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A eE fir/ D o U N Y U WINDOW SCHEDULEcc C�■� DIMENSIONS (ROUGH OPENING) c MARK ORIENTATION WIDTH HEIGHT OPERATION FRAME FINISH GLASS TYPE MANUFACTURER MODEL REMARKS 0 NORTH 5'-5 3/4" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 3 1 a NORTH 1'-8" 8'-2112" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 3 WEST 41-5" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE o 3 NORTH 61-5" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 4a NORTH 3'-0112" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 4b NORTH 3'-0112" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE N 5 NORTH 6'-0" 1'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE :,. 6a NORTH 3'-0112" 11-6- FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE o 6b NORTH 3'-0112" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE Ln 7 NORTH 6'-0" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE N 8a NORTH 3'-0112" 1'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE o 8b NORTH 3'-01/2" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTS `" M 9 NORTH 6'-0" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE ® + 10a NORTH 3'-0112" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE _ } 101) NORTH T-01/2" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE a W Z 11 NORTH 31-4" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE co U Z 12 NORTH 3'-4" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE W _O 13 WEST 11-0. 8'-3 7/8" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE °C a 14 WEST 1'-0" 8'-3 7/8" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE d 15 SOUTH 3'-4" 8'-3 7/8" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 'i W N 16 SOUTH 3'-4" 8'-3 7/8" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE o oC 17a SOUTH 3'-01/2" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE Y 17b SOUTH 3'-0112" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE `a O 18 SOUTH 6'-0" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 19a SOUTH 3'-0112" V-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE WILL- W 19b SOUTH 3'-01/2" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE N_he = Q 20 SOUTH 6'-0" V-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTEcu 21a SOUTH 3'-0112" V-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE Y 21b SOUTH 3'-01/2" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE �o 0 22 SOUTH 6'-0" V-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE Q; EP 23a SOUTH 3'-01/2" 1'.6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE a z 23b SOUTH 3'-01/2" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE SOUTH 3'-4" 8'-21/2" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 26 SOUTH 3'-2" 8'-2112" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE SOUTH 5'-51/2" 8'-2 718" FIXED/CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE SEE ELEVS FOR OPERABLE LOCATIONS 8 NORTH 5'-6" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 29a NORTH 3'-6" 9'-4" FIXED ICASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 29b NORTH 3'-7" 9'-4" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 29c NORTH 3'-2" 8'-6 5/8" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 30a WEST 5'-0 314" 9'-4" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 30b WEST 3'-6" 9'-4" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 30c WEST 3'-8 314" 1'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 30d WEST 3'-11" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE �k 30e WEST 5'-10 314" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE WEST 5'-81/2" l'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 31 NORTH 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 32 INORTH 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 33 INORTH 3'-10" 4f-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 34 NORTH 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 35 NORTH 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE EGRESS WINDOW,REPLACE IN EXISTING OPENING,VERIFY SIZE 3070e' 36 NORTH 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 37 NORTH 31-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 38 WEST 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 39 WEST 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 40 WEST 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 41 WEST 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 42 SOUTH 3'.10" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE EGRESS WINDOW,REPLACE IN EXISTING OPENING,VERIFY SIZE 43 SOUTH 3'-0" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE w�R �r 44 SOUTH 3'-0" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 45 SOUTH 3'-10" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 46 SOUTH 3'-10" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE ' -4 47 SOUTH 3'-1 ON 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 48 SOUTH 31-4" 41-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE 49 SOUTH T-4- 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE .� 0 EAST 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE + ' 51 EAST 3'-4" 4'-10" CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE REPLACE IN EXISTING OPENING,VERIFY SIZE fi 52 SOUTH 3'-2" 9'-4" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 53 SOUTH T-21/2" 1'.6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 54 SOUTH 5'-51/4" 9'-4" FIXED/CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 55a EAST 5'-71/4" 9'-4" FIXED/CASEMENT TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE 55b EAST 5'-9" T-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE principal architect TK 55c EAST 5'-103/4" 1'-6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE project manager CG 55d EAST 5'-10 3/4" l'-6" FIXED TBD DOUBLE PANE,LOW-E_ DYNAMIC STEEL ARTE 55e EAST 5'-31/2" T.6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE drawn by KN,ER,SK ,L5fl EAST 5'-0 3/4" 11.6" FIXED TBD DOUBLE PANE,LOW-E DYNAMIC STEEL ARTE checked by job no. 13054 EXTERIOR DOOR SCHEDULE W INDOW SCHEDULE NOTES date 1012412014 LOCATION(TO 1. ALL WINDOW DIMENSIONS REPRESENT ROUGH OPENINGS, CONTRACTOR TO FIELD VERIFY ALL DOOR TAG ROOM) ORIENTATION OPERATION HEIGHT WIDTH HARDWARE TYPE MANUFACTURER MODEL NO. ROUGH OPENING DIMENSIONS PRIOR TO ORDERING WINDOWS AND DOORS. 2. REFER TO STRUCTURAL DRAWINGS FOR REQUIRED WIND-LOAD DESIGN CRITERIA. 001 LOWER LEVEL EAST SWING 6'-9" 3'-2" DYNAMIC STEEL ARTE 3. PROVIDE SAFETY GLAZING WHERE REQUIRED BY CODE AND WHERE INDICATED ON DRAWING SERIES A3.0- EXTERIOR ELEVATIONS. revisions: 101.1 MEDIA WEST SWING 8'-211116" 2'-95/8" 4. MANUFACTURER TO VERIFY LOCATION OF EGRESS WINDOWS PER CODE. 101.2 MEDIA WEST SWING 8'-211/16" 2'-9518" S. ALL OPERABLE WINDOWS TO OPEN TO EXTERIOR UNLESS NOTED OTHERWISE. 102.1 LIVING NORTH DOUBLE SWING 8'-21/2" 5'-9 5/8" DYNAMIC STEEL ARTE 6. REFER TO CURTAIN WALL DOOR SCHEDULE FOR ALL GLAZED DOORS. 7. ALL FRAMES AND ACCESSORY BREAK SHAPES FACTORY COATED TO MATCH PER ARCH SPECS. 102.2 LIVING NORTH DOUBLE SWING 8'-2112" 5'-9 5/8" DYNAMIC STEEL ARTE 8. RETRACTABLE ROLLER SHADES AT ALL MAIN LEVEL DOORS. 102.3 LIVING NORTH DOUBLE SWING 8'-21/2" 5'-95/8" DYNAMIC STEEL ARTE 9. MOTORIZED SCREENS IN LOCATIONS NOTED (MS). 102.4 DINING SOUTH DOUBLE SWING 8'-2112" 5'-95/8" DYNAMIC STEEL ARTE CURTAIN WALL DOOR SCHEDULE NOTES 102.5 DINING SOUTH DOUBLE SWING 8'-2112" 5'-9518" DYNAMIC STEEL ARTE 1. FIELD VERIFY ALL ROUGH OPENINGS AND CURTAIN WALL DIMENSIONS 102.6 DINING SOUTH DOUBLE SWING 8'-2112" 5'-9518" DYNAMIC STEEL ARTE BEFORE ORDERING WINDOWS 104.1 ENTRY SOUTH SWING 8'-3" 4'-9" 2. SAFETY GLASS (SG) ON WINDOWS PER ELEVATIONS AND AS REQUIRED 106.1 KITCHEN NORTH SWING 8'-1 5116" 3'-5114" BY CODE. 3. ALL FRAMES AND ACCESSORY BREAK SHAPES FACTORY COATED TO MATCH PER ARCH SPECS. 1 11-21-14 Master Addition 4. ASSUME 1/2"SHIM SPACE MAX.TYP, UNO. no. date by INTERIOR DOOR SCHEDULE LOCATION(To IFOR CONSTRUCTION DOOR TAG ROOM) ORIENTATION OPERATION HEIGHT WIDTH HARDWARE TYPE MANUFACTURER MODEL NO. 100.1 BATH 100 SWING 8'-11 112" 2'-7" 50% CONSTRUCTION 103.1 POWDER 103 SWING 8'-11112" 2'-7" DOCUMENTS 200.1 BEDROOM 200 SWING T-11112" 21-9" 202.1 BATH 202 POCKET T-11112" 2'-9" 10/24/2014 203.1 BEDROOM 203 SWING T-11112" 2'.9" 204.1 BATH 204 SWING T-11112" 2'-7" 210.1 BATH 210 POCKET T-11112" 3'-1" 210.2 WC 210B SWING T-11112" 2'-11 211.1 HALL 211 FLUSH BARN 8'-2" 4'-0" SLIDER WINDOW/DOOR SCHEDULE STL.MULLION LOCATIONS PER STRUCTURAL E 0 28 S-2" MS MS EGRESS WINDq N CLEAR R L co ✓ r . rn ✓ C EGRESS WINDOW r'r ` 31 32 J J 33 t t °° r3 ✓ —36 / 37 yU `29a 29b 2 \t 1 \ \4 3 M n N EQ O STL.MULLION EO MSIlk _MS EQ MS �+ LOCATION PER 4a 5 6a 7 8a 9 10a J' STRUCTURAL d m cc \ /r �� w � >_ a W Z 1a 1 7 ! rf 3 4b �\ r` r \ r m U Z 6b �� ,� 8b �\ /° 1011 11 tl 2 w W C, Q Q m _.. _ '106.1 102.3 rf ' 1 �` '/ � cn W H ............................_........ MAIN LEVEL FF o 100'-0" Cu � o Q L 0 0 y U— � WINDOW ELEVATIONS - NORTH � _ SCALE: 1/4"= V-0" Y W o Q rn STL.MULLION a z LOCATIONS PER STRUCTURAL EGRESS WINDOW MS MS MS MS 53 r ✓'' / ! 1 11 � f \ ! t r ✓ � .� .* 43 1 445 4 \ 47- 48 4 ! ! t 52 54 1 7 k EQ � SK-0O7 EQ EQ � EQ MS �- MS MS 17a 1 1 18 119a 1 20 21a 22 23a \ I 15 16 17b x 19b 21b 23b 24 \� 2 r � r — — — — — — — — 102.4 MAIN LEVEL FF 25 REPLACED WITH DOOR 100' OF N WINDOW ELEVATIONS - SOUTH SCALE: 1/4"= V-0" principal architect TK 11 project manager CG 55b 55c 55d 55e (55)f 30c 30d 30e 30f MS MS drawn by KN,ER,SK \\ ` STL.MULLION /'� ,/r ,�' checked by 55a LOCATIONS PER 38 39— ' ' 30b , STRUCTURAL r,r *� 40 41 job no. 13054 r \` date 10/24/2014 STL.MULLION LOCATIONS PER STRUCTURAL revisions: r 1 r \ r � 2 r � 13 14 O 2 11-21-14 Master Addition �\ r' 1 10/24/14 50%CD no. date by � r 2 ` 101.1 _.. _ .. _..._...___.._.._ ____ -_ __..... ...._. ......................... .._._.. .......__. _ .... ._ ..... EL FF __.. ..........._._ .._100'._-._.0"- FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS WINDOW ELEVATIONS-ADDITION WEST WINDOW ELEVATIONS - WEST 10/24J2014 \ c SCALE: 1/4"= V-0" SCALE: 1/4"= V-0" 001 W INDOW SCHEDULE NOTES CURTAIN WALL DOOR SCHEDULE NOTES 1. ALL WINDOW DIMENSIONS REPRESENT ROUGH OPENINGS, CONTRACTOR TO FIELD VERIFY ALL 1. FIELD VERIFY ALL ROUGH OPENINGS AND CURTAIN WALL DIMENSIONS WINDOW ROUGH OPENING DIMENSIONS PRIOR TO ORDERING WINDOWS AND DOORS. BEFORE ORDERING WINDOWS 2. REFER TO STRUCTURAL DRAWINGS FOR REQUIRED WIND-LOAD DESIGN CRITERIA. 2. SAFETY GLASS (SG) ON WINDOWS PER ELEVATIONS AND AS REQUIRED ELEVATIONS WINDOW ELEVATIONS -EAST 3. PROVIDE SAFETY GLAZING WHERE REQUIRED BY CODE AND WHERE INDICATED ON DRAWING BY CODE. WINDOW ELEVATIONS -ADDITION EAST SERIES A3.0- EXTERIOR ELEVATIONS. 3. ALL FRAMES AND ACCESSORY BREAK SHAPES FACTORY COATED TO SCALE: 1/4"= V-0" SCALE: 1/4"= V-0" 4. MANUFACTURER TO VERIFY LOCATION OF EGRESS WINDOWS PER CODE. MATCH PER ARCH SPECS. 5. ALL OPERABLE WINDOWS TO OPEN TO EXTERIOR UNLESS NOTED OTHERWISE. 4. ASSUME 1/2"SHIM SPACE MAX.TYP, UNO. 6. REFER TO CURTAIN WALL DOOR SCHEDULE FOR ALL GLAZED DOORS. 7. ALL FRAMES AND ACCESSORY BREAK SHAPES FACTORY COATED TO MATCH PER ARCH SPECS. 8. RETRACTABLE ROLLER SHADES AT ALL MAIN LEVEL DOORS. A0m21 9. MOTORIZED SCREENS IN LOCATIONS NOTED(MS). � | ! ' | / - ------- - � 10003 E 3�3 to to co LO co co CD rn ---------- -- _-_--'-1-3-�-8- ./ � LU z Lu A 10 co CD co BUILT-IN C/ ca BANQUETTE W1 J- KITCHEN DAY BED 4 2 "0 CWD '11P1 A A5.04 W4 W4 ISLAND am"4�-) 0 cl� 00 ew]elz� an ft"t 0"0"a-- -V11 i 1 0 : . : 4( 1 1 1 I(K�-008 6 4 _-_-_-------- --- ' _______ __ ____ MEDIA -5 PORCH LIVING/ DINING CjKD F101 Ali UP Pi 71 A> 10 ENTRY 103.1 ORD 5 A5.00 POWDER- 2 principal architect TK 4 F31 F3 3 project manager CG BATH 21"40" checked by job no. 13054 I LLJ _ � _ --. ____ __ ____ __ ____ ................�� LA date 10/24/2014 1 0 no. date by em 0- V==~C-�� C, W� �_�p o� * (FLOOR PLAN LEGEND l. VERIFY ALL EXISTING DIMENSIONS |NRB0 PRIOR TO FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 10/24/2014 NOTES 0 ul I-7P/1\-B\.. EXISTING CONSTRUCTION TOREMAIN COMMENCING CONSTRUCTION. Lu MAIN LEVEL FLOOR Z. THERE WILL DENDCHANGE TOEXISTING BUILDING FOOTPRINT. PLAN -----'---- --- - --- '- - - - ---. ]. U.N.O,ALL DIMENSIONS ARE TDGRIDLINE, F.O. FRAMING OR F.O. CONCRETE. NEW CONSTRUCTION 4. WHERE GRIDLINE COINCIDES WITH EXTERIOR WALLS, GRIDLINE O l' 2' 3' 4' 8' lZ' ~ F.O. CONCRETE OREO. FRAMING U.N.O. A2ul 0 ' _-- A4.1 1 A3.10 15 A 10 0 tit cli cli BENCH BEDROOM 5 BATH MASTER -4 2 BEDROOM A5.06 6,1: CLOSET BATH C9D PART11 [ON OPEN TO BELOW 8 6 Pi SMOKE BUILT-IN 3 12 A5.08 10 A5 08 DETEC OR DAYBED <Pl-A ABOVE �_EQ EQ lk HALL A5.05 10 ALIGN 7 SOFFIT ABOVE 16 BENCH WHOOKS ABOVE mi W/D SOFFIT A13OVE EMU ATTIC ACCESS HALL STACK BRIDGE ABOVE x 12 10 1.5 DN BEDROOM Pi A5.05 6 SLIDING MIRROR 3 OPEN TO BELOW I I.