. 2 Use proper rig- Use equiloo aproi Sostenga cada truss en poi con equipo de grOa hasta que la restricci6n lateral temporal de la Truss attachment NUNCA aptle los materlales cerca de un pica,a centro de la luz en ging and hoisting cuerda superior este instalactle y el truss estJ asei en los soportes. R1 Repeat diagonal braces for each set of 4 trusses. required at support(s) not show > The contractor is responsible for prop- para levantar e support(s) cantilevers o ateros. erly receiving,unloading and storing the trusses equipment. improvisar. Repita los arriscitres diagionalles para cada grupo de 4 trusses. Section A-A at the jobsite.Unload trusses to smooth surface INSTALLATION OF SINGLE TRUSSES BY HAND 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARZOS (S) DO NOT overload small groups or single trusses. to prevent damage. RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES NO sothecargue pequefics;grupos o trusses motividuales. El contratista bene la responsabilidad de INDIVIDUALES POR LA MANO LATERAL RESTRAINT&DIAGONAL BRACING ARE Z Place loads over as many trusses as possible. recibir,descargar y almacenar adecuadamente VERY IMPORTANT Coloque las cargas sobre tantos trusses coni sea posible. los,trusses en la obra.Descargue los trusses en la I fiso para prevenir el di 0 Trusses 20' Trusses 30' Position loads over load bearing walls. (6.1 IT)or (9.1 11)or & i A RESTRZCCZON LATERAL Y EL ARRZOSTRE DIAGONAL 1i�\\ 0 Coloque las cargas sobre las paredes soportantes. less,support less,support at SON MUYZMPORTANTES! Diagonal I splice reinforcement 1 near peak. quarter points. bracing ALTERATIONS-ALTERACIONES L PT Free Soporte Soporthe de 2x CLR Refer to BCSX-IBI Truss bracing not shown for clarity. cerca at pito los cuartos los trusses .4-Trusses up to 20' -lo- de tranto/os .4- Trusses up to 30' -lo- Web members Vea el resumen BCSZ-B5. de 20 pies o 1 (6.1 m) trusses de 30 1 (9.1 m) G DO NOT cut,alter,or drill any structural member of a truss unless G DO NOT store NO almacene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies specifically permitted by the truss design drawing. unbraced bundles veriticalmente los NO cotter altere o perfore mng6n miembro estructural de un truss, upright. trusses sueltos. mi Trusses may be unloaded directly on the ground 17EMPORARY RESTRAINT & BRACING a menos que Este especificamente perni en el dibujo del diseffo 4 at the time of delivery or stored temporarily in Bottom el truss. contact with the ground after delivery.If trusses OIESTRICC16N Y ARRIOSTRE TEMPORAL chords Minimum 2'2x-Scab block are to be stored for more than one week,place centered over splice.Attach blocking of sufficient height beneath the stack Diagonal braces to CLR with minimum 8-16d Trusses that have been overloaded during construction or altered without the Truss Man- of trusses at 8'(2.4 ni to 10'(3 m)on-center Refer to BCSI-Si for more information. Top Chord Temporary every 10 truss spaces (0.1354.5")nails each side ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Lateral Restraint 20'(6.1 hill max. of lice eras specified by Trusses que se than sobrecargado durante la construction o hon sido atteradois sin la autor- Vea el resumen BI para mas informaci6n. 10'(3 m)-15' .6 111 max. Building Designer. (TCTLR) lzaci&previa del Fabricante de Trusses,puLden hater nulo y sin efecto la garantia limitada del Los trusses pueden ser descargados directamente Locate ground braces for first truss directly in line 2A min. Same spacing as bottom Note:Some chord and web members SECTION A-A en el sueto en aquel monnento de enti o Fabricante de Trusses. almacenados temporalmente en contecto con el with all rows of top chord temporary lateral restraint chord lateral restraint not shown for clarity. -1. suelo dI de entirega.Si los trusses estarin (see table in the next column). $MM� c.ritactith.Component Manufacturer for n-hiromi or consult a Regi.bunad...I..Professional ifoir.s. tarice. guardi para mi de Una senriana,ponga Coloque los arriostres de derra para el primer <_2o.c.,typ. 3)BOTTOM CHORD-CUERDA INFERIOR Truss I To view a non-printing PDF of this document,visit sbandustryconi bloqueando de alture suficiente di de la pile Lateral Restraints-2x4x12'or Member NOTE:The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator(if applicable)are de los trusses a 8 hasta 10 pies en centro(o.c.). truss directanhente en linea con cada Una de las professiori with the capability to undertake the work they have agreed to do on any given project.If the contractor believes it needs 0 DO NOT store on NO almacene en tierra filas de restriccicin lateral temporal de la cuerda Brace first greater lapped over two trusses as in some aspect of the construction project,it should seek assistance from a competent party.The methods and procedures For trusses stored for more than one week,cover uneven ground. desigual. superior(vea la tabla en la,pr6xima columi truss or CLR splice reinforce Note:Some chord outlined in this document are intended to rinsumethat the overall construction techniques employed will patthe trusses into place SAFELY. bundles to protect from the environment. securely ment. and web members These recommendations for handling,installing,restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design,manufacture and installation,but must,due to the nature of responsibilities involved,be presented Para trusses guardi por mas de Una semani S) DO NOT walk on unbraced trusses. before Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor.It is not intended that these recommendations be interpreted as erection of chords superior to the building designer's design specification for handling,installing,restraining and bracing trusses and it does not preclude the cubta los paquete5 para protegerlos del amblente. NO cannine en trusses sueltos. "I"no" clarity. use ofother equivalent methods for restraining/bracing and providing stabilityforthe walls,columns,floors,roofs and all the interrelated additional structural building components as determined by the contractor.Thus,SBCA and TPI expressly disclaim any responsibility for da ages Refer to SCSI-for more detailed information DO NOT stand on truss overhangs until trusses arising from the use,application,or reliance on the recommendations and information contained herein. pertaining to handling and jobsite storage of Structural Sheathing has been applied to trusses. the truss and overhangs. Diagonal braces every 10 s8c Vea el folleto BI...para information m6s detal- NO se are en voladizos cerchas hasta truss spaces 211 m)max. waostxusscourcn TRUSS PLATE INSTITUTE lada sobre el maned y almacenado de los trusses Revestimiento estructura/ha sido aplicado 6300 Enterprise Lane-Madison,WI 53719 218 N.Lee St.,Ste.312-Alexandria,VA 22314 en area de trabajo, a la armadura y voladizol 10'(3 m)-1 608-274-4849-sbcindustry.com 703-683-1010-tpinst.org Id 02114 6 r b FoU a� M o Cs oz MCN O Z "k4 O W u 75 c n u s „. U U OWN* ti M `M ALJ Q N ~ s o �� Cf) 9 ok ct CSS Ui FOS :4 � O �+ N N � �Q � � �G .�" O u � o 47 �-i _ � L/1 Il�r tYi •� � -� .� V �,..� V U to - � �� � U u a 2 cu 7 6) o 00 Q) 64-4 cd 00 ct o L o v Z WUj `-i A,- < o O W U Q Q L% o o O zU ou� sL CN �JI " � M fl "1 ul I 1 I JZ �� o :3 ao _ U � dagn C-t,. 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A N o h n c ^ 1Oy `/may /y/y�� m '7 ii ® c�-t c9 c9 s ct v Q' I--� 0 r--1 ►��- O �+.�° o O s �1 I ^ lv IMIItz ~ O J CID "Dtt o1:11 o � � � o O C!1 W ice+ N � � �In .� � n C n W t+t. x = r�rl�r O I ea ® o (40A (� 70 Mo Iii � U � O � z i DESIGN CRITERIA AND LOADS TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS TABLE 7: METAL CONNECTOR SCHEDULE SHEET INDEX NOTES 3,4 NOTES 1,4,5,6 ST-1......................STRUCTURAL SPECIFICATIONS Building Code DTT2Z (8)Y4'x 1 Y2"SDS SCREWS IN STUD ST-2......................FOUNDATION PLAN g in w (� STUCCO AND DIRECTLY MIN 7/6'24/16 SPAN RATED OSB OR PLYWOOD INSTALLED HORIZONTALLY WJ 8d NOTES 2,3 CS18/CS18 (9) 10d COMMON EACH END OF STRAP ST-3......................1ST LEVEL STRUCTURAL FRAMING PLAN Florida Building and Residential Codes,5 Edition(2014) O z ( ) /"0 x 4/2"EMBED EPDXY OR SCREW ANCHOR a: ADHERED STONE COMMON: 6"O.C.AT PANEL EDGES, 6"O.C. IN THE FIELD. 2x4 BLOCKING IS REQUIRED AT ST-3A....................1ST LEVEL ROOF FRAMING PLAN Code for Design Loads (NOTE 6) UNSUPPORTED PANEL EDGES. HTT4 (18)0.162"x 2 Y2"IN STUD/BEAM/TRUSS, ST-4......................2ND LEVEL STRUCTURAL FRAMING PLAN(IF APPLICABLE) ANSIlASCE 7-10 X w 5 MTS12/MTS12 (7) 10d x 1 Y2"EACH END ST-4A....................2ND LEVEL ROOF FRAMING PLAN(IF APPLICABLE) _ (NOTES 2,3) /$ fr7 x 6"EMBED ANCHOR IN CONCRETE(NOTE 1) ROOF LOADING'...............................................C - 1.25 Q U) MIN�/6"24/16 SPAN RATED OSB OR PLYWOOD INSTALLED HORIZONTALLY W/8d ST-5.......................TYPICAL WALL SECTION SHEET Cd- U J ALL OTHER VENEER COMMON: 6"O.C.AT PANEL EDGES, 12"O.C. IN THE FIELD. 2x4 BLOCKING IS HTT5 (26)0.162"x 2 Y2"IN STUD/BEAM/TRUSS, ST-6......................SECTIONS AND DETAILS TOP CHORD LIVE LOAD..................................20 PSF Q (NOTE 8) s MS24/MSTA24 (9) 10d COMMON EACH END ST-7......................SECTIONS AND DETAILS(IF APPLICABLE) TOP CHORD DEAD LOAD................................7 PSF F REQUIRED AT UNSUPPORTED PANEL EDGES. (NOTES 2,3) /"0 x 6"EMBED ANCHOR IN CONCRETE(NOTE 1) O LEGEND N BOTTOM CHORD LIVE LOAD (V ATTICS WITH LIMITED STORAGE...............20 PSF(PER FRC) 1s (20)SDS 6a"x 3" SCREWS IN STUD GROUP M Y 0 - TILE ROOF MIN /2"32/16 SPAN RATED PLYWOOD INSTALLED WITH LONG DIMENSION HDQ8-SDS3 MS36/MSTA36 (13) 10d COMMON EACH END OR OR"SHALL MEAN THAT EITHER OPTION PROVIDED IS AN EQUAL ATTICS WITHOUT STORAGE....................... 10 PSF U z �! PERPENDICULAR TO SUPPORTS W/8d RING SHANK NAILS: 4"O.C.AT PANEL EDGES AND /"DIA.x12"EMBED ANCHORIN CONCRETE ALTERNATIVE FOR THE APPLICATION SHOWN J (NON-CONCURRENT) wo = (NOTE 7) 8"O.C. IN THE FIELD UNO UNLESS NOTED OTHERWISE ON PLAN OR DETAIL LL BOTTOM CHORD DEAD LOAD........................5 PSF w (38)16d SINKERS INTO STUDS 11 10d x 1 Y2"IN TRUSS/RAFTER O w SHINGLE AND METAL ROOF MIN 7/6'24/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH STHD14 ( ) EOR ENGINEER OF RECORD (WET EMBED) HTS20/HTS20 1 „ O = LONG DIMENSION PERPENDICULAR TO SUPPORTS W/8d RING (11)10d x 1 /2 IN TOP PLATE AND/OR STUD EW EACH WAY W U) z (NOTE 9) o C WIND LOADING.................................................Cd=1.60 SHANK NAILS: 6"O.C.AT PANEL EDGES, 12"O.C. IN THE FIELD. LTT206 10 10d x 1 %"IN STUDS OSB ORIENTED STRAND BOARD � ASCE 7-10, 3S GUST........................................130 MPH ( ) (5)8d x 1 z"IN TRUSS WSP WOOD STRUCTURAL PANEL BASIC WIND SPEED FLOOR DECK SHEATHING: 23/32"T&G OSB OR PLYWOOD W/10d COMMON: 6"O.0 AT PANEL EDGES, 12' O.C. IN THE (NOTE 2) %"x 6"EMBED EPDXY OR SCREW ANCHOR HA4/H2.5T (5)8d x 1 Y2"IN TOP PLATESYP SOUTHERN YELLOW PINE (n EXPOSURE CATEGORY.................................. C (NOTE 5) FIELD. SPF SPRUCE-PINE-FUR BUILDING CATEGORY..................................... II MIN 3/g"OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/8d ABU44 (12) 16d COMMON& 5/6'x 7"DRILL&EPDXY (5) 10d x 1 %"IN TRUSS CONT CONTINUOUS ENCLOSURE CLASSIFICATION...................... ENCLOSED PORCH CEILING BOARD SHEATHING: COMMON: 3"O.C.AT PANEL EDGES, 12"O.C. IN THE FIELD. HA8/H8 (5)10d x 1 %"IN PLATE O.C. ON CENTER C INTERNAL PRESSURE COEFF........................ 