|
�
<br /> -
<br /> ' � �'!�
<br /> 1Y2» 8„ 8„ „ � � �
<br /> L3x3xYa �$ �3/¢X�'-0" w/2-3/4"� SHEATHING PER PLAN N i,,N
<br /> a�
<br /> 3�4"
<br /> � � i 20-10d COMMON NAILS A325N BOLTS �
<br /> N (COORDINATE BOLT ��x4x1'-6" [PER PLAN] v M M �
<br /> ;. ,
<br /> - i�8 3 s��Es ------- ------- o r�-�� ° G A. w/J O I S T M F R.) 4 x 6 B L O C K I N G P E R
<br /> o ° - " t i i JOIST GIRDER
<br /> � � �rn F�}'8x2Y$x2'-6" �i � � SECTION F-5A
<br /> � °' �� JJ � LOCATE CONN. PER PLAN (TYP.) i �is 8" OPiEACH PERAPHLAN
<br /> N - /4 Z�� MIN. GIRDER p
<br /> �% � PER PLAN 2 ROWS 10d 2'-0" FROM i ; Z
<br /> o - � =m � � EA. END OF E-5.0 [VARIES] WOOD PLATE O ��
<br /> L8x4xY2 CONT. LLV COMMON � 4"o.c. ' �
<br /> I � °' � � � �PANEL 3 � � � » STAGGERED WOOD PLATE _N I BY JOIST MFR. �
<br /> - a, II - 19 Q 1„ � „ � 20-l Od �' JOINT �4x5x 1 -4' w/#4x 1 -6 � 18"o.c. 1Y2" � 'N i i � w
<br /> COMMON NAILS 5/is SPLICE �' o � � STIFFENER �
<br /> N =��-��� DETAIL IJ T'(P• F-5.0 0 ,� o-- --� =N .
<br /> WOOD PLATE BY JOIST MFR. � '(U.N•�•� o � � nP. �/4 2"M�N. (�P PLAN = � �
<br /> DETAIL C1 SIMPSON MSTI60 STRAP � 48"o.c. 2 ROWS 10d (ATTACH TO TOP CHORD � ° � i � ( ) � � 'Q
<br /> [VARIES) OVER FIRST THREE BAR JOISTS COMMON � 4"o.c. SUFFICIENT TO TRANSFER 00 � � ° ; � � > Z
<br /> K K = � BAR JOIST Z o
<br /> �- w/26-10d COMMON NAILS EACH STAGGERED 10.3 AT GRID QG AND 9.66 �w PER PIAN i � � JOIST MFR. NOTE: o o ; w w �
<br /> END ALIGN w WALL ANCHORS AT GRIDS Q , 1Q & 4Q TO � � � ���� � � I DESIGN JOIST FOR A ' � c� � p �
<br /> NAIL SHEATHWG � � ) � WHERE � �
<br /> S H E A T H I N G D I A P H R A G M) � �� • � I I W O R K I N G S T R E S S A X I A L 5 Y 2"B R G z 'v
<br /> T O T O P P L A T E V A R I E S O C C U R S WIND SEISMIC FORCE J o
<br /> 2 ROWS 10d STRAP SHEATHING PER PLAN '��' CONN. PER i I � I I I � = o > '1-
<br /> C O M M O N � 4"o.c. Da. S H E A T H I N G � SECT. F-5.0 ( s/6 � O F 5 1.7K i � � ; � � w O
<br /> STAGGERED PER PLAN i �Y� � JOIST MFR. NOTE: ; ? �m � �
<br /> 2-16d COMMON „ � � � i NP• DESIGN JOIST FOR 9.66K ' '
<br /> = JOIST GIRDER , „ , / � � f�1x1 '-0" w/4-3/4"� / \ WORKING STRESS AXIAL a o
<br /> WALL ANCHORS _ � 6"o.c. _ � i I I PER PLAN �P 2 -� � I i SEISMIC/WIND LOAD THRU N
<br /> � 48"o.c. •i� •�� �� 2x6 CONT. DE � � A325N BOLTS i �
<br /> I � � � (COORDINATE BOLT GIRDER TOP CHORD p
<br /> SEE DETAIL a �
<br /> b 5/is GAGE w MFR. � � �
<br /> STIFFENER PER PLAN i WOOD PLATE 4x6 TOP PLATE ��; AT JOIST MFR. NOTE: I I �y2� i�P. I ( / ) � � � M o � � .-
<br /> 4x TOP PLATE w/ (NOTE: INSTALL 4x6 BY BAR BETWEEN JOISTS SPLICE DESIGN JOIST FOR � HSS COLUMN '�a I I � � .� � N Q,
<br /> �/8"� A.B @ 2 ."o.c STIFFENERS w F46 JOIST MFR. W 3_�j8��� A B K I � PER PLAN � o � � � � �.,, �
<br /> � � 1 0.3 A T G R I D Q G A N D
<br /> (EMBED 6" MIN.) HANGERS EACH END (EMBED 6" 9.3 3K A T G R I D S Q 1 O & B A R J O I S T ° � I I � ° - o
<br /> � � � � � o o ; -o� v
<br /> W H E R E S T R A P S O C C U f�) M I N I M U M) �4 WORKING STRESS AXIAL � � PER PLAN � I � � .