— ATTIC ACCESS 00 DRESSING GLASS 4 A5.07 2 41 pr SHOWER BUILT-IN BENCH A4.1 0 NMI FLOOR PLAN LEGEND NOTES l. VERIFY ALL EXISTING DIMENSIONS |NFIELD PRIOR TO B0��NGCDN3TRU��ONTORE���N [O��ENON� [ON�TKU[T|ON. 441 2. THERE VNLL8ENOCHANGE TDEX|SONCBUILDING FOOTPR|NT oZj ������ //*'� /`u' pu - -� ]. U.N.O, ALL DIMENSIONS ARE TO C0DUNE, F.O. FRAMING OR iL�� `--^ F.O. CONCRETE.NEW CONSTRUCTION 4. WHERE GRIDLINE COINCIDES yNTHEXTERIOR yyALLS. GRIDLINE O l' 2' ]' 4' 8' l2' F.O. CONCRETE OR F.O. FRAMING U.N.O. | | � CID A4.12 A4.11 CM co UJ z Lu cc A3.1 0 A4.1 0 A 10 co UJ Ln Lu SCUPPER LOCATION TBD, ' | LOW ROOF,PLANTED cc BENT STEEL CANOPY/FASCIA, C)r-, PAINTED Q) GUTTER SLOPE (E)SLOPE (E)SLOPE -SCUPPER LOCATION TBD, DRAIN TO LOW ROOF CUSTOM STEEL CUSTOM STEEL CHIMNEY CAP CHIMNEY CAP -SLOPE (E)SLOPE ------------- -- W. (E)SLOPE Op (E)SLOPE (E)SLOPE principal architect TK p roject manager CG drawn by KN,ER,SK checkedby -_ ___ job no. 13054 ``--/ ..............._____- __ / ....................................... _ __ date 10/24/2014 | � | | � no. date by FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 10/24/2014 / ! | � ' FLOOR PLAN LEGEND NOTES 1. VERIFY ALL EXISTING DIMENSIONS |NFIELD PRIOR TO z EXISTING CONSTRUCTION TDREMAIN COMMENCING CONSTRUCTION. 2. THERE WILL OENDCHANGE TOEXISTING BUILDING FOOTPR|NT. Lu ~rROOF PLAN ---------'''-- - -- - ------ 3. U.N.O, ALL DIMENSIONS ARE TOGRIDLINE, F.D. FRAMING OR cƒ �� z NEW CONSTRUCTION F ON 'O' CONCRETE. CL 4. WHERE GRIDLINE COINCIDES WITH EXTERIOR WALLS, GRIDLINE ~ F.O. CONCRETE ORF.O. FRAMING U.N.O. 0 l' 2' ]' 4' B' lZ' (�) (�) ( ) (�) J) i � -...... :1 :: ! : �w ,z :,i -1.1�l,1 . i I-.1. i LF,.i I 'I.L 1.Ll;...., ,�.... _� !.:.;� I \L I __ _ LL I I . _:4 1 1 [ , u-0 < � I --] I ��� �� ���� �_ - 1. I : ",7;:�,i :. . . , ��:j �[ ��L....�1 1�� , IL - ,- 11 I I " �_ � � �! j I I 11..�, L I 11 ; �� j: 1 "i i .. ,_!I 1j, !.� i , . 1__,_�' I , . "' ') ,." % ALIGN SEAMS WITH WOOD SHINGLE SIDING1!��� �:.....;1_J.t_L_h1l _, - _J_�__:4 I'__ L�. :, I �� _ �. ( )�1 . | (�) (�) (�) (:� (�) *) : (�) 0 / | tr .; ) t�k ' | i z : �� BOARD-FORM C.I.P.CONCRETE BOARD-FORM C.I.P.CONCRETE i : i CHIMNEY w/CUSTOM STEEL CHIMNEY W CUSTOM STEEL i I ; CAP,PAINTED CAP,PAINTED . : principal architect TK � . , , .�:.ii ':i !:�, .�,` , Nzi : � 11 I � I ,.�!I T I., '!I '�[JI; J :i, : i ) I,I" :,i 1! "i -���.�[ 1 i�: �� -, , 1, . ,z ,�; J.'' "J, "� _ .1� ,� 1. , ,� .'U.!J...�i._ I � \ % . ,!:. i i i / �� ��; :� 1 1 " " , [- i f I �"') : , i 11 ; I . ; : ; ::� : _____41' L 'r i I . � : . :. : STEEL BEAM PER � I — � � --- : z 4 STEEL BEAM PER >- E�� � =Ii:!�� � - ,[ 1! i 1.:� ! !: 1: : �:��1 j�.�,I�11� j�,j.�: I ] /� L ; 1� ; �) :1 :i ,t ,, , � � � I I i I , � � ! ,` � :: i : . i . \ / \ \ / : .i - . : : : i :: i ;; ;: : :L : ,� � 1 � ;: 1 1 1 / t :1 i �1 ,, \ / / ;; :: I . I - I dj!:_T�_! t 2 1�'. � .. __��__�:� �� 1 1 \ i �]:i — STEEL COLUMN PER I : 1 I I t M � E! �,ijj� �] �!! !! !! . ;: i _ t : � : .......-. ......... .......................... ....... ....................... ......... .......................... ......... I - -- -L I� .._. ...... ... � 1- -. ,- � I � -L 7� , 1i ; -------------------------......- -..._....._....._. _._..................... ,_--- L.: L --4.,,-;,�- . ......................______.__............................__...................._____---...-______- ,- . .. - - .. __ .- __ -...�........�.....'. - - - ...........�......... __ 11 i i,�:,, , i 4 4; 1 :. : i�L _ - - i _�_]L -...-Ll-1-......W ...� 1 . .. dF......1 � \ : I � | /,,�' D A,, ^`.~' ``~� 1 L | | WD.GHINSBSIDING "-- THERNALU�BROKEN STEEL FRAMED DOORS AND VNNDOVV8. ���R � /-o TYPICAL THROUGHOUT Q4 3 1.5 1 o y Y V Y L f6 BOARD-FORM C.I.P.CONCRETE -------------.......................__..........._..._._.._.._._..........._......_........._.............._..... o lin CHIMNEY w/CUSTOM STEEL ........._..---..._....._............_...---- ... ......... ---.........._._....... __.. I 0 CAP,PAINTED ---.....__..._........................................................................................................................... 3 --.....--------------....---._........................................................................ - - -- ....._...... - .._.............. ........................ ......... ............................ ... ............ (E)T.O.UPPER ROOF M : --_.... . _..____.... 128'-6" CD ..............._. ........................ ....._... I itoLO to CD , , 1<. m i I I II E- •I T.O.LOWER ROOF — > — IILLI z 120 5112 — , <. ., , T.O.STEEL-LOW ROOF ,- 120'-0 _ ,4 ,� Y I I 'I — :. �• .. -.i. 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CAP,PAINTED CAP PAINTED (E)T.O.UPPER ROOF -- -- - 128 6 principal architect project CG WOOD SHINGLE ROOF drawn by ER SKTY IC checked by job no. 13054 T.O.LOWER ROOF e 10/2412014 W ROOFT 0 STEEL 4 STRUCTURAL PAINTED -BROKEN 44 48STEEL COLUMN PER STEEL WINDOWS 1 1 < 1-14 MastrAddition ............._ .. _. UPPER LEF.F. 2 10/24114T.O.STEEL-PORCH _ ........ _.. 50%CD --... 1 8-11-2014 Steel/Windows h109 _6 3/4� T.O.STEEL PORCH no. date by t ........ ------------ ........ ........................... ........ - y STEEL BEAM PER STRUCTURAL,PAINTED FOR CONSTRUCTION RAINSCREEN,RICHLITE50% CONSTRUCTIONSTEEL COLUMN, RAINSHAD0lPAINTED b DOCUMENTS7 10/24/2014 I. — MAIN LEVEL FF — .._. ..._.._ - _ f ° .._ 100 -0SOUTH & WEST 2b EXTERIOR WD.SHINGLE SIDING,TYPICAL ELEVATIONS THERMALLY BROKEN STEEL FRAMED DOORS AND WINDOWS, TYPICALTHROUGHOUT LEVATIONa A3mOl 1.5 3 cn ------------ CIO O ............... ......... ....... .... 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LU z ............ ......... ............. CC) U Y .............-.............................. ............... 0 ................. LLJ Ce BRIDGEC) HALL BEDROOM cn 206 .... .... 205 . ....... .......... ...... C2KD .2 ............................................................. ...... LL ............... T.O.STEEL-SOFFIT cu 0 0 ................................. ........... — — — — — — — —— '-0 _ 1'-5.11 LLo z UPPER LEVEL F.F. LIVING/ .......... .......... .......................- .. .... 1101- 11, DINING T.O.STEEL-BRIDGE 0 0 0 ................ ICU 109'- 111/4" ............. ........... ............. MEDIA...........................- O O ............— CjKD Fu 0-019 F0001 P MAIN LEVEL FF 111 . ........... ............- ....... 1001— 11 --CRAWL- ........................................ CRAWL SPACE SPACE Li N-S SECTION 2 ��IED Aol 2 W� SCALE: 1/4"= 1'-0" 1.5 2 O OF N principal architect TK ........... — — — — — — — — project man T.Oager CG .LOWER ROOF drawn by KN,ER,SK ............... '77—=,7;, 120'-5 1/21, V \\T.O.STEEL-LOW ROOF ............. ............................................................ L. :. ( 011 checked by job no. 13054 date 10/24/2014 MASTER BEDROOM 209 revisions: UPPER LEVEL F.F. .... ..................... ..........-.... ........ ............ - . ......... ............ ........ ...... T O. ----------- . ............. ............... T. STEEL-UP.FLOOR 109'- 101/2" T.O.STEEL-PORCH 2 11-21-14 Master Addition 6 3/4" KITCHEN 109' 1 10/24/14 50%CID no. dateby FOR CONSTRUCTION .................. ...... .... .................- ...... ........ 50% CONSTRUCTION MAIN LEVEL FF .................... ......... ......... ....... ........................ ...... ............ ....... .... DOCUMENTS ........... 1001-01, 10/24/2014 (E)FOUNDATION WALLS TO BASEMENT REMAIN,TYP BUILDING SECTIONS A A3ol 0 SECTION AT KITC�H I�Nl M IIIIII�BR o CO) CO O LJIJ O O Cl) ct C14 O CD O LL. O r, co Ln -d' C14 co cc C) + LU z o co U C" Z 0 LLJ -C, C) V) LU o LL z < C/) ca =�J ='Z3 CL 0 z F E.5 Q D C B.5 W-1 It 0�111 4M 4�,v W-M 4om 4— V�* N-6 2 A4.14 I I j — — — — — — — — — — — — — — — — — — — — (E)T.O.UPPER ROOF u 128 6"" L L- ED A C EEL-RIDGE T.O.LOWER ROOF T.O.ST (LOW) 4Q ............ . . .....- 120'- 51/2" (P T.O.STEEL-LOW ROOF -7 120'-0" OF N ........... T.O.STEEL-CLERESTORY J .................. 117 -3" MASTER BEDROOM WC SHOWER y BEDROOMBEDROOM principal architect TK C:9D 203 200 project manager CG 4 drawn by KN,ER,SK Author UPPER . .......................... checked by QC UPPER LEVEL F.F. ..................- .................. .......... ....... ...... LEVEL F.F 1101- 11, ................. ......... --- ....... -A T.O.STEEL-BRIDGE ...... .................. .... ..... ..... ............. ... ...................... ............. job no. 13054 7110 1 .. ...... ............. A T.O.STEEL-UP.FLOOR109'- 111/4" date 10/24/2014 T.O.STEEL 109'- 101/2" 109 -63/4 11 revisions: LIVING/ KITCHEN BAR/SITTING =06 DINING ...... MEDIA r0700 CIOD Li MAIN LEVEL FF �7 CRAWL 1 11-21-14 Master Addition CRAWL SPACE BASEMENT SPACE no. date by ..........- BASEMENT CKD FOR CONSTRUCTION Z 50% CONSTRUCTION DOCUMENTS L 10/24/2014 BUILDING SECTIONS A3ml I r MO00003 E Fllll� 2 1.5 2 O O F 0 C� Cl) et r3 R2 R2 3 R2 3 � �.21 A8.21 A8.21 L.L f,zt 1—Co a—, CD ........... .............................................. ................ ......-....................................... cc T.O.LOWER ROOF 7 ...................... ........ ....... ........ ............... .......... f , . I ; ) . - ---. __ ____--- -_ - - - --_ ---_ -_ _-_ >< > > > TP, i .O.STEEL-LOW ROOF 0) X 0" I /" ,,\ " ", ,k ,V V 120' V 7� T 7 7, T T > z BENT STEEL CANOPY/FASCIA, BENT STEEL 01 elo - PT1 L) 00 z C" CANOPY/FASCIA,PT1 BENT STEEL C WINDOW PER SCHEDULE z 0 4r NOPY/FASCIA, PAINTEDil T.O.STEEL-CLERESTORY ................... .......... ........ C) WINDOW PER SCHEDULE 117'-3" V) I.— A8.21 Ln �.21 BEAM PER STRUCTURAL Lu d!= MASTER MASTER MASTER LL z BEDROOM BEDROOM BEDROOM ra CWD C� CD WINDOWS PER SCHEDULE t2 10 2 F6 A8.21 < A8.21 All UPPER LEVEL F.F. 71 4 A 'y" V V r • A T.O.STEEL-PORCH t -------- .................................. BEAM PER STRUCTURAL PIP— 109'-6 3/4" 4IND BEAM PER STRUCTURAL ALIGN EXPOSED STEEL BEAM,PER 12 WD SOFFIT TBD STRUCTURAL,PTI A8.21 WD.SOFFIT TBD "ON KITCHEN KITCHEN KITCHEN W2 OK) QKD E IED) w C WINDOWS PER SCHEDULE 441 4 � .�21 0 N ................ ......... ....................... ........ ........ --- ----- ..................-... .......- ..............- ............ MAIN LEVEL FF ......... .... ..... ........ ..........------- .......... . . .......... . ..... Y k 100'_0 1, /11 A y V V V -FORM SITE WALL PER BOARD LANDSCAPE/STRUCTURAL PLANS J liprincipal architect TK I. 7: 7 COLD FLUID-APPLIED WATERPROOFINGproject manager CG ..... ....... ...... III_.:. III III III .... ..... .... _DRAINAGE PAN 3 _ yawn iHELD 4"BELOW GRADE EL WITH FILTER FABRIC III,-.I I' III -III III III7 4,4 -F ..I H........ .......... III ........... ....... .... .. ........ Ell I BASEMENT BASEMENT ........ .. III ------ --------- C9D cm) NC.WALL BOARD-FORM CONCRETE WALL date 10/24/2014 STRUCTURAL ABOVE GRADE,PER STRUCTURAL I - IIIV,� 3 .......... W3 revisions: CONC.S.O.G.PER CONIC.S.O.G.PER - LII III III STRUCTURAL L U STRUCTURAL STOP AT WALL/FOOTING VAPOR RETARDER 71 Al ICOLDJ IOINT T 171 -SURFA To_21, J, VAPOR RETARDER �El I 1—El 1, w i-JIII ..... ............. ]EI I --------- ------ Jll- 11 DRAINAGE FILL by I t no. date 7III III II1 . CONTINUOUS BENTONITE FOR CONSTRUCTION WATERSTOP AT WALLIFOOTING COLD JOINT 50% CONSTRUCTION III7_� p II .......... DOCUMENTS 4,�. ...... t ....... '{ SUB-SURFACE DRAINAGE ...... III10/24/2014 ------ ------- -------- CONCRETE WALL&FTG, PER STRUCTURAL WALL 1 _�ION�AT�KIT�CH�IN/�MIR�lO�UTH� WALL SECTIONS SECTION�NA�TK I�TC�HE N�/M I�RN NORTH ION AT KITCHEN/MBR EAST 2 2��– ML ..... ...... w If A ■ l I MO0003 E C, to L0LJ O O C=) 2 3 M CD cc C) C= C) r- co Ln R2 co CD �4 0) T.O.LOWER ROOF ® + .......... ..... ....... ......................... . ..... ........ ... ............ 120'- 51/2" LLJ z U 2F yI \_T.O ST.E..E"L"-"L'O'W,,,,R,O,OF,,,,,,,,,,, co V 120'-0" C" Y, Y Z 0 Lu C) CD V) LU Ln LL_ OC Q 4-r CD 0 0 C/) a ILL Z Y cc MASTER 52 BEDROOM GO C) C Z = T• CL 14 WINDOW PER SCHE LE A8.21 WINDOW PER SCHEDULE F6 EXPOSED STEEL BEAM,PER STRUCTURAL,PT1 Nq UPPER LEVEL F.F. ..... ........ 1 11 .............. . ..................... Y Y V Y 'i -T A A T.O.STEEL-PORCH A/J . ...... ........ ...... ......... ..........( ........... --------------------------- ------------------ X� t;,Y EXPOSED STEEL BE PER STRUCTURAL,PTI 109'- 6 3/4" WINDOW PER SCHEDULE BENT STEEL C PT1 KITCHEN D W. 44/ DOOR PER SCHEDULE F Ne. 106.1 11 F2 13 MAIN LEVEL FF — — — — — — principal architect TK Y e er CG \1 V V Y' drawn by KN,ER,SK J I . KN,ER ......... GOLD FLUID-APPLIED WAEIRPRIJUMN checked by .... ...... �d I DRAINAGE PANEL WITH FILTER FABRIC ''HELD 4"BELOW GRADE job no. 13054 J L date 10!24/2014 .. ..III.......... _I I % III III III III III III BASEMENT !.VVII revisions: .........'CONC WALL & FTG,PER ........ ... !STRUCTURAL III III H. CONC.S.O.G.PER ti STRUCTURAL --�_-cbNTINUOUS BENTONITE AT WALUFOOTING II III - r -COLD JOINT II I ......... II' III III I III.......... 17 SUB-SURFACE DRAINAGE T, .. J j POR RE p, �w........... r. 1 1 .......... . ........ no. date by ..III..;.-.. .. ..... .. ........ ......... ..... iz_ I i I . ....... FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 10/24/2014 WALL SECTION AT KITCHEN/MBR GASKET WALL SECTIONS SCALE: 1/2"= 1'-0" A A4ml 2 003 LEGEND NOTES C'' Q _J INDICATES NEW STEEL COLUMN 1. FOUNDATIONS SHALL BEAR ON 3.0 TSF SOIL AS PER GEOTECHNICAL INFO FROM AKRF ENGINEERING. 2. GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS r— REQUIRED BEFORE FABRICATION OF NEW STRUCTURAL Y , I ❑ ( INDICATES NEW CONCRETE FOOTING WITH ELEMENTS. c CONCRETE PIER.SEE TYPICAL DETAILS AND 3. B.O. FOOTING SHALL BE 4'-0"MIN. BELOW ADJACENT GRADE,AND o L—J SCHEDULE SHAL B.O.ADJACENT EXISTING FOOTING TYPICAL, U.O.N. THUS:[X'-XX"] 4. ALL EXISTING WOOD BEARING WALLS SHALL BE RE-SHEATHED INDICATES EXISTING FOUNDATION WALL- AND STRAPPED ACCORDING TO GENERAL NOTES AND TYPICAL BRICK AND RUBBLE @ MAIN WING,8"CMU @ WOOD SHEAR WALL DETAILS ON S-203 AND S-204. MASTER CUBE �n G_9_1/� INDICATES NEW 9-1/2"TJI 230 JOISTS @ 16" r- O.C.WITH 3/4 PLYWOOD SHEATHING c, rz m ---� INDICATES EXISTING JOISTS TO REMAIN to INDICATES EXISTING WOOD BEAM ® F rn Cn r--I LLJ Z U 2F cn x Z O LU C Ln LUI- A \ O D E E.2 E.5 F � w O O 00 O DEMO PORTION OF EXISTING FOUNDATION ' O WALL @NEW COLUMN BEARING.POUR NEW CONCRETE GRILLAGE BEAM ON TOP OF ILL EXISTING RUBBLE FOUNDATION WALL. SEENEW 12"CONCRETE FOUNDATION WALL. PROVIDE e Z #5 BARS @ 12"O.C. EACH WAY, EACH FACE. _ SECTIONS FOR MORE INFORMATION. PROVIDE#4 U BARS @ 12"AT THE TOP OF WALL. s � O NEW 3'-6"SQUARE x 12"THICK FOOTING WITH 645 BOTT EACH WAY. PROVIDE 20x20 CONCRETE PIER FOR NEW COLUMN ABOVE- CENTER ON COLUMN-SEE TYP. O - - - - --- - - - - - --- DETAIL.TRIM EX'G FOOTING AS - --- - ---- - --- - - -- - -- -- - - - - - ---- - - -- -- - - ° -- 7 REQUIRED FOR INSTALLATION ' S S3.00 PROVIDE#4 DOWELS AT 4'-0"O.C. - ° PROVIDE 2'-4"WIDE x 12"THICK �� VERTICALLY FROM NEW WALL d r ——————————————— CONTINUOUS WALL FOOTING WITH �2 INTO EXISTING WALL WITH HILTI 4-#5 CONTINUOUS BOTTOM BARS. 2'-0" 3'-0 -� 2'-0" 2'-0" HY-70 EPDXY,TYP. I I PROVIDE L-DOWELS INTO FOOTING z 1 I TO MATCH VERTICAL BARS AND 8 3 _ PROVIDE 2x4 SHEAR KEY. „ w a " I x I O _ - _ ---...... ._.. _........... o _ , _ I _ N cv I I d o N 777I ° d 1 I EXISTING BRICK/RUBBLE I 1 FOUNDATION WALL, TYPICAL a NEW 5"SLAB ON GRADE 0 1 d T-0"x3'-0"x12"THICK Opp O FOOTING WITH 5#5 -� - - BOTTOM EACH WAY ZD Nd° ----------------� .. _.............. .... ......_..._ ..... .._.._.._.... ..... .....___... .... _..__.. _..... .. ._._.._......... ..... ............_.._. ._.. ..__...... .._ ............. ... .. -. ......_.. .. i u O _ �. d `. d 18"x18"CONCRETE PER - — -- - d ° ��S4d�¢���'` I DOWN SES TO FFOTING-SEE TYPICAL ° d DETAIL FOR REINFORCEMENT. !° EXISTING FOUNDATION ° TOP OF PIER TO MATCH T.O. OF WALLS,TYPICAL EXISTING FOUNDATION WALLS, / V.I.F. 91 - O6'-10" i 1 5 principal engineer NO ° °d 6'-0" EXISTING CRAWL SPACE. project manager JRT ' ELEVATION VARIES,V.I.F. drawn by JA2 INFILL EXISTING OPENING checked by WITH NEW CONCRETE WALL, THICKNESS TO MATCH EX'G. job no. 15904 SEGMENT OF NEW 12" #5@12"O/C E.W. E.F. / WALL TO MATCH date 10/24/2014 LENGTH OF FOOTING 12"THICK CHIMNEY FOOTING 8"THICK CHIMNEY WALLS W/#5 @ 12"O.C. EACH WAY, EACH 2'-6" f w/#5 @ 12"O.C. BOTTOM FACE TYP. @(2)CHIMNEYS. revisions: EACH WAY,TYP. @(2) PROVIDE 245 ADDTL. HORIZ.& d i iv CHIMNEYS VERT.AROUND OPENINGS. o / V d j - O1 EXISTING SLAB-ON-GRADE,T.O. SLAB ELEVATION 92'-3",V.I.F. DEMO PORTION OF EXISTING FOUNDATION EXISTING BRICK/RUBBLE NEW T-6"SQUARE x WALL @ NEW COLUMN BEARING. POUR NEW FOUNDATION WALL,TYP. J 12"THICK FOOTING CONCRETE GRILLAGE BEAM ON TOP OF 2 11/21/14 Master Addition UNDER EXISTING WOOD WITH 645 BOTT EACH EXISTING RUBBLE FOUNDATION WALL.SEE 1 08/20/14 Steel Framing BEARING WALLS WAY. PROVIDE 20x20 SECTIONS FOR MORE INFORMATION. CONCRETE PIER FOR no. date by NEW COLUMN ABOVE- CENTER ON COLUMN- SEE TYP.DETAIL FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS , 10/24/2014 i FOUNDATION/EXISTING 1 FOUNDATION/EXISITNG BASEMENT PLAN BASEMENT PLAN ------------------------ S1.00 1/4"= 1'-0" S1000 RSA# 15904 o n LEGEND NOTES: 1. VERIFY T.O. EXISTING FLOOR/JOISTS IN FIELD. C a, Q J INDICATES NEW STEEL COLUMN 2. T.O. PIER SHALL BE V-0"BELOW T.O. EXISTING JOISTS. a 3. ALL EXISTING WOOD BEARING WALLS SHALL BE RE-SHEATHED Y r—, AND STRAPPED ACCORDING TO GENERAL NOTES AND TYPICAL a INDICATES NEW CONCRETE FOOTING WITH WOOD SHEAR WALL DETAILS ON S-203 AND S-204. o 101 CONCRETE PIER.SEE TYPICAL DETAILS AND 4. T.O. NEW JOISTS SHALL MATCH T.O. EXISTING JOISTS. — SCHEDULE PX.X INDICATES EXISTING FOUNDATION WALL- N BRICK AND RUBBLE @ MAIN WING,8"CMU @ MASTER CUBE ry INDICATES EXISTING WOOD STUD ct, BEARING/SHEAR WALLS(2x4,V.I.F.) Ln dr --� INDICATES EXISTING JOISTS TO REMAIN AMo N rn I z m INDICATES EXISTING WOOD BEAM ® � e �9-1/2INDICATES NEW 9-1/2"TJI 230 JOISTS @ 16" W Z O.C.WITH 3/4"PLYWOOD SHEATHING " U Z o C�A B CB.� C D W o Oo o LU W I / Ce W j W12x35 COLUMNS WITH 13x16x3/4 BASE PLATES j , Q (LONG DIM EAST-WEST)AND(4)3/4"ANCHOR zi� Q En BOLTS,TYP @ (4)LOCATIONS BETWEEN GRIDS L6x6x1/2 COLUMN. SEEILL C&D i 4/S3.00 FOR SIMILAR = Q NEW L8x8x1/2 COLUMN — � ,Y Z BASE PLATE DETAIL. O d v O a Z r-I O -4 i .00 Sim 7 1 Sim � TYP.@CUBE �.. S3.00 .... _.. 1 _..._......I $ S3.00 S3.00 — i 1, � 3 4 ............ ... _ u u 3 C� ' S3.00 — — — — — — — — — — — — — — — — — — — — — — — — — — — r 1 ❑ F z 8 2.8 I - --- —-- - -- - - — — — — — — — — — — — — - — — — — — — — -- - ---- -- - - ---- - - - --- - - - w O - - - - - - 1 I C L� O N �9 v2 0 .� N N M N I � I e 4 ° k I j HSS 5x5x1/2 COLUMNS,TYP. @(8) DEMO EXISTING ROUND POSTS ONCE I I LOCATIONS MASTER CUBE NEW STEEL COLUMNS AND HEADER I EX'G 2X10 0 6 SIM. 6 _ BEAM HAVE BEEN INSTALLED TO I I @ 16"O.C. a S4.00 S4.00 O O SUPPORT SECOND FLOOR ABOVE --- F, J' NEW HSS4x4x3/8 COLUMN,W/12x12x1/2" a $j f � X O EX'G 2X10 BASE PLATE AND (4) 4 c9 ° @ 16"O.C. I d NEW W12x35 COLUMNS,W/ — I I 3/4"ANCHOR BOLTS w 4 I 5 TYP. E963 12x14x1/2 BASE PLATES EX'G JOISTS I 9 S3.00 ' SS (LONG DIM NORTH-SOUTH) I I I S3.00 &(4)3/4"ANCHOR BOLTS I SIZE V.I.F. � H N O_ _ _ .... _._ ..._ .. . 1.5 I.. principal engineer NO project manager JRT 1I I I I I I I I drawn by JA2 i I I checked by JRT Sim I I job no. 15904 . I I I I� — I — I date 10/24/2014 S3.00 _I— IOI - - - - - - - - - - - - - - - - - - - - �- - — — — — — I L — — — -� — — — — — — — — — � revisions: 13 - - - - - _ _ O 1 NEW HSS4x4x1/2 ry EMO EXISTING ROUND POSTS ONCE NEW 2 3 � D G � J STEEL COLUMNS AND HEADER BEAM HAVE S3.00 TYP. GRID B. (S3.00 — NEW L8x8x1/2 COLUMN NEW HSS5x5x1/2 BEEN INSTALLED TO SUPPORT ROOF ABOVE COLUMNS,TYPICAL AT S3.00 GRIDS C ANDD j NEW HSS4x4x3/8 - 4 COLUMN E 2 11/21/14 Master Addition i 1 08/20114 Steel Framing no. date by i I FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 10/24/2014 MAIN LEVEL FRAMING PLAN --------- - ------- ---- - --- - — MAIN LEVEL FRAMING PLAN S1001 RSA# 15904 LEGEND NOTES: SP INDICATES 1/2"THICK STEEL PLATE SPANNING BETWEEN STEEL BEAMS 1. T.O. STEEL SHALL BE 1/2"BELOW T.O.ADJACENT —� INDICATES NEW STEEL BEAM NEW/EXISTING JOISTS, U.O.N.THUS: <X'-XX>. 2. T.O. LEDGER SHALL MATCH T.O. EXISTING JOIST. J INDICATES NEW STEEL COLUMN 3. GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE ASCu REQUIRED BEFORE FABRICATION OF NEW STRUCTURED L ELEMENTS. INDICATES MOMENT CONNECTION 4. ALL EXISITNG WOOD BEARING WALLS SHALL BE RE-SHEATHED L" AND STRAPPED ACCORDING TO GENERAL NOTES AND INDICATES WALL PLATE TO CONCRETE WALL. TYPICAL WOOD SHEAR WALL DETAILS ON S-203 AND S-204. c SEE TYPICAL DETAIL WP-1, U.O.N. 5. T.O. STEEL PLATE FLOOR= 1/2"ABOVE T.O.ADJACENT STEEL a 0 CANT. �— INDICATES CANTILEVER BEAM C2 -- INDICATES NEW WOOD BEAM. 1-3/4"x9-1/4"LVL U.O.N. a x_9_1/2 INDICATES NEW 9-1/2"TJI 230 JOISTS @ 12" C3 O.C.WITH 314"PLYWOOD SHEATHING -- INDICATES EXISTING WOOD JOISTS an d N INDICATES EXISTING WOOD BEAM M ® + Ol INDICATES NEW CONCRETE WALLcn ~ –+ a INDICATES EXISTING WOOD STUD _* W Z BEARING/SHEAR WALLS(2x4,V.I.F.) U INDICATES COLUMN BELOW/ABOVE z O Ui - FR)— - INDICATES BRACED FRAME BELOW. SEE 1 Q CE-1 S4.00 FOR BRACE ELEVATIONS O E F S4. W Ln � a i /0\ � w A B o d oC Q O W 16X31 ,- p � c ac� eILLz PROVIDE BLOCKING @ 4'-0"MAX O/C " _ < L6x6x1/2° 16 BETWEEN LAST TWO JOISTS,SEE TYP. � f— DETAILS Cl) !' N Cn O Q �, 1/� Q a z i i> 2 NEW LEDGER BOLTED W/HILTI HY- 200 TO NEW CHIMNEY @ 2'-0"O.C. I S4.01 CUT EXISTING JOISTS AND RE- N SUPPORT ON LEDGER. SHORE AS o REQUIRED. _._..... .... .__....._..... ._. .....__....... .... __.._._... ..... ._....._....... _...... .... ............ . .._........ ..... ..._...._.._. _. O. __..... _. ........ W 16X31 O - __----__ z CUT EXISTING JOISTS AND CUT EXISTING JOISTS AND �� .� RESUPPORT ON NEW STEEL RESUPPORT ON NEW STEEL BRACE 1 I BEAM. SHORE AS REQUIRED. – BEAM.SHORE AS REQUIRED. — �` -- - ��— — — - - — -- - - — - - — - - --- - -- — — . _ — , - �-- - - - - i NI z �— --- - — `(` x 9 1/2 UPPER LEVEL FLOOR 8 \ w BEAM SITS ON TOP OF x DIAPHRAGM TO BE FASTENED x PERPENDICULAR W12 BEAMS X 9 1/2 �) USING 6d NAILS @ 2 1/2"O.C. �a4 0 EVERYWHERE BLOCKED AT ALL a o W16X36 \ W8X21 _. . . - 0° PANEL JOINTS AND EDGES. b H H O I TYPICAL FOR ENTIRE FLOOR AT o N CUBE.SEE TYPICAL DETAILS ON M f W16X67 <TO SUPPORT WINDOW HEAD> _ ... _._ ... _.......... .... ........ . ......._._-. _.._. L.. ... _ _..... _ S2.03 FOR EDGE CONDITIONS. 2.$ - _.._...._.__... ... - W8X2113 - I i II 1-3/4"x9-1/4"LVL LEDGER--- 04 cli X X �9�� X 00 EXISTING WOOD I I BEARING WALL BELOW —' I I O 1-3/4"x9-1/4"LVL LEDGER X � I T.O.JOISTS AT CUBE TO BE cliII -- � 1/2"ABOVE TOP OF INTERIOR ` —— W8X21 w I ��'' STEEL,TYPICAL. 9 1/2 ui II � I ° o X1/2 EX'G 2x10 1 ° »"a u i J ; i I J '-• Y V C kbI II rI B i71,� d W 14X26 W8X21 ° d W 16X31 BRACE 2 U � a � I Cl) i S4.00 I c� EX'G 2x10 I I I ° °a EX'G 2x10 CO �9 1/2 L6x6x1/2" W 12X35 Z @ 16"O.C. I @ 16"O.C. Q U II z ®- a a a U) m U) x v7 X cn W 16X31 ' I U t x X 1 � � principal engineer NO N : 1-3/4"x9-1/4"LVL LEDGER \01/ W12X35 �� project manager JRT 6"x1/2"SOLID PLATE drawn by JA2 FINS(VERT.) LINE OF EDGE/ CONNECTING BRIDGE PLYWOOD,TYPICAL MEMBERS.T.O.STEEL checked by JRT O / TO MATCH MAIN u') job no. 15904 \\ / BRIDGE MEMEBRES N ( i 1 NEW HSS4x4x3/8 Ln PROVIDE BLOCKING 2'-0"MAX O/C date 10124/2014 I N \T/ CLIP CHANNEL TO FACE OF @ CHIMNEY.SEE DETAIL BETWEEN LAST TWO JOISTS,SEE i ! TYP. DETAILS revisions: \ NEW LEDGER BOLTED W/HILTI HY- / 200 TO NEW CHIMNEY 2'-0"O.C. I I W1 6X67 <TO SUPPORT WINDOW HEAD> SUPPORT IN LEDGER SHORE AS CUT EXISTING JOISTS AND RE ®.. \ REQUIRED. W 16X36 O O I H O CUT EXISTING JOISTS AND / RESUPPORT EXISTING JOISTS RESUPPORT ON NEW STEEL ON NEW STEEL i BEAM. SHORE AS REQUIRED ------ - — 2 11/21/14 Master Addition BEAM SITS ON TOP OF 1 08/20/14 Steel Framing PERPENDICULAR W12 BEAM @ no. date by EAST END i FOR CONSTRUCTION i 50% CONSTRUCTION DOCUMENTS 10/24/2014 UPPER LEVEL FRAMING PLAN _UPPER LEVEL FRAMING PLAN 11.0 2 1/4" SL02 RSA# 15904 ' �^ / - — ' 'L - - -- -- - - - - - - -- - - - - - - ���� � � �� � � CB.5) nE � BRACE 1 CUT EXISTING 4x4'S AND RIDGE BEAMS AS REQUIRED AND EXISTING 4x4 WOOD BEAM TO REMAIN ABOVE NEW STEEL BEAM. STRAP ALL RESUPPORT ON NEW STEEL BEAM OR CHIMNEY,TYPICAL. RAFTERS TO NEW STEEL BEAMS SEE E0 SHORE AS REQUIRED SECTION. 3: Cn MASTER CUBE FRAMING C14 BELOW CLERESTORY Lu WINDOW,TYPICAL CO LN LL LLJ Lu 04 5 Lu 0 S4.00 x C141 00 LLI co Lu (n x1/2"SOLID BAR IN CLERESTORY LLJ v) 22 W12X53 <UNDER EXISTING RAFTERS> (E)44 WINDOW MULLIONS ABOVE,TYPICAL 44 k— 13/4"x 5 1/2"LVL LEDGER BOLTED C) EXAGGERATED FOR CLARITY. 4 TO NEW CHIMNEY @ 2'-0'O.C.,TYP. PROVIDE FULL PENETRATION WELD TO BEAMS BELOW T 0 @ NEW CHIMNEYS (n 04 0 10 Nt 00 P PLATE W12X53 <UNDER EXISTING RAFTERS> (E)2x8 RIDGE BEAM PROVIDE 1 1/4"THICK CA ADJACENT MULLION ABOVE. 04 0 TYPICAL AT(4)LOCATIONS AT 2 0 CUBE.WELD CAP PLATE TO U) COLUMN ALL AROUND. 0 �p EXIST|NGCOLLARTlES. / / �x| TYPICAL%x4OR2xS -----++--' '`' (0 HSS12X4X3/8 L0 Lu v C14 W S4.00 W co EXISTING COLLA TIES, c4 IS ro co Lr LO 04 CN OF CO EXISTING RAFTERS AND RIDGE EXISTING 44 WOOD BEAM TO REMAIN .......... .. ................ BEAM TO REMAIN ABOVE NEW ABOVE NEW STEEL BEAM. STRAP ALL W8X21 STEEL BEAM. STRAP ALL RAFTERS RAFTERS TO NEW STEEL BEAMS-SEE \0/ TO NEW STEEL BEAMS-SEE SECTION. ROOF FRAMING PLAN 3 1/4" V-0 W8X21 principal engineer NO project manager JRT drawn by JA2 checked by JRT date 10/24/2014 co a LEGEND NOTES: co INDICATES NEW STEEL BEAM 1. T.O.STEEL VARIES w/ROOF-SEE ARCHITECTURAL DWGS. INDICATES NEW STEEL COLUMN 2. T.O. LEDGER SHALL MATCH T.O. EXISTING RAFTERS. 3. GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS REQUIRED BEFORE \0/ \0/ FABRICATION OF NEW STRUCTURED ELEMENTS. INDICATES MOMENT CONNECTION 4. ALL EXISITNG WOOD BEARING WALLS SHALL BE RE-SHEATHED AND STRAPPED ACCORDING 'OGENERAL NOTES AND TYPICAL WOOD SHEAR WALL DETAILS ON S-203 |ND|{�JE8VV�LLPLATETOCONCRETEVVALL2 11/21/14 Master Addition �--------- . AND S-204. SEE TYPICAL DETAIL VVP-1. U.O.N. 5. EXISTING ROOF SKIP SHEETING SHALL BEREMOVED AND REPLACED WITH NEW1 08/20/14 Steel Framing PLYVVOODSHE/Q'H|N6|NACCORDANCE VV|THGENERAL NOTES AND TYPICAL DETAILS|N CANT. INDICATES CANTILEVER BEAM S-200 SERIES. W8X21 no. date by ---------- INDICATES NEW WOOD BEAM. 1'3/4^x0-1/4^LVL U.O.N. FOR CONSTRUCTION �-----�. INDICATES EXISTING WOOD ROOF RAFTERS co 50% CONSTRUCTION -- — — -- INDICATES EXISTING WOOD BEAM INDICATES NEW CONCRETE WALL x�\ / INDICATES COLUMN BELOW/ABOVE WINDOW MULLIONS ABOVE,TYPICAL AT C� MASTER CUBE. SIZE EXAGGERATED FOR INDICATES KINKED BEAM |NELEVATION TO L6x6xl/2 ABOVE. PROVIDE 00 CLARITY. PROVIDE FULL PENETRATION MATCH PROFILE OFROOF FULL PENETRATION WELD TO WELD TO BEAMS/COLUMN CAPS BELOW COLUMN CAP PLATE BELOW,R —~---~— INDICATES 1-1/2^ 1A'GA.TYPE 8 ROOF DECK TYPICAL ROOF FRAMING PLAN -- -- -- -- INDICATES BRACED FRAME BELOW.SEE S4.0O BRACE FOR BRACE ELEVATIONS HIG 00 _Mf"N� MASTER CUBE SL03 1/4"= 1'-0" -- `~----� RSA# lSQO4 GENERAL NOTES STRUCTURAL STEEL ENGINEERED WOOD PRODUCTS SPECIAL INSPECTIONS (IBC) 1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND 1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE FOLLOWING 1. WOOD I-JOISTS: PROVIDE ENGINEERED WOOD I-JOISTS,SIZES AND SERIES 1. INSPECTIONS REQUIRED BY THE LOCAL JURISDICTION SHALL BE C0003 o SHALL CONFORM TO THE PROJECT SPECIFICATIONS, INCLUDING THE NY STATE RESIDENTIAL BUILDING CODE, GOVERNING STANDARDS: AS SHOWN,AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL. PERFORMED BY A TESTING AGENCY PROVIDED BY THE OWNER FOR THE LATEST EDITION. A. AISC 360"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"AND AISC INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S STANDARD FOLLOWING ITEMS: 2. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING, BRACING,AND SHEETING AND MAKE SAFE ALL FLOORS, 303"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" RECOMMENDATIONS AND DETAILS, INCLUDING CONSTRUCTION BRACING, A. STEEL CONSTRUCTION (BC 1704.3,TABLE 1704.3) ROOFS,WALLS,AND ADJACENT PROPERTY AS PROJECT CONDITIONS REQUIRE. SHORING AND SHEETING B. AMERICAN WELDING SOCIETY(AWS D1.1)"STRUCTURAL WELDING CODE- MINIMUM BEARING LENGTHS,WEB STIFFENERS, SQUASH BLOCKS, i. WELDING(BC 1704.3.1) rn SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE PROJECT JURISDICTION, STEEL" BLOCKING, KNOCK-OUTS AND HOLES, ETC. Y, HIRED BY THE CONTRACTOR,WHO SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR THE OWNER'S ii. DETAILS(BC 1704.3.2) 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM 2. RIM BOARDS: PROVIDE CONTINUOUS 1-1/4"THICK RIM BOARDS, REVIEW. TIMBERSTRAND LSL AS MANUFACTURED BY WEYERHAEUSER OR APPROVED iii. HIGH-STRENGTH BOLTING(BC 1704.3.3) c SPECIFICATIONS: 3. DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION GIVEN IN STRUCTURAL DRAWINGS ARE BASED ON A. WIDE FLANGE BEAMS,COLUMNS,AND STRUCTURAL TEES:ASTM A992 EQUAL. INSTALL IN COMPLIANCE WITH THE MANUFACTURER'S o INFORMATION CONTAINED IN VARIOUS AS BUILT DRAWINGS PROVIDED BY THE OWNER,AND LIMITED FIELD RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMS THE TESTING AGENCY FOR THE INSPECTIONS SHALL FILE ALL APPROPRIATE r® 3 OBSERVATIONS AND MEASUREMENTS.THE CONTRACTOR SHALL VERIFY ALL INFORMATION PERTAINING TO B. HOLLOW STRUCTURAL SECTIONS:ASTM A500,GRADE B 3. MICRO-LAM BEAMS:PROVIDE ENGINEERED BEAMS,SIZES AS SHOWN, FORMS WITH THE BUILDING DEPARTMENT. EXISTING CONDITIONS BY ACTUAL MEASUREMENT AND OBSERVATION AT THE SITE.ALL DISCREPANCIES C. STRUCTURAL PIPE SECTIONS:ASTM A53, GRADE B MICROLLAM LVL OR PARALLAM PSL AS MANUFACTURED BY WEYERHAEUSER o BETWEEN ACTUAL CONDITIONS AND THOSE SHOWN IN THE CONTRACT DOCUMENTS SHALL BE REPORTED TO D. CHANNELS,ANGLES,AND PLATES:ASTM A36 UNLESS OTHERWISE NOTED. OR APPROVED EQUAL. INSTALL IN STRICT COMPLIANCE WITH THE THE ENGINEER OF RECORD FOR EVALUATION BEFORE THE AFFECTED CONSTRUCTION IS PUT IN PLACE. E. BOLTED CONNECTIONS OF BEAMS/GIRDERS ARE TO BE DESIGNED AS MANUFACTURER'S STANDARD RECOMMENDATIONS AND DETAILS. N 4. THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY.THESE NOTES HIGHLIGHT RATHER FOLLOWS: 4. GLUED LAMINATED TIMBER(SOFTWOOD): PROVIDE ENGINEERED BEAMS, THAN REPLACE THE SPECIFICATIONS CONTAINED IN THE PROJECT MANUAL. a. STANDARD BEAM TO BEAM/GIRDER:A325 OR A490 BEARING TYPE BOLTS SIZES AS SHOWN, IN ACCORDANCE WITH AITC 117-84 DESIGN STANDARD "N (3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER OF + b. BEAM/GIRDER TO COLUMN CONNECTIONS:A325-SC OR A490-SC TYPE SOFTWOOD SPECIES. UNLESS NOTED OTHERWISE,ALL LAMINATIONS SHALL DESIGN LOAD BOLTS(3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). BE SOUTHERN PINE. F. ANCHOR BOLTS: ASTM F1554, GRADE 36. 5. ROOF TRUSSES: PROVIDE PRE-ENGINEERED ROOF TRUSSES,AS SHOWN ON G. STRUCTURAL STEEL NOTED TO BE STAINLESS STEEL SHALL BE ASTM A276 THE DOCUMENTS,TO RESIST LOADS TABULATED ON THIS SHEET(INCLUDING NET UPLIFT). INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S STAINLESS STEEL GRADE 304. 20PSF ROOF DEAD LOAD m STANDARD RECOMMENDATIONS AND DETAILS. FABRICATOR SHALL SUBMIT ® + H. ALL.STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM F593 ALLOY 304. LAYOUT PLANS AND ENGINEERING DRAWINGS FOR APPROVAL PRIOR TO 20PSF ROOF LIVE LOAD I. ALL STAINLESS STEEL NUTS SHALL CONFORM TO ASTM F594 ALLOY 304. FABRICATION. 20PSF TYPICAL FLOOR DEAD LOAD C FOUNDATIONS 3. STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM 30PSF TYPICAL FLOOR DEAD LOAD(STONE/TILE FINISH) im LLJU Z CONNECTIONS,AND SHALL BE 40PSF TYPICAL FLOOR LIVE LOAD o -SELECTED OR COMPLETED BY AN EXPERIENCED STEEL DETAILER, FRAMING LUMBER Z O 1. BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING -UTILIZING ASD LOADS AND PROCEDURES. LLJ MINIMUM BEARING CAPACITY OF 6000 PSF,AS PROVIDED BY AKRF A. FOR NON-COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON D Q ENGINEERING.ADEQUACY OF BEARING STRATUM SHALL BE VERIFIED IN REACTION AS DETERMINED FROM AISC UNIFORM LOAD TABLEUNLESS FIELD PRIOR TO PLACING CONCRETE.ALL NECESSARY ADJUSTMENTS TO THE OTHERWISE NOTED ON PLANS). ( 1. ALL FRAMING LUMBER WORK SHALL CONFORM TO THE FOLLOWING v+ W N GOVERNING STANDARDS: a BOTTOM OF FOOTINGS TO BE REVIEWED AND APPROVED BY THE � � w STRUCTURAL ENGINEER OF RECORD. B. FOR COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON 1.5 x A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION,"TIMBER CONSTRUCTION PROJECT DESIGN CRITERIA(AS PER TABLE R301.2(1) OF NYS CODE) REACTION FROM AISC UNIFORM LOAD TABLE(UNLESS OTHERWISE NOTED MANUAL"LATEST EDITION. 2. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL FLOORS ON PLANS). ge= BRACING THESE WALLS ARE IN PLACE AND HAVE ATTAINED THEIR 28 DAY C. REINFORCING IS TO BE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE B. NATIONAL FOREST PRODUCTS ASSOCIATION"NATIONAL DESIGN SUBJECT TO DAMAGE FROM iv Ie Q SPECIFICATIONS FOR WOOD CONSTRUCTION,"LATEST EDITION. �' O STRENGTH. THE SHEAR OR MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE GROUND EXPOSURE SEISMIC FLOOD Cn O 3. ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 4'-0"BELOW FINAL REACTION. FLANGES AND WEB ARE TO BE REINFORCED WHERE THE LOCAL 2. FRAMING LUMBER SHALL HAVE EACH PIECE GRADE STAMPED,SHALL BE SNOW LOAD WIND SPEED CATEGORY DESIGN FROST LINE HAZARD o LL- Z GRADE. CAPACITY TO SUSTAIN CONNECTION LOAD IS INADEQUATE. SURFACED DRY(EXCEPT STUDS,WHICH SHALL BE KILN DRIED)AND SHALL (PSF) (MPH) (WIND) CATEGORY WEATHERING DEPTH TERMITE (FEMA) CONFORM TO THE FOLLOWING SPECIES AND GRADE: 4. CONCRETE SHALL BE POURED IN DRY EXCAVATIONS. CONTRACTOR SHALL D. CONNECTIONS SHALL BE DESIGNED FOR SHEAR AND ECCENTRICITY, 20(1) 120(2) C(3) B(4) SEVERE(5) 48"(6) MD TO HVY(7) N/A(8) NOTE SOIL AND WATER CONDITIONS AS SHOWN BY BORINGS AND DEPTHSA. RAFTERS AND JOISTS: DOUGLAS FIR-LARCH#2 OR HEM FIR#2 CONSIDERING THAT THE CONNECTION IS AN EXTENSION OF THE BEAM ANDmmmOC OF FOOTING AS SHOWN ON FOUNDATION PLANS. GIRDERS. B. BEAMS, GIRDERS AND HEADERS: DOUGLAS FIR-LARCH#1 OR HEM FIR#1 `c v O C) 4. MINIMUM WELD SIZE IS 1/4"FILLET UNLESS NOTED OTHERWISE. C. STUDS AND PLATES:DOUGLAS FIR-LARCH STUD GRADE OR HEM FIR STUD THIS PROJECT FALLS UNDER THE JURISDICTION OF THE INTERNATIONAL RESIDENTIAL CODE AND THE BUILDING a Z 5. ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND GRADE CODE OF THE STATE OF NEW YORK. CONTRACTOR SHALL FOLLOW ALL MINIMUMS ESTABLISHED IN NOTED CODE CONCRETE INSTALLED WITH NATURAL CAMBER UP.CANTILEVER BEAMS SHALL BE 3. TIMBER LUMBER SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADE: UNLESS SPECIFICALLY WAIVED BY LOCAL CODE OFFICIALS. IF CONTRADICTIONS OCCUR BETWEEN THESE FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES A. POST AND TIMBER: DOUGLAS FIR-LARCH#1 OR HEM FIR#1 DOCUMENTS AND THE NOTED CODE,THE MORE CONSERVATIVE SPECIFICATION SHALL APPLY. CANTILEVER END. B. BEAMS AND STRINGERS: DOUGLAS FIR-LARCH#1 OR HEM FIR#1 1. GROUND SNOW LOAD IS BASED ON FIGURE R301.2(5)FOR THE STATE OF NEW YORK AND HAVE BEEN ADJUSTED AS 1. ALL CONCRETE WORK SHALL CONFORM TO THE ACI FOLLOWING GOVERNING 6. FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE 4. PRESERVATIVE-TREATED WOOD: PROVIDE TREATED DOUG-FIR#2 LUMBER PER ASCE 7 FOR FLAT OR SLOPED ROOF SNOW LOADS, DRIFT, ETC(EQUATION 7-1 AND 7-2).THE FOLLOWING o STANDARDS. EXPRESS WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. COMPLYING WITH ACQ-D(CARBONATE).COPPER AZOLE(CA-B),OR SODIUM FACTORS WERE USED FOR THIS PROJECT: A. AMERICAN CONCRETE INSTITUTE(ACI)"BUILDING CODE REQUIREMENTS FOR 7. WELDING SHALL BE PERFORMED BY CERTIFIED LICENSED,AWS-QUALIFIED BORATE(SBX(DOT)WITH NaS10/2)AT ALL LUMBER IN CONTACT WITH A. I, IMPORTANCE FACTOR: 1.0(TABLE 7-4,ASCE 7). z STRUCTURAL CONCRETE"(ACI 318), LATEST EDITION. PER GOVERNING WELDERS. ELECTRODES SHALL BE AWS 5.1, CLASS E70XX(USE LOW CONCRETE OR MASONRY,ORAS OTHERWISE INDICATED ON B. Ce, EXPOSURE FACTOR: 1.0(TABLE 7-2,ASCE 7). a° BUILDING CODE HYDROGEN ELECTRODES FOR A572, GRADE 50 STEEL).WELDING ARCHITECTURAL OR STRUCTURAL DRAWINGS.ACZA TREATMENT IS NOT ELECTRODES FOR ASTM A276-97 STAINLESS STEEL, GRADE 304, SHALL PERMITTED.TREATED LUMBER AND/OR PLYWOOD SHALL BEAR THE LABEL C. Ct,THERMAL FACTOR: 1.0(TABLE 7-3,ASCE 7). z B. ACI"MANUAL OF CONCRETE PRACTICE", LATEST EDITION 2. BASE WIND SPEED HAS BEEN CONVERTED INTO DESIGN PRESSURES FOR MAIN WINDFORCE RESISTING SYSTEM C. CONCRETE REINFORCING STEEL INSTITUTE (CRSI)"MANUAL OF STANDARD CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING, ELECTRODE OF AN ACCREDITED AGENCY SHOWING 0.40 PCF RETENTION.WHERE AND COMPONENTS AND CLADDING PER TABLE R301.2(4). $ CLASS E304; OR AWS A5.9 FOR GAS METAL ARC WELDING, ELECTRODE LUMBER AND/OR PLYWOOD IS CUT OR DRILLED AFTER TREATMENT,THE PRACTICE", LATEST EDITION CLASS ER304, Ft=70 KSI. TREATED SURFACE SHALL BE FIELD-TREATED WITH COPPER NAPTHENATE 3. EXPOSURE CATEGORY IS BASED ON SECTION R301.2.1.4. r==1o 2. ALL CONCRETE COMPOSITE ON METAL DECK SHALL BE LIGHT WEIGHT (THE CONCENTRATION OF WHICH SHALL CONTAIN A MINIMUM OF 2%COPPER 4. SEISMIC DESIGN CATEGORY IS BASED ON FIGURE R301.2.(2)AND SECTION R301.2.2.1. DETACHED ONE-AND CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 METAL)BY REPEATED BRUSHING, DIPPING,OR SOAKING UNTIL THE WOOD TWO-FAMILY DWELLINGS LOCATED IN SEISMIC DESIGN CATEGORY A, B,AND E ARE EXEMPT FROM THE SEISMIC o 0 DAYS, UNLESS OTHERWISE NOTED. 8. LINTELS SHALL BE INSTALLED OVER ALL OPENINGS IN MASONRY WALLS AS ABSORBS NO MORE PRESERVATIVE. REQUIREMENTS OF THE CODE. o N 3. ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A FOLLOWS: C-45. N MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS, UNLESS ALL WOOD FRAMING INCLUDING DETAILS FOR BRIDGING, BLOCKING, FIRE 5. WEATHERING IS DETERMINED BY FIGURE R301.2(3). MASONRY OPENING LINTEL STOPPING, ETC., SHALL CONFORM TO THE LATEST EDITION OF THE 6. THE DEPTH TO BOTTOM OF FOOTING IS ESTABLISHED BY THE LOCAL JURISDICTION AND FIGURE R403.1(1). OTHERWISE NOTED. "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"AND ITS 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM 4'-0"OR LESS L4x3-1/2x5/16 LLV SUPPLEMENTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE NFPA 7. TERMITE PROBABILITY IS DETERMINED LOCAL AUTHORITIES. SEE ARCHITECTURAL DRAWINGS FOR ALL 4'-1"to T-0" L6x3-1/2x5/16 LLV. "MANUAL FOR HOUSE FRAMING"OR THE GOVERNING LOCAUSTATE BUILDING APPROPRIATE DETAILS TO ADDRESS THIS S CONDITION. A615, GRADE 60 OR A775 EPDXY COATED WHEN CALLED OUT ON PLAN. REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI "DETAILS A. 3-1/2"LEGS ARE HORIZONTAL. CODE. 8. FLOOD HAZARD IS DETERMINED BY LOCAL SURVEY AND FEMA MAPS. AND DETAILING OF REINFORCEMENT", (ACI 315), LATEST EDITION. B. PROVIDE ONE ANGLE FOR EACH 4"OF WALL THICKNESS. 6. FASTENING SHALL BE IN ACCORDANCE WITH THE MOST RESTRICTIVE OF: 5. REINFORCING STEEL TO BE WELDED TO CONFORM TO ASTM A706 GRADE 60. C. PROVIDE L5x5x5/16 ANGLES FOR 6"THICK WALLS AND PARTITIONS WITH THE GOVERNING LOCAUSTATE BUILDING CODE,(LATEST EDITION),OR THE 6. WELDED WIRE FABRIC(WWF)SHALL CONFORM TO ASTM A1064,WITH A OPENINGS UP TO 6-0". MANUFACTURER'S RECOMMENDED FASTENING SCHEDULES. MINIMUM YIELD STRENGTH OF 65,000 PSI. D. PROVIDE MINIMUM 6"BEARING AT EACH END. 7. ALL FLUSH FRAMED CONNECTIONS SHALL BE MADE WITH APPROVED �()F N k '4 7. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES E. SHALL BE FIREPROOFED. GALVANIZED STEEL JOIST OR BEAM HANGERS, MINIMUM 18 GAUGE, . LINTELS OVER 6'-0 OpAF� WITH ALL OTHER DISCIPLINES DRAWINGS. MINIMUM CONCRETE BETWEEN INSTALLED ACCORDING TO MANUFACTURERS RECOMMENDATIONS. k� SLEEVES SHALL BE 6". 9. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL 8. WHERE FRAMING LUMBER IS FLUSH FRAMED TO MICROLLAM, STEEL OR 8. ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE ENGINEER FOR REVIEW AND APPROVAL. NO FABRICATION OF STEEL SHALL FLITCH-PLATE GIRDER, SET THESE GIRDERS 1/2"CLEAR(MIN.)BELOW TOP OF ', ,° �' ry STRENGTH OF 5000 PSI. COMMENCE WITHOUT APPROVED SHOP DRAWINGS. i FRAMING LUMBER,TO ALLOW FOR SHRINKAGE. 9. PROVIDE CLEARANCE FROM FACE OF CONCRETE TO REINFORCEMENT AS 10. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS. 9. STUD BEARING WALLS ARE TO BE 2x4 @ 16"ON CENTER AT THE INTERIOR Oyu FOLLOWS: AND 2x6 @ 16"ON CENTER AT THE EXTERIOR, UNLESS NOTED OTHERWISE eases A. SLABS: 3/4" ON PLAN. � aS� l� . B. BEAMS&COLUMNS: 1-1/2" 10. ALL RAFTERS AND JOISTS SHALL ALIGN DIRECTLY WITH STUDS BELOW. C. FOOTINGS: 3" WHERE REQUIRED, INSTALL ADDITIONAL STUDS. D. EXTERIOR WALLS: 2" FOR#6 OR LARGER, 1-1/2" FOR#5 OR SMALLER 11. LAP ALL PLATES AT CORNERS AND AT INTERSECTION OF PARTITIONS. E. INTERIOR WALLS: 3/4" 12. STAGGER ALL TOP AND BOTTOM PLATE SPLICES A MINIMUM OF 32 INCHES. 10. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER 13. USE DOUBLE STUDS @ ENDS OF WALL AND ENDS OF WALL OPENINGS FOR REVIEW AND APPROVAL. NO CONCRETE WORK SHALL COMMENCE 14. AT THE ENDS OF ALL BEAMS, HEADERS AND GIRDERS PROVIDE A BUILT UP WITHOUT APPROVED SHOP DRAWINGS. POST INSTALLED ADHESIVE AND MECHANICAL ANCHORS OR SOLID POST WHOSE WIDTH IS AT LEAST EQUAL TO THE WIDTH OF THE 11. CLEAN AND ROUGHEN TO 1/4"AMPLITUDE ALL EXISTING CONCRETE MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4"(NOMINAL)AT INTERIOR WALLS AND 6"(NOMINAL)AT EXTERIOR WALLS. SURFACES TO RECEIVE NEW CONCRETE PRIOR TO PLACEMENT. 1. POST INSTALLED ANCHORAGE SHALL BE INSTALLED PER MANUFACTURER 15. USE DOUBLE TRIMMERS AND HEADERS AT ALL FLOOR OPENINGS WHERE 12. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF TECHNICAL DATA TO INTACT BASE MATERIAL. NOTIFY ENGINEER OF RECORD BEAMS ARE NOT DESIGNATED. EQUIPMENT PADS, INSERT AND EMBED ITEMS. PRIOR TO INSTALLATION IF BASE MATERIAL CONDITION DEVIATES FROM 13. REINFORCING DOWELS,WATERSTOPS,AND OTHER EMBED ITEMS SHALL BE STRUCTURAL DRAWINGS OR MANUFACTURER TECHNICAL DATA. 16. PROVIDE CROSS BRIDGING AT A MAXIMUM OF 8'-0"ON CENTER. principal engineer NO INSTALLED AND SECURED PRIOR TO CONCRETE PLACEMENT. 2. MANUFACTURER DATA FOR ALTERNATE ANCHORAGE PROPOSED BY 17. BUILT UP BEAMS LESS THAN 8"DEEP SHALL BE SPIKED TOGETHER WITH(2) project manager JRT "WET-SETTING"OF EMBEDDED ITEMS IS NOT PERMITTED. CONTRACTOR SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW 16d NAILS @16 ON CENTER. BUILT UP BEAMS GREATER THAN 8 DEEP SHALL AND APPROVAL. SUBMITTAL SHALL INCLUDE THE ICC EVALUATION SERVICE BE SPIKED TOGETHER WITH (3) 16d NAILS @16"ON CENTER. drawn by JA2 REPORT WITH ICC TESTED CAPACITY MEETING OR EXCEEDING CAPACITY OF 18. WHERE THERE IS NO PLYWOOD WALL SHEATHING, PROVIDE DIAGONALS AT ANCHORAGE SPECIFIED IN CONTRACT DOCUMENTS. ALL EXTERIOR CORNERS OF STUD WALLS AT EACH FLOOR. (1x4 BRACES LET 3. UNLESS OTHERWISE INDICATED, POST INSTALLED ANCHORAGE SHALL BE INTO STUDS AND NAILED AT EACH STUD CROSSING WITH(2)10d NAILS.) checked by JRT METAL DECK ADHESIVE TYPE HILTI HIT-HY200 MAX INTO CONCRETE, GROUT FILLED CMU 19. CHIMNEYS: ALL STUDS FOR CHIMNEY FRAMING TO BE CONTINUOUS FROM OR STONE BASE MATERIAL OR HILTI-HIT HY70 INTO BRICK MASONRY OR ATTIC FLOOR LEVEL UP. CHIMNEY SHALL BE FACED WITH 1/2"APA GRADED job no. 15904 UNGROUTED CMU BASE MATERIAL FIRE-RETARDANT PLYWOOD GLUED&SCREWED TO STUDS.WHERE WALLS date 10/24/2014 1. METAL DECKING WORK SHALL CONFORM TO THE AISI NORTH AMERICAN 4. EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH EXCEED 4'-0"IN WIDTH, INSTALL DIAGONAL METAL BRACING AT INSIDE FACE "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE OF CHIMNEY AT ALL FOUR WALLS MEMBERS", LATEST EDITION. PER GOVERNING BUILDING CODE. EXISTING REBARS CAN BE CUT,THE CONTRACTOR SHALL REVIEW THE 20. WHERE CANTILEVERED BEAMS ARE INDICATED,THE FAR CONNECTOR SHALL 2. METAL DECKING UNITS AND ACCESSORY ITEMS SHALL BE FORMED FROM EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE BE CAPABLE OF RESISTING AN UPLIFT OF 1000 LBS.MINIMUM, UNLESS NOTED STEEL SHEETS CONFORMING TO ASTM A611 OR A653 WITH A MINIMUM YIELD POSITION OF THE REINFORCING BARS BY A MEANS APPROVED BY THE OTHERWISE. STRENGTH OF 33,000 PSI. BEFORE FORMING,THE STEEL SHEET SHALL revisions: RECEIVE A HOT DIP GALVANIZED COATING CONFORMING TO ASTM A653, ENGINEER OF RECORD. 21. NO NEW OR EXISTING JOISTS SHALL BE CUT OR NOTCHED WITHOUT APPROVAL. GRADE 90. 22. 3. METAL DECKING SHALL BE SHORED AS REQUIRED BY PLANS OR BY SPAN AND LOAD CONDITIONS TO SUPPORT WET WEIGHT OF CONCRETE AND ALL CONSTRUCTION LOADS. WOOD STRUCTURAL PANEL SHEATHING WOOD HEADER SCHEDULE 4. THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BY APPROVED ROUGH OPENING HEADER METHOD(TO BE SHOWN ON SHOP DRAWINGS)BETWEEN SUPPORTS,AT WIDTH 2x4 WALL 2x6 WALL INTERVALS TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH TO MAINTAIN 1. PROVIDE STRUCTURAL I PLYWOOD SHEATHING WITH BOND CLASSIFICATIONS LESS THAN T-0" (2)2x6 (3)2x8 BUILDING ALIGNMENT AND TO SUSTAIN LOCAL CONSTRUCTION LOADS APPROPRIATE TO THE END USE: "EXTERIOR"(PERMANENT EXPOSURE),OR T-1 TO 4'-0" (2)2x8 (3)2x8 WITHOUT DISTORTION OR SEPARATION, MAXIMUM SPACING SHALL BE T-0" "EXPOSURE I"(CONSTRUCTION EXPOSURE ONLY) 4'-1"TO 6-0" (2)2x10 (3)2x10 BETWEEN SUPPORT BEAMS. END LAPS OF SHEETS SHALL BE A MINIMUM OF 2 2. FLOOR SHEATHING: NOM. 3/4"THICK T&G PLYWOOD(48/24 SPAN RATING), 6-1 TO 8-0 2 2x12 INCHES. APA STURD-I-FLOOR,OR ADVANTECH SUBFLOOR. ( ) (3)2x12 5. EXCEPT AS OTHERWISE NOTED, DECK SHALL BE ATTACHED TO STRUCTURAL 3. ROOF SHEATHING(STANDARD): NOM.5/8"THICK T&G PLYWOOD(48/24 SPAN OVER 8'-0" SEE PLANS I SEE PLANS STEEL BY 3/4"0 FUSION WELDS @12"ON CENTER.AT END AND INTERIOR RATING). no. date by SUPPORTS PERPENDICULAR TO THE DECK SPAN AND AT EDGE AND INTERIOR 4. ROOF SHEATHING(UNDER SLATE OR CLAY TILE): NOM. 3/4"THICK T&G SUPPORTS PARALLEL TO THE DECK SPAN. WELDS MAY BE OMITTED IN RIBS PLYWOOD(48/24 SPAN RATING). 23. ALL LIGHT-GAUGE HANGERS SUPPORTING PRESERVATIVE TREATED WOOD IN WHICH SHEAR CONNECTORS ARE TO BE APPLIED, EXCEPT THAT EACHSHALL MEET OR EXCEED G185(1.85 OZ OF ZINC PER SQUARE FOOT). DECK SECTION SHALL HAVE SUFFICIENT WELDS TO ADEQUATELY SECURE 5. WALL SHEATHING(STANDARD: NOM. 1/2"THICK PLYWOOD(32/16 SPAN ALTERNATIVELY, STAINLESS STEEL CONNECTIONS MAY BE USED. FOR CONSTRUCTION THE DECK, BRING THE DECK INTO DIRECT CONTACT WITH THE SUPPORTING RATING). FASTENERS SHALL MATCH THE HANGER FINISH AND MATERIAL. STEEL AND TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH TO MAINTAIN 6. WALL SHEATHING(BEHIND SLATE,CLAY TILE,OR MASONRY VENEER): NOM. 24. WHERE JOIST ORIENTATION IS PARALLEL TO EXTERIOR STUD OR 50% CONSTRUCTION BUILDING ALIGNMENT. 3/4"THICK PLYWOOD (48/24 SPAN RATING). FOUNDATION WALLS, PROVIDE FULL-SECTION BLOCKING FOR 3 BAYS @ 4'-0" DOCUMENTS 7. USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD ON CENTER MAXIMUM WHERE SHEATHING IS NOT CONTINUOUSLY FASTENED 6. PRIOR TO FABRICATION,THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHEATHING. TO TOP OR BOTTOM OF JOIST. PROVIDE 18 GA x 1-1/2"x 1'-0"(MINIMUM FOR THE METAL DECKING SHOWING DECK GAUGE,SIZE,AND LAYOUT AS 8, LEAVE 1/16"SPACE AT ALL PLYWOOD PANEL END JOINTS AND 1/8"SPACE AT TENSION STRAP BETWEEN ALIGNED BLOCKING MEMBERS. )FLAT 10/24/2014 WELL AS CLOSURE CONDITIONS,WELDS TO SUPPORTS AND SIDE LAP ALL PANEL EDGE JOINTS. DETAILS. 25. ALL SILL PLATES SHALL BE PRESSURE TREATED AND ANCHORED TO 7. ALL REINFORCED OPENINGS IN METAL DECK SHALL BE INSTALLED BY METAL 9. UNLESS NOTED OTHERWISE,WALL SHEATHING SHALL BE FASTENED TO FOUNDATION WALLS WITH 1/2" DIAMETER HEADED ANCHOR BOLTS(ASTM DECK SUBCONTRACTOR. METAL DECK SUBCONTRACTOR TO PROVIDE FRAMING WITH 8d COMMON NAILS @ 4"ON CENTER AT EACH SHEET F1554)@ 4'-0"ON I CENTER AND WITHIN 12"OF ALL SILL PLATES SPLICES. REINFORCING AS PER TYPICAL DETAILS. PERIMETER AND 12"ON CENTER ELSEWHERE. PROVIDE 2x6 BLOCKING AT ALL (MINIMUM 7" EMBED.) 8. AT METAL DECK WITHOUT CONCRETE FILL THE FOLLOWING MAY BE FREE EDGES. ATTACHED WITHOUT SPECIFIC APPROVAL OF THE STRUCTURAL ENGINEER: 10. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE FASTENED TO ACOUSTICAL TILE AND GYPSUM BOARD CEILING ONLY; NO PIPING, DUCTING FRAMING WITH 8d COMMON NAILS @ 6"ON CENTER AT EACH SHEET OR CONDUIT. MAXIMUM CEILING WEIGHT=3.5 PSF. MAXIMUM WIRE HANGER PERIMETER AND 12"ON CENTER ELSEWHERE. GENERAL NOTES LOAD=60 LBS. 11. ALL FLOOR SHEATHING SHALL BE GLUED AND SCREWED TO FLOOR JOISTS 9. WHERE SUSPENSION OF HANGER WIRES ARE REQUIRED BY OTHERS,VERIFY USING AN APA APPROVED ADHESIVE AND#8 SCREWS @ 6"ON CENTER AT AND COORDINATE LOCATIONS, PATTERNS,SPACING, ETC.WITH THE EACH SHEET PERIMETER AND 12"ON CENTER ELSEWHERE,UNLESS NOTED APPROPRIATE TRADE. DRILL OR PUNCH HOLES AT BOTTOM OF DECK FLUTES OTHERWISE. OF SUFFICIENT SIZE TO PASS SUPPORT WIRES.WIRE SUPPORTS HALL BE LOOPED AND SECURED WITH A MINIMUM OF THREE(3)TIGHT TURNS AROUND A MINIMUM 11/2"x12"LONG FURRING CHANNEL OR NO. 3x12"LONG S2n00 REINFORCING BAR CENTERED ABOVE THE HOLE AND LAID IN THE DECK FLUTES. RSA# 15904 W z Y m W U .. STCOLUMN CONCRETE OR EEL W.W.F. F- x CO �� � C0003 o SAW CUT O W z W (SEE PLAN) 1-1/2"DEEP = ° Y Y SLAB REINF. M 00 U CO v — 2"x3"CONT. SLAB ON GRADE (MESH REBAR) BASE PLATE,SEE gz g= W� � �F KEY � TYPICAL DETAIL � x--X— x-a-x—X • HORIZONTAL REINF. —x x�—K— 2�#4 @ 3"x4'-0"LONG ISOLATION JOINT 1/2" TO RUN THRU ♦ ° a ADDITIONAL AT ALL COLUMN, SEE PLAN AND UNINTERRUPTED a REENTRANT CORNERS MIN. SEE TYPICAL SLAB COLUMN SCHEDULE c\ c MAXIMUM DISTANCE BETWEEN 2 1 `���• ON GRADE DETAIL �-- —■ CONTRACTION JOINTS IN INCHES JOINTS IS 36 TIMES SLAB THICKNESS NON-SHRINK ILTMIN. CONCRETE SLAB ON a M GROUT,2"MIN. c SLAB EDGE NP GRADE WATERSTOPIr UA ~ x m x-a— T— x—x—x SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT o ��'�� ° �`c� NOTE: MAXIMUM POUR LENGTHS: AT ALL RE- ENTRANT CORNERS FOUNDATION WALL=80'-0" �- rik 6"x6"W2.0 x W2.0 W.W.F. B.O. FTG. a a N • - WATERSTOP.2"COVER SEE PLAN —_= TYPICAL CONSTRUCTION JOINT N _ I I I ANCHOR BOLTSi�l , SEE �± `^ v CONCRETE SLAB B N. E.S.WATERSTOP MANUREQ'D U TYPICAL DETAIL IN CONCRETE WALL WATERSTOP MANUF.) M d 3"CLR. Cn z t WATERSTOP NOTES: \may.j } 7 `� 1. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEARING _ Z O ;, • ; _ _ • NOTES: CAPACITY AS SPECIFIED IN THE GENERAL NOTES. 2. FOR SIZE,DEPTH AND REINFORCING SEE FOOTING SCHEDULE. w W III--III--1 III III =1 I I VAPOR BARRIER 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING - -- � --• � o < - - STRIPS WHERE EACH SINGLE STRIP DOES NO EXCEED - - 6 GRAVEL OR 36 TIMES SLAB THICKNESS WIDTH IN INCHES. Cu Q W N 6 GRAVEL OR STONE CRUSHED STONE 2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLABne w UNDISTURBED - 10 MIL POLYETHYLENE „�UNDISTURBED SOIL OR FILL THICKNESS.JOINTS SHALL BE SAWED NO LATER THAN SOIL OR FILL VAPOR BARRIER 24 HOURS AFTER CONCRETE IS PLACED. 3. COMPACTED O 95%VEL OR FMAXIMUMDENSITYATOPTIMUM TYPICAL STEEL COLUMN ON CONCRETE FOOTING /3 O �,ASE SHALL BE O 0 SLAB ON GRADE SLAB-ON-GRADE & WALL INTERFACE o z MOISTURE CONTENT. 1/2"= 1'-0" � = Q TYPICAL SLAB ON GRADE o 0 -- -------------- ` Z � STANDARD HOOK 00 x DEFORMED BAR TENSION DEVELOPMENT LENGTH (Ld) 3 ho FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS o 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE 79 BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 #3 17 25 15 22 13 20 12 18 0 z #4 22 33 19 29 17 26 16 24 a- n #5 28 42 n 24 36 22 32 20 30 0 U) #6 33 50 29 43 26 39 24 35 #7 48 72 42 63 38 56 34 51 WALL #8 55 83 48 72 43 64 39 59 DOWELS SAME SIZE AND #9 62 93 54 81 48 72 44 66 NUMBER AS WALL TEE-INTERSECTION REINFORCEMENT ABOVE #10 70 105 61 91 54 81 50 74 / ISOLATION JOINT 1/2"MIN. #11 78 116 67 101 60 90 55 82 .--- PROVIDE TENSION LAP SPLICE PER a (SEE TYPICAL SLAB ON NOTES: REBAR SCHEDULE GRADE DETAIL) CONCRETE SLAB w 1. FOR HORIZONTAL REINFORCEMENT WITH 12 IN. OR MORE FRESH CONCRETE OF -IV z v CAST BELOW IT, Ld SHALL BE 1.3 TIMES THE VALUES GIVEN ABOVE. x— lip, I x—x— Y) CL STANDARD HOOK O "3 �P`��'�� 0 c� Q� U) 2. FOR EPDXY-COATED BARS: �r r t, .. ' w o- a. WHERE CONCRETE COVER IS LESS THAN 3db,OR CLEAR SPACING IS LESS �'d� n ¢c r- - THAN 6db, Ld SHALL BE 1.5 TIMES THE VALUES GIVEN ABOVE. UA LIU b. WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3db AND CLEAR Z G` CL ° d ° SPACING IS GREATER THAN 6dbLd SHALL BE 12 TIMES THE VALUES GIVEN ABOVE. F -�}B.O. FTG. p - .� � ..,Q � �. , . SEE PLAN .III--I I.I --I u •- CASE I:CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN SSI N db, _J -- CLEAR COVER NOT LESS THAN db,AND STIRRUPS OR TIES THROUGHOUT Ld U NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING Cl) DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR COVER NOT LESS THAN db 3"CLR. TENSION LAP SPLICE CASE If:OTHER CASES NOTES: principal engineer NO 1. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEARING CORNER DEFORMED BAR TENSION LAP SPLICE - CLASS B project manager JRT CAPACITY AS SPECIFIED IN THE GENERAL NOTES. 