0.18 LSL 1.55E TIMBERSTRAND LSL ENGINEERED LUMBER, 1 3/4"WIDE, UNO. E C&C DESIGN PRESSURES.............................. (SEE TABLE 1) "SW"DESIGNATED SHEAR WALLS: MIN 7/6'OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL W/8d COMMON: 3" (12)16d COMMON E`, 5/a"x 7"DRILL&EPDXY (9)10d x 1 Y2'IN STUD O.C.AT PANEL EDGES, 6"O.C. IN THE FIELD (UNBLOCKED HORIZONTAL PANEL EDGES), ABU66 (12"EMBED AT GARAGE DOOR RETURNS) TSP (3 1l2"WIDE LSL BEAMS ARE EQUIVALENT TO WIDE 1 3/4"BEAM) N (NOTE 8) 12"O.C. IN FIELD(BLOCKED HORIZONTAL PANEL EDGES). (6)10d x 1 /2'IN PLATE QTA LVIL 2 QUICKTIE AL UA SEE TABLE 6:UPLIFT ANCHORSLAM LVIL ENGINEERED LUMBER, 13/4"WIDE FLOOR LOADING..............................................Cd= 1.00 NOTES: HU48, HUC48, (14) 16d COMMON IN HEADER 1 „ Q Q N PSL 2.0E PARRALLAM PSL ENGINEERED LUMBER,3 1/2"WIDE, UNO. i TOP CHORD LIVE LOAD..................................40 PSF 15 HU28-2, HUC28-2 (6)10d COMMON IN BEAM SPH4/SPH6 (12) 10d x 1 /2 IN STUD QTB QUICKTIE BLUE,SEE TABLE 6:UPLIFT ANCHORS O TOP CHORD DEAD LOAD................................10 PSF 1. FOR SHEATHING THICKNESS GREATER THAN '5/32"CATEGORY(32/16 SPAN RATING), USE 10d RING SHANK NAILS IN LIEU F 8d RING SHANK NAILS. (0.148"x3"LONG). QTG QUICKTIE GREEN,SEE TABLE 6:UPLIFT ANCHORS LO BOTTOM CHORD LIVE LOAD..........................0 PSFHU410, HUC410, (6) 10d COMMON IN TOP PLATE BOTTOM CHORD DEAD LOAD...... 2. COMMON NAILS IN WALL SHEATHING MAY BE SUBSTITUTED W/8d GALVANIZED BOX NAILS. (18)16d COMMON IN HEADER QTO QUICKTIE ORANGE,SEE TABLE 6:UPLIFT ANCHORS � .................5 PSF HU210-2, DSP 3. ZIP WALL SHEATHING IS AN ACCEPTABLE ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL. (10) 10d COMMON IN BEAM (8) 10d COMMON IN STUD/HEADER 4. ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF HUC210-2 INTERIOR ROOF LOAD BEARING WALL,SPECIFICATIONS - SPECIAL FLOOR(GAME ROOM)LOADING....Cd=1.00 OUTLINED ON TYPICAL WALL SECTIONS, DETAIL SHEETS CURRENT APPROVED APA.MANF.SPECIFICATIONS. (4)SDS%a' x 1 Y2" SCREWS IN TRUSS/RAFTER QGT (18)10d x 162"IN TRUSS W/QUICK TIE UPLIFT ANCHOR " TOP CHORD LIVE LOAD................................ ..60 PSF 5. FLOOR FASTENERS ARE MINIMUM REQUIRED FOR DIAP HRAGM DESIGN. FOR INCREASED FLOOR PERFORMANCE AND TO HELP (4)SDS/4'x 3" SCREWS IN TOP PLATE (NOTE 2) TO SLAB AS SPECIFIED ON PLAN BOTTOM PLATE ANCHORAGE IS %"ANCHOR @$'0''O.C. (UNO ON FRAMING PLAN OR SW R BEARING TOP CHORD DEAD LOAD...... .......................... 10 PSF REDUCE SQUEAKING,8d RING SHANK NAILS OR 8d SCREW NAILS ARE RECOMMENDED. HGA10KT BOTTOM N WALL WITH Y2 UPLIFT. NO UPLIFT ANCHORS REQUIRED. MINIMUM O BOTTOM CHORD LIVE LOAD...........................0 PSF 6. 15/2'32/16 SPAN RATED OSB OR PLYWOOD WITH BLOCKED PANEL EDGES IS AN APA RECOMMENDATION PER APA TECHNI"AL (26) 16d SINKER IN WALL FRAMING QGT2 (30) 16d x 162"IN TRUSS W!QUICK TIE UPLIFT ANCHOR SPECIFICATIONS) N BOTTOM CHORD DEAD LOAD........................5 PSF BULLETIN Q370 WHEN STUCCO LATH IS ATTACHED DIRECTLY TO OSB OR PLYWOOD.. SHOULD BUILDER SPECIFICATIONSALLOW, LGT3 (12)SDS Ya"x 2Y2"IN TRUSS (NOTE 2) TO SLAB AS SPECIFIED ON PLAN STRUCTURAL WOOD BEAM L _0 MAXIMUM FLOOR TRUSS SPACING...............16"O.C. MIN STRUCTURAL REQUIREMENTS ARE 7/6'24/16 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBL=VENEER WALL SPECIFICATIONS. INCLUDES FULL AND PARTIAL HEIGHT VENEER APPLICATIONS . NOTES: n1 DEFLECTION CRITERIA 7. 15/2'PLYWOOD IS A WARRANTY LIMITATION COMMON TO TILE MANUFACTURER'S MINIMUM RECOMMENDATIONS.SHOULD 1. EPDXY ANCHOR FOR HOLD-DOWN CONNECTORS IN CMU TO BE 12-INCHES. n FOUNDATION KEYNOTE CALLOUT CO ROOF TRUSSES.............................................. LL/240 WARRANTY AND INSTALLATION REQUIREMENTS ALLOW, 15/z"APA RATED OSB OR EQUAL MAY BE USED TO SUPPORT TIL=ROOF. 2. REFER TO FRAMING NOTES THIS SHEET FOR ACRYLIC-TIE INSTALLATION SPECIFICATIONS. H . 8. WOOD STRUCTURAL PANEL MAY BE INSTALLED VERTICALLY OR HORIZONTALLY W/UNBLOCKED HORIZONTAL PANEL EDGES. 3. QUICK-TIE SUBSTITUTION(INSTALLED W/POWERS AC100 TEAL OR GOLD EPDXY): 0) - TL/180 STUD COLUMN KEYNOTE CALLOUT TL MAX 1"UP TO WOOD BLOCKING IS REQUIRED FOR SHEARWALLS LESS THAN 5'IN LENGTH. ' QTB=DTT2Z, LTT20B 1 O 40'SPAN 9. MINIMUM STRUCTURAL ROOF SHEATHING REQUIREMENTS FOR METAL ROOF CLADDING IS SAME AS SHINGLE ROOF. SHOULD • QTG=HTT4 NUMBER OF STUDS BELOW BEAM/GIRDER TRUSS. STUDS d ROOF MANUFACTURER'S INSTALLATION DRAWINGS REQUIRE SPECIFIC ROOF SHEATHING EXCEEDING THE STRUCTURAL • QTO=HTT5(PROVIDED(2)STUDS INSTALLED EACH SIDE OF QTO) TO MATCH WALL FRAMING SIZE AND GRADE, UNO. N OPEN WEB FLOOR TRUSSES/BEAMS......,... LL/360 MINIMUM,CONTRACTOR SHALL PROVIDE ROOF SHEATHING IN ACCORDANCE WITH ROOFING SPECIFICATIONS. 4. PRODUCTS SELECTED USING QUICK TIE SUMMER 2013 CATALOG. PRODUCTS MAY BE SUBSTITUTED WITH EQUAL OR BETTER APPROVED 2 STUDS W Q� N TL/240 AX 3 TABLE 3: MAXIMUM EXTERIOR WALL STUD SPACING (IN O.C.) 5. F CONNECTOR IS NOT LOIS EID ABOVE,CONTACT EOR CK TIE CATALOG FOR DFOR SPECIFIC FASTENING ITIONAL INSTALLATION IREQUIREMENTS.NSTRUCTIONS. U) LU ADDITIONAL CLARITY FOR THE LOCATION OF THE STUD COLUMN TL MAX /4' DTT2Z - BOTTOM OF STUD COLUMN CONNECTION WOOD I JOISTS............................................... LL/480 NOTES 1,2, 3 6. POSITIVE PLACEMENT GUN NAILS,2 %"LONG,WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR ABU POST O •1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN V- BASE ANCHORS, CS16,AND MSTA FLAT STRAPS. OR QT-REQUIRED FROM TOP PLATE TO SLAB, L TL/240 STUCCO FINISH-U360 FLEXIBLE FINISH-U120 Q �+ 1 BEARING CONDITION TABLE 8: SPECIFIED SH EARWALLS •2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL TL MAX/" WALL HEIGHT WALL HEIGHT J &STUD TYPE NOTES 1,2,3,4 COLUMN TO 1ST LEVEL STUDS/HEADER/BEAM OR QT-REQUIRED FROM NOTES: 8 FT 9 FT 10 FT 11 FT 12 FT 8 FT 9 FT 10 FT 11 FT 12 FT 2ND LEVEL TOP PLATE TO SLAB. 1. CONCURRENTLY LOADED LIVE LOAD MAY BE REDUCED PER END STUDS TO TOP PLATE CONNECTION FBC 1605.3.1.1. } 2x4 SPF STUD -- -- -- - - - -- - - - SW TYPE CONNECTION O HEADER STRAPPING KEYNOTE CALLOUT Z 2x4 N0.2 SPF -- -- -- - -- - -- -- -- - NUMBER OF STRAPS CONNECTING HEADER TO JACK STUD Y O SW1,SW2,SW3,SW4 QTB/QTO (� (2)2x4 N0.2 SPF __ __ -_ _ __ _ __ _ __ - \ TYPE OF STRAP CONNECTING HEADER.TO JACK STUD Q TABLE 1 : COM PON ENT AND 0 III 1. CONNECTION ONLY REQUIRED FOR ROOF LOAD BEARING WALLS. 1 MSTA24 O 2x6 SPF STUD 24 24 24 24 24 24 24 24 24 24 \ 2. QTB/QTO MAYBE SUBSTITUTED W!(2)MSTA24/MS24, (2)H8,OR(2) 1 DTT2Z KING/JACK GROUP BOTTOM CONNECTION CNI CLADDING DESIGN PRESSURES 2x6 NO.2 SPF 24 24 24 24 24 24 24 24 24 24 pgp. .1ST LEVEL STUD GROUP: HOLDDOWN REQUIRED AT BASE OF STUD GROUP C) ADDITIONAL OTA REQUIRED PER TYPICAL WALL SECTION, SHEET ST-5. •2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL STUD 2x4 SPF STUD (QTA REQUIRED FOR ROOF LOAD BEARING WALLS ONLY) GROUP TO 1ST LEVEL STUDS/HEADER/BEAM. W WINDOWS AND DOORS 0 2x4 NO.2 SPF -- -- -- - -- - -- - - III NUMBER OF HOLDDOWNS/STRAPS AT BASE OF KING/JACK GROUP EFFECTIVE ZONE DESIGNATION QO (2)ADDITIONAL WALL STUDS REQ. FOR QTO WIND AREA IZ-Interior Zone(psf) EZ-End Zone(psf) LLO O (2)2x4 N0.2 SPF __ -- _- -_ _- __ __ _ __ III END STUD GROUPS O LL 2x6 SPF STUD 24 24 24 24 24* 24 24 24 24 24* I HEADER FRAMING KEYNOTE CALLOUT 0-20 ft2 +24.61 -26.70 +24.61 -32.95 III SW TYPE NUMBER OF STUDS ft2 SW1,SW2,SW3 2 2x6 NO.2 SPF 24 24 24 24 24 L:24 24 24 24 24 III (2)2x10-1 /2 NUMBER OF KING STUDS EACH SIDE OF OPENING O 21 -50 +23.42 -25.51 +23.42 -30.58 NOTES: S W# 51 -100 ft2 +22.01 -24.09 +22.01 -27.74 1. STUD SPACINGS ABOVE ARE THE MAXIMUM REQUIRED ACCORDING TO STUD HEIGHT AND TYPE, UNLESS NOTED OTHER ISE ON SW4 3 NUMBER OF JACK STUDS EACH SIDE OF OPENING U PLAN. III 1. KING/JACK STUDS MAY BE INCLUDED FOR STUD GROUP SIZE OF HEADER(ALL HEADER TO BE NO.2 SYP 101 -200 ft2 +20.91 -23.00 +20.91 -25.56 2. IF STUD SPACING IS NOT LISTED,STUD SIZE AND GRADE IS NOT APPLICABLE AT THAT WALL HEIGHT. III REQUIREMENT. 3. (*)STUD SPACING IN TABLE DESIGNATED WITH ASTERISK REQUIRES ALL NON-CORNER STUDS LOCATED IN WALL END ZONES TO BE UNLESS DESIGNATED AS WSP) Q DOUBLED, FASTEN STUDS PER FRAMING NOTE#5, SEE END ZONE KEYMAP LOCATOR BELOW TABLE 1 FOR 4'END ZONE LOCATIONS. III END STUDS CONNECTION(NOTES 5,6,7) NUMBER OF PLIES IN HEADER a VINYL SOFFIT MAX PRESSURE(psf) +23.5 -30.74 Z rlil III 1ST LEVEL 2ND LEVEL STRAPPING GARAGE DOOR PRESSURE SEE FRAMING PLAN TABLE 4: NAIL SIZE LEGEND TABLE 5: FASTENERS IN SWTYPE HOLDDOWN (IF QT-NOT APPLICABLE) ENGINEERED LUMBER HEADER FRAMING KEYNOTE CALLOUTO NOTES 1,2,3,4PRESSURE TREATED LUM ER III SW1 QTB OR DTT2Z MS36/CS16/MSTA36 (2)9 1/2"LSL-1/2 NUMBER OF KING STUDS EACH SIDE OF OPENING DIAMETER LENGTH I I SW2 QTG OR HTT4 (2)MS36/CS16/MSTA36 I III NUMBER OF JACK STUDS EACH SIDE OF OPENING 8d COMMON 0.131" 2%" I I SW3 QTO OR HTT5 (3)MS36/CS16/MSTA36 } PRESERVATIVE FASTENER TYPE I III HEADER MATERIAL (ALL HEADERS TO BE DESIGNATED AS LSL, LVL, PSL, OR SYS42) It X O Z 2 ❑ 8d RINGSHANK 0.113" 2 3/a' SW4 HDQ8 (4)MS36/CS16/MSTA36 DEPTH OF HEADER � Z 0 ACZA STANDARD CARBON ST=EL III III ~ Q ? ❑ 0 0 w 0 Q Z 10d x 1-Y2" 0.148" 1%" I` wLL BOTTOM PLATE ANCHOR SPACING(NOTE 7) NUMBER OF PLIES IN HEADER(1 3/4"WIDE UNO tL p = 1[ F- 0 W 0 10d 0.131" 3" SODIUM BORATE(NOTE 1) STAINLESS CONNECTORS AND U5 N 0 ❑ Z F U p U1 0 ❑ J END ZONE KEY MAP 10d COMMON 0.148" 3" FASTENERS REQUIRED. SW TYPE MAX ANCHOR SPACING ti J F a w Z ❑ ro Q Q ❑ w END ZONE: END ZONES SHALL BE TAKEN PRE-ENGINEERED TRUSSES & I-JOISTS LL - 12d COMMON 0.148" 3-Y4' CONNECTORS MUST HAVE SW1,SW2 3/8"DIA. @ 24"O.C. OR%"DIA. @ 24"O.C. O - � � > 0 - H ❑ U I AS THE IST 4.0' PER IRC FIGURE R301.2(7) Z-MAX,G120 OR TRIPLE ZINC 3 1 1. ROOF OR FLOOR TRUSSES FABRICATED TO ACHIEVE THE ROOF PLANES DEPICTED ON THE ARCHITECTURAL PLANS SHALL Z 0 w w 0 W W W O LL N N p 16d SINKER 0.148" 3-Y4" ALL OTHER PT (NOTE 2) SW3 /$'DIA. 16"O.C. OR/"DIA. 24"O.C. 0. COATED FINISH. @ @ BE DESIGNED UNDER THE SUPERVISION OF A REGISTERED FLORIDA PROFESSIONAL ENGINEER. ENGINEERING SHOP a' F- it E w 16d COMMON 0.162" 3 62" (INCLUDING ACQ& MCQ) ALL FASTENERS MUST 3E HOT SW4 3/s"DIA. @ 12"O.C. OR Y2"DIA. @ 16"O.C. DRAWINGS SHALL BE PREPARED IN ACCORDANCE WITH ANSI/TPI-2002 AND SUBMITTED TO THE ENGINEER OF RECORD ❑ m a } W W W J m Z [0] DIPPED GALVANIZED. FOR APPROVAL PRIOR TO FABRICATION. DESIGN CRITERIA IS LOCATED ON SHEET ST-1 OF THE PLAN SET. TEMPORARY w Q a Q [7 rn I w w N P u] W � NOTES: NOTES: BRACING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE LEFT IN PLACE AFTER CONSTRUCTION IS Z W F- u1 0 I I P m Z W Q W 1. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED. NOTES: 1. THE EXTERIOR WALLS ARE FULLY SHEATHED WITH OSB OR PLYWOOD. ALL TYPICAL EXTERIOR WALLS ARE SHEAR WALLS AND ARE PART OF THE Q I 2. COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS 1. SILL PLATES W!SODIUM BORATE TREATMENTS BEARING ON BUILDING'S MAIN WIND FORCE RESISTING SYSTEM. ADDITIONAL FRAMING AND HOLD-DOWNS ARE REQUIRED ONLY AS NOTED ON THE PLAN OR IF COMPLETE. (n Q W Z Z W 0 Z O LL X p SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY WALL SEGMENT IS IDENTIFIED AS SW1,SW2,SW3, SW4,OR SWB ON THE PLAN. 2. TRUSSES OR I JOISTS SHALL BE DESIGNED TO MATCH THE ORIENTATION, SPAN DIRECTION,SPACING, BEARING LOCATION D a w O Q F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS EXPOSED TO EARTH OR WEATHER AND HAVE BEEN PROVEN 2. ALL SW SHEATHING TO BE FASTENED TO FRAMING PER TABLE 2:WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS. AND NAMING CONVENTION OF THE LAYOUT SHOWN HERE. m 0 Q Q [W] w Z w w Z w 0 Q I w �` BEFORE APPLICATION OF PROTECTIVE COATING. TO BE NON-CORROSIVE TO CARBON STEEL FASTE ERS. 3. SHEARWALLS INDICATED ON PLAN WITH WINDOW AND DOOR OPENINGS WITHIN THE SHEARWALL REQUIRE STUD GROUP AND HOLD DOWNS ONLY AT 3. THE TRUSS ENGINEER SHALL PROVIDE ALL TRUSS TO TRUSS CONNECTION DESIGN AND SPECIFICATIONS AND SUBMIT Z Z W F 0 0 Q 0 W N LL 0 Z I THEM UNDER SIGN AND SEAL WITH THE TRUSS SHOP DRAWINGS. W E - ❑ F- Z 19 3. WHEN A BORED HOLE IS REQUIRED TO PREVENT SPLITTING OF 2. IN DRY USE APPLICATIONS ONLY,G90 GALVANIZE EXTREME END OF DESIGNATED WALL OR PORTION THEREOF AS NOTED ON STRUCTURAL PLAN . w w Z K 4 w - Q o W Z A WOOD DUE TO FASTENER PENETRATION,THE BORED HOLE CONNECTORS MAY BE USED IN CONTACT WITH PRESSURE 4. SWB SEE"SWB-SPECIAL SHEAR WALL DETAIL", LOCATED ON THE DETAIL SHEET. 4. TRUSS UPLIFTS HAVE BEEN CALCULATED BY THE ENGINEER OF RECORD AND TAKEN INTO CONSIDERATION DURING THE Z W W Q a F- p L3 F]- Z Ul w w SHALL NOT EXCEED 75%OF THE NAIL OR SPIKE DIAMETER. TREATED MATERIAL, HOWEVER THIS APPLICATION MUST 5. 2ND LEVEL SW S-END STUDS OF SHEAR WALL TO BE ANCHORED PER ONE OF THE FOLLOWING: DESIGN OF THE UPLIFT RESTRAINT SYSTEM FOR THIS STRUCTURE. AS SUCH,THE REPORTED UPLIFTS ON THE TRUSS z Z W it Z Z J F- Z TO SLAB. SHOP DRAWINGS MAY BE DISREGARDED. I } Z Q 0 - d j 0 Z Q = 0 4. THE NOMINAL DIAMETER AND LENGTH OF TYPICAL FASTENERS INCLUDE A MINIMUM 10 MIL MOISTURE BARRIER BETWEEN : HOLD DOWN WITH FULL-HEIGHT IST TO T LEVEL STUD GROUP BELOW W/STRAPPINB. END STUDS TO BE CONTINOUSLY PORTNOTED.ED OST LEVUGH EL STUDGROUP TOSLAB WITHHOLD LD 5. CONNECT ALL TRUSSES TO TOP PLATE AS SPECIFIED ON THE TYPICAL WALL SECTION SHEET. Z Z p 0 Q p}p Z W Q I Z - Z H F SPECIFIED FOR THIS PROJECT ARE AS LISTED IN TABLE 4. THE CONNECTOR AND THE WOOD MATERIAL. 2ND LEVEL END STUDS TO MATCHINGG S S O S O W WO F- 3 2 4 DOWN. 6. I-JOISTS FABRICATED TO ACHIEVE THE FLOOR PLANS DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE DESIGNED AND W w Z 0 1 [7 w w 0 W w < m c_ t] 6. DESIGNATED SWS WITH A COMMON CORNER REQUIRE(1)HOLDDOWN,WHICH IS TO BE LARGEST OF THE TWO HOLDOWNS SPECIFIED, LINO. SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. SEE DESIGN Q I Q Z } Z 14 U W W - o H Q W TABLE 6: QUICK TIE CONNECTORS 7. ACCEPTABLE BOTTOM PLATE ANCHORS INCLUDE QUICK TIE CONNECTOR OR THREADED ROD IN EPCON G5 EPDXY,OR SIMPSON. SCREW IN CRITERIA,THIS SHEET. 0 F Z U Q F F V � ❑ I A w w z i ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY. EPDXY ANCHORS MUST BE USED IN STEMWALL FOUNDATIONS. HEADER FRAMING E 0 w • Q H J F- • I ❑ 0 � NOTES 1,2, 3,4,5 CONCRETE AND FOUNDATION NOTES O .- U F 3 N a N Q O m F- ? El L3 CONCRETE/ MIN. EDGE DISANCE 1. ALL HEADER JACK AND KING STU DS SHALL BE FASTENED TO EACH OTHER WITH (2)ROWS 10d COMMON @ 8 "O.C. LLL SYMBOL DESCRIPTION MASONRY TENSION CAPACITY Z EMBEDMENT MONOLITHICSLAB CMU 1. CONCRETE COMPRESSIVE STRENGTH FOR FOOTINGS=2,500 PSI AT 28 DAYS(UNO). STAGGERED. SHEET NO.: H FOR SLAB=2 500 PSI AT 28 DAYS(UNO).2. CONCRETE COMPRESSIVE STRENGTH ( ) 2. WSP HEADERS ARE WOOD STRUCTURAL PANEL HEADERS AND HAVE THE FOLLOWING REQUIREMENTS: ��_ ONE STORY QTA(QUICK TIE AQUA) 3. ALL REINFORCING STEEL#3 AND BIGGER SHALL BE ASTM A615 GRADE 40 DEFORMED BARS(UNO). • SHEATHING TO MATCH SPECIFICATION FOR EXTERIOR WALLS, SEE TABLE 2. TWO STORY 2"x ZIRx 1R WASHER TOP PLDT 23/4'/23/4' 910 LB. 1 3�" 2 Y4' 4. ALL REINFORCING STEEL SHALL HAVE 90 DEGREE BEND AT CORNERS WITH A 24"LAP. 24"LONG#4 BAR IS RECOMMENDED TO BE INSTALLED AT ALL 9 ATTACH EITHER ACHTO ALL FRAMING MEMBERS TOP OR BOTTOM PL OF DBL TIN STUD,TOP PLATE, HEADER SILL,CRIPPLES,MUST SPAN CONTINUOUS OVER OPENING;W1 8d SHEATHIMMON NG NG MUS g O.C. ~ 4.0 FT S °� STRUCTURAL II ST FLOOR .0 F END ZONE QTB(QUICK TIE BLUE) 5. FIBERMESH IS AN ACCEPTABLE ALTERNATIVE AND SHALL NOT REQUIRE WWF. FIBER LENGTHS SHALL BE 1/2 INCH TO 2 INCHES IN LENGTH. DOSAGE EDGE NAILED TO CONTINUOUS PLY OF PLATE ONE STORY 3 1 AMOUNTS SHALL RANGE FROM 0.75 TO 1.5 POUNDS PER CUBIC YARD IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. • NO.2 SPF HEADER SILL INSTALLED ABOVE OPENING W/(1)CRIPPLE STUD AT EACH END 7DESIGNATION © 16"WIRE ROPE-a"STEEL STUD 4"/4' 1,527 LB. 1 /a' 2/a" � SPECIFICATIONS TWO STORY 264'x RE x P WASHER @TOP PLT SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE CERTIFICATION OF COMPLIANCE WHEN . . WALL SHEATHING ABOVE OPENING MUST BE CONTINUOUS(OR PROPERLY SPLICED PER TYPICAL WALL SECTION REQUESTED BY THE BUILDING OFFICIAL. SHEET)FROM TOP OF PLATE TO HEADER BELOW OR SILL PLATE ABOVE OPENING Q JOB NO.: © ONE STORY QTG(QUICK TIE GREEN) 6. MASONRY STEMWALL AND MONOLITHIC FOOTING ARE INTERCHANGEABLE. 3. TOP PLATE TO HEADER CONNECTION PER ONE OF THE FOLLOWING(NO CONNECTION REQUIRED FOR C� p�+���� i TWO STORY 3"WIRE% WASHER STEEL TOP PLT 4"/4" 2,839 LB. 2�" 2 3/ 7. EARTH AND EARTH FILL FRC 5TH EDITION(2014) TABLEORTING R401 4S AND LABS SHAL BEGRADE FREEASSUMED OF ORGANIC MATERIAL AND COHESIVE SOLSI COMPACT THE FTY OF 2,000 psf IN ILL ACCORDANCEWITH TO AT OPENINGS HTS6 W/(3 FT 0 R LESS 10)10d x O62A@ 96"O.C. RST FLOOR HEADERS WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE): Q f��7 © 1s @ SUBDIVISION. O LEAST 95%OF MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT 1S THE OWNER'S OR CONTRACTOR'S RESPONSIBILITY TO CONFIRM THESE • MIN 18 GA. COIL STRAP WRAPPED OVER PLT W/MIN(5) 10d x 1%"INTO EACH SIDE OF HEADER OR QTO(QUICK TIE ORANGE) w ONE STORY ASSUMPTIONS. • FASTEN TRUSS DIRECTLY TO HEADER W)MTS OR HTS W/(14)10d x 1-z"(OR EQUAL APPROVED BY EOR). O Atlantic Beach 16 WIRE ROPE-a"STEEL STUD 6"/6" 4,455 LB. 3" 3" 8. CONCRETE FLOOR SLABS ON GRADE SHALL BE INSTALLED OVER A MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6"AND 5. IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD. Country Club TWO STORY 3"x 3"x 3/g"WASHER TOP PLT 4. FASTEN ALL HEADERS TO KING STUDS WITH 3 8d TOE NAILS PER SIDE. J ❑O @ SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. LL ry 9. STEMWALLS OVER 4 COURSES TALL REQUIRE SPECIAL ATTENTION TO BRACING DURING CONSTRUCTION. CONTACT ENGINEER OF RECORD IF THIS Q NOTES: CONDITION EXISTS. TABLE 9: PLANK-ORIENTED HEADER REQUIREMENTS " LOT NO.: 1. POWERS AC100 TEAL OR GOLD EPDXY SHALL BE USED FOR ALL QT ANCHORAGE. 10. TO CONTROL CRACKING,CUT 1"SAWCUTS IN THE SLAB IN A 15'x15'GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT. CONTACT EOR FOR 0 2. REFER TO FRAMING NOTES THIS SHEET FOR EPDXY INSTALLATION SPECIFICATIONS. ALTERNATIVE METHODS. CONTROL JOINTS ARE NOT REQUIRED WHEN WWF OR FIBERMESH ARE INCLUDED WITH CONCRETE WORK. Z 59 3. QUICK TIES SHOWN ON FRAMING PLAN AT FIXED LOCATIONS ARE DESIGNATED BY SYMBOLS SHOWN ABOVE. REFER TO 11. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. DO NOT DETERMINE FOOTING LOCATION FROM CONTINUOUS ROUGH OPENING WIDTH STUCCO FINISH-U360 FLEXIBLE FINISH-U180 TYPICAL WALL SECTION FOR ADDITIONAL REQUIRED QTA LOCATIONS. ARCHITECTURAL PLANS OR FRAMING PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINATE FROM USE OF FOUNDATION PLAN ALONE, MAXIMUM 11' MAXIMUM 11' }' (NOTES 1,2) FLOOR PLAN: 4. ADDITIONAL STUD REQUIREMENTS PER WALL WIDTH: CONTACT THE ENGINEER OF RECORD. PLATE HEIGHT PLATE HEIGHT 0 • EXTERIOR 2x4 WALLS: F RAM I NG NOTES '0 GREATER THAN 48"UP TO 75" (NOTE 3) (2)2x4 (2)2x4 Briggs Residence QTB/QTG MUST HAVE(2)STUDS WITHIN 3"(IF QT IS LOCATED WITHIN 3"OF DBL STUDS AT OPENINGS OR SHEATHING O SPLICES, NO ADDITIONAL STUDS ARE REQUIRED) 1. POWERS AC100 TEAL, GOLD, OR EQUIVALENT SHALL BE USED FOR ALL QUICKTIE AND BOTTOM PLATE ANCHORING. QUICK TIE CONNECTOR OR p GREATER THAN 75"UP TO 111" (2)2x6* (3)2x4 Z DESIGNED: -QTO MUST HAVE(2)STUDS INSTALLED EACH SIDE OF QTO. (THIS IS IN ADDITION TO STANDARD WALL FRAMING STUDS). THREADED ROD MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN A HOLE 1/16'GREATER THAN THE DIAMETER OF THE ANCHOR. ADHESIVE MUST FILL Z = • EXTERIOR 2x6 WALLS: THE HOLE IN THE CONCRETE AND WOOD BOTTOM PLATE. MANUFACTURER'S SPECIFICATIONS MUST BE FOLLOWED FOR PROPER INSTALLATION. GREATER THAN 111" SEE FLOOR PLAN SEE FLOOR PLAN U SCP/J M L -NO ADDITIONAL STUDS REQUIRED AT QTB/QTG LOCATIONS. 2. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, LINO. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE GREATER THAN 48"UP TO 75" (NOTE 3) (3)2x4 2)2x4 W -QTO MUST HAVE(2)STUDS INSTALLED EACH SIDE OF QTO. (THIS IS IN ADDITION TO STANDARD WALL FRAMING STUD ) RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHER. ( �- REVIEWED: 5. REFER TO APPROVED PRODUCT APPROVAL DOCUMENTS FOR INSTALLATION REQUIREMENTS OF QUICK TIE CABLE. 3. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN FLORIDA BUILDING CODE TABLE 00 GREATER THAN 75"UP TO 111" (2)2x6* (2)2x6* W DBM 2304.91. 0 GREATER THAN 111" SEE FLOOR PLAN SEE FLOOR PLAN Q 4. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFACTURER. REVISIONS DATE 5. UPPER LEVEL MULTI-PLY STUD GROUPS TO BE CONTINUOUSLY SUPPORTED THROUGH FLOOR SYSTEMS TO FOUNDATION WITH LIKE STUD PLIES. 1. PLANK HDR TO STUD GROUP W/MIN(6) 10d TOE-NAILS, EACH END. 6. FASTEN ALL MULTI-PLY STUD COLUMNS AND CORNERS TOGETHER WITH(2)ROWS 10d COMMON @ 8"O.C.STAGGERED. 2. WINDOWS WITH INTERMEDIATE JACK STUDS MAY BE TREATED AS SEPARATE OPENINGS. 7. FASTEN ALL STUDS TO BOTTOM AND TOP PLATES WITH (4)8d TOE NAILS OR(2)16d COMMON END NAILS. 3. FOR OPENING WIDTHS LESS THAN 48",A SINGLE 2x_PLATE IS SUFFICIENT. 8. FASTEN ALL TRUSSES AND RAFTERS TO TOP PLATES WITH(3)8d TOE NAILS. 4. FOR PLATE HEIGHTS ABOVE 11', SEE FLOOR PLAN FOR PLANK-ORIENTED HEADER REQUIREMENT. 9. ALL MULTI-PLY TRUSS GIRDERS AND BEAMS TO HAVE SOLID STUD GROUP BELOW MATCHING GIRDER OR BEAM THICKNESS AND MATCHING WALL 5. (*) HEADERS DESIGNATED WITH AN ASTERISK REQUIRE MIN 2x6 WALL FRAMING. m STUD SPECIFICATIONS AS NOTED ON STRUCTURAL PLAN, LINO. W O W Q I Z 0 H X �_- FL ��� EI U) U) , ams W1CTURAL " K EJ RING REVIEWED FOR CODE COMPLIANCE Qom,, 91VO CITY OF ATLANTIC BEACH ` SEE PERMITS FOR ADDITIONAL a ; REQUIREMENTS AND CONDITIONS . 4 REVIEWED BY: DATE• 0" $ fni I`MUrray, P.E. QT ENGINEERING a °'P.E. No. 71457 12-23-2015 CONTROL JOINT (CJ) NOTES: GENERAL FOUNDATION NOTES FOUNDATION KEYNOTES: TYPICAL REINFORCING 1. TIMING 1. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE I I A MINIMUM BEARING CAPACITY OF 2,000 psf IN ACCORDANCE WITH FRC 5TH 8"x8"DEEP THICKENED EDGE BARS AT THICKENED • CUTS MUST BE MADE THE SAME DAY AS PLACEMENT.AS SOON AS THE EDITION(2014)TABLE R401.4.1,AND SHALL BE FREE OF ORGANIC MATERIAL A W/(1)#4 CONT I I FOOTING,SEE PLAN CONCRETE HAS SET ENOUGH TO ALLOW SAWCUTS WITHOUT RAVELING AND COHESIVE SOILS. COMPACT THE FILL IN 12"LIFTS TO AT LEAST 95%OF I I I 45 THE COURSE AGGREGATE FROM THE CUT, MAKE THE CUT. MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR I I I MIN S LONG ID OR T • CUTS MADE THE NEXT DAY OR AT SUBSEQUENT TIMES DO NOT PROVIDE CONTRACTOR'S RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS. 12"DEEP FTG W/#4 @ MN BAR SET AT MID-DEPTH ADEQUATE PROTECTION AGAINST"RANDOM"CRACKING. A FT UNDER BOX COLUMN, I II RE SLAB, NT ALL 2. IF CONTRACTOR OR BUILDING OFFICIAL DETERMINES THAT THE SOIL IS NOT FTG TO BE PROJECTED MIN RE-ENTRANT CORNERS 2. DEPTH SUITABLE FOR 2,000 PSF BEARING CAPACITY, CONTACT EOR. ADDITIONAL 6"LARGER THAN BOX THE CUT SHOULD BEAT LEAST 1"DEEP, BUT NOT MORE THAN 1 %4'DEEP. FOUNDATION WORK MAY BE REQUIRED. COLUMN ON ALL SIDES — — — — — — 3. SLIDING GLASS DOOR FRAMES MUST BE RECESSED INTO THE SLAB IN 3. SEALING ACCORDANCE WITH THE FLORIDA BUILDING CODE. CONSULT ARCHITECTURAL �L=— 16"SQx12"DEEP FTG W/ THE CUTS SHOULD BE SEALED WITH A SEMI-RIGID EPDXY OR ACRYLIC PLANS FOR LOCATION OF SLIDING GLASS DOORS. Ac (3)#4 EW ADHESIVE SEALANT. BACKER ROD IS NOT REQUIRED. 4. MASONRY STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. HOUSE SLAB SEE DETAIL SHEETS FOR ALTERNATE STEMWALL SECTIONS. 5. 24"LONG#4 BAR IS RECOMMENDED TO BE INSTALLED AT ALL RE ENTRANT (3)#4 E 20"DEEP FTG W/ CORNERS, SEE"RE-ENTRANT CORNER DETAIL"THIS SHEET. D (3)#4 EW RE-ENTRANT CORNER DETAIL 6. SHOULD SITE FILL CONDITIONS ALLOW FOR SLAB AT GARAGE DOOR TO 30"SQx20"DEEP FTG W/ RECOMMENDED` RETURN APPROX.TO EXISTING GRADE, IT IS ACCEPTABLE TO REFER TO (4)#4 EW (RECOMMENDED)J FOUNDATION KEYNOTE"A",THIS SHEET,AND OMIT CONTINUOUS PLAN VIEW, DETAIL TYPICAL @ ALL STEMWALL FOOTING BELOW GARAGE DOOR RE-ENTRANT CORNERS 7. IN LIEU OF FORM/POUR CURB, INTERIOR MONO FOOTING#3 MAY BE 36"SQx20"DEEP FTG W/ USED w/8"CMU WALL ABOVE. #5 VERTICALS TO BEND INTO#3 MONO A (4)#4 EW EXTENDING FULL HEIGHT OF CMU WALL @ MAX 48"O.C. CMU WALL TO HAVE(1)COURSE SOLID FILLED BOND BEAM @ TOP w/(1)#5 CONT. 48"SQx24"DEEP FTG W/ (5)#4 EW,T&B C) C)N SEE SHEET ST-5 FOR M FOUNDATION SECTIONS J LL_ O ICU 134'-5" E a) LL N Ln 5T-11" 17'-1 5'-1" 24'-7" 12'-8' CD o — — — — — — �— to � N (U � — - - — — — — — — — — — I _ � � ( EXTENT OF PAVERS 00 I O � 4 > O 2 i N . ® PAVERS BY N d I BUILDER I M o _I v N PAVERS BY LL� W BUILDER,SLAB REQ BELOW I I J PAVERS I 5'-7" 27'4" 19'-5" 5'-7" O 0'-2" U r - - - - - - - - - - - - - - - - 16-11" 1'-3" 6_50 o N - - - - - - - - - - 0 I I I I I � - - - - - - - - - - - - - -- - - - - - -- - - - - H 2 OPT I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - — — — — — — — — — — — — —I -T- - - - I I I - - - - - - - - - - - - - - OPT I I I I I I 2 6 2 I I I I 0 o PAVERS BY 0 Z BUILDER, SLABI ( = I I = I v 1.. Z-101,. v REQ PAVEROSW I o i o o 21-82 2 - I o O L - - - - - - - - - - - - - - - - - - - - - — - - - - - 2 13'a° 8012., 2' 9.. 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I I 'T I — — — — — — I (� OPT ° JOB NO.: I I I OPT I v RS5293 I - - - - - - - - - - - _ �� r l - - - - o �I — — — — — — — — — — — — — — — — — — — — — — — — — — — - - N I SUBDIVISION: i N _ - - I I I 0 Atlantic Beach II - - - - - - - - - - - - - - - -I - - - - - - - - � - - - - - - - - - - - - - - - - - - I FORM&POUR REMAINDER OF �iN Q CURB w/(1)#5 CONTINUOUS& I " `C OPT J NOTE 6 I Q LL Country Club _iN I 2 2 #4 VERT @ 48"O.C. NOTE 7 LOT NO.: I 2 I I I 9 NOTE 6 NOTE 6 J - - - - � z 59 — I I I I o I I I I � EO -1-1 = - - - - _ - - � 0 FLOOR PLAN: PAVERS BY o (� I- - - - - - - - BUILDER, SLAB � - - - - - - - - - - - - _ 2 I I _ — Briggs Residence I I I I I REQ P( VERsw I I I I I — � J JO gg L - - - - - - - - — - - - - - - z DESIGNED: v SCP/JML I I - - - - - - - - - - - - 2 1w I °O � REVIEWED: ' 2 I = I I up 2'-9" 8'-3" 2'-7" 8'-3" 2'-9" 2'-2" 8'-3" 2'-3" X o 18-4" 10-1" 18'-4" I eo w DBM IL v J� Q REVISIONS DATE_ _ _ _ _ _ _ — — TO BE PROVIDED_ _ _ _ - - - - - - - _ �� STEP DE - - - - - I ED I ( PER BUILDER L — — — — — — — — — — — — — — — — — — — — — — — } m 5' 1" 24'-7" 12'-8" W 1 T-1" 5'-7" 46'-9" 5'-7" 17--1" zz 0 134'-5" LU Q z W 0 PEX , H U Q .q . 'S; s - w op OFFICE COPY x •e .... 11 1 11 w ,°sig A L EN ��®® FOUNDATION PLAN 1 /4 ® 1 0 a d>�'�tdBlay, P.E. Q T ENGINEERING Q P.E'.°N6. 71457 12-23-2015 FRAMING KEYNOTES QT NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN 1. MIN(2)INTERMEDIATE JACK STUDS REQUIRED BETWEEN OPENINGS. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 2. SEE"INTERIOR SHEARWALL DETAIL"ON DETAIL SHEET. IN LOCATIONS F WHERE INTERIOR SHEARWALLS HAVE VAULTED TOP PLATES,ALSO SEE"INTERIOR SHEARWALL AT VAULTED TOP PLATE"ON DETAIL 1 I SHEET. (2)2x4-1/1 1 3. ATTACH SW TO FLOOR DIAPHRAGM PER ONE OF THE FOLLOWING: A. IF FLOOR TRUSS ALIGNS ABOVE SW,ATTACH FLOOR TRUSS BOTTOM I I CHORD TO SW DBL TOP PLATE W/10d @ 3"O.C. B. FRAME AND SHEATH SW TO FLOOR DECK ABOVE. ATTACH FLOOR DECK TO SW DBL TOP PLATE W/10d @ 3'O.C. 4. PORCH BEAM FRAMING NOTES (2)2x4-1/17 (2)2x4 A. BEAM POCKET PORCH BEAMS AT TOP PLT ELEV. I I OCH TOP OF PORCH BEAM 3"FOR BEAM PKT CONNECTION AT I I WALL. TOP OF BEAM ELEVATION EQUALS TOP OF TOP PLT ELEVATION. 3 Y2'MINIMUM BEARING REQUIRED IN WALL. PORCH BEAM TO STUDS W/MS24, HTS20,OR MSTA24. i (2)2x4-1/1 1 B. SHIM BELOW PORCH BEAMS JUST ABOVE TOP PLT ELEV.PORCH BEAM TO TOP PLT W/MS24, MTS12,OR MSTA24. I I C. POST DOWN PORCH BEAMS ABOVE TOP PLT ELEV. L_ - - - - - - - - - - - - - - - - - - - - - - PROVIDE DOUBLE STUD POST DOWN SUPPORT AT WALL FOR PORCH BEAM. BEAM TO POST DOWN STUDS W/MS24, MTS12,OR M MSTA24.STUDS TO TOP PLATE W/MS24, MTS12,OR MSTA24. C) CUPOLA FRAMING DETAIL D. BEAM ATTACHED TO EXISTING FRAMING N N NOTE: ATTACH PORCH BEAM TO EXISTING STUDS OR KING/JACK STUDS W/ (� DETAIL IS INTENDED TO SHOW HEADER SIMPSON HUC HANGER MATCHING PORCH BEAM DIMENSIONS. J SIZES. SEE"KW1"DETAIL ON SHEET ST-3A FOR ROOF AND WALL CONSTRUCTIONLL 5. SHEATH WALL CONTINUOUS TO SECOND FLOOR TOP PLATE PER DETAILS. TYPICAL WALL SECTION SHEET. 6x6 NO.2 SYP PT NOTE 9 6. HIGH UPLIFT WALL: INSTALL QTB @ MAX 48"O.C., REQUIRED (CS POST, (2)TOTAL AT THIS SECTION ONLY 0 U) _ 7. PLANK ORIENTED HEADER FRAMING A. FASTEN PLANK ORIENTED HEADER TO JACK KING GROUP W/(2) A35 _ EACH SIDE OF OPENING, SEE PLANK HEADER FRAMING DETAIL,ON (3)2x12 DETAIL SHEET. B. FASTEN PLANK ORIENTED HEADER TO JACK/KING GROUP WITH N U- HORIZONTAL HTS16 STRAP EACH SIDE OF OPENING. IN C. PLANK-ORIENTED HEADER NOT REQUIRED,THIS LOCATION ONLY. CV STRUCTURAL HEADER HAS BEEN CALCULATED TO RESIST THE OUT O OF PLANE WIND LOAD. Lf� 8. PLATFORM FRAME WALL ABOVE DOUBLE TOP PLATE CONT.TO TOP OF PARAPET WALL w/2x6 NO.2 SPF @ MAX 24"O.C. ■ (3)2x12 (3)2x12 9. FRAME PARAPET WALL ABOVE BEAM w/2x6 NO.2 SPF @ MAX 24"O.C. 10. •AT QT LOCATION IN CONTINUOUSLY FRAMED PARAPET END WALL, INSTALL MINIMUM(3)2x8 NO.2 SYP HEADER BETWEEN WALL STUDSCNI AT STUD BAY WHERE QT IS LOCATED. LO •HEADER TO BE INSTALLED AT/OR ABOVE MID-HEIGHT OF WALL. L- •MINIMUM(2)2x6 JACK STUDS AT EACH END OF(3)2x8 HEADER. •QT TO BE RESTRAINED AT TOP OF(3)2x8 HEADER, BORE BETWEEN NOTE 4 NOTE 4 PLIES AS NEEDED TO INSTALL QT. p A � 4x4 N0.2 SYP PT SW2 ° A POST, (3)TOTAL ■ d' _I r NOTE 4 , SW2 NOTE 10 N NOTE 1 - NOTE 1 - - - - - -- (2)2x8 (2)2x8 (2)2x8 (2)2x6-1/2 (2)24-1/2 _ Q Q G LL LL (2)2x4-1/2 - 4 NOTE 1 �'; (2)2x10-1/3 w J U) Z - > ss(2)2x8 (n (2)2x6-1/2 (2)2x6 1/2 Y �\ __.. U 4STUDS C9 � :- r a SW2 SW (2)2x6 1/2 (2)2x6-1/2 N QTG a �O Q NOTE 4 M A 0 M W 2 2x6-1/2 - (3) 14"LVL _LJG - - O a O - G (2)2x10-2/2 (2)2x10-2/2 (2)2x12-2/2 3 STUDS � �: z ; O E.TG Q w o ... ^ H - wO QTG mp B _ m p - (2)2x4-1/1 r — 1 r = 1 G (2)2x4-111 2 STUDS m w G1 O O p ( (2)2x4-1/1 I I (2)2x4-1/1 ( V i QTB �U, (2)2x6-1/1 2 STUDS LL w 2 STUDS C7 ST-6 (2)2x4-111 I I I I I I 11 DORMER DORMER CV QTB QTB 0Of Q ABOVE I I ABOVE I O GARAGE DOOR DESIGN a GF 71 - I I 11 I I I I _ WIND LOAD(59F) I O T (� Z .... L1- - - -V LL LI O 2x4-1/1 - - - - AA 2 0 (2)2x12-1/3 - G (2)2x4-1/1 B (2)2x4-1/1 U) N I 1 i 2 STUDS o wp ti W W oo QTB 0 r : a � 0 Qzm � � LU LU LL 13 vl� WO z - 1 L z (2)2x6-1l1 (A J w 0 J _ J [] z O O (3)2x6 1/1 N 0 _ H W ° f!1 I WW z0m4m4ZOWLL o WSP HDR-0/2 0 w w (2)2x4-1/1 G / N ° L - - - _ - - J B oom � Z � � w � mz � 0 Z - - - 0 _.._ - z a 0 0 } w N N Z W W - - - / W w O W F 2 I w Z n 11 II II I ) Z oaoaZ LL azW � o II II IIDORMERII 0 DORMER II I1 I I ABOVE I I w °° Co E3 < 0: z °w °wzEn042w ABOVELl I I (3)2x8-1/1 H zZaXF- � ° EO _ = WOZ w Z aw _ a Z ,� � I I I I ZSTUDs ow o o w - ° w � za � WN - � r� 2 STUDS 00 (2)2x6-1/1 p Z w p 0 N 2 2x4-1/1 2)2x4-1/1 QTB w w w a X F ° _ W w QTB � - ( ) O z z wImzzDI- zWP z L - - J 2 STUDS u- wp 2 STUDS u (2)2x4-1/1 c9 _ - _ _ _ - (2)2x4-1/1 - O L __-Z J O � O (2)2x41/1' % [7 � � Z } Dtnwa � NZZFQ Y QTB � QTB i _ _......_ - _ _ w W Z O m Z W ] a N Ld < � ti U (2)2x10-2/2 �--0 O ® 2 < ZZZIQtF7 � - aw A' (2)2x6-1/2 (2)2x6-112 (2)2x6-1/: (2)2x6-1/2 A - ° W Z Q __ B � zUap � o � o = ° w __ B -� = 0w a �- JI- 2 ° 0 � - - - B __ B G. G_ -G WSP HDR-0/2 Z Z O OF 3NdNa0 ['] I- UU 4 STUDS C7 - - � N NOTE 4 NOTE 4 4 STUDS C9 w J LL (2)2x4-1/1 _ p SHEET NO.. 4 0 G1 Z S QTG p QTG p z 2 STUDS Q (A ST-6 ST-3 !:... 2 STUDS LO w QTB p (2)2x12 (2)2x12 STRUCTURAL MM QTB (2)2x41/1 2 2x12-1/3 2 2x12-113 B (2)2x12-1/3 _ _ O j > (2)2x6-1/2 Q - - O I- - - - O - - GARAGE DOOR DESIGN a. FRAMING P LAN (n Cl) O L _- J WIND LOAD(PSF): � ..... I I GARAGE DOOR DESIGN J I GARAGE DOOR DESIGN I 1 JOB NO.: +21.85/-27.94 J WIND LOAD(PSF): - WIND LOAD(PSF): - _ (� (3j.2x12 +21.85/-25.59 +21.85/-25.59 Q RS5293 G1 G1 G4 G1 ST-6 SUBDIVISION: 6x6 N0.2 SYP PT 2 2x6-1/2 SIM(1)QTO o Atlantic Beach NOTE 9 O ST-6 ST-6 ST-6 AROUND CORNER J (2)2x4-1/1 POST, (2)TOTAL - Country Club WSP HDR-0!2 O WSP HDR-0/2 Q a U LOT NO.: z 59 NOTE 8 NOTE 8 FLOOR PLAN: o Briggs Residence O Z DESIGNED: w SCP/JML I'- REVIEWED: w DBM a Q REVISIONS DATE m W z O w Q z U) O ILL V IAL C At O J � z Q . S . 11 1 11 W :• O� " ,z FIRST LEVEL STRUCTURAL FRAMING PLAN 1 /4 - 1 0OFFICE COPY LU �A L ENS` D�i#�Itf�� A y, P.E. QT ENGINEERING Q P.E.'N6'71457 12-23-2015 ROOF MAMING KEYNOTES ROOF DECK, NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN SEE SPEC. TABLE 2 1. PRE-MALINFACTURED SHEAR PANEL 4. OVERFRAMING NOTES INSTALL AS SHOWN ON LAYOUT ABOVE SW SPECIFIED ON 9 ALL RAFTERS TO BE MIN.2x6 NO.2 SYP @ 24"O.C. MAX. EACH TRUSS OR RAFTER FRAMING PLAN e ALL"SLEEPERS"TO BE PLANK-ORIENTED 2x8 NO.2 SYP MIN. TO TOP PLATE w/TLOK06 SHEAR PANEL TO SW DBL TOP PLT W/10d @ 3"O.C. e FASTEN"SLEEPERS"TO EACH TRUSS/RAFTER W/(3)16d OR HA4 CONVENTIONALLY FRAMED 2x6 FLOOR DECK TO SHEAR PANEL W1 10d @ 3"O.C� COMMONS MIN. No.2 SYP RAFTERS OR * EACH RAFTER TO"SLEEPER"W1 SIMPSON H3 UPLIFT PREMANUFACTURED TRUSSES 2. TYPICAL BEARING BLOCK CONNECTOR. 