<br /> 2-#4 CONT. AT SEE DIAPHRAGM NAILING \ „ ,' � � � o .
<br /> TOP OF WALL 3"' � � � ' W I N D/S E I S M I C L O A D I ��4 3/4x6x0'-6 I I ' '�^ -� c•i �
<br /> SCNEDULE FOR ADD L 2-#4 CONT. AT A P P L I E D A T B O T T O M ( STABILIZER � (TYP.) � o =_= o i'� � v � `r d`��,
<br /> 3x6 & 4x6 STIFFENE � TOP OF WALL � � O F S E A T � I i o D O N O T W E L D T O I ' i� � ,' B A R J O I S T P E R � o °; o �
<br /> L8x4 x Y2 CONT. LLV REQUIREMENTS I � � � I � ii ii PLAN TYP. rn �' �
<br /> WITH #4x1 ' 6" � P.C. PANEL � � JOIST GIRDER) _� � ) � � �'' `- `�'•
<br /> � �� � � �
<br /> SEE ELEVATIONS 3/4x6x0'-6" STABILIZER HSS COL. PER PLAN � '�---J o BRACING PER
<br /> � 18 o.c. SEE SECT. B-5.0, FOR THICKNESS
<br /> DET. b AT SPLICE BRACE BY �� R (DO NOT WELD TO JOIST MFR. ER d,�
<br /> P.C. PANEL JOIST MFR. & REINFORCING 3 JOIST GIRDER) JOIST GIRDER J G +�,��,
<br /> SEE ELEVATION FOR BAR JOIST PER PLAN PER PLAN y�� ` ��
<br /> BAR JOIST P.C. PANEL <
<br /> REINF. & THICKNESS PER PLAN Y2' SEE ELEVATION FOR '
<br /> THICKNESS & REINF. d��r�s ••°`�,y`'�
<br /> SECTION A- 5 . 0 SECTION B - 5 . 0 SECTION C - 5 . 0 SECTION D - 5 . 0 SECTION E- 5 . 0 � � �
<br /> � o � `
<br /> SCALE: 3j4„=1'-0" SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" SCALE: 3j4„=1'-0" SCALE: 3j4»=1'-0" Z � �o� � � �
<br /> �--� tY, y o o E � w
<br /> ,> w a w �°'^ � 3 �
<br /> �y2 �Y2�� L6x4xY2x1'-6" PER PLAN :-
<br /> w/3-5/8"�x5" W.H.S. 2 ROWS 10d COMMON
<br /> ' ' & 2-#5x3'-0" � 4"o.c., STAGGERED a z � a�' � �_
<br /> _ 2 ROWS 10d PER PER PLAN � � Z � �*'`� N °' �
<br /> � [VARIES] � � W a;�� �° �
<br /> N NOTE: LOCATE CONN. COMMON 4x6 BETWEEN JOISTS �� � �
<br /> � 8"o.c. FOR GIRDER ARCH. x � z o � •• � � �
<br /> � �- 2'-0" FROM EACH JOIST AT PANEL i�4 „ i & COL. i � 3 " o TL
<br /> C�? 4"o.c. w 5-/4 � M.B. ,ti ��, � � �,
<br /> » END OF 4x6x10'-0" JOINT (TYP.) [PER PLAN] 6 Y2 � , 3 „ STAGGERED a�� a � �
<br /> �'}'4x4Y2x0'-9 ONE /a 3' 4/4 PER PLAN BM a �n � � �
<br /> SIDE w/2-3/a"� (NOMINAL) BLOCK. � � --�' 2 2" L3x3xY4 AT EA. � � z � m
<br /> CARRIAGE BOLTS �� 4x6 LEDGER �� R PER SECTION � i/4 2" MIN. ^' °'o �, __
<br /> � JOIST-TO- I J-5.0 JOIST (TYP.) i Qq � � � m �
<br /> DRAW HEAD FLUSH � � BTWN JOISTS GIRDER " , GIRDER �, � z � 3
<br /> � � � w 4-3 4"� o N G R I D /a 2" M I N. �. R� � �� � - �
<br /> 2 ROWS 10d COMMON � Y2 N � x4x2'-4' WOOD PLATE BT JOIST MFR. o �, ...