2. FOR FOOTING AND WALL SIZE, DEPTH AND REINFORCING,SEE PLAN. NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE TABLE. FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS drawn by JA2 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 checked by JRT TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS #3 22 33 19 28 17 25 16 23 job no. 15904 TYPICAL DETAIL SPREAD FOOTING AT CONCRETE WALL AND JUNCTIONS OF WALLS AND BEAMS #4 29 43 25 37 23 _ 34 21 31 date 10/24/2014 1/2"= 1'-0" 3/4"= V-0" #5 36 54 31 47 28 42 26 38 #6 43 65 37 56 34 50 31 46 #7 63 94 54 81 49 73 45 67 revisions: #8 72 107 62 93 56 83 51 76 REINFORCED #9 81 121 70 105 63 94 57 86 CONCRETE WALL I #10 91 136 79 118 71 106 64 96 I #11 101 151 87 131 78 117 71 107 STANDARD AISC DOUBLE ANGLE BOLTED CONNECTION DEFORMED BAR COMPRESSION DEVELOPMENT LENGTH (Ldc) DEFORMED BAR COMPRESSION LAP SPLICE 6" WELDED TO FACE PLATE I N FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI 4" � -- I_ I I -- Q SIZE CONCRETE CONCRETE CONCRETE CONCRETE SIZE CONCRETE CONCRETE CONCRETE CONCRETE no. date by o l #3 9 8 8 8 #3 12 12 12 12 - #4 11 10 9 9 #4 15 15 15 15 FOR CONSTRUCTION #5 14 12 12 12 #5 19 19 19 19 " T I I I N u u #6 17 15 14 23 23 23 14 #6 23 50% CONSTRUCTION DOCUMENTS STEEL MEMBER #7 20 17 16 16 #7 27 27 27 27 #8 22 19 18 18 #8 30 30 30 30 10/24/2014 v �� 1/2"STEEL FACE PLATE #9 25 22 21 21 #9 34 34 34 34 (TYPICAL)y #10 28 25 23 23 #10 39 39 39 39 245 WELDED -- 3-3/4"0 STUD @ 6"O.C.TYP. #11 31 27 26 26 #11 43 43 43 43 TO FACE PLATE EACH ROW TYPICAL DETAILS TYPICAL DETAIL OF STEEL BEAM TO CONCRETE WALL CONNECTION S2w0l RSA# 15904 r r� Du _I i' r- COLUMN I1 1/8" ERECTION TOLERANCE U I EACH SIDE STIFFENER PLATE EACH WT SAME SIZE AS — BASE PLATE SIDE.THICKNESS TO COLUMN SECTION 0 MATCH COLUMN EACH SIDE O 1 I I11 FLANGE BELOW 3 z I Of S2 5 = Z II z I c BOTTOM ELEVATION � 1 z J I I PROVIDE FILLER PLATE TO ' I FL OU 11I O � BEAR ON LOWER COLUMN. SIZE � OF BASE PLATE z I U I 3:OFASTENERS TO DEVELOP z - cn PLATES IN BEARING, PER TABLE I o TOP OF FOOTING iv :' I I II I z 14-3, CASE II PIER OR BUTTRESS I "' 1 2 1/2"TYP. I I II + AM ffwn NOTE: LEVELING PLATES (4)3/4"0 HEADED ANCHOR ARE NOT PERMITTED RODS. EMBED. 1'4"MAX. OR TO I WITHIN 3"OF BOTTOM OF IIl N -- 1 FOOTING IILi I STEEL PLATE WITH I STEEL PLATE WITH z I (4)-3/4"0 A325-SC 11 (4)-3/4"0 A325-SC o I D BOLTS(MIN.). MINIMUM I BOLTS(MIN.). m AT LATERAL ;t _J PLATE E COLS U MATCH FLANGETHICKNESS i 111 O FRA I SS TO I TMINIMUM O ® C I = THICKNESS OF BEAM VI MATCH FLANGE >- 1 z ABOVE 11 THICKNESS OF BEAM o LV Z j l l LL I 1 ABOVE Q U z 5/16 ANCHOR BOLT 1 I T.O. SLAB EDGE DISTANCE -L--- - ------------ ____ __ O LLJ ANCHOR HOLE 0 I I FROM CENTER LINE I I °' p a o BASE PLATE BOLT SIZE BASE PL OF BOLT HOLE �I 1 � 2 (n - 3/4"0 1-5/16"0 --- ---- -2��---- I DL p per[ Q + 7/8"0 1-9/16"0 2" NOTES: w 1"o 1-13/16"0 ------- -- "" 2 --- «o � a - 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH TABLE COLUMN 1-1/4"0 2-1/16"0 2-1/2" 14-3 CASE II OF THE AISC ENGINEERING FOR STEEL CONSTRUCTION 6; O w I 1-1/2"0 2-5/16"0 2-1/2" HANDBOOK AND ALL OSHA REQUIREMENTS. o LL Z w< ( - 3. SEE2. IFRAMEE EVATMUM LENGTH OIONSOFORNELUMN OTTENSIONATBE LESSER OCOLUMNSPLIC SF 30ft OR 2 IAND TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN = a ~ SEE F- COLUMN BASES, IF ANY TABLE Ce 4. ALL STEEL CONNECTIONS MUST MEET THE REQUIREMENTS OF SECTION 1"= 1'-0" 1"= 1'-0" s 2213 OF THE NYC BUILDING CODEo O01 C1 a z COLUMN SPLICE WHERE Du NOMINALLY 2"LESS THAN DL STEEL TYPICAL COLUMN BASE PLATE PIPE OR TUBE COLUMN TYPICAL COLUMN SPLICE SEE PLAN FMO•R AT FLANGES, o 1"= 1'-0" - ----- ----- - 1"= 1'-0" SIZE AND TYP. z LOCATION r 3 I z I I I J 0 SHEAR PLATE DOUBLE ANGLES DOUBLE ANGLES DOUBLE ANGLES I O CAP PLATE(AT STEEL BEAM STEEL BEAM STEEL BEAM WF STEEL BEAM 1Ln 0 COLUMN TOP) \ o .."0 I MN If I --- O 1 0 NOTES: IF REQUIRED FOR -� �-- -� 1 1 0 JO 1. FLANGE AND WEB SPLICE CONNECTIONS TO DEVELOP THE FULL CAPACITY OF CAPACITY EXTEND I I U THOSE BEAM ELEMENTS. �* = 2. ALTERNATE BOLTED FLANGE PLATE IS ACCEPTABLE AT BEAM FLANGE SPLICE PLATE THROUGH 1 CONNECTIONS PROVIDE THAT THE CONNECTION DEVELOPS THE FULL CAPACITY COLUMN AISC BOLTS - AISC BOLTS AISC BOLTS AISC BOLTS I 1 I z I I I � OF BEAM FLANGE. - I I 3. COORDINATE AND SUBMIT SPLICE LOCATIONS TO THE ENGINEER FOR REVIEW T.O.SLAB I I I AND APPROVAL PRIOR TO FABRICATION. HSS STEEL COLUMN WF STEEL COLUMN WF STEEL COLUMN k 4. ALL FULL PENETRATION WELDS TO BE ULTRASONICALLY TESTED. 01 BEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM TYPICAL BEAM SPLICE .� 3/4 NOTES: -0" r 1 I 5 ;r 1. CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC ONLY.THE CONTRACTOR MAY SUBMIT ALTERNATE DETAILS FROM THOSE SHOWN ABOVE, BUT IN ANY CASE THE CONTRACTOR IS RESPONSIBLE FOR PRODUCING STEEL SHOP DRAWINGS IN ACCORDANCE WITH THE PROJECT GENERAL NOTES AND AISC GUIDELINES.CALCULATIONS SHALL BE NOTES: p4ti r" SUBMITTED AS REQUIRED IN THE GENERAL NOTES AND ELSEWHERE IN THE CONTRACT DOCUMENTS. 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH AISC ENGINEERING FOR 2. THE CONTRACTOR SHALL DETAIL THE PROJECT CONNECTIONS FOR THE LOADS AS INDICATED IN THE CONTRACT DOCUMENTS, PER AISC GUIDELINES.THE SCHEMATIC DETAILS STEEL CONSTRUCTION HANDBOOK AND ALL OSHA REQUIREMENTS. ABOVE ARE NOT SUGGESTIVE OF SPECIFIC CAPACITIES.THE NUMBER AND SIZE OF BOLTS, SIZE AND LENGTH OF WELDS,AND SIZE OF STEEL PIECES MUST BE DETERMINED PER AISC GUIDELINES AND THE CONTRACT DOCUMENTS. 2. MAXIMUM LENGTH OF COLUMN TO BE LESSER OF 30'-0"OR 2 STORIES. 3. PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEAM CONNECTIONS TO PERIMETER BEAMS, UNLESS OTHERWISE NOTED. 3. PROVIDE ALIGNMENT PLATES AS REQUIRED FOR COLUMN ERECTION. REMOVE ALIGNMENT PLATES AFTER COLUMN IS INSTALLED. PROVIDE 3/8"THICK ANGLE project manager JRT FITTED STIFFENER (BOTH SIDES) "A/2" TYPICAL HSS COLUMN SPLICE TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLY BEAM WEB principal engineer NO ------ -------- -- --------- --- 1.= V-0" 1"= 1'-0" drawn by JA2 Author OR \ checked by Checker job no. 15904 date 10/24/2014 COLUMN ALTERNATE TO FITTED W BOLTS STIFFENER Q (BOTH SIDES) Q FLANGE PLATE SHOP WELDED revisions: TO COLUMN FLANGE SEE PLAN FOR SHIM PLATE AS REQUIRED BEAM SIZE WELDED FLANGE o0 CONTINUITY PLATES 00 AND/OR DOUBLER W EB TYPICAL BENT BEAM PLATES AS REQ'D BY AISC STANDARD FRAMED CONNECTION DESIGNIm BEAM CONNECTION SAME REQUIREMENTS FOR BOTTOM PLATE AS TOP PLATE MOMENT no. date by PLATE;TYP. I A325 SC BOLTS NOTE: 1 � I STEEL BEAM; FOR CONSTRUCTION SEE PLAN 1. CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC DETAILS ONLY. SO% CONSTRUCTION CONTRACTOR SHALL DETAIL MOMENT CONNECTIONS BASED ON NOTE 4, IN ACCORDANCE WITH CODES AND"R"VALUE GIVEN HEREIN,AND SHALL PROVIDE U g O o DOCUMENTS SIGNED AND SEALED CALCULATIONS FOR FULL CONNECTIONS PRIOR TO ID O -- SUBMITTAL OF SHOP DRAWINGS. 2. ALL BOLTS TO BE PRE TENSIONED HIGH STRENGTH BOLTS.ALL FAYING m M 10/24/2014 SURFACES SHALL BE PREPARED AS REQUIRED FOR CLASS A OR BETTER SLIP WT WHERE CRITICAL JOINTS.THE DESIGN SHEAR STRENGTH OF BOLTED JOINTS IS STEEL BEAM; REQ'D OMIT PERMITTED TO BE CALCULATED AS THAT FOR BEARING TYPE JOINTS. SEE PLAN WHERE BEAMS 3. PROVIDE BOLTED CONNECTION IN WEB FOR BEAM REACTION PER GENERAL ON EITHER SIDE NOTES OR FRAME ELEVATIONS OR PLAN. ARE OF SAME SHIM AS REQ'D FULL 4. 4A-SEE TYPICAL LATERAL FRAME ELEVATION LEGEND FOR INFORMATION ON PENETRATION DEPTH CONNECTION DESIGN FORCES. PROVIDE CONTINUITY AND/OR DOUBLER PLATES WELD IF NECESSARY. TYP. NP' TYPICAL DETAILS 5. 4B-DESIGN CONNECTION FOR FULL PLASTIC CAPACTIY OF BEAM AND VERIFY PANEL ZONE STRENGTH OF COLUMN IS NOT EXCEEDED. PROVIDE CONTINUITY AND/OR DOUBLER PLATES IF NECESSARY. TYPICAL COLUMN FLANGE MOMENT CONNECTION, R=3 TYPICAL BEAM TO BEA_ M MOMENT CONNECTION S2002 1"= 1'-0" RSA# 15904 6" 1'-6" 1'-6" -"" 1 3/4"x16"LVL TO SUPPORT1 3/4"x16"LVL TO SUPPORT C0003o FLOOR FRAMING 2'-8" FLOOR FRAMING ®Q /- 1/2"0 A307 BOLTS W/ Q Q Q s WASHERS; BOLT-HEAD Xg O O O - �� &WASHER _ T.O.JOIST 1 77 77-77-77-7Q Q _ - - _ T.O.JOIST rih a MULTIPLE MEMBER Y M W I LVL BEAM;SEE PLAN G16"TYPICAL y \ BOLT LAYOUT DETAIL A-A T.O.STL. BM. 2 - O T.O.STL. BM. - e <V �Q SECTION A-A c 1/2"DIAMETER THREADED ROD 1/2"DIAMETER THREADED ROD m A\WWELDED TO WEB OF W16 TO WELDED TO WEB OF W16 TO 1/2"0 BOLTS W/WASHERS @ CONNECT CONTINUOUS WEB CONNECT TO CONTINUOUS WEB n 16"O.C. @ TOP&BOTTOM W/ BLOCKING TO BEAM. LEAVE END BLOCKING TO BEAM. LEAVE END (2)BOLTS AT EACH END OF ROD UNTHREADED TO ALLOW - OF ROD UNTHREADED TO ALLOW FOR WELD Ln _ FOR WELD Ln NOTES: _ TJI'S,SEE PLAN Q Q to BLOCKING AT to 1. USE 1-3/4"x LVL;SEE PLAN 4'-0"O.C. AT ' M 2. MAXIMUM BOLT HOLE SIZE SHALL BE 9/16". EDGES PER ® ,* 0) PLAN NOTE TJI'S,SEE PLAN 14 3. BOLTS SHALL NOT BE COUNTER SUNK. NEW LOW W16 AT EDGE,SEE NEW LOW W16 AT EDGE,SEE v, PLANSPLANS = =1 TJI'S,SEE PLAN W Z !2 TYPICAL MULTIPLE MEMBER CONNECTION FOR LVL BEAMS \' JOISTS PARALLEL TO EDGE BEAMS AT CUBE UPPER LEVEL JOISTS PERPENDICULAR TO EDGE BEAMS AT CUBE UPPER LEVEL z o 11.= 1'-0" ( 1 1/2"= V-0" 1 1/2"= 1'-0" W \ 2'-8" W v~i a L- W �- Q ea Q Q Q o i BEARING WALL ON(2)2x STEEL BEAM o LJ.. Z CONTINUOUS PRESSURE G16"TYPICA - _ 2 BEARING WALL ON(2)-2x PROVIDE 1/2"OAK SHIM WHEN BEARING,SHEAR OR .o TREATED SILL PLATES SIMPSON SSP TIE AT , CONTINUOUS PRESSURE PARTITION WALLS ARE LOCATED ABOVE BEAM OR WHEN t TREATED SILL PLATES BOLT LAYOUT DETAIL A-A BEAM FLANGE WIDTH IS GREATER THAN OR EQUAL TO 8" _ O o EACH STUD 1/2"0 A307 ANCHOR BOLTS a rn AT 4'-0"O.C. 1/2"0 A307 ANCHOR BOLTS AT 4'-0"O.C. 1/2"0 COUNTER-BORED,A307 BOLTS, SIMPSON SSP TIE AT STAGGERED TOP AND BOTTOM; SEE DETAIL A-A r T.O. FINISH FLOOR /AhSIMPSON L?ANGLE;TYPICAL EL. SEE PLAN EACH STUD BETWEEN LEDGER AND BLOCKING T.O. FOUNDATION STEM PROVIDE STIFFENERS EL.SEE PLAN a ° °1 T.O.JOISTS AT TJI LOCATIONS T.O. FINISH FLOOR $ — — EL.SEE PLAN EL.SEE PLAN T O JOTS ° T.O. FOUNDATION STEM z EL.SEE PLAN ° T.O.JOISTS ° a a - T.O. STL. BM. a ° EL.SEE PLAN - z" I x T.O. EXTERIOR SHELF ° T.O. INTERIOR SHELF �� • IM4 _a0. EL.SEE ARCH'L DWGS ° EL. SEE PLAN J ° ° ON a -- N _ _ TJI/LVL FLOOR JOISTS T.O. EXTERIOR SHELF -i i _ M N \ WEB BLOCKING AT TJI JOISTS EL.SEE ARCH'L DWGS ° TJI/LVL FLOOR JOISTS 1 4- FACE MOUNTED JOIST a TJI/LVL FLOOR JOISTS e CONTINUOUS 3-1/2"x JOIST DEPTH -I ° HANGERS BY SIMPSON OR PSL LEDGER WITH 3/4"0 HILTI HIT " . APPROVED EQUAL HY150 MAX. EPDXY ADHESIVE WITH ° WEB BLOCKING AT TJI JOISTS 4 1/2" EMBEDMENT AT 16"O.C. a FULL DEPTH BLOCKING TO PSL OR ANTHONY POWER 10"THICK FOUNDATION WALL ° STAGGERED. PROVIDE A MINIMUM ° MATCH DEPTH OF JOISTS BEAM BLOCKING WITH#5@12"O.C. E.W. E.F. OF(3)THREADED RODS PER ° ° SIMPSON FACE MOUNTED HANGER LENGTH OF LEDGER CONTINUOUS 3-1/2"x JOIST DEPTH (IUT @ WOOD FLOOR FINISHES. 10"THICK FOUNDATION WALL ° PSL LEDGER WITH 3/4"0 HILTI HIT M1U @ STONE/TILE FLOOR FINISHES) a WITH#5@12"O.C. E.W. E.F. ° ° HY150 MAX. EPDXY ADHESIVE - -' WITH SERE " NOTES: � C TAGGD PROVIDE ATYPICAL LVL/TJ I TO STEEL MEMBER 1. SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS. NOTES: MINIMUM OF(3)THREADED RODS 2. ALL LIGHT-GAUGE CONNECTORS IN CONTACT WITH PER LENGTH OF LEDGER 1 1/2"= 1'-0" w 1. SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS. Q YQ PRESSURE-TREATED MEMBERS SHALL BE HOT-DIPPED 2. ALL LIGHT-GAUGE CONNECTORS IN CONTACT WITH �.�' 0 GALVANIZED. SEE GENERAL NOTES. PRESSURE-TREATED MEMBERS SHALL BE HOT-DIPPED BEARING WALL ON (1)2x 77 FULL DEPTH BLOCKING TO MATCH GALVANIZED.SEE GENERAL NOTES. CONTINUOUS SILL PLATE WIDTH OF STUD WALL,TYP. ,a LID TJI/LVL FLOOR JOISTS CONTINUOUS 1-1/4" T.O. FINISH FLOOR ` � 4 NEW FOUNDATION WALL AT EX'G JOISTS SUPPORTED OFF LEDGER BEAM - NEW FOUNDATION WALL AT EX G JOISTS PARALLEL TO LEDGER BEAM - LSL RIM BOARD PERPENDICULAR PARALLEL - EL.SEE PLAN 89 rrSS ' olti ' SIMPSON LSTA 30 STRAPS TIES ACROSS STUD ABOVE, .? RIM BOARD AND STUD BELOW AT EACH STUD LOCATION principal engineer NO - project manager JRT FULL DEPTH BLOCKING TO MATCH T.O. FOUNDATION WALL WIDTH OF STUD WALL,TYPICAL EL.SEE PLAN ;i drawn by JA2 BEARING WALL ON (1)- BETWEEN FLOOR BLOCKING AT 2x CONTINUOUS BEARING WALL ABOVE LOCATIONS Author SOLEPLATE BEARING WALL; SEE PLAN 3 PROVIDE WEB STIFFENERS AND GENERAL NOTES AT TJI LOCATIONS checked by Checker SIMPSON H2.5A TIE BETWEEN SIMPSON LSTA 30 CONTINUOUS(2)2x TOP job no. 15904 FULL DEPTH BLOCKING AT PLATE BLOCKING AND TOP PLATE; STRAPS TIES ACROSS date 10/24/2014 SHEAR WALL BETWEEN JOISTS FLOOR JOISTS TYPICAL;ALIGN BLOCKING AT EACH STUD LOCATION; SEE STUD ABOVE, RIM BOARD, NOTE: SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS. AND STUD AS REQUIRED GENERAL NOTES STUD BELOW AND SIMPSON H2A TIE AT EACH JOIST HEADER AT EACH STUD TO STUD,ALIGN JOIST AND STUD LOCATION FINISHED FLOOR AS REQUIRED FULL DEPTH LVL - revisions: BLOCKING EACH SIDE OF SEE PLAN SHEAR WALL AND AT SIMPSON H2.5A TIE BETWEEN EACH STUD LOCATION; EACH JOIST AND TOP PLATE; SEE GENERAL NOTES TYPICAL;ALIGN FRAMING AND EX'G FLOOR FRAMING TO EX'G WOOD BEARING WALL - STUD AS REQUIRED RIM BOARD PERPENDICULAR JOISTS T.O. JOIST/RAFTER T.O.JOIST/RAFTER CONTINUOUS SEE PIAN SEE PLAN CONTINUOUS(2)-2x TOP PLATE Pi I 2 11/21/14 Master Addition SIMPSON H2A TIE AT EACH JOIST TO STUD,ALIGN JOIST CONTINUOUS (1)-2x no. date by \� SOLEPLATE AND STUD AS REQUIRED CONTINUOUS(2)-2x TOP FLOOR/ROOF FRAMING FLOOR/ROOF FRAMING SIMPSON H6 TIE BETWEEN PLATE, ELEVATION TO MATCHFOR CONSTRUCTION \� EACH STUD AND HEADER(TYP.) BEARING WALL ELEVATION — FULL DEPTH BLOCKING BETWEEN FRAMING IN PLANE 50% CONSTRUCTION I \ \ OF WALL; BLOCKING TO MATCH FRAMING DEPTH CONTINUOUS (2)-2x TOP BUILT-UP 2x HEADER;SEE PLAN DOCUMENTS --- - - - PLATE, ELEVATION TO MATCH — SHEAR WALL BEARING WALL ELEVATION SHEAR WALL FOR SIZE AND LOCATION 10/24/2014 SIMPSON H6 TIE BETWEEN SIMPSON H6 TIE BETWEEN TOP PLATES AND STUDS; TOP PLATES AND STUDS; TYPICAL AT EACH STUD TYPICAL AT EACH STUD TYPICAL EX'G SHEAR WALL TYPICAL EX'G SHEAR WALL PERPENDICULAR TYPICAL DETAIL (CD EX'G FLOOR FRAMING (@ EX'G TYPICAL DETAILS PARALLEL TO EX'G FLOOR/ROOF TO EX'G FLOOR/ROOF FRAMING WINDOW/DOOR OPENING - PERPENDICULAR FRAMING S2x03 RSA# 15904 H ROOF TIE,SEE SCHEDULE RIM TIE,SEE SCHEDULE O ROOF SHEATHING STUD AT --- ------------- ------------- ----- TOP OF WALL PLATE PLYWOOD SHEAR WALL NOTES. i= O GENERAL NOTES PLYWOOD EDGE -------- - - - - - - - - - - - - - - - - - SEE RAFTERS,SEE PLAN FOR TI----FT ---- --- ---TI---I- ---IT- SEE TYP.DTL. I'1 I I I I t'I I I I I I 'I 'I` I'I FOR PLATE LAP 1. STUDS, SILL PLATES AND TOP PLATES AND FOR / ADD'L INFORMATION BLOCKING SHALL BE 2X U.O.N. SEE SHEAR WALL I I I'I I'I I I I'I I'I I I SIZE AND SPACING Cl I I I I I l I I I I I •I 'I I I SCHEDULE FOR SIZE AND SPACING. PROVIDE 3X S _I ___ �_--- ---_ _-_J L--- �-__L I LI FRAMING AT BOLTED FOUNDATION SILL PLATES, , T.O.WALL _ _ _ WALL SHEATHING EL. SEE PLAN/ARCH. - -' ---�`' -- T ---- -- -I T----71- _r I I HOLD DOWN PLYWOOD PANEL EDGE BLOCKING, AND STUDS "a OMITTED FOR CLARITY, SOLID BLOCKING AT I I I I I I I I I I I SPLICE TO AT PLYWOOD PANEL EDGES WHERE SHEAR WALL I I I I I I DESIGN SHEAR EXCEEDS 300 PLF. SEE SEE BELOW FOR ALL PLYWOOD EDGES FRAMING a I'1 I I'1 I I I I I I I'I SHEAR WALL SCHEDULE. o NAILING TO MATCH STUD SIZE I I ABOVE. (3x AT SHEAR GREATER I I I I I I I SEE PLAN. �� 3 WALL STUDS, SEE PLAN - THAN 200 PLF) I 1 I I I I I 1 LI I I I I 2. ORIENTED STRAND BOARD (OSB) WALL SHEATHING I 1'I 1,1 I I.I SHALL NOT BE SUBSTITUTED FOR PLYWOOD DOUBLE 2x PLATE,SIZE TO 1 1 I I 1 .I EDGE NAIL FOR SIZE AND SPACING MATCH WALL STUDS(TYP.) I - _ I I I --- - _ -_ -__IL_ UNLESS APPROVED BY ENGINEER. M __ I I.I I.I I I.I I.I SIMPSON CMST14 AT HEADER TO Ir 3. ALL NAILS SHALL BE COMMON WIRE NAILS,AND CONT.2x PLATE,SIZE INTERMEDIATE SHEARWALL LAP HEADER 2'-0" TO MATCH WALL RIM TIE, SEE SCHEDULEOG li I I I I h l I I I I I SHALL BE LABELED AS ENGINEERED CONSTRUCTION NAILING PER I MIN. PROVIDE(12)10d NAILS IN STUDS SCHEDULE NAILS COMPLYING WITH ASTM F1667. LSTA36 AT EACH STUD (2)STAGGERED LINES OF(6)(TYP.