2x4 NO.2 SYP DOUBLE @ 24" O.C. * BEARING BLOCK TO BE NO.2 SYP, MIN 48"LONG AND TO MATCH o ALL RIDGE BOARDS TO BE 2x8 NO.2 SYP MIN. TOP PLATE. DIMENSION OF TRUSS MEMBER. o FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO 0 ATTACH BEARING BLOCK TO TRUSS VERTICAL OR TRUSS RAFTER WHERE APPLICABLE W/(5) 10d COMMONS MIN. BOTTOM CHORD W1(3)ROWS 10d @ 4"O.C.STAGGERED. RAFTER SPAN SCHEDULE 2x4 NO.2 SPF STUDS @ 3. LEDGER FRAMING NOTES: O.C� 16" O.C. 0 FASTEN LEDGER TO FRAMING/TRUSS VERTICALS AT SPACING LUMBER SIZE HA4 EACH STUD TO TOP EVERY SUPPORT WITH FASTENING SHOWN BELOW(MAX SHEATHING OVER STUDS. PLATE 24"O.C. SPACING) 2x6 2x8 2x10 2xl 2 * ADDITIONAL FASTENERS MAY BE REQUIRED AT SPECIFIED 12" SEE SPEC, TABLE 2 14'-5" 18'-3" 21'-8" 25-6" LOCATIONS ON PLAN - ROOF SHEATHING MUST BE * SEE TABLE 3 ON SHEET ST-1/S1 FOR FASTENER 16" 12'-61' 16-10" 181-91, 22'-1 PROTECTION AGAINST CORROSION 24" 101-2" 12'-11 16-4" 18'-0" INSTALLED & NAILED TO o IN ACCORDANCE W/FRC 502.2.1, EXTERIOR DECK TRUSSES PRIOR TO FRAMING LEDGERS SHALL BE SECURE TO WALL FRAMING WITH 20 L.L/15_DL #2_SYp _ DORMER/CUPOLA WALLS 2x4 NO.2 SYP BOTTOM PLATE FASTENED WOOD SCREWS AS INDICATED ABOVE. COMMON NAILS AT TO TRUSS W/(2) ROWS 10d FACE NAILS FLOOR FRAMING LEDGERS ARE FOR INTERIOR USE ONLY. FROM ABOVE @ 6" O.C., STAGGERED ROOF FRAMING LEDGER: O.C. LUMBER SIZE �m AdIkk x2x6....................(4)12d COMMON SPACING �2X6 2x8 2xl 0 2x8....................(6) 12d COMMON En 2xl 0..................(8) 12d COMMON 12" 111-101, 18'-8" 24'-7 26-0" KING STUDS TO TRUSS w/MSTA12 2xl 2..................(10)12d COMMON 16" 101-91. -- 0 16-111 21'-7 25'-7 FLOOR FRAMING LEDGER(W/NAILS): - - N 24" 9'-3" 13'-11 17'-7" 20'-11" N PT 2x6................(3)16d COMMON - co PT 2x8................(5)16d COMMON 10 L.L-/5 D.L.#2 SYP _j PT 2x10.............�(7) 16d COMMON LL KW�l PT2x12..............(9)16d COMMON 5. DRAFT STOPPING AT FLOOR TRUSSES TO BE PROVIDED BY KNEEWALL SECTION FLOOR FRAMING LEDGER(W1 SCREWS): BUILDER IN ACCORDANCE WITH FRC R302.12. (ALSO USED FOR FALSE FRAMED DORMERS) x 4-Y"LONG#14 WOOD SCREWS co 4 2 PT 2x6...... ......._(3) Y 6. 2x8x 6'LONG NO.2 SYP RAFTER SCABBED RAFTER TAILS PER PT 2x8................(5) Y4"X 4-Y2"LONG#14 WOOD SCREWS TYPICAL WALL SECTION, SHEET ST-5 0 U) PT 2xl 0..............(7) Y4"X 4-Y2"LONG#14 WOOD SCREWS PT 2xl 2..............(9)Y4"X 4-Y2"LONG#14 WOOD SCREWS 0) E a) U_ C\1 LO a) 1611` ............ 27i4i' ................................. .............. . . .................................................................. 19,31, . .. .................. ....... -,3" 5" C) 14A 3 CNI U� ST-6 00 ............................................................. .......... 0 ................ ................... ...... GEOT .......... .......... 04 C14 ce) ................................. ...................... TOI ......................................... ............................................................ LL Uj TO1 . _j > z ............................................................... ................ TOV ........................ 0 TRUSS ENGINEERING NOTES: U) .. . ......................... ....................... ........ TOt NOTE 6,TYP.ALL LOCATIONS; UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN, ALL SCAB FULL LENGTH OF TOP i TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING CHORD IF ADEQUATE 04 BACKSPAN IS NOT AVAILABLE ............ ............. ............. .......... TO1 . TO THE TYPICAL WALL SECTION SHEET. ............... ................................. Co CD C) C) 0 C:) a (D C D C) C-) e0(D C) CD ALL EXTERIOR WALLS ARE HELD BACK 1/2" FOR SHEATHING . w CIA N N c1q N 04 �Nl ............. CN r1j 0 GE07 TO BE BRACED w/ PRE-MANUFACTURED GABLE END ............... .............. ............... ............. ............... ...................................... ........................ ....................... T01 ST-6 BRACING TRUSS. .......... 2835# DRAG LOAD APPLIED TO TRUSS GE02. ............. ............... .............................. ..................... ........... .............. ......................... ............... ........................................ ..........N T02 ; 2865# DRAG LOAD APPLIED TO TRUSS GE03. ................. Uj V 0 Uj 2950# DRAG LOAD APPLIED TO TRUSS GE05. < (q < ------------- ------------------- .................. .......... ............................. 2 Z F- a ........... E01 .. ........................... i ....................... ............................................... T02 (0 Z3 LU w KW1 q) ............. .......... ............................................................ z �­......... ........... m Uj �ST-3AY (kwi T02 COJ T01 B 1 3 Uj W -r LU ........................ -6 a) CL ........ ................... ST 0 0 - ---------- -------------- . ............. .......................... �­�Z...................... Z) T01 T02 . .................................................................... ........ ................. U_ 0 D Q) (0 1� o LU NOTE 6, TYP.ALL LOCATIONS; SCAB FULL EL LO > 53 k__� 04 11C C14 N X z 10 W U) co 1 1! rp, (D co (1) (1) W W LENGTH OF TOP CHORD IF ADEQUATE ..................... IS NOT AVAILABLE 0. IN - 0 z............................. .............. :D 0 W LL Z .............................................................. ........ T02 z ........................ T01 0 w LL rj le I- W 0 ................................................................................ ....................... z Ej En 6 a] 0 0 Z j� w L3 La m ........................................ ............. 0 TO .................................................. 00 ............ W LL W w C) C)i CD 0 C3 F d CD: TS20 LL a) (2y.HTS20 EL W (2)H W --------------- ............................ . ..................... NOTE 6 TYP.ALL LOCATIONS; SCAB FULL---------------- o ra IL 1 . ....................... ........ ......................... ................................. ............. 2x6 NO: S T01 z T03 : H- 2 LENGT�OF TOP CHORD IF ADEQUATE IW J M W Ld ED [a - YP LEDG�R,SEE E 3 0 Z EJ HTU26-2 HTU26-� OTU26-2 0 a. > z w HTU26-2 BACKSPAN IS NOT AVAILABLE IL I T1 LU .4 T11 HTS20 HTS20 w z HTU26 C-) T03 OD 00 w 00 00 00 0 < 0 (L -3 0 .......... T03­��.............. ........... 00 CC) Uj Z Iz W Z LL HTU26 .............. m W W 3: w U, ............. w CD T03 . HT 26 U Z E9 Z L3 ................... .................... (D x .......... KWT T03 z T03 ; 26 ........ . .................................. ............. . ....... .............................. .......................... HU HTU26 z . .................... I W w............... . ......... . ........................ .............. ........... ....... .......... w w w z z ........................... .......................... ............ -3 .1 ww ST w .......... ............ .......... ................. .......... CD CD �n_ F_ z ... ........ z z z LLI Z .......... NOTE 6,TYP.ALL LOCATIONS; ............................... ................... L Z I SCAB FULL LENGTH OF TOP TU26 HTU26 0 T031 .................. ................ ......................... 6 01 . T03 : LU W CHORD IF ADEQUATE tW EO W Ll HTU26/ HT520 Loll BACKSPAN Is NOT AVAILABLE 19 W U w 0 ------------- --------------------------------------------- ----------_------------------- < z z 1 0 LL se D w LU LU T15 z z w 0 111TU126-2 HTU 6-2 ............................................ ............. Z L3 L3 1 0 1 w Z T! HTU HTU26 26 T03 0 w ............ W, 26 0 Ll 0. U] 4 0 ............... ........... ........................ ...... ................. ....... ............................ ........... ............ .........I. .............. HTQ z EJ U . ................ ........... . ........... .................. ........... HTU26 LL T1 2 HTU26 HU26 ��t.......... 4' .......... ............ ST ............ .......................... ............... ................ ....................................................................... ... ... ....... ........... 5 ................ T03 Uj HTU126-2 ............... z SHEET NO.: HTUk-i &-6 HTU26 T15 0 rAl ST-3A H HLTLU26 Al TU26 U) T03 ...................... .............. .......... .................... ................ ........... $T-6 .................... ............... ......................... HTU26 / T15 4; - I _.1..�_ 1- L � 11 1 :, 1.11 -6 ROOF FRAMING K 1 ^C1 0 _6 HTU26 ....... ... TO HTU26 Al ST 3 PLAN 3 ---------- ..................................... ............... ............ ....... ........... -6 'D 0 JOB NO.: HTU26 T15 ............. ................ ........................... .............. ................ ............ ............ RS5293 HTU26 ................................... ............................................................. ............... .................................... ..... .................................. --------------------------- HTU26 ........... ........... . .................................. ............................. T03 0 HT 2 HTS20 HTU26 T15 SUBDIVISION: l!T11 11 6 HTU2 < ............................... 0 3 11 HIU26-2 H TU26-2 HTU " Atlantic Beach 2 ....... .............. ................. ............. . ....................... ..................... ............... (D . LL .................... ...... Country Club HTU26 T15 ................................ (2)HTS20 (2)�HTS20 ............ ............... tLOT NO.: HTU .................L ­­'L L I'll ­:':::::::::::::::::::" ;� I ............................................ .... :2 ............................ T01 4 1 . ................... ................ .......................... Uj ........................... ................... .............. ........... ............. .......... .......... ..... .... .................... ............. ............................. ... .......... .......... 10--- ------------ 59 z ............. ............... ..................... ........... > .......... .......... .................. .......... ......... FLOOR PLAN: TOI HTU26 .............. ...... ..................... T03 T19 \-NOTE 6,TYP.ALL 0 Briggs Residence LOCATIONS; SCAB FULL LENGTH OF TO P HTU26 ............ 0 ................................. T01 T19 IU3 DESIGNED: .................. /KW�l /KW1_� CHORD IF ADEQUATE HITS�0 BACKSPANISNOT �3 SCP/JML (2,HTS20 AVAILABLE ... .. .......... .................................... ------- ------------ ­ .............................. ....... ............ TO ................ ................. ............................................. .............. .......... T19 T01 .............. REVIEWED: .................... ................. ................. ...... ............... ................. x ................. .......... ............. .......... ................. ........... Uj DBM ............ ................. ............................ .............. .......... .......... ........................... TO GE04 .............. .............. ............... T01 ........... ..................... REVISIONS --------------- ---------------------- ------------------- ------------------- ............ ............ DATE TO ---------------- ............................. ....... ................... ............... ..................... ...................... ............... ......... ------------ T01 rA%3 GEO ---_--------- ----------- --------------------- .......... .......... �IEO! -_---------------------- ............ ............ ..... ST-6 ............... Uj ----------- ............. --------------- ................... ........... .............. ........................ ........... ........................ 0 .............. ............ ............... U i r�2 A2 �ST-6 ST-6 z . ......................... ......................... ............................. 