<br /> � 4'o.c. STAGGERED � (BEND AS REQ D) & C O L. � ��� N U _
<br /> _ E P. BOLTS GAP � CONN. PER 23'-0" ATTACH TO TOP CHORD � � �`n co �' � o
<br /> SHEATHING �/4 12" � , „ SECT. F-5.0 SUFFICIENT TO TRANSFER 3.OK c�t � o.� � N •
<br /> 3/s � a: E M B E D 4 Y2" „ � �'/8 x 4 x 1 -6 .-� � c�.m o �
<br /> WOOD PLATE � 4x6 BLOCKING FULL � � � C O N D I T I O N PER PLAN � 3 � �� 4x6 DF#2 , �cH END SHEATHING TOP & � TO SHEATHING DIAPHRAGM) gAR JOIST �' � n °'
<br /> BY JOIST MFR. L E N G T H O F J O I S T �/4 I /ex1 -4 BENT �' BTWN JOISTS i �i s �s' a o T r o M
<br /> B T W N �O I S T S B A R J O I S T 5�16 J-5.0 nP 3�6 � P E R P L A N
<br /> S H E A T H I N G GIRDERS SUPPORTING P E R P L A N 3� S H E A T H I N G P E R P L A N � U � �
<br /> PER P1�4N STIFFENERS CONDITION AT PER PLAN _ _ �N�� H-5.0
<br /> PANEL JOINT � � � � mo F-5.0 0 0 � �� I I --- - �
<br /> � ° ° � m� �� , 2 , � z
<br /> � � I o _ m� � �
<br /> STIFFENER PER � SHEATHING [VARIES] � f�2x15x1'-6" JOIST MFR. NOTE: ' ° � N zN``' Q
<br /> � �� I '
<br /> DIAPHRAGM `n � PER PLAN w/6 /$ bx5 DESIGN JOIST & GIRDER � � NOTCH BENT - FINISH I ( ^
<br /> � BAR JOIST Max. W.H.S. FOR WORKING STRESS 2�� I R AS PER ARCH. � � � � 1..�.
<br /> i STIFFENER � I � i � . I = n- -JOIST Gi DER
<br /> NAILING SCHED. G,4P REQUIRED
<br /> PER PLAN I PER PLAN �/4 2"MiN. WIND/SEISMIC AXIAL FORCE � ��2 " > JOIST MFR. NOTE: o � � PER P N TYP. STEEL BEAM
<br /> / OF 51 .7K � 1x15x1'-10' BRG � � � � � � �
<br /> `�- � � I �'P• �' w 2-3/4"� A325N DESIGN JOIST GIRDERS 5/i � � � PER PLAN
<br /> JOIST '�4 2"MIN. � � � i � �16 \ BOL S TO EACH FOR 33.3K WORKING � � __ _ I � \ 1x15x1 '-10" BRG 4_#12 I � z r
<br /> _ � JOIST GIRDER � � SCREWS AT EA. �16 2�i2 �''p� JOIST MFR. NOTE.