@ EACH FLOOR `~ I I I'I III I 1 I I I I NAILS AT 3"o/c MIN. LAP WALL 4. ALL BOLT HOLES IN WOOD SHALL BE MAX 1/16" I I I I I I I I I I I I (3)STUD SPACES 4'-0"MIN. �J I I I I..I I I I I O OVERSIZE. PROVIDE PLATE WASHERS AT ANCHOR Ln PROVIDE 4 10d NAILS EA. BOLTS-SEE GENERAL NOTES FOR SIZES. HOLD-DOWN ANCHOR - FLOOR SHEATHING, SEE GENERAL LI LI I LI LI I I BLOCK IN (2)STAGGERED LINES O AT END OF SHEAR WALLto NGTH , SEE FASTENER NOTES b l I I I I I I I I OF(2)NAILS Q 0)I 5. AT 2X STUDS, PLATES, AND BLOCKING, PROVIDE +N II SCHEDULE AND SHEAR FOR ADD'L INFORMATION SEE SCHEDULE FOR I I 3/8"MIN NAIL EDGE DISTANCE. FRIM BOARD OMITTED FOR CLARITY STUD SIZE AND li 0)WALL END DETAIL SPACING � I 6. AT 3X STUDS, PLATES AND BLOCKING, PROVIDE 1/2" f" f 1 I I I I I I I I MIN NAIL EDGE DISTANCE-STAGGER NAILS IN 2 W Z O FLOOR TIE,SEE SCHEDULE T.O.WALL == I _-__ _- __ WALL END POST-SEE LINES ALONG ADJOINING PANEL EDGES. I I I I I I HEADER SCHEDULE AND Q U Z / EL. SEE PLAN/ARCH. .1 PLAN-PROVIDE 7. STAGGER SHEAR WALL SILL PLATE ANCHOR Z O PLYWOOD PANEL SEE I I I I I I I I I W i PLYWOOD PANEL SEE I DOUBLE STUD MINIMUM BOLTS/NAILS AND PLYWOOD EDGE NAILING. SCHEDULE FOR I I`I I I w — < A THICKNESS STAGGER SCHEDULE FOR 'I -PROVIDE 4x POST AT 0 Q ( DOUBLE 2x PLATE, SIZE TO THICKNESS(STAGGER I HOLDOWNS 8. PANEL JOINTS SHALL BE OFFSET TO FALL ON en JOINTS) MATCH WALL STUDS TYP.) JOINTS) I'1 I I I I f I I I I 'I DIFFERENT FRAMING MEMBERS WHERE SHEATHING IS `o W c~i� ( II II II II II II I INSTALLED ON BOTH SIDES OF STUDS,AND NAILS pC w EDGE NAILING I I I I I I I I I I y EX'G WALL STUDSL.I I I I L.I I I HOEDOWN ANCHOR p SHALL BE STAGGERED. I I I I I I I I I - �. � PER SCHEDULE SEE SCHEDULE Q--- I I AND TYPICAL 9. DO NOT NOTCH OR BORE SHEAR WALL END POSTS. O B II II II II II Q) INTERMEDIATE NAILING ---- ----_ WALL END POST-SEE I I I I I I I DETAILS DO NOT NOTCH OR BORE SHEAR WALL SILL AND TOP v, O 0 PER SCHEDULE HEADER SCHEDULE AND ( (� PLATES UNLESS APPROVED IN WRITING BY THE o LL Z I'1 II II I'1 II II PLAN-PROVIDE EDGE NAILING __ ____ ____ __ L-__ ii__ _ u _ _ _ TOP OF CONCRETE STRUCTURAL ENGINEER. AS A"k DOUBLE STUD MINIMUM SEE SCHEDULE p II p WALL OR TOP OF = Q FLOOR SHEATHING -- ---- -- -- -- � � p STEEL BEAM 10. HOEDOWN ANCHOR BOLTS SHALL BE TIGHTENED s � � CONT.2x PLATE, SIZE 1 PRIOR TO COVERING WALL FRAMING WITH FINISHES. SEE GENERAL NOTES FOR TO MATCH WALL STUDS I HOLDOWN ENGINEER TO CONFIRM.ACCEPTABLE TORQUE IS FINGER o O rn ANCHOR TIGHT PLUS 1/2 TURN. DO NOT OVER TIGHTEN. ;Z z FORMATION CONT.SILL PLATE `� BOLT T.O. FDN.WALL PROVIDE PRESSURE 11. STRUCTURAL OBSERVATION OF SHEAR WALL TREATED SILL CONSTRUCTION IS REQUIRED PER THE CONT.2x PLATE ON 8 ° ° a ° ° ° EL. SEE PLAN/ARCH. PLATE @ CONCRETE LOCATE FIRST ANCHOR BOLT GENERAL NOTES. ° a ° ° a 9"MINIMUM/12"MAXIMUM o FOUNDATION WALL,SIZE TO a s a ° ° MATCH WALL STUDS,SEE ° � ° ° ° ° `a � ° CONCRETE BOLTS MINFROM PLATE PER PLATE- z FOUNDATION SECTIONS ELEVATION SEE DETAIL o FOUNDATION a HOLD DOWN ANCHOR AT EACH ENDO WALL OR STEEL F WALL SEE FOUNDATION SECTIONS. BEAM z OLOCATE FIRST ANCHOR BOLT FOR WALLS LONGER THAN 10'-0", 9"MINIMUM/12"MAXIMUM ADD TIE DOWNS EVERY 6'-0". FROM PLATE ENDS; SEE x SCHEDULE FOR SPACING rMMMMI ° o 2 BOLTS MIN. PER PLATE NEW REINFORCED CONCRETE/EXISTING BRICK& • N � RUBBLE FOUNDATION WALL oN SEE PLAN FOR SIZE&LOCATIONM N FLOOR FRAMING TO FOUNDATION WALL- OMITTED FOR CLARITY. TYPICAL EXISTING WOOD SHEAR WALL STRAPPING ELEVATION EXISTING PLYWOOD SHEARWALL STRAP/SHEATHING SCHEDULE -- - -- OA O - -O O O OE F G H "SW= MIN. SHEATHING PLYWOOD NAILING STUDS OR SOLID SIMPSON HOLD 1/2"DIA.A307 SIMPSON SIMPSON MARK EDGE/INTERIOR(in.) POSTS @ ENDS OF DOWNS AT ENDS OF ANCHOR BOLT LTP4 H2A ( 4y SHEAR WALL SHEAR WALLS SPACING SPACING TIE SPACING ��►��y1, A ALL EXISTING BEARING WALLS 1/2" 8d @ 4"/12" (3)2x4 HDU5-SDS2.5 4'-0"o.c. 12"o.c. 16"o.c. GENERAL NOTES: • 5/8"NOMINAL(19/32"ACTUAL)MINIMUM PLYWOOD SHEATHING AT EXTERIOR FACE OF EXTERIOR WALLS. • PROVIDE LSTA36 SIMPSON STRAP AT EACH STUD • ANCHOR BOLTS SHALL BE 1/2"DIAM.A307 NEW/EX'G WOOD JOIST A • WALLS NOTED AS SHEAR WALLS ON PLAN SHALL NOT BE CUT OR PENETRATED UNLESS APPROVED BY ENGINEER. CONTRACTOR SHALL COORDINATE ALL PLUMBING, MECHANICAL, principal engineer NO HVAC, ELECTRICAL, ETC.ACCORDINGLY. project manager JRT - - - - - - CONT. 3 1/2"x JOIST DEPTH WOOD drawn by JA2 PSL LEDGER w/3/4"DIA. HILTI THREADED RODS WITH HIT HY150 ADHESIVE @ 4"O.C. IN FROM EACH checked by JRT END OF WALL)NEW LEDGER,AND AT job no. 15904 16"O.C. STAGGERED IN-BETWEEN. PROVIDE A MINIMUM OF(3)THREADED date 10/24/2014 RODS PER LENGTH OF LEDGER; ?? EMBEDMENT FACE MOUNTED JOIST HANGER BY SIMPSON revisions: OR APPROVED EQUAL - PSUM WALL BOARD q NEW OR EXISTING MASONRY WALL ORIENTATION OF CORNER �\ STUD MAY VARY �� -- -- GYPSUM WALL BOARD EXTERIOR PLYWOOD - 4" 21-8" 1'-4" V-4" SEE SHEAR WALL SCHEDULE SHEATHING O\ GYP BOARD AND/OR PLYWOOD 16d NAILS @ 14"O.C. FOR NAILING PATTERN `� SHEATHING SEE SCHEDULE FOR SHEAR WALL TYPE IN LEGEND iv no. date b 16d NAILS @ 14"O.C. { - 1 - - _ _ _ y - 16d NAILS @ 14"O.C. a EXTERIOR SEE SHEAR WALL SCHEDULE x PLYWOOD / FOR NAILING PATTERN SHEATHING I FOR CONSTRUCTION WOOD STUD - --O - - SEE SHEAR WALL SCHEDULE ' 50% CONSTRUCTION DOCUMENTS FOR NAILING PATTERN ORIENTATION c OF CORNER STUD MAY VARY 16d NAILS @ 14"O.C. x0/24/2014 _.W- SECTION A-A INSIDE CORNER OUTSIDE CORNER "T"INTERSECTION SEXTERIOR HEATHING PLYWOOD WOOD SHEAR WALL CORNER & 'T' INTERSECTION - PLAN SECTIONS _ TYPICAL DETAIL WOOD LEDGER SUPPORT OF JOISTS (a)- CMU OR CONCRETE WALL TYPICAL DETAILS S2mO4 RSA# 15904 \ j NEUTRAL AXIS OF BRACE — W.P. LINES MUST COINCIDE Dc-DEPTH OF COLUMN STEEL COLUMN 1/4 TYP. 3/8" MIN. STIFFENER PLATE AS SHOWN MIN. I > BOTH SIDES OF WEB g 2 w TOP OF FINISH FLOOR :a ALTERNATE TO / O LINES MUST COINCIDE AS I 1/4 BOLTS — - - - - - - - - - --- - - (i BEAM SHOWN MIN. s W M GUSSET PLATE CONNECTION TO — p a CN BEAM TO BE DESIGNED FOR Pbrace HORIZONTAL COMPONENT H PLUS SEE PLAN FOR BEAM SIZE MOMENT DUE TO ECCENTRICITY p° Qo Co HxDb/2;TYP. / GUSSET PLATE(1/2"MIN.) 1/4 O \ - NEUTRAL AXIS OF BRACE MIN. — — — — — ( STEEL BEAMa. TYP. }-1/4�--- / \ \, I o VQ / MIN. I N rn O M �aGP W.P. I I IF- a H=Pbrace VERT. COMPONENT \ C/I � W Z GUSSET PLATE CONNECTION I SEE PLAN FOR BEAM SIZE co U TO BEAM TO BE DESIGNED °' Z Z _O V=Pbrace HORIZ. COMPONENT FOR Pbrace HORIZONTAL I ® COMPONENT H PLUS MOMENT GUSSET PLATE(1/2"MIN.) W DUE TO ECCENTRICITY(H)x C)_ Q (Db)/(2) I Lf) I.- NOTE: CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC DETAILS ONLY. CONTRACTOR SHALL DETAIL o W Q BRACE CONNECTIONS BASED ON AXIAL LOADS INDICATED IN LATERAL FRAME ELEVATIONS AND R VALUE GIVEN GUSSET PLATE CONNECTION ,� f� w HEREIN AND SHALL PROVIDE SIGNED AND SEALED CALCULATIONS PRIOR TO SUBMISSION OF SHOP DRAWINGS. TO COLUMN TO BE DESIGNED FOR Pbrace HORIZONTAL I t; Q COMPONENT V PLUS MOMENT NEUTRAL AXIS OF BRACE 03 O O DUE TO ECCENTRICITY(V)x C% W 1 TYPICAL LATERAL BRACE CONNECTION TO BEAM (Dc)/(2) A L- z S2.05, N.T.S. H=Pbrace HORIZ. COMPONENT L DC a u O o en cu NOTE: CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC Im ° z DETAILS ONLY. CONTRACTOR SHALL DETAIL BRACE V=Pbrace VERT.COMPONENT a CONNECTIONS BASED ON AXIAL LOADS INDICATED IN LATERAL FRAME ELEVATIONS AND R VALUE GIVEN HEREIN AND SHALL 106,. PROVIDE SIGNED AND SEALED CALCULATIONS PRIOR TO dC0o SUBMISSION OF SHOP DRAWINGS. >y/ o 0 o r z 2 TYPICAL BRACE LATERAL CONNECTION AT COLUMN COLUMN al 3 N.T.S. z �-05 0 0 x 0 0 -� a O P 0 v] � b O N N N M N OF N p, ,4 �L7 GYt70 V`� "x principal engineer NO project manager JRT drawn by JA2 Author checked by Checker job no. 15904 date 10/24/2014 revisions: 2 11/21/14 Master Addition no. date by FOR CONSTRUCTION 50% CONSTRUCTION , DOCUMENTS 10/24/2014 TYPICAL DETAILS S2wO5 RSA# 15904 C0003r= ca ai C� s `m rn c NEW CONCRETE GRILLAGE BEAM.SEE 7/S3.00 FOR -� 3 BALANCE OF INFO --- c M RD I t8 M 01- #4 DOWELS @ 6"O.C. INTO EXISTING WALL Ln + + WITH HILTI HY-200,4- NEW CONCRETE GRILLAGE N 1/2" EMBED TYPICAL BEAM. SEE 7/S3.00 FOR � BALANCE OF INFO N __.. . + �� Cn #4 DOWELS @ 6"O.C. INTO NEW CONCRETE GRILLAGE BEAM. ® + EXISTING WALL WITH HILTI HY- SEE 7/S3.00 FOR BALANCE OF INFO ~ 200 4-1/2"EMBED,TYPICAL '--� m w Z U Z NEW COLUMN. Z O #4 DOWELS @ 6"O.C. INTO SEE PLAN w EXISTING WALL WITH HILTI HY- 1+ + + + C) < 200 4-1/2 EMBED,TYPICAL ~–T �„ + + a w o � Ln Lu 12x12x3/4"BASE o PLATE WITH(3)3/4"0 NEW COLUMN. � Q ANCHOR BOLTS.SEE SEE PLAN m O O Ail" TYPICAL DETAIL 12x12x3/4" BASE PLATE o ILL Z 12x12x1"BASE PLATE WITH WITH(4)3/4 O ANCHOR (3)3/4.0 ANCHOR BOLTS. BOLTS.SEE TYPICAL _ SEE TYPICAL DETAIL DETAIL s ®� q)� u O 10 C5 O Q Z NEW COLUMN. SEE PLAN 0 0 0 r z 3 BASE PLATE PLAN DETAIL MID-WALL C' 3 S3.00 3/4"= V-0" z —2 BASE PLATE PLAN DETAIL @ D-1 WALL CORNER s 1 BASE PLATE PLAN DETAIL TYPICAL WALL CORNER �,S3.00 3/4"= 1'-0° a° S3.00 3/4"= V-0" o N M N (4)3/4"DIAMETER HEADED ANCHOR BOLTS IN 1/2"THICK PLATE. SEE --�� TYPICAL DETAILS. / NEW CONCRETE GRILLAGE BEAM.SEE 7/S3.00 FOR 21"x12"x1"BASE V-011 BALANCE OF INFO PLATE. PROVIDE (6)3/4"DIAMETER CAST NEW FOUNDATION WALL.SEE NEW COLUMN. SEE PLANS ISPACE FOR GUSSET IN ANCHORS,TYP.SEE PLANS FOR REINFORCING. z �' TYPICAL DETAIL FORS l )- PLATE ON BOTH MORE INFORMATION. Q% �^ () -- -— SIDES IF PRESENT. 1'-6„ ANCHOR BOLTS. SEE PLAN AND TYPICAL DETAILS ti + + + + + + + + NEW CONCRETE GRILLAGE BEAM ��88� r NEW COLUMN. SEE PLANiv 2"MIN. • • WITH(2)#6 BARS TOP AND Im 1,_9" + o a BOTTOM WITH (1)#3 STIRRUP AT 8 O.C. NEW FOUNDATION GUSSET PLATES FOR • • GUSSET PLATE FOR BRACED FRAMES, SEE (5)3/4"DIAMETER HEADED , BRACED FRAMES, WALL,SEE PLANS. TYPICAL DETAILS. ANCHOR BOLTS IN 1"THICK MAINTAIN 3"CLEARANCE FROM — #4 DOWELS @ 6"O.C. INTO > r EDGE OF CONCRETE TO EXISTING WALL WITH HILTI SEE TYPICAL GUSSET PLATE BY PLATE.SEE TYPICAL DETAILS ; #4 BAR AT 6"O.C.WITH HILTI CENTERLINE OF BOLT AT ALL HY-200 4-1/2" EMBED,TYPICAL DETAILS.GUSSET DETAILER. C HY-200 ADHESIVE INTO LOCATIONS,TYPICAL PLATE BY DETAILER. EXITING RUBBLE WALL, TOP OF EX'G FOOTING � �•- C� MINIMUM. EMBED 4-1/2 principal engineer NO project manager JRT drawn by JA2 V.I.F. EXISTING RUBBLE FOOTING checked by JRT V.I.F. job no. 15904 date 10/24/2014 7 BRACE FRAME BASE PLATE @CUBE s3.00 3/4" 1'-0"SECTION - GRILLAGE AT RUBBLE FOOTING (MAIN WING) 6 CORNER = 4 BASE PLATE PLAN DETAIL AT GRID A ANGLE COLUMN 5 BRACE FRAME BASE PLATE @ CUBE WALL s6 3/4"= 1'-0" revisions: 3.00 3/4"= 1'-0" S3.00 3/4"= V-0" A (4)3/4"DIAMETER CAST 2 11/21/14 Master Addition DETAIL NOT USED IN ANCHORS,TYP. SEE TYPICAL DETAIL FOR no. date by 3/4"THICK BASE MORE INFORMATION. PLATE FOR CONSTRUCTION + 50% CONSTRUCTION N + DOCUMENTS 0 + 10/24/2014 11-0. FOUNDATION CS 9 PLAIN BASE PLATE @ CUBE SECTIONS .00� 3/4"= 11-01, 8 SECTION GRILLAGEWALL (CUBE) S3mOO 3.003/4"= V-0" RSA# 15904 C000o c ai V t a i ° SIMPSON LSTA24 AT EACH EXISTING JOIST c N ° � O ° I EXISTING 2x RIDGE BEAM. 1/4 \ ° FASTEN RIDGE BEAM TO 4x10 EMBED PLATE.SEE TYPICAL I NAILER W/SIMPSON A23 EXISTING CONTINUOUS r, 4x4 RIDGE BEAM, DETAIL FOR MORE INFORMATION ANGLE AT 16"O.C. (MINIMUM ROOF LINE LOCATION TO BE V.I.F. d OF ONE TIME BETWEEN e ' EXISTING JOISTS) CONNECT TO NAILER W/ cv \ SIMPSON A23 ANGLE + PROVIDE CONTINUOUS 4x10 NAILER \ M1 \ I \ BETWEEN EXISTING JOISTS AND ;n SHIM FLUSH TO UNDERSIDE OF \ SIMPSON LSTA24 AT " \ EXISTING RIDGE BEAM. EACH EXISTING RAFTERS to Q ROOF LINE \ " \ LOCALLY NOTCH RAFTER + PROVIDE CONTINUOUS NAILER \ IF \ BETWEEN EXISTING JOISTS AND TO FIT NEW W BEAM.V.I.F. < Cn SHIM FLUSH TO UNDERSIDE OF \ EXISTING RIDGE BEAM. \ o LLJ Z NEW BEAM.SEE PLANS EXISTING 2x O U Z W8x28 WITH 3/8"CAP FASTEN NAILER/BLOCKING TO RAFTERS BEYOND Z O PLATE WITH(4)3/4" BEAM WITH 1/2"THREADED q3 LLl 0� DIAMETER BOLTS O Q FASTEN NAILER TO STUDS(1)AT EACH END, BEAM WITH 1/2"A30 STAGGERED(MIN.4" IN FROMJOIST HANGER TO L�J N BOLTS, (1)AT EACH END) RESUPPORT LOWER 4 END,STAGGERED(MIN. NEW BEAM. RAFTERS "- W EXISTING 2x RAFTERS BEYOND. 