0 '9.......... ............ ...... .................................. 8A................ ... ............. ............. 'IS'l J'S ............................... --------- . . . ....... ........... ................. 24'5" ................16'111 ................ .................. ............ ............... ............. rEX .......... ................ ..................... ...... .................... .................... ........................................... .......... 134'3`............ ........... .............. ........ ............. .................. ..................... ............... ............ RJ P9,AL Alt) A 7;25-T':] 2 0 11. D A 11 11011 OFFICE COPY LLM FIRST LEVEL ROOF FINTIMING PLAN- 1 /4 x w fA urray, E. QT ENGINEERING P No. 71457 12-23-2015 2xN0.2SYP BLOCKING TOFIT TIGHT RECOMMENDED Q ICK TIE PLACEMENT PROCEDURE _ TRUSS OR RAFTER TO BETWEEN TRUSSES, (3) 10d COMMON QT CONTINUOUS FROM 2ND (2)MS24/MSTA24 OR TOP PLATE , TOE-NAILS @ EACH END, BLOCKING MAY BE 1 . PLACE QT's AT SHEARWALL ENDS AS INDICATED ON THE FRAMING PLAN. QT'S SHOULD LEVEL DBL TOP PLT TOS B QTA TO HEADER HA4,TLOK06, OR H8 UNO OMITTED AT RAISED HEEL HEIGHTS<9" ON ROOF FRAMING PLAN SHEATHING TO BE CONTINUOUS TO HAVE WASHER LOCATED NEXT TO STUD COLUMN SUCH THAT PLATE WASHER IS BELOW BLOCKING, 3/a"BETWEEN TOP OF LOCATED DIRECTLY OVER STUD COLUMN. WOOD PANEL AND CENTER OF III W FASTENERS I TRUSS OR RAFTER TO TOP PLATE W/HA4, w 2. PLACE QT's WITHIN 3" OF BEA:RING WALL END STUDS. III I IIII TLOK06, OR H8 UNO ON ROOF FRAMING PLAN 3. PLACE QT's AT MAX 48" O.C. (EXCEPT AS NOTED IN "ALTERNATE QUICK-TIE SPACING AT III I I o w MINIMAL UPLIFT WALLS") EXTERIOR WALLS:QTA @ MAX 8FT O.C. FOR TRUSS 2x8 x 6'LONG NO.2 SYP IIII I I ( ( SPANS OF 20 FEET OR LESS. QTA @MAX 48"O.C. OVERHANG RAFTER 4. PLACE QT's AT HIGH POINT LOADS PER FIXED LOCATIONS INDICATED ON FRAMING PLAN. III III FOR TRUSS SPANS GREATER THEN 20 FEET, U.N.O SCABBED TO TRUSS TOP 2x8 x6'LONG NO.2 SYP 5. QTO ARE ACCEPTABLE ALTERNATIVE TO GARAGE RETURN DETAIL SPECIFIED ON PLAN. SEE TABLE 6:QUICK TIE CONNECTORS CHORD w/(2)ROWS 1 od @ OVERHANG RAFTER III TYPICAL TYPICAL TYPICAL 1 ( 1 ON SHEET ST-1 FOR TYPICAL INSTALLATION. 6"O.C., STAGGERED; U.N.O. SCABBED TO TRUSS TOP HOLDDOWNS ONLY IF #4 OR 5 VERTICAL REINFORCING HAS BEEN INSTALLED IN CURB @ I I ISPACING LINO SPACING LINO SPACING UNOI 111 INTERIOR WALLS:QTA@MAX 48"O.C. U.N.O ON 6 O.C. STAGGED ED; U o. 18" O.C. MAX MIN (2) VERTICAL BARS @ EACH RETURN. QTO MUST HAVE MIN 11" PLAN,SEE TABLE 6:QUICK TIE CONNECTORS ON III SHEET STA FOR TYPICAL INSTALLATION EMBEDMENT TRUSS OR RAFTER TO TOP III TYPICAL QTA @MAX 11 III 48"O.C., MIN(1)PER STUD SPACING PER TABLE 3:MAXIMUM EXTERIOR PLATE W!HA4, FRAMING OR H8 ALTERNATE QUICK-TI SPACING AT MINIMAL UPLIFT WALLS SHEARWALL WALL STUD SPACING. ROOF BEARING ONLY. UNO ON ROOF FRAMING PLAN III III (QTA REQUIRED FOR WALL SECTION AT ROOF ALT. WALL SECTION AT ROOF III SW SW III ROOF LOAD BEARING 1 . GABLE WALLS: EXCEPT WHER - FIXED LOCATIONS ARE SHOWN. WALLS BELOW GABLES WALLS ONLY) STANDARD HEEL CONDITION RAISED HEEL CONDITION DO NOT REQUIRE QT. BOTTOM PLATE ANCHORS MAX 48" O.C. OR PER TABLE 8: III II (THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS) (THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS) @ III SPECIFIED SHEARWALLS, SHEET ST-1 . I I III 2. TRUSS SPANS <20 FT: EXCEPT WHERE FIXED LOCATIONS ARE SHOWN, QT SPACING MAY IIIJ. I Cn STUD SPACING PER III TABLE 3:MAXIMUM BE EXTENDED TO 8FT O.C., PROVIDED A HA4 IS INSTALLED FROM TOP PLATE TO STUD °° M EXTERIOR WALL STUD FASTEN BOTTOM PLATE TO GABLE �� „ 0 SPACING. ROOF AND TRUSS W/10d COMMON @ 6 O.C., LINO. AT APPROXIMATE MIDSPAN WITH A /2 BOTTOM PLATE ANCHOR AND 2 SQ WASHER AT CABLE CONTINUOUS N FLOOR BEARING. MID POINT OF THE BOTTOM PLATE. FROM 2ND LEVEL (y) DBL TOP PLT TO INTERIOR WALLS: QTA @ MAX 48"o.c. u.rv.o 3. EXTERIOR WALLS PARALLEL T TRUSSES: EXCEPT WHERE FIXED LOCATIONS ARE SLAB ON PLAN SHOWN, QT'S MAY BE OMITTE BOTTOM PLATE ANCHORS @ MAX 48" O.C. OR PER III i I I TABLE 8: SPECIFIED SHEARWALLS SHEET ST-1 . TYPICAL: BOTTOM PLATE + III III TO RIBBON BOARD W/10d 0 COMMON @ 6"O.C. FLOOR TRUSS I I ( 2ND FLOOR END BY OTHERS GABLE FLOOR III III STUDS TO 1ST TRUSS BY OTHERS HEADER TO TOP PLATE III III FLOOR HEADER W/ C CONTINUOUS 2x4 CONNECTION PER HEADER (2)MS36/(2)CS18 RIBBON BOARD FRAMING NOTE 3 ON ST-1. III III WITH(9)10d EACH E 2x4 NO.2 SYP DIAGONAL BRACE @ 48" END OR QTA N O.C. DIAGONAL BRACE TO FLOOR NOTE 3 1111SPACINGUNO 111 IIII - _ LL WOOD FLOOR TRUSS BY OTHERS TRUSS OR DBL TOP PLATE W/(3)1 od NOTE 1 &2 III TYPICAL III COMMON TOE-NAILS AT EACH END. TYPICAL QTA @ MAX CV FASTEN GABLE TRUSS TO DBL TOP `a 11 ( 1 I 1 48"O.C., MIN(1)PER O PLATE W/8d COMMON @ 6"O.C., UNO III 1 SHEARWALL Ln III C`'�W 1 I 1 ROOF L ADIRED FOR WALL SECTION AT FLOOR ALT. WALL SECTION AT FLOOR 1 I II BEARING WALLS ■ � r • PERPENDICULAR FLOOR TRUSS CONDITION (THIS SECTION IS TYPICAL FOR TWO STORY APPLICATIONS) PARALLEL FLOOR TRUSS CONDITION 1 1 1 III ONLY) ^ IF REQUIRED QT 111 III p Cn � (THIS SECTION IS TYPICAL FOR TWO STORY APPLICATIONS) SPACING IS GREATER ADDITIONAL STUDS THAN OPENING I i I I I I REQ. IF QTO,SEE N WIDTH, PRESERVE I I ( 1 1 I I TABLE 6:QUICK TIE LO -0 TYPI AL IFT QT SPACING AND DO ANCHORS,SHEET � I BOTTOM PLATE I CV CCS CABLE NOT INSTALL QT ST-1 EACH SIDE OF 11 I ANCHORS @ 24" 111 � 4 GABLE END TRUSS OPENING(U.N.O.ON I1 I I O.C. MAX I 1 1I0 PLAN) � � 0 47 TYPICAL BOTTOM PLATE ANCHOR @ MAX �' 48"O.C. EXCEPT AT SHEAR WALLS. SEE TLOK06 @ 32"O.C. N ■ ® d- TABLE 8:,SHEET ST-1. (8"EMBED INTO STEMWALL,6"EMBED INTO CONCRETE STUD SPACING PER /�+®pNEp INSTALLATION EXCEPT AT HOLD-DOWNS. SEE TABLE 7: TABLE 3: MAXIMUM V R R EXTERIOR WALL STUD (NOTE:THIS DETAIL IS APPLICABLE FOR BOTH 90'&45'CO NERS) LL bid J SPACING. ROOF AND FLOOR BEARING. 2x WOOD STUD WALL 1. (1)QUICK-TIE ALLOWED @CORNERS OF TYPICAL WALLS W/ TWO STORY STACKED SECOND FLOOR WALL SECOND FLOOR J a a (2)2x TOP PLATE OVERLAPPING PLATES. SHEARWALL OVER HEADER SHEARWALL J 4 QUICK TIE TO FOUNDATION 2. QUICK-TIE LOCATED IN WALL WHERE THE UPPERMOST TOP a PLATE OVERLAPS THE LOWER TOP PLATE. TYPICAL UPLIFT ANCHOR INSTALLATION FOR z 3. IF PLATES ARE NOT LAPPED AS SHOWN, INSTALL QUICK-TIE O EACH SIDE OF CORNER SECOND FLOOR WALLS AND SHEARWALLS Y AADDITIONAL NCHORS PER Q NOTES HEADER FRAMING � 1. EACH SILL PLATE SEGMENT SHALL HAVE A MINIMUM OF(2)BOTTOM PLATE ANCHORS. INSTALL ANCHORS WITHIN 12"OF EACH END OF SEGMENT(BUTT JOINTS). NOTE 4 ON ST-1. N 2. ACCEPTABLE BOTTOM PLATE ANCHORS INCLUDE QUICK TIE CONNECTOR OR Y2"DIA.THREADED ROD QUICK TIE TOP PLATE TYPICAL HEADER ELEVATION IN POWERS AC100 TEAL OR GOLD EPDXY ANCHORING,OR SIMPSON Y2"DIA.x6"LONG TITEN HD INSTALLATION AT GABLE WALL SCREW ANCHOR. SCREW-IN ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY. EPDXY ANCHORS W I- MUST BE USED IN STEMWALL FOUNDATIONS. 3. SEE TABLE 6 FOR MINIMUM QUICK TIE CONNECTOR EDGE DISTANCES. MIN 1 3/q'OTHERWISE. NOTE:AT GABLE END WALLS,QUICK TIE REQUIRED ONLY AT '/8"DIA HOLE 7/"DIA HOLE 7/"DIA HOLE 1"DIA HOLE EPDXY OVERSPILL W FIXED LOCATIONS INDICATED ON PLAN.SEE"ALTERNATE CENTERED 3/e"HEX NUT CENTERED 3/e"HEX NUT CENTERED %"HEX NUT CENTERED 5/"HEX NUT a'QUICK TIE �-- QUICK-TIE SPACING AT MINIMAL UPLIFT WALLS"THIS SHEET. IN TOP PLATE 2"x 2' x/'STEEL WASH :R IN TOP PLATE 2 Y4"x 2 a x/ STEEL IN TOP PLATE WASHER 6 STEEL IN TOP PLATE WASHER 6 STEEL MIN EDGOETTOS DISTANCE PLATE WALL SECTION AT FOUNDATION (THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS) (2)2x TOP PLATE (2)2x TOP PLATE (2)2x TOP PLATE (2)2x TOP PLATE 0 U INTERIOR LOAD BEARING WALL EXTERIOR LOAD BEARING WALL 13/8'DIA 3 „ EXTERIOR EDGE PLAN VIEW Q TYPICAL WALL SECTIONS WASHER 1/ DIA OF CONCRETE (5)10d TO PLAN VIEW 3/„ HEX NUT PLAN VIEW PLAN VIEW 1 3 WASHER PLAN VIEW s 3 TOP PLATE � „ 7/8" 3/a" HEX NUT � /z HEX NUT w!1/ DIA WASHERNUT w/1/"DIA 1 Z /a DIA HOLE 1 DIA HOLE 1 1 1 /a HOLE WASHER 1"DIA HOLE 3 8 QUICK TIE EPDXY OVERSPILL O CENTERED 2' x 2"x/"STEEL WASHER CENTERED 2/a'x 2/a"x/8'STEEL CENTERED 3"x 3"x /e'STEEL CENTERED 3"x 3"x /6"STEEL PAVERS BY BUILDER LS 18 STRAP IN TOP PLATE IN TOP PLATE WASHER IN TOP PLATE WASHER IN TOP PLATE WASHER 2'DIA HOLE IN P.T.2x BOTTOM PLATE FASTEN BOTTOM PLATE TO BEAM(OR (2)2x TOP PLATE T (2)2x TOP PLATE (2)2x TOP PLATE (2)2x TOP PLATE BOTTOM PLATE U-BLOCK SOLID FILLED (n GIRDER)W/10d COMMON @ 6"O.C., UNO. S 10d TO STUD X11 I W/(1)#4 CONT LID It WALL SHEATHING TO BOTTOM PLATE, SEE TABLE 2:WOOD STUCTURAL EMBEDMENT W W Z 0 D PANEL SHEATHING REQUIREMETNS ON SHEET STA FOR EXTERIOR $'QUICK TIE / / / / / / / / / a Ej 0 Q Z T a Ui WALLS.ALTERNATE STRAPPING METHOD BELOW MAY BE USED IN LIEU OF s 1 s a , 1 e 6 STEEL SWEDGE Al /\\/\\/\\/\\/\\/\\/\\/\\/\\ ti Q 0 N w 0 w w Q Z QUICK TIE /a"QUICK TIE /8'QUICK TIE /6 QUICK TIE /2"QUICK TIE /4'QUICK TIE /s"QUICK TIE /s QUICK TIE \/\/\/\/\/\/\/\/\/ w 0 1[ I- - 0 SHEATHING FOR INTERIOR WALLS. STEEL SWEDGE CABLE TO STEEL SWEDGE CABLE TO STEEL SWEDGE CABLE TO STEEL SWEDGE CABLE TO //\//\//\//\//\//\//\//\//\ w ❑ ❑ Z t] N 0 0 -1 N ALTERNATE STRAPPING METHOD FOR WALL TO BEAM,HEADER,OR FOUNDATION FOUNDATION FOUNDATION FOUNDATION CONCRETE /\\///\///\///\//�/////�//�//// "� a w D J _ w U w a GIRDER FOUNDATION \ \ \ \ \ \ \ \ D } w w ? m - m < Z Z LL o \/\\ \\ \\ \\ \\ \\ \� Q H O 1- 0 0 / / / / / / / ° O W � a > o � Wom TYPICAL WALLS: STUD TO TOP PLATE W/MS24/HA8/TSP @ 32"O.C., STUD ELEVATION ELEVATION ELEVATION ELEVATION MIN 2500 psi ELEVATION r /�\//\//\// \� U GRADE Z 0 a w � o `` w N 0 \\�\/\ M TO BEAM/GIRDER BELOW WITH MS36(OR CS18) #4 VERT REINFORCING I //\\/\\\/\\/\\� \\/\\/\\\ z a 0 Q N = w w to I- - w w W/(18)10d COMMON @ 32' O.C. 1 QTA(1/8")-TOP PLATE CONNECTION 2 QTB(3/16")-TOP PLATE CONNECTION 3 QTG(1/4")-TOP PLATE CONNECTION 4 QTO(5/16")-TOP PLATE CONNECTION 5 QTA(1/8 )-BOTTOM PLATE CONNECTION // // / / r / / / W Q �- m W a KING STUDS: EACH KING STUD TO TOP PLT WITH MS24 AND TO BEAM/GIRDER BELOW WITH MS36(OR CS18)WITH AT SOLID GROUTED 1 \ \\ \\ \\ \\ \\/\\ Z w F N 0 I 2 w D Z Q CELLS @ MAX 48"O.C. o / / \//\ - F = 0 4 13 a a H a Z w o \/\ ❑ ❑ 10100- LL (18)10d COMMON.3 EPDXY OVERSPILL EPDXY OVERSPILL EPDXY OVERSPILL r\\ \\ \\ \\ \\ Q Z I- Z w w z w X - STUD TO TOP PLATE CONNECTION / / 0 w a m ❑ SHEARWALLS: DOUBLE STUD AT SHEARWALL ENDS TO BEAM/GIRDER 136 QUICK TIE Ya"QUICK TIE 5/6"QUICK TIE P.T.2x BOTTOM PLATE \ -° / // /� m w U z 0 0 Z w > 0 Q W 1. THIS DETAIL IS INTENDED TO BE USED FOR STUD TO TOP P.T.2x BOTTO PLATE P.T. 2x BOTTOM PLATE SIDE VIEW FRONT VIEW FRONT VIEW �: p (7 Q r, w w m 0 Q BELOW WITH(2)MS36(OR CS18)WITH(18)10d COMMON PLATE CONNECTIONS AT THE END OF SHEARWALLS AS Q w D - ❑ _ Z EACH. _ MIN EDGE DIS ANCE MIN EDGE DISTANCE MIN EDGE DISTANCE TRUSS/STUD ALLIGNED TRUSS/STUD NOT ALIGNED \\ W 0 w H Z Q w N I` NOTES: WELL AS AN ALTERNATE STUD TO TOP PLATE 1. WHEN FLOOR SYSTEM EXCEEDS 16"DEPTH, USE CS18 EXCLUSIVELY. CONNECTION WHEN QTA IS NOT FEASIBLE OR AS AN r N cn FOOTING TO BEAR ON FIRM �/ / W w w Z X Q w o 0 W LLZ WOOD FLOOR 2. CONNECTIONS LISTED ABOVE ARE TYPICAL FOR SECOND FLOOR ALTERNATE TO THE SPH4/6. UNDISTURBED SOIL Z w W Q z a 0 H 0 M 0 Z N w w zI � ZQIzznI- zmI- Wz TRUSSES BY EXTERIOR EDGE EXTERIOR EDGE EXTERIOR EDGE 0" [7 L7 Z } 0 W w a 0 N Z = WALLS ABOVE WINDOW AND DOOR OPENINGS(HEADERS). 