<br /> PER PLAN � ( �n ' ' STRESS WIND SEISMIC FL' w/2-3/4"� A325N �
<br /> � � I � � np. AXIAL FORCE BOLTS TO EACH STUD (TYP.) � DESIGN JOIST FOR � O
<br /> /a � 4Y' 1Y2' JOIST GIRDER � I 2.OK WORKING STRESS U ~
<br /> � � JOIST MFR. NOTE: '
<br /> � � t�
<br /> �o--- o DESIGN JOIST FOR 2.OK �L,6x6x3/4x � _ � ��4 � i o ��4 � � � AXIAL WIND/SEISMIC � lJ
<br /> ` � ' �P' ( �J��� � �P' CONT. L3x3�'4
<br /> � I � WORKING STRESS AXIAL 0 -10 BETWEEN
<br /> I � � o LOAD APPLIED AT Q w Z
<br /> \\ i WIND/SEISMIC LOAD APPLIED `- 1" 10" 1" HSS COL. PER PLAN I I o ; � COLUMNS (TYP.) I BOTTOM OF SEAT O =
<br /> BAR JOIST AT BOTTOM OF SEAT 4 CONT. AT � 600S137 43 � � W
<br /> BRACING PER # JOIST GIRDER - I ( 3/8" GUSSET �B `~
<br /> PER PLAN �/4 TOP STUD � BAR JOIST (33KS1) STEEL 200 WORKING STRESS �
<br /> JOIST MFR. WOOD PLATE BY JOIST ( I 3 PER PLAN (TYP.) I � �(' THRU > I I
<br /> OF EMBED BEYOND COLUMN STUD � 24'o.c. WIND OR SEISMIC LOAD � � Q
<br /> MFR (ATTACH TO TOP � /4x6x0 -6" PER PLAN � I 3/4x6x0'-6" _ I_ � APPLIED TO JOIST TOP CHORD .� � �- >
<br /> JOIST GIRDER CHORD SUFFICIENT TO P.C. PANEL STABILIZER �(' ' � >
<br /> (DO NOT WELD HSS COL. � I STABILIZER � � #10 SCREW AT L8 � � �
<br /> PER PLAN TRANSFER 2.OK TO SEE ELEV. FOR (DO NOT WELD 16 -0 EACH STUD, 800 WORKING STRESS
<br /> SHEATHING DIAPHRAGM) THICKNESS & TO JOIST GIRDER) PER PLAN TO JOIST GIRDER) EA. SIDE (TYP.) WIND OR SEISMIC LOAD �� Q �
<br /> REINFORCING -
<br /> 600T150-43 APPLIED TO JOIST TOP CHORD � �
<br /> (33KS1) STEEL .,,F_ w
<br /> SECTION F- 5 . 0 SECTION G - 5 . 0 SECTION H - 5 . 0 SECTION J - 5 . O TRACK �nP., SECTION K - 5 . 0 � °� � w
<br /> SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" �
<br /> Z � W
<br /> U �
<br /> PER PE PLAN
<br /> G [PER PLAN]
<br /> BEAM ARCH.
<br /> PE PLAN i WT5x22.5x0'-9" � Q u�i
<br /> 4x6 PER WITH 3-3/4"� REMOVE TOP & W N
<br /> PER � PER PLAN BM � SECT. K-5.0 BALANCE PER A325N BOLTS BOTTOM FLANGE �
<br /> SECTION K-5.0 PER PLAN � BRACE � N
<br /> ARCH. i 3/8 CAP �' SHEATHING CONNECTION "'
<br /> L-5.0 3/8 CAP R PER PLAN 1Y2" - Q �
<br /> # � 23 -0" � BALANCE PER 4x PER SCREWS TYP. �-
<br /> � 4x DF 2 w 3/4"� M.B. � 4x PER 23'_p�� PER LAN MAX 4-#10 TEK 0 0
<br /> � 24"o.c. STAGGERED � SECT. L-5 0 ''" �" -- #4 CONT. AT � )
<br /> 23'-0" � �--- � --- �-- � SECTION K-5.0 ��� SECT. L-5.0 �
<br /> ����j�� � SHEATHING TOP STUD OF
<br /> SHEATHING I � � SHEATHING � � AND L-5.0 P PER PLAN EMBED ft 12'-9" MAX. 0.157"�x1Y2" HILTI � N
<br /> si �
<br /> � � � PER PLAN � � i PER PLAN ; � E 23'-0" K-5.0 , � X-U FASTENER � (J] "�
<br /> � � .�� ._��_____