2. WHEN UTILIZING THIS DETAIL,ALL TRUSS TO TOP PLATE PLAN VIEW PLAN VIEW Z 0 ❑ m I- I- OTHERS 3. EXCEPTION:SIDEWALLS REQUIRE STRAPPING AT(1)KING STUD CONNECTIONS MUST BE INSTALLED ON THE SAME FACE OF CONCRETE OF CONCRETE PLAN VIEW OF CONCRETE VERT REINFORCEMENT TO W w w J I m Z w 5 Q N W Q f- Q HAVE 6"BEND @BOTTOM Z ❑ ❑ w ❑ � C] [] EACH SIDE OF OPENING. AS THE LS18. 5/6"QUICK TIE Q = 4 z } Z j Q V w a I- Q SECOND FLOOR TO BEAM OR HEADER CONNECTION 16 QUICK TIE EPDXY OVERSPILL Ya"QUICK TIE EPDXY OVERSPILL 3/4" EPDXY OVERSPILL • CAST-IN-PLACE FOOTING SPECS �_ F = z _F I- Y 0 Z w 0 w F a DIA HOLE IN P.T.2x BOTTOM PLATE 20 8"x 16"WI(2)#4 CONT ❑ w Q Q ® � = 0 p J 2"DIA HOLE IN P.T.2x BOTTO V1 PLATE 9/16"DIA HOLE IN P.T.2x BOTTOM PLATE BOTTOM PLATE 1-1i2" 1-1/2" ❑ I- 3 N a uJ Q 0 co F v v BOTTOM PLA E BOTTOM PLATE 3 • o J TYPICAL WALL SECTION NOTES: 1-HOUR FIRE RATED ASSEMBLIES: t OR t OR CMU EARTH RETAINING WALL U- 000 0>0 000 0000 1. ALL TOP PLATES ARE TO BE BUILT WITH(2)2x_NO.2 SYP FASTENED W/(2) ROWS 10d @ 8"O.C.STAGGERED • FIRE PROTECTION ASSEMBLIES ARE TO BE DETERMINED BY BUILDER GREATER GREATER 1000 0000 10 5/"QUICK TIE � Z SHEET NO.: (UNO). MINIMUM 48"LAP W/MINIMUM(20)10d IN LAP. ADJUST TYPICAL NAIL SPACING AS NEEDED. AND ARE UNDER THE ENFORCEMENT OF THE BUILDING OFFICIAL. 3"QUICK TIE EMBED ENT Y2"QUICK TIE 0 S T-5 $ EMBEDMENT STEEL SWEDGE EMBEDMENT 2. 1ST AND 2ND FLOOR BOTTOM PLATES SHALL BE NO.2 SYP DUE TO FASTENER CAPACIITIES. . FIRE RATED WALL COVERINGS REQUIRE A MINIMUM OF 1 %"NAIL STEEL SWEDGE v STEEL SWEDGE a a _ 3. FLOOR-TO-FLOOR UPLIFT CONNECTIONS NOT REQUIRED UNDER JACK AND GABLE TRUSSES,TYPICAL. PENETRATION INTO FRAMING SUPPORTS @ MAX 24"O.C. d 4. SEE PLAN FOR ADDITIONAL NON-TYPICAL METAL CONNECTORS AT GIRDERS AND SHEAR WALLS • USE GALVANIZED OR STAINLESS FASTENERS IN FIRE PROTECTIVE O TYPICAL WALL 5. TYPICAL STUD TO BOTTOM PLATE CONNECTOR NOT REQUIRED AT CRIPPLES BELOW WINDOW SILL BLOCK MATERIALS PER SPECIFIED INSTALLATION DETAIL CONCRETE TLOK06 T OOK06 TLOK06 • WOOD STRUCTURAL PANEL MAY BE INSTALLED BETWEEN FIRE CONCRETE CONCRETE FOUNDATION d SECTION PROTECTION AND WOOD STUDS(FBC TABLE 721.1(2), FOOTNOTE L). FOUNDATION FOUNDATION MIN 2500 psi a 4"CONCRETE SLAB W/ MIN 2500 psi MIN 2500 psi JOB NO.: I 5/"TYPE X SHEATHING MAY SUBSTITUTE WOOD STRUCTURAL PANEL ELEVATION ELEVATION TLOK06 TRUSS TO DOUBLE 6x6 W1.4 x W1.4 WWF OR FOR"TYPICAL WALL"FRAMING APPLICATIONS.AT"SIM'WALL,OSB OR ELEVATION FIBERMESH RS5293 PLYWOOD MUST BE INSTALLED TO INTERIOR OR EXTERIOR FACE OF Q 1 SPECIFIED WALL PRIOR TO FIRE PROTECTION. 6 QTB 3/16" -BOTTOM PLATE CONNECTION 7 QTG(1/4")-BOTTOM PLATE CONNECTION 8 QTO(5/16")-BOTTOM PLATE CONNECTION TOP PLATE CONNECTION a - - SUBDIVISION: rx \ \ \ \ \ \ 8"MIN QUICK TIE CONNECTION DETAILS 2�M� o Atlantic Beach VAPOR BARRIER Country Club / LOT NO.: 4"CONCRETE SLAB W/ /� r� z 59 6x6 W1.4 x W1.4 WWF OR FOOTING TO BEAR ON / 6"OPT. EXTENSION IN BRICK >_ FLOOR PLAN: FIBERMESH FIRM UNDISTURBED SOIL O LOCATIONS ON FND PLAN 0'-0"A.F.F. Briggs Residence SEE ARCH. (2)#4 OR(2)#5 CONTINUOUS 6x6-W1.4 x W1.4 WWF J g9 �'-°---_a-- ---- � 12"UNDER 1 STORY WALL 4"CONCRETE SLAB W/ a .4 ° a DWGS. OR FIBERMESH O 6x6 W1.4 x W1.4 WWF ° _ _ _°__ WITH (2)#4 OR(2)#5 CONT ADDITIONAL NO.4 OR NO.5 DESIGNED: OR FIBER MESH 0'-0"A.F.F. ------ -- _----- _--- 8"CMU CHAIR BLOCK W/ (BEYOND) U-BLOCK W/ r \ \ ° -- -- _Q-__- BAR IN BRICK LEDGE _ 1 #5 CONT. „ 1 #5 CONT r\//\\//\/\ a / / --.aT--- a a a _ \/\ /\/\/\ 4., a a a a 16"UNDER 2 STORY WALL U SCP/JML TOP OF SLAB O 4 FLOATING CONCRETE w_ O / \/\ \ \\ \ \ a a : a WITH(3)#4 OR(2)#5 CONT W h cn SLAB W/6x6 W1.4xW1.4 \\\/\// / /% /� Q //\ I- REVIEWED: -- aj WWF OR FIBERMESH > \�//j '° /, MONOLITHIC FOOTING SECTION w DBM so z - VAPOR BARRIER \j / IF GROUND ADJACENT TO FTG SLOPES DOWN ➢-g e w FINISH / VAPOR BARRIER AND AWAY FROM STRUCTURE STEEPER THAN Q REVISIONS DATE T ' o >- <n GRADE DRIVEWAY SLAB OR A 12"UNDER 1 STORY WALL 16" VAPOR BARRIER /\/ /\/\�, / r / SLAB W/THICKENED WITH 2#4 OR 2#5 CONT 1'-0"VERTICALLY PER 3'-0"HORIZONTALLY, // // / //\//\//\//\//\//\ \/\/\ \/��' \ \\ PAVERS, SEE ARCH O O CONTRACTOR HAS TWO CHOICES: / / \0,\\//\///\//\ EDGE PER PLAN 16"UNDER 2 STORY WALL 1. PRIOR TO CONSTRUCTION, SEEK GUIDANCE } #4 OR#5 VERT REINFORCING /\ \\\\\\ \ \\'\\\/�\\ \\\\\\\\\\�`�' \\\\\ OF EOR TO PREVENT EROSION OF SOIL. / ! // // / / //////// //\ WITH(3)#4 OR(2)#5 CONT BEARING WALL FOOTING SECTION m UP TO 3 COURSES: 72"O.C. \\ \ \\ \\/\\/�� \\/ / 2. USE STEMWALL FOOTING 0 4 TO 5 COURSES: 48"O.C. .//\/ /\/1// , #4 OR#5 VERT //\//\/ //�, r \ //\//\ W REINFORCING @ \ \\/ ,\\j/\\j/ , //\\j/\\j/\\j/ G BEARING CURB STEP SECTION z MAX 72"O.C. o \\ o _6 �i\\ >\\ \\ \ \ \ \ \ \ \/\/\/ \/\/\/\/' 0 \ \ \ \ \ \ \ \ � -{ . � / / / I NO 4 OR NO 5 @18"O.C. W //\/� 4"CONCRETE SLAB \/ /\ \�\ ADDITIONAL#4 OR#5 IN \ /\\/\\/\ \\/\ \\/\\/\\ CURB WIDTH VARIES W/6x6 W1.4 x W1.4 W/9"BEND @BOTTOM \ FOOTING TO BEAR ON FIRM \/ .//�\/\' BRICK LEDGE WWF OR FIBERMESH Q UNDISTURBED SOIL FOOTING TO BEAR ON FIRM ADDITIONAL#4 OR#5 /\\/\\/\\/\ \\/\\ / / STEMWALL BEYOND AND VARIES 8"MIN Z \ 4"OPT BRICK LEDGE UNDISTURBED SOIL IN BRICK LEDGE \\\/\\\/ / /\\\/�\/ CONCRETE FTG, SEE PLAN VERTICAL REINFORCEMENT / / /\ #4 W/9"BEND BOTTOM 60"O.C. a a = - - -a 72N 28 MAX NOTED ON FND PLAN / // / // //TO HAVE 6"BEND AT BOTTOM VERT REINFORCEMENT TO � \\ \\ _ \\ \\• \ \ \ \ \ O HAVE 6"BEND @BOTTOM 4"OPT BRICK LEDGE \ VARIES 4"CONCRETE SLAB WJ r// NOTED ON FND PLAN //\ \ /\ a , ° \\\ \ CAST-IN-PLACE FOOTING SPECS j\\/\\ \\/ 6x6 W1.4 x W1.4 WWF OR \\/ a 12"MIN% //\//\//\//\/ 1-STORY:8"x 16"W/(2)#4 OR(2)#5 CONT CAST-IN-PLACE FOOTING SPECS //, //, /,� /, /,� /, /,�//,�/ a. a .4 a Q FIBERMESH E X 2-STORY: 10"x 20"W/(3)#4 OR(2)#5 CONT 1-STORY: 8"x 16"W!(2)#4 OR(2)#5 CONT a - //�\/\\//\\//\ U a VAPOR BARRIER \/ GARAGE ENTRY CMU STEMWALL SECTION o'o°A.F.F. /\ / / 2-STORY: 10"x 20"W/3 #4 OR 2 #5 CONT a e __ _ SEE ARCH. \/\ 111101 \ ( ) ( ) \�/\\�\\�\\ a Q d. d ° \\�\\�\ \ -,�- a a \\9 DWGS.1. SPECIAL CARE SHOULD BEE ERCISED BY CONTRACTOR WHEN BACK OPT. EXTENSION IN BRICK (/�MUSTEMWALL SECTION FILLING BEHIND A STEM WAL , PARTICULARLY WHEN IT IS OVER 4 0 -- �7_ 6" _ a 2 STIR TURAL CMU STEMWALL SECTION COURSES HIGH. SHOULD THIS CONDITION EXIST, RECOMMENDATIONS r \,\ 8"MIN LOCATIONS ON FND PLAN 1. SPECIAL CARE SHOULD BE EXERCISED BY CONTRACTOR WHEN BACK MAY BE OBTAINED FROM TH ENGINEER OF RECORD. 6x6-W1.4xW1.4 / FILLING BEHIND A STEM WALL, PARTICULARLY WHEN IT IS OVER 4 I 1. SPECIAL CARE SHOULD BE EXERCISED BY CONTRACTOR WHEN BACK 2. SCREW IN ANCHORS ALLOW:D IN MONOLITHIC FOOTINGS ONLY. EPDXY WWF \\r i, / 12"UNDER 1 STORY WALL 0 , ' , COURSES HIGH. SHOULD THIS CONDITION EXIST, RECOMMENDATIONS FILLING BEHIND A STEM WALL, PARTICULARLY WHEN IT IS OVER 4 ANCHORS MUST BE USED IN "TEMWALL FOUNDATIONS. V-4" WITH(2)#4 OR(2)#5 CONT ADDITIONAL NO.4 OR NO.5 0 k •' �`C h •'S.�•Q ��` MAY BE OBTAINED FROM THE ENGINEER OF RECORD. COURSES HIGH. SHOULD THIS CONDITION EXIST, RECOMMENDATIONS (3)#4 OR(2)#5 WATERPROOF 8"x8"THICKENED 8" BAR IN BRICK LEDGE J •'•� ;" 2. SCREW IN ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY. EPDXY MAY BE OBTAINED FROM THE ENGINEER OF RECORD. CONTINUOUS BARRIER FTG AT STEP-DOWN, 16"UNDER 2 STORY WALL ANCHORS MUST BE USED IN STEMWALL FOUNDATIONS. 2. SCREW IN ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY. EPDXY SEE PLAN VAPOR BARRIER WITH(3)#4 OR(2)#5 CONT ANCHORS MUST BE USED IN STEMWALL FOUNDATIONS. GARAGE WALL CURB SECTION GARAGE EXT WALL CURB SECTIO La AN FS r E of ®•tll0 8 /� CURB STEP SECTION 5 T V IN LIEU OF BENT VERTICAL BARS,CONTRACTOR "'r , s W ,�S •• R 6 ", •.P �.,1r MAY INSTALL Y2"ANCHOR BOLTS W/12"EMBEDMENT a- 21 ssd4� >d�, P.E. ►A8`}�J,, 1457 AT 48"O.C. FOR BOTTOM PLATE ANCHORAGE T ENGINEERING � 12`23-2015 FRAMER MAY FUR OUT PARAPET WALL TO FRAMER MAY FUR OUT PARAPET WALL TO MEET DESIRED ARCHITECTURAL THICKNESS MEET DESIRED ARCHITECTURAL THICKNESS (1)DIAGONAL BRACE PER(10)TRUSSES APPLIED TO OPPOSITE SIDE OF WEBS. DIAGONAL BRACE APPLIED AT KING AND JACK STUDS EXTERIOR WALL SHEATHING APPROXIMATE 45°ANGLE TO NO LESS THAN(3)TRUSSES. PER ENGINEERING PER TABLE 2, SHEET ST-1 EXTERIOR WALL SHEATHING II II II f--GARAGE DOOR BUCK/JAMB NAILED ROOF DECK TO TOP CHORD PER TABLE 2, SHEET STA CONTINUOUS LATERAL RESTRAINT (CLR). QUANTITY AND LOCATION TO STUDS W/(2)16d COMMON OR w/8d @ 4"O.C. TO12d T NAILS @ 16' O.C. I ROOF TRUSS TOP CHORD DEFINED BY TRUSS SHOP DRAWING. ROOF DECK TO TOP CHORD TO BLOCKING w/(2)ROWS WEATHER STRIPPING/STOP ROOF SHEATHING PER (2)2x_FULL DEPTH/BLOCKING. ROOF SHEATHING PER w/8d @ 4"O.C. TABLE 2,SHEET ST-1 FASTEN WALL BOARD w/8d @ 4"O.C. TABLE 2, SHEET ST-1 %4'x 4%2'SDS @ 16"O.C., i GARAGE DOOR STAGGERED ' ------- ------ SHEATH PARAPET WALL -APPLIED TO EITHER IF LATERAL RESTRAINT MUST BE SIDE OF WEBS MADE OF MORE THAN ONE PIECE, -------------J CONTINUOUS FROM 2x6 BOTTOM DO SO WITH OVERLAPPING BRACES PLATE TO TOP OF WALL; BLOCK LIKE THIS(TYP EVERYWHERE) `O ALL HORIZONTAL PANEL EDGES; T SEE TABLE 2 ON SHEET ST-1 FOR 2x6 SYP GOAL POST ATTACHED TO STUDS W/(2)ROWS OF 3-Y2" INLIEUOF SPECIFIED DECK SCREWS FOR SHEATHING SPECIFICATIONS GALV DECK SCREWS @ 12"O.C. ROOF TRUSS TOP CHORD TO BLOCKING PRE-MANUFACTURED GABLE GOAL POST ATTACHMENT,THE GARAGE w/(2)ROWS%4"x 4%2'SDS @ 16"O.C., DOOR SUPPLIER MAY SPECIFY A FASTENING STAGGERED TRUSS BY OTHERS PLATFORM FRAME WALL ABOVE DOUBLE TOP PLATE GARAGE DOOR TRACK ATTACHED PATTERN OF THE GARAGE DOOR TRACK PER MANUF WRITTEN DIRECTLY TO THE KING AND JACK STUDS, CONT.TO TOP OF PARAPET TRUSSES NEEDING BRACING SPECIFICATIONS THROUGH THE GOAL POST. WALL w/2x6 N0.2 SPF @ MAX 24"O.C. PRE MANUFACTURED GABLE 2x_SYP BLOCKING CUT TO LATERAL BRACING - MULTIPLE TRUSSES OR .JAMB DETAIL FIT TIGHT BETWEEN WALL ROOF SHEATHING PER TRUSS BY OTHERS 1. ALL RESTRAINT LUMBER SHOWN SHALL BE 2x4 N0.3 SPF OR BETTER(UNO). GARAGE DO NAILEDOAT OCH TOS UDS w/ TABLE 2, SHEET ST-1 2. SHOULD A SCENARIO ARISE THAT DOES NOT RESEMBLE THOSE INDICATED ABOVE, IMMEDIATELY (3)10d TOE-NAILS EACH END CONTACT THE ENGINEER OF RECORD FOR APPROPRIATE BRACING DETAILS. co 3. BRACING LUMBER SHALL INTERSECT THE WEBS OF THE BRACED TRUSS AT LOCATIONS INDICATED AS O NEEDING BRACING ON THE INDIVIDUAL TRUSS DETAILS PRODUCED BY THE TRUSS ENGINEER. CV 4. ALL FASTENERS SHOWN ARE.131"x 3"LONG(UNO). (V 2x FRAME DOWN FROM HEADER ABV 5. DESIGNED PER BCSI-63,2007. M J JACK AND KING STUDS AS REQUIRED 2x SYP NAIL ;ATTACH LL (2)2x NO.2 SPF CROSS TOP PLATE,TOENAIL TO ADJACEN LOCKING w/ EACH END OF EACH PLATE W/(2)12d (2)ROWS 10d 6"O.C., � COMMON OR 10d CCca BOTTOM CHORD OF TRUSS TO STAGGERED CONTINUOUS LATERAL RESTRAINT WEB � 45°ANGLE 1 EA SIDE, i BOTTOM CHORD OF TRUSS TO �s^Max j6"MAX Max 2x BLOCKING at , O EACH STUD w/(2)/a x 4/z SDS TOENAIL EA END W/(2)12d COMMON OR 10d BRACE SUBSTITUTE SCREWS(MAX 16"O.C.) EACH STUD w/(2)%4'x 4%2'SDS CC TO TOP PLATE&JACK STUDS SCREWS(MAX 16"O.C.) WEB MEMBER SPECIFIED ALTERNATE BRACING - 2x6 NO.2 SYP BO OM PLATE; SIZE CLR T OR L SCAB C 2x6 BOTTOM PLATE,ATTACH TO ATTACH TO TOP TE BELOW _48"RADIAL WINDOW BEAM BELOW w/(2)ROWS 10d ' I 1 ROW 2x4 (1)2x4 w/(2)ROWS 10d 6"O.C., 2x4 E FLANGE @ 6"O.C.,STAGGERED. STAGGERED 2x4 2 ROWS 2x6 (2)2x4* WINDOW MANUF NAILING FLA T-BRACE FASTENED TO WEB W/10d AT 6"O.C. 2x6 _IROW 2x4 (1)2x6 � (2)2x4 MIN. MULL W!PLYWOOD FLITCH 2x6 2 ROWS 2x6 (2)2x4* NOTE: (3)2x12 BEAM PER PLAN 2x8 1 ROW 2x6 (1)2x8 N CUT EXTERIOR R TO MATCH RADIUS (2)2x6 N0.2 SYP TOP PLATE 2x8 2 ROWS 2x6 (2)2x6* L0 FRAME t " BLOCK FIRST 4'FROM AT 6"O.C. � WINDOW F /z L BRACE FASTENED TO WALL @ 48"O.C.AND WEB W!10d PORCH SHEATHING PER BLOCK FIRST 4'FROM WALL @ y.W BLOCK FIRST 4' FROM WALL @ SINGLE TRUSS BRACING ■ � "TYPICAL PORCH 48"O.C.AND SHEETROCK JOINTS 48"O.C.AND SHEETROCK JOINTS SHEETROCK JOINTS WINDOW FRAMING - 48" OR LESS RADIAL W/WOOD MULL SHEATHING DETAIL" PARAPET WALL STUDS TO BEAM 1. INDIVIDUAL WEB BRACING MAY BE USED WHEN CONTINUOUS LATERAL (11 w/MSTA24 @MAX 48"O.C. RESTRAINT(CLR)IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE MIN 2x6 NO.2 SPF STUDS CA � @ MAX 24"O.C. SCAB BRACE FASTENED TO WEB BRACING METHOD IS DESIRED. 