<br /> � �� � PER PLAN 1 r K-5.0 � ��_-�1 X X 6"o.c. MAX. (8 � m
<br /> SCREWS MIN.) Q °'
<br /> � N �N � \ �
<br /> "� ( � � � � � � �� ` � � � � � � � � ` � P.C. PANEL � � 350S125-43 (33ksi) �'
<br /> I i � �- ----�i � � � � 24'o.c. (MAX.) w
<br /> � � - L PER SECT. � E � I � . __ ,__ i i ;� � _ ° � °O SEE ELEV. FOR /ADJUST AS � U �
<br /> I TOP & � � � �" � e p_ 4 -i _5 - - I l ! I \
<br /> � i � � N , � K-5.0 FULL - � � � �_ � REINFORCING
<br /> B NOTCH L LEG � 3�6 3" BOTTOM � I i _ � II� �� ; ; STEEL BEAM LENGTH OF : ; ��4 i I I i ''� � =N � - �- - � �� ; „ i REQUIRED AT FLOOR � a
<br /> � AT BOLTS AS I i � E PER PLAN � ; � i � II ?, � f � N - ; � � JOISTS) W W u� '
<br /> a REQUIRED ( � i I I � ! BEAM (TYP.) � � �,p. - - N � � CONN. , � � o0 I
<br /> � I ( ��4 I I --- � ; i ��4 I I ;, _ ^ J
<br /> If I
<br /> � � I ' i I � ; �N � ?` � J �'- �
<br /> � � ?� STEEL:;�3EAM 350T125-43 W N
<br /> � STEEL BEAM i q € i�
<br /> � PER PLAN � � L3x3xY4 � �'P 1 I I � � 1Y�'' � 1 ,�. � � T12p. PER �L�N (33ksi) (TYP.) w
<br /> ' " �� WT5x22.5x0 -9" „ STEEL BEAM , 1Y2" - �
<br /> 10 -0 o.c. MAX. /4 � � � t ; , „ '
<br /> � WT5x22.5x0 -9
<br /> v � � & AT BOTH HSS COL. I � �Y2 t E ! w 3-3/4"� A325N W/3-3/4"0 A325N � � �Y2 PER PLAN ` i�4 EMBED �j' PER _ _ _ _ _ _ _ _ __ � ]c �
<br /> g , � MAX. � SECTION G 5.0 x •
<br /> FINISH � ( ENDS PER PLAN I I I MAX.-.# `�` BOLTS (TRIM FLANGE BOLTS (TRIM FLANGE I I �,P (NP•) ;; _ • G
<br /> z I
<br /> � PER ARCH. � I BAR JOIST ( � �P� AS REQ'D) (TYP.) AS REQUIRED) (TYP.) � I , 9'-0" O w
<br /> � PER PLAN FINISH HSS COLUMN L3x3xYax0 -4" P.C. PANEL = 350T125-43 W �
<br /> `� PER ARCH. L3x3xY4 AT BEAM L3x3xY4x0'-4" (TYP.) PER PLAN w/3/4"� EXP. BOLT w c.� � (� U u�
<br /> SEE ELEVATION (33ksi)
<br /> � � I ,� ,�. I I L PER SECT. � , FOR THICKNESS Q BLOCKING W Z Q
<br /> = I I � I I I (EMBED 4Y2„) � � V w
<br /> �
<br /> � I I L3x3�'4x0 -4 ( I � � � � ; K-5.0 (TYP.) � & REINFORCING FINISH GLAZING � � �' �
<br /> � I � BALANCE PER � � ; ; � ` � � ( PER ARCH. �� � Q o � .
<br /> � TI � � � -- � � � � 3 � 3 _g PER ARCH. � Q �,
<br /> a I SEC ON K-5.0 � � _� �2 PER z
<br /> � ,
<br /> " 16'-0" 16 -0 __ � : _.`. ���� ..m� 16'-0" , � ` ..a, � � 16, �„ �w� �� �� ARCH. � sheet
<br /> � 3/16 TYP. � _�__..�. TYP. 3/16 I I 1YP. � 3/t6
<br /> � nP. �,16 ENTRY FRAMING DETAIL �
<br /> o �,6 i..�
<br /> >
<br /> ° S ECTI 0 N L- 5 . 0 - - - - � •
<br /> � SECTION M 5 . 0 SECTION N 5 . 0 SECTION P 5 . 0 SECTION R 5 . 0 0
<br /> � SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" SCALE: %4"=1'-0" SCALE: 3/4"=1'-0" � 7 OF 10
<br /> �
<br /> �.,
<br /> �
<br /> M
<br /> u1
<br /> Y
<br />
|