00 WEB W/10d AT 6"O.C. 2. INDIVIDUAL WEB BRACING MAY CONSIST OF T-BRACING, L-BRACING,OR N *IF(2)BRACES ARE SCAB BRACING. REFER TO CHART AND DETAIL FOR MORE INFORMATION. LO REQUIRED,APPLY(1)BRACE 3. INDIVIDUAL WEB BRACING MATERIAL TO BE SAME SIZE,SPECIES,AND CU _js"MAXjs^Max �s°Max TO EACH FACE OF WEB. GRADE AS WEB TO BE BRACED. N PARAPET WALL, PARALLEL PORCH BEAM CONDITION PERMANENT WEB BRACING o A-3 o SEE SHEET ST-5 FOR TYPICAL WALL FRAMING SPECIFICATIONS 2x6 � N ■ � d' ROOF DECK PARAPET WALL, PARALLEL INTERIOR CONDITION 2x4 QTO N SHEATH INSIDE FACE ONLY IF NOTED M AlON FRAMING PLAN. ACCEPTABLE TO FASTEN STUD TO TRUSSES PARALLEL TO WALL: ROOF TRUSS H SEE SHEET ST-5 FOR TYPICAL WALL FRAMING SPECIFICATIONS STOP SHEATHING AT GOAL POST CORNER STUD GROUP W/ J 4 SPF MIN NAILER FASTENED OR RAFTER - - - - - _ I STAGGERED. 10d . T O.C. LL- �` STAGGERED. STOP NAILS LLI AT BOTTOM 24"OF STUD J 2x (MIN) x I X FOR CONNECTOR TO DBL TOP PLT W!10d @ 3"O.C. 2x4 SPF(MIN)BLOCKING BETWEEN EACH TRUSS. TRUSSES PERPENDICULAR TO WALL: FASTEN TO BEAM w/10d FRAMER MAY FUR OUT PARAPET WALL TO MEET DESIRED ARCHITECTURAL THICKNESS INSTALLATION Z 2x4 SPF(MIN)BLOCKING @ 4"O.C. BETWEEN EACH TRUSS. FASTEN TRUSS TO PORCH TO DBL TOP PLT W10d @ 4"O.C. BEAM W/SDWC15600 EXTERIOR WALL SHEATHING QTO EXTERIOR WALL SHEATHING JACK AND KING STUDS. SEE � PER TABLE 2,SHEET STA I PLAN FOR QUANTITIES. Y U Y` ih FASTEN BLOCK TO SHEATHING @ ROOF DECK TO TOP CHORD GARAGE RETURNS TO BE PLAN VIEW i 3/,,o R THICKER CDX BRACE LOCATIONS w/8d @ 4"O.C. w/8d @ 4"O.C. BLOCK ALL PANEL EDGES WITHIN FRAMED AS 2x6. OR OSB FASTENED TO 6'OF PARAPET ( N AT HEADER AT CORNER � TRUSSES, RAFTERS ROOF SHEATHING PER 2)2x_FULL DEPTH/BLOCKING. 36"LONG SPF SCAB W/(20)10d TO 2x WALL FRAMING OR BLOCKING W/8d I ( QTO CONTINUOUS TO WALL W CORNER STUD ONLY WHEN HOLD COMMONS @ 3"EDGE, PORCH BEAM TABLE 2, SHEET ST-1 FASTEN WALL BOARD w/8d @ 4"O.C. DOUBLE TOP PLATE ADDITIONAL WALL STUDS @ MAX 16"O.C.AS REQUIRED D DOWNS ARE SPECIFIED ON PLAN. 12"FIELD. 2x_SPF CORNER STUDS PORCH BEAM TO POST: . 16" O.C. O WOOD STRUCTURAL (1)MSTA24 • . GARAGE RETURNS UDS,, I 3 STUDS MINIMUM SHEATHING POST TO SLAB: TOP PLATE,AND BOTTOM ABU POST BASE ANCHOR AT CORNER ALTERNATE CORNER DETAIL PLATERS SHOWN W/Sd o OR DTT2Z (UNLESS NOTED OTHERWISE) COMMON AT 3"O.C. QTO TYPICAL PORCH SHEATHING DETAIL BRACE TO BLOCK DOUBLE CONTINUOUS TO WALL w/(6)10d ROOF TRUSS TOP CHORD TO BLOCKING w/ 2 DOUBLE TOP PLATE THIS DETAIL IS REQUIRED AT ALL COVERED PORCHES ( ) 3/g'DIA.ALL-THREAD W/2" ¢ UNLESS NOTED OTHERWISE. ROWS%4'x 4%z'SDS @ 16"O.C.,STAGGERED ROUND WASHER DRILLED AND EPDXIED INTO z O.C. PRE-MANUFACTURED GABLE TRUSS CONCRETE W/7"EMBED Z 2x4 SYP OUTRIGGER @ 24' I I o CLIP TO GABLE TOP CHORD WITH BY OTHERS ~ (1)H2.5T W/(10)8d x 1-2' H TRUSS BRACE TO TOP BOTTOM PLATE � PLATE w/8d COMMON 2x4 NO.2 SYP BLOCKING BETWEEN OUTLOOKERS. OR BETTER @ 6"O.C. _ MONOLITHIC FOOTING � X p Z C ❑ FASTEN EACH BLOCK TO ROOF DECK AND DBL TOP OR STEMWALL f` 0. w PLT WITH 8d COMMON @ 3"O.C. #4 OR#5 VERTICAL REINFORCING � 4 j (f) ❑ ❑ W LL Q Z INSTALLED IN CURB @ 18"O.C. 't w p Z I U v E p p J 8d COMMON OR WALL SHEATHING OVER GABLE BETTER @ 12"O.C. I I MAX, MIN(2)VERTICAL BARS @ tL) ❑ - z Z ❑ a w U N 0 TRUSS.SEE WALL SECTION EACH RETURN ti Q F W W Z m 4 � Q D W LL 0 O � � E > pv, I- 00 TRUSS BRACE TO TOP GABLE TRUSS GABLE TRUSS(VERTICAL w W ❑ W W w W W N N_ 0 p REINFORCEMENT NOT 2x6 SYP BRACE @ _ _ J Q U) p ❑ m � F- Q: I- p ?• wZ � ❑ a, d WWHWJm ❑ Zp PLATE w/8d COMMON I U) Z d ❑ >- I W W W W OR BETTER @ 6"O.C. SHOWN FOR CLARITY) +/-45°, MAX 48"O.C. a 0 N w w W FO to U M L OR T BRACE VERTICAL •2x6 N0.2 SYP BLOCKING CONT. BETWEEN TRUSS W a F to REINFORCEMENT PER ENDWALL DOUBLE- WEBS w/10d @ 6"O.C.TO BOTTOM CHORD ELEVATION VIEW z a III i m m I- F E Z W a LL PRE-FAB GABLE I TRUSS ENGINEERING TOP PLATE •BRACE TO BLOCKING w/HGA10 TRUSS BRACE BY = p � w W 00 W ❑ p a w Q W Z E Z 0 LL X a p TRUSS MANF. Z a a X W ❑ p - ❑ N 0 w ❑ Z BOTTOM CHORD OF TRUSS TO EACH STUD GARAGE RETURN - QTO W w w Z W X Q W o < m rn LL Z WALL SHEATHING w/(2)Y4"x 4%z"SDS SCREWS(MAX 16"O.C.) G W w � Q Q W X H 0 91 ❑ rn - w w In GABLE TRUSS TO WALL CONNECTION FASTEN GABLE BRACE TO )ALTERNATIVES FOR THIS APPLICATION&DETAIL ONLY: Z Z I } Z Q p ? M v 0 ❑ Q w 0 A) TOE-NAIL TRUSS BOTTOM ENDWALL BELOW WITH(10)8d - - - - -- - - (TYP EACH END) (1)HTT5=(1)QTO z ❑ p ❑ Z lr UI w a m W - Z H � rj CHORD TO TOP PLATE (1)STHD14=(1) QTO(MONOLITHIC) z W w � a m Z w j Q F W 3i E a 8d COMMON OR wl10d COMMONS @ 8"O.C. (2)PA51 =(1) QTO(STEMWALL) W w z ❑ I ❑ W ❑ F N � � W <L U - BETTER @ 12"O.C. (2)%4 x 2-1/4"TAPCONS=(1)ANCHOR BOLT ¢ 14 Z >_ Z I a [] w - p � a - I- Z [Ii amHU � ❑ IOwaZ4 AND p a BLOCK FIRST 4'FROM WALL @ MIN 2x6 NO.2 SPF STUDS @ MAX 24"O.C. (SEE QTB OR DTT2Z O P a H 3 N a UFI 4 0 [9 U v DBL TOP PLATE B) STRAP TRUSS TO WALL/HEADER 48"O.C.AND SHEETROCK JOINTS ARCH)IF STUDS REQUIRE SPLICING MIN 4'LAP WITH MSTA12 w/(8) w/(2)ROWS 10d @ 12"O.C.STAGGERED - /7 - z 10d COMMONS @ 48"O.C. OR TOP PLATE x X TO TRUSS BOTTOM CHORD W/SDWC15600 z SHEET N o � ST-6 INSTALLED VERTICALLY LL N N r C1 PRE-FAB TRUSS GABLE BRACING DETAIL PLAN VIEW STRUCTURAL 1) MAX.TRUSS SPACING=24"O.C. TOTAL NUMBER OF JACK SHEATH FRONT FACE � DETAILS 2) OUTLOOKERS, BLOCKING&CLIPS MAY BE OMITTED FROM AND KING STUDS SHALL N. ONLY WITH 8d OVERHANG PORTION OF DETAIL FOR NON-DROPPED GABLE AS SPECIFIED ON PLAN. COMMON AT 3"ON TRUSSES W/12"OR LESS OVERHANGS. EDGE, 12"IN FIELD 0 JOB S RS5293 PARAPE T WALL PARALLEL EXTERIOR CONDITION EACH JACK HUD TO SUBDIVISION: ET HEADER WITH MSTA24 ROOF DECK FASTENED W/8d A-2 ' U_ OPTIONAL QTB IN LIEU OF ABU OR O Atlantic Beach RINGSHANKS @ 3"O.C. ON SINGLE 2x4 NO.2 SEE SHEET ST-5 FOR TYPICAL WALL FRAMING SPECIFICATIONS 2X6 TOGETHER SUDS I (2)VEDTT2CONTRACTOR TO VERIFY MIN EDGE,AND 6"O.C. IN THE SYP TOP PLATE NAILED TOGETHER w/(2) I I (2)VERTICAL#4 OR#5 REINFORCING Country Club ROWS 10d COMMON @ 8" BARS EXTEND FROM FOOTING UP ¢ O.C. STAGGERED. � INTO CONCRETE CURB W/OPTIONAL 7 LOT NO.: FIELD. ROOF DECK FASTENED I I I QUICK TIE z 59 W/8d RINGSHANKS @ 3"O.C. ON EDGE, AND TOE-NAIL MIN 2x4 N0.2 SYP BLOCKING � I � I FASTEN SHEATHING TO DBL 6"O.C. IN THE FIELD. SINGLE 2x4 N0.2 BETWEEN TRUSS TOP CHORDS W/ HOLD DOWN OPTION NO SYP DOUBLE (3)10d COMM NS EACH END ROOF DECK SIMPSON ABU66 POST - I J J I I IN LIEU OF ABU66: O } FLOOR PLAN: Zx4 N0.2 SYP CORNER STUDS SYP TOP PLATE 2x4 SYP OUTRIGGER @ 24"O.C. NOTCH STUDS 18"MAX 3"O.C. TYP TO PLATE 1 BASE o I I I I I o (MAX(1)KING STUD W/8d COMMONCLIP TO GABLE TOP CHORD WITH FROM BOTTOM PLATE J Briggs Residence @ 4 PLACES) FASTEN SHEATHING TO DBL (1)H2.5T w/(10)8d X 1-p o �,I ( I I (;';n SPECIFIED ON PLAN MAY Z DESIGNED: 07. 2x4 NO.2 SYP CORNER (2)MSTA36/MS36 TO INSIDE �;� 2x4 NO.2 SYP BLOCKING BETWEEN o a BE NOTCHED) _ STUDS W/8d COMMON @ 3" OR OUTSIDE FACE IN WALL I OUTLOOKERS. FASTEN EACH •INSTALL DTT2Z W/12 U SCP/JML O.C. (TYP, 4 PLACES) 6"+\- I BLOCK TO ROOF DECK AND DBL TOP PLT WITH 8d COMMON @ 3"O.C. LONG x%z"DIA DRILL AND W ROOF DECK NO 2 SYP DOUBLE _ _ MANUFACTURED TRUSS TOP PLATE I FASTEN 2x6 NO.2 SYP z J I Z EPDXY ANCHOR H REVIEWED: OSB CONTINUOUS TO INSIDE TOP CHORD. WEB DIAGONAL BRACE TO LLI I FACE OF TRUSS. T VARY. BLOCKING w/(6) GABLE TRUSS DBM PLACEMEN 10d COMMONS ¢ MANUFACTURED - REVISIONS DATE TRUSSES @24"O.C. EXTERIOR ELEVATION 2x6 NO.2 SYP DIAGONAL BRACE, ¢ SECTION VIEW I I WALL SHEATHING PER PLAN INSTAL DBL 2x_BLOCKING SEE PLAN IN FIRS TWO STUD SPACES. •UP TO 8FT SINGLE 2x6 ONLY } 12d 3"O.C. I FASTEN SHEATHING TO •UP TO 20 FT,2x6 W/2x6 T-BRACE ELEVATION VIEW m @ BLOCKI G WITH 8d COMMON L OR T BRACE VERTICAL 5/$'x 12"EMBED. DRILL 5/"x 12"EMBED. DRILL � 2x6 N0.2 SYP TO BOTTOM �� @ 3"O. '. I REINFORCEMENT PER AND EPDXY ALL AND EPDXY ALL W A PLT AND TRUSS TOP 8d COMMON @3 O.C. I THREAD ANCHOR THREAD ANCHOR z QTR, U.N.O. TRUSS ENGINEERING CHORD OR BLOCKING I IF ADDITIONAL UPLIFT FASTEN 2x6 NO.2 SYP"T-BRACE" 2x4 N0.2 SYP BLOCKING W/1C 3"O.C. TYP,ALL I ANCHORIS INSTALLED TO DIAGONAL BRACE w/10d ^^ GARAGE RETURN O @ ( AS SHO N,OMIT SPH COMMONS @ 3"O.C. Lj�F W BETWEEN TRUSSES TO SIDES OF CHIMNEY) TRUSS TOP CHORD I CONNE TION AT DOUBLE 8'-0"OR AS SHOWN ON PLAN SUPPORT BTM PLATE ABOVE. 2x6 NO.2 SYP END W/ 3 12d I TOP PL Z 2X4xE @ NO.2 SYP LATERAL 2x FRAME DOWN FROM HEADER ABV FASTEN @EACH O I 8., � BRACE @ 48"O.C. FASTENED TOE-NAILS. (TYP, 2 PLACES) FASTS STUDS TOGETHER 'Li W/(1)ROW 10d @ 4"O.C. TO EACH TRUSS w/(3)10d JACK AND KING STUDS AS REQUIRED COMMON ;IPEX 2x CROSS TOP PLATE,TOENAIL EA. �- ROOF DECK FASTENED W/8d FASTEN(1)SIMPSON HGA10 BRACE CONNECTOR DBL TOP PLATE PER PLAN END W/(2)12d COMMON OR 10d CC � RINGSHANKS @3"O.0 ON EDGE 2x4 NO.2 SYP BOTTOM U PLATE FASTEND TO I QTR, U.N.O. FROM DIAGONAL BRACE TO TOP PLATE L.L AND 6"O.C. IN THE FIELD. - - _ TRUSS TOP CHORD I 2x BLOCKING. (1)EA SIDE,TOENAIL GABLE TRUSS TO TOP CHORD CONNECTION EA END W/(2)12d COMMON OR 10d ¢ W/12d @ 3 O.C. CC TO TOP PLATE&JACK STUDS CAI _ w * � TR� TURAL FASTEN SHEATHING TO DBL I A) TOE NAIL TRUSS BOTTOM CHORD TO TOP PLATEw/10d COMMONS @ 8"O.C. EYEBROW WINDOW � . � s 2x4 N0.2 SYP CORNER STUDS MANUFACTURED I W/8d RINGSHANKS R 3"O.C. 2x6 FRAMED EXTERIOR WINDOW MANUF NAILING FLANGE Q �' •. �s� TRUSSES @ 24"O.C. B) STRAP TRUSS TO TOP PLATE WITH MSTA12 WALL PER PLAN (TYP, 4 PLACES) (BELOW ROOF DECK) w/(8) 10d COMMONS @ 48"O.C. � z` .. " NOTE: "❑. :# ::". CUT EXTERIOR TO MATCH RADIUS " �; FASTEN SHEATHING TO DBL ROOF DECK CORNER STUDS N OF EXTERIOR WALL WINDOW FRAME t%2' 2x4 N0.2 SYP COR NO �+ STUDS SPACED @ THIS DETAIL APPLIES TO STRAIGHT RU OFFICE COPY W W/8d RINGSHANKS @ 3"O.C. TYP,4 PLACES) MORE THAN 16"O.C. AND SW. THIS DOES NOT APPLY T 45-DEGREE OR R GABLE ANGLE BRACING DETAIL (W/ HGA10) o 'a�'� � :.•.° � '�® ( (TYP) 90-DEGREE CORNERS. v 1 TOP VIEW 1) MAX.TRUSS SPACING-24"O.C. W �$����f®�'/��- 2) OUTLOOKERS, BLOCKING&CLIPS MAY BE OMITTED FROM L7�P.E., 714 P.E. CHANGE IN PLATE HEIGHT OVERHANG PORTION OF DETAIL FOR NON-DROPPED GABLE �� a° ¢ P.E. No:71457 TRUSSES W/12"OR LESS OVERHANGS. WINDOW FRAMING - 72 OR LESS EYEBROW ENGINEERING. CHIMNEY FRAMING & ANCHORING DETAIL 12-23-2015