4"IN FROM END). SEE PLAN FASTEN EACH RAFTER TO RIDGE BEAM WITH SIMPSON A2300, ANGLE. NEW BEAM.SEE PLAN. PROVIDE CONTINUOUS BLOCKING v, oC BETWEEN EXISTING RAFTERSa LL Z _ < 1 SECTION - SUPPORT OF BRIDGE BEAM AT CHIMNEY 2 SECTION - HIGH RIDGE BEAM AT ROOF 3 o SECTION - LOWER RIDGE BEAM AT MAIN HOUSE �.o 3/4"= 1'-0" S4.00 3/4"= V-0" �-o 3/4"= 1'-0" 0 0 0 0 z °o CONCRETE CHIMNEY WALL � e 3 v ° z o a EMBED PLATE.SEE x TYPICAL DETAIL rmnl 0 ® as e O .o NN BENT BEAM STIFFENER. M " SEE TYPICAL DETAIL 14 n a COPE TOP FLANGE AS REQUIRED + FOR INTERSECTION a COPE W12 TOP FLANGE AS ° + 1/4 REQUIRED @ INTERSECTION ° L4x4x1/2" HANGER ° CUT TO FIT Te ° d BENT W8 RAFTER opo 1/4 ` W6M/8 BENT RAFTER. \ SEE PLAN //0 ANGLE LEG TO FLANGE OF - – \ BENT BEAM 1/4 8 ° Sd , W12 KINK POINT BEAM d W12 KINK POINT BEAM L4x4x1/2' HANGER. '5 SECTION @ NORTH HUNG KINK POINT BEAM FROM BENT RAFTER) 4 CUT TO FIT S4.00 1"= V-0" ° principal engineer NO ° * • °°• project manager JRT drawn by JA2 d 245 ADDITIONAL BARS OVER OPENING,TYPICAL. ALSO • • i. • PROVIDE 245 ADDITIONAL checked by JRT VERTICAL BARS ON SIDES OF ° d ; ° ° job no. 15904 OPENING,TYP. ° ° date 10/24/2014 OPENING FOR FIREPLACE ° ° — OPENING FOR FIREPLACE 4 SECTION D_ HUNG KINK POINT BEAM (FROM BENT RAFTER) _ _ _ revisions: HOOK WALL VERTICALS INTO HEARTH SLAB @ FIREPLACE OPENINGS. SEE PLANS OTHERWISE, RUN VERTICALS CONT. SEE PLANS THROUGH SLAB LEVEL 6"CONCRETE HEARTH SLAB WITH#5 @ 10"O.C. 1 08/20/14 Steel Framing C no. date by C-P N N N ° ° ° ° ° ° ° Z FOR CONSTRUCTION Lf)x x Cb A X ° ° ° • -- ----? ° d ° e ° d x x x � � ° ° 50% CONSTRUCTION I U) • • ' ' DOCUMENTS cin ccoo LO _ U) d 8"CONCRETE WALL.SEE S ° ° PLAN FOR BALANCE OF INFO 10/24/2014 • . • SEE PLANS SEE PLANS SUPERSTRUCTURE SECTIONS 7 BRACE 1 ELEVATION 8 BRACE 2 ELEVATION 6 SECTION 0 CONCRETE HEARTH SLABS 4mOO �-o 3/8"= V-0" S4.00 3/8"= 1'-0" �_00 N.T.S. RSA# 15904 w"Wyt�� STANDARD AISC r _+, DOUBLE ANGLE C -t ; CONNECTION FINISH FLOOR ' gy lR . NEW W SHAPE, M SEE PLANS Cn WT CUT TO FIT ANGLE EACH SIDE + WITHIN WEB OF W16 NEW W SHAPE, OF- WEB SEE PLANS o w Ln l N �Q RV Ol TYP. NEW LOW W16AT ® ~ EDGE, SEE PLANS NEW LOW W16AT EDGE,SEE PLANS } .� LiJ Z .�� .. V0U z Z o 0 <CU V) 0 N ' son LU D 1 CONNECTION AT NORTH CANTILEVER �2-)CANTILEVER CONNECTION AT CUBE �, 00 �-o 1"= 1'-0" S4.01 1"= 1'-0" U = Q " AV 42 L04f of 0 0 �•'w m zr' 0. �--I A 0 o z z 0 0 w x 0 0 e as b 0 N O ° N N M N OF by Y principal engineer NO project manager JRT drawn by JA2 Author checked by Checker job no. 15904 date 10/24/2014 revisions: 2 11/21/14 Master Addition no. date by FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 10/24/2014 SUPERSTRUCTURE SECTIONS II S4mOl RSA# 15904 Cr I 1 RW EI THICKNESSESL_, / -- - ---- - - _ _ 0 anq reEwrorecTrvG FOR I I THIS COMBINED FOOTING \ \ I{ —t -C -T— Rwal -� By -IF PAI - 1 RW- -THICKNESSES [20' 01 1B'-Di7 1 — _ ,AND .RREITTMPCUNG FOR \__ / - -�THIS.LOMBIUED �� ADDITIONAL y ! Iw-z Ta1 ) _ \ DT`Nc�� , - /� Na®1z' O/C / u SLOPE TOP OF WALL . � PER ARCHITECTURAL B" 3 '1 of re ' � _ DRAWINGS TO WALL 3 I F06TING 'STEP, ryP/ / nI n '°\ '�, _ y-`.� . _\ \ EL & PROFILE / 4 _ ; ^ P, \` \ \ \ . VARIES RW-3 JHICKESSES , 2,-O" r- ,, AIAA D REUIFORCING GOR J/Rw,J [21'-0NII to Rw, - s� TO GRADE I THIS' COMBINED FOOTING] 11 SEE Awn �Ip I 1 19 41 II ,iL;; q \ ]'I,`gg• ��i L- \LINIIE,, I)F RENJrIINGA 1 _ PETAVIING SIDE CIA ID I IAI,L ;0 TING'., IIP 1 `.\ 1 I w > > --yl�r III M91• FNJ,I \I 1 \I \ N CA P -- LOUW Z T i,, LiOUSE Tel uOHaJ c, II I I )d , ' C h Z O , I ' I I "iIL - 1 r7 II L t \11� W < j � II','11 III pI I g � GG ' 1 i F LOW GRADE SIDE SEE SCHEDULE FOR REINFORCING _ IIS - �IIII Q glll I I e PROVIDE REwT Fill , EFGRADV _ ug SEE ARCH L PANNG _ O O III 1I II II I II �I II II I I N' \ I / I I I i '145 AD 2 a � - L II \ m \\ I I I I II I I I I 1 -.-- r i / I III I i 'I z / m IICELEL DIMEr EE PFOUNDATI@I DRAIN - EEE AANDASCII DWGS m o O m I1 I I I' I I ' I ) AD I I +tl- - 1 c, TOE DIMENSION - SEE PUN. PPOVIOE STANDARD HOOK IF IT DIMENSION IS NOT I I I I I \ I •` / Pld 'Il!' I I I � II ,I PROVIDE STANDARD HOOK IAN QEOELOPMENTLATE RLENGTHTENSILE II I I I 1. DI A1'J:G A9rI5 .1 ,I IF TOE DIMEN51011 15 ./ . ) • ' av/;//" "// ` I II 1 NOT AOEOUATE FOR FULL I I I I I I I I I I I -- L..I / / I it TENSILE DEVELOPMENT In } / ` ' 1 LENGTH 'I 1I NIL II I II I II II I I I I1` _ gW-3[2(rJ07 I % i0 APPROVED BEARING a . . .. . • /�� 2 GEOTECH RIGINFER TO I I I VERT% j ! s e \, SEE SCHEDULE FOR REINF f[. - PROVIDE REINF EW AND TOP & BIN I • pi COMPACT STRONGER As REQUIREDJ , , SHEAR KEY AND DOWELS 1O1� / c A �� 2-#5 CONT ONLY REQUIRED W RW-1 d SITE WALL PLAN / 1 1 #s DOWELS TO MATCH SCALE 1/Is'=1'-0F sw 1 VERT TRUE TYPICAL DETAIL @ RETAINING WALLS X21 SCALE 3/4"=Y-0" SW-1 LEGEND REINFORCED CONCRETE RETAKING WALL - `_EE SCHEDULE MIS SHEEN FOR THICKNESS & SENT W-X I-JI REINFORCED CDNCRETE FOOTING - SEE RETAINING WALL ~P VFuIA Op/F�/OPS I� SCHEDULE FOR REINF. MAX SURCHARGE HEIGHTS FOR KEINE & MAX. SURCHARGE HEIGHT } "1 n tr [K'-xx� INDICATES APPROXIMATE BC FOOTING ELEVATION, USING SPIRE DATUM AS GRADING ELEVATIONS 'Z � °',. Air SHOWN IN LANDSCAPE DRAWINGS RETAINING WALL SCHEDULE ^a R RN sz FL'S`.10 NOTES: RW HEEL TOE WALL VERT. WALL REINF. VERT. WALL REINF. HORIZ* WALL REINF. HORIZ. WALL REINF. FOOTING REINF FOOTING REINF. FOOTING THICKNESS MAX. SURCHARGE 1 Bo, FOOTING STOLE BE 4'-0" BELOW FINAL GRACE TO MEET ANDRUS PEOUIREMENTS - STEP FOOTING AS REQUIRED MARK DIMENSION DIMENSION THICKNESS (RETAINING SIDE) (LOW GRADE SIDE) (RETAINING SIDE) (LOW GRADE SIDE) (T&B, PERP. TO WALL) (T&B, II TO WALL) HEIGHT "H" SEE UNDSCAPINS DRAWINGS FOR FINAL GRAOIIJG ELEVATIONS & SCHEDULE FOR A1AX SURCHARGE HEIGHTS DO NOT RW-1 3'-6" 2'-4" 14" #609 O/C #4301_To/c #5®3"o/c #SMB"o/c #fif010'O/c #SCwt O"o/c 16 B'-0" principal engineer NO EXCEED DESIGN SURCHARGE WITHOUT ENGINEER OF RECORD APPROVAL RW-2 3'-0" 2'-0" 1r' 5®5"o/c #a4v12"o/c SrO1 O"o/c #Ca➢10"o/c #5®10'o/c //5®L"D c 12" # # / )'_O" P:ole� manager JRi 2 ALL FOOTINGS SHALL BEAR ON SOIL WITH 6000 DEC ALLOWABLE BEARING CAPACITY, AS PER GEOTECH INTO FROM RW-3 2'-0" 1 '-0" 12" #4Q912"o/c #90D12'O/c //4®12"o/c $SUTt2"c/c #4Q912"o/c #4 12"o/c I ,- S-0" drawn by JRT AKPF ENGINEERING, GEOTECH ENGINEER SHALL VERIFY SOIL FOR BEARING 3 REFER TO ARCHITECTURAL/UNDSCAPE SERIES FOR DIIAENSIONS NOT INDICATED Oil STRUCTURAL SERIES ADD ALL TOP OF WALL ELEVATIONS cM1eckea by JRT Job no IINKA 4 RETCH TO 5200 SERIES FDR GENERAL NOTES AND TYPICAL DETAILS axle azsnNlS 5 SEE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION AT FOOTINGC, SLAB-ON-GRADE AND BACKFILL MATERIALS, AS WELL A3 FOR ADDRIONAL REQUIREMENTS GEOTECHNICAL REPORT SHALL BE PART OF STRUCTURAL SPECIFICATIONS. 6 ALL SITE WALLS AND ASSOCIATED FOOTINGS SHALL BE SEPARATED FROM MAIN HOUSE AND GUEST HOUSE STRUCTURES STANDAR HOOK e.r r o WITH 1" EXPANSION JOINT TO ALLOW FOR DIFFERENTIAL MOVEMENT BETWEEN STRUCTURES , TYP 2F Y., (MIN ) (ryP ) so s #4 TYPICAL 1)i" CLEAR NOSING WELDED WIRE FABRIC SL'E TO M1I4TCH SUB ON GPAT 1" CLEAR SEE UDDSCAPE OWES FOR GOING PROFILE W SEE WALL MAX Y-0" FOR ALL SECTIO Y� CTIONS 5° SLAB ��— nIno Gale by C. G a CONTINUous WALL FOOTING '1 `1 ,rp ) FOR CONSTRUCTION ` • ^ SLOPE BY SDNTRACTCi - - - - - - E ��,. 1.-0° TO MAINTAIN SOI TYPICAL STAIR ON GRADE - - /zs/zoic f - MIN STABILITY, VERILY MM _LL GEOTECHNICAL ENGINEEP SCALE Y"=Y-0" TYPICAL DETAIL STEPPED WALL FOOTING SITE WALL PLAN SW- 1 RSA# 15904 J O SSP_ INDICATES l2"THICK STEEL PLATE SPANNING FinSll%gl� gl — — _ TMc`H O EZP BETWEEN STEEL BEAMS 1 T0STEEL SHALL BE112"BELOW T0ADJACENT � /� 1 a s a^ v.a V- XI V xI o 1e TI•'o"�,BLIZATm.,Res EDT "c AI SUN'Ia INDICATES NEW STEEL BEAM TO EDGER SJOISTSVO N THUSTINGJ AL vOeTian:o.x ,xuwxExeea R%HIN 2 TO LEDGER SHALE MATCH TOXISTIG STRUT m ,. i..•.��.mr._ . ., ," - ., , I�< _ SAPDOLTS �UE/elLie PVMn.N xnNDe EOUa TOP Q J INDICATES NEW STEEL COLUMN 3 GCTOVERIFY BEORDIMENSIONS FABRICATION EXISTING NEW STRUCTURED � u REQUIRED BEFORE FABRICATION OF NEW STRUCTURED i^E � '1596426'15-B$-63 3 N - O •• - sxeoo&SASHES oLJESED TOP AND AOTTOM ss DERL A# p INDICATES MOMENT CONNECTION ELEMENTS V a _ 4 ALL EXIBITNG WOOD BEARING WALLS SHALL BE RESHEATHED ATTIC RE-FRAMING PLANS Laseeaa SEE BLUR � AND STRAPPED ACCORDING TO GENERAL NOTES AND L � I PE i i — — — — _ S17 AT ~ SEE TYPICAL WALL PLATE TO CONCRETE WALL TYPICAL WOOD SHEAR WALL DETAILS ON S-203 AND S-SIM _ _ � 1U0N 6 T O STEEL PUTE FLOOR ABOVE T O ADJACENT STEEL � a `EGL'11Gtl CANT ® 3 ! T in INDICATES CANTILEVER BEAM11 m 1ZeCTS'niu HExo sW INDICATES NEW WOOD BEAM 1-314r9114"LVL � c ON V e 9'12 INDICATES NEW 9AG'TJI230 JOISTS 012" ^' e N DIES lu OR WITH 3/4"PLYWOOD BREATHING S• P BOLTS UNALL NOT BE WOOER SUNK � - TAPL FLOOR JOIST. ---- INDICATES EXISTING WOOD JOISTS � AS AS TYPICAL MULTIPLE MEMBER CONNECTION FOR LVL BEAMS PSLOPANTHONYPUAVER P MEN SHOPPING nTvu°r,rs INDICATES EXISTING WOOD BEAM ED x BPrM eLacxrne - �L MIN 0W�FLOOR FINp ExrsnE'1 INDICATES NEW CONCRETE WALL no VERry IliAN ® � Y TYPICAL LVL/iJl TO STEEL MEMBER INDICATES EXISTING WOOD STUD _TvTwwTAv _ - - _ _ 0 BEARING/SHEAR WALLS (2.LV I F) U w SOME APPLICABLE /r ' INDICATES COLUMN BELOW/ABOVE ��e 3 Z o DETAILS FROM S2.03 _ _ -- -- - - / �d w 2 INDICATES BRACED FRAME BELOW SEE m Q BR4CE1 6400 FOR BRACE ELEVATIONS E ', EZI IE51 QBE F I N n` bell A IBI IB5 ) C IDI 1 5 �I- !CANT - - _- - T tfi%31 - W0 Q �✓ Z L6°bx1/2" 1 -6 PROVIDE BLOCKING 0 NG® O/C BETWEENURETTwD JOISTS SEETYP = 4 + F- m ,0 a DETAILS ManiM AN Y O m 9 112 AD ix mA EN I NEW LEDGER BOLTED W/HILTI I-I 2 200 TO NEW CHIMNEY @ T-VO C 5401 ' CUT EXISTING JOISTS AND RE- Do SUPPORT ON LEDGER SHORE As REQUIRED _ _ _ _ _ _ _ SAMPAN 4 r N NEW STEEL RCUT EBUPPORT OJOISTS AND CUT EXISTING JOISTS AND - ____ O NEW STEEL BEAM 9HOIREASREOU RED - T PERPENDICULAR W12 BEAMS BEAM PSHORE PORT OASREQUIRED - 3II 91/2 AT, 912 PRACEI Q 3 OSE Etl VELFLOORY2' BEAM SITS ON TOP NES - - - -_ _____ - - __ - - _ _ - _ - - _ _ - _ _ - - ' Wa�1 __ _ FASTENED oc W18X38 BE EVERYWHERE, BLOCKED AT ALL 3 - - - -- - - � H �- -- - PANEL JOINTS AND EDGES q A TYPICAL FOR ENTIRE FLOOR AT - WI6X67 BID SUPPORT WINDOW HEAOa- 52 D3 FOR EDGE CONDITIONS CUBE SEE TYPICAL DETAILS ON WB t 1-314"X-1b"LVLLEOGERAn 9121 % EXISTING WOOD 3 i 3 I , BEARING WALL BELOW — i 1-AM BATHS LVL LEDGER AD AMT O JOISTS AT CUBE TO BE 1 ry — in"ABOVE TOP OF INTERIOR BIG rU K STEEL.TYPICAL o Do (3) 111112" 91n NEW u ..uu..uLuuauuluuu l ' JUN LVL Y 1-314x9412 LVL � I , I ? 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TYPICAL OhecAetl by JET TOMATLHMAIN _ BRIDGE MEMEBRES •(4) 13/4"x9112' � I job no 159M NEIN Hss4,4.3re _--� 3 LVL aa1. ozus/w1s CLIP CHANNEL TO FACE OF - I - PROVIDE BLOCKINGSO 2-CSJOIST MSX GAS ' CHIMNEY SEE DETAIL _ BETWEEN J016T5 SEE - _ TYP DETAILS - - NEW LEDGER BOLTED ON HOLDHBO re"sran0 _ 200TONEWCHIMNEYR2-0'OC - -- - -- - W16X87 TO SUPPORT WINDOW HEAD' - - -- ---- CUT EXISTING JOISTS AND RE SUPPORT ON LEDGER SHORE AS REWIRED W16X3fi L - _ - - -Fi - - CUT EXISTING JOISTS AND RESUPPORT EXISTING JOISTS - SHORE A NEW STEEL ON NEW STEEL RESUP I BEAM SHORE AS REQUIRED ! III 2 112114 MagttAMBon PROVIDE CONNECTION PROVIDE BUILT UP OR SOLID _ UL ^. 2 2015 BEAM SITS ON TOP OF 1 Oflr21N4 Deal OF LVL TO STEEL BEAM li POST IN STUD WALLS AT THE n date by EAST PERPENDICULAR BEAM END OF ALL BEAMS, TYP, '- -- - - -- ! J PER DETAIL ABOVE, EAST END - - ' � TYPICAL ' i ' PER THE NOTE BELOW FROM S200 FOR CONSTRUCTION FRAMING LUMBER 10004 CONSTRUCTION ' DOCUMENTS 14 AT THE ENDS OF ALL BEAMS HEADERS AND GIRDERS PROVIDE A BUILT UP MOR EMBER IS WHOSE WIDTHS 02/05/2015 I AT LEAST EQUAL TO THE WIDTH OF THE _ MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4" (NOMINAL) AT INTERIOR WALLS AND 6" (NOMINAL) AT EXTERIORWALLS UPPER LEVEL FRAMING PLAN L UPPER LEVE_ FRAMING PLAN �yO , , - - Lsl . o2- 5102 1/4"= 1'PC RSAN 15904 -_ . T - BRACE 159042015-03-03 V, ATTIC RE-FRAMING PLANS 2x4 knee walls below1 Ili m PE roof to support ez'g 1 1 4x4'satdormers, CUT EXISTING 4x4'S AND RIDGE typ. Knee walls sit BEAMS AS REQUIRED AND On n eW dltlC level -- EXISTING 4x0.WOOD BEAM TO REMAIN r— RESUPPORTONNEWSTEEL ffamIng ABOVE NEW STEEL BEAM STRAP ALL Y BEAM OR CHIMNEY.TYPICAL RAFTERS TO NEW STEEL BEAMS-SEE _ SHORE AS REQUIRED - - --- SECTION In I m 11 MASTER CUBE FRAMING Cie = y I '^' SHOWN E ISDIRECTLY BELOW CLERESTORY `- 1, m u WINOOW.TYPICAL N 111 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -a _ _ _ C�-1=f wlax4s I--I� _ _ _ _ __ % - __ _ - Ism 1 3 - - _ _ — rc - - _ _ _ _ 1 - __ _ _ _ _ _ _ _ - cm an an ® m N - -_ r 1281 iii - _ _ . _ _ _ _ _ J1 - - _ — _ `_ _ o _ _ . _ _ - .— _ __ .- __ _ - . 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E1 RAIW12X53 cUNDER EXISTING RAFTERS' 3 Eb 4x4 TYPICAL 2x4 OR 2x6 - - - Hvnrr➢T1rnY� -- - , - - - -Liim nml-0 - - - yenSl rnlY rnlYmtlrr - - - i4 Ov O LV R1 a AIS I� SO II li '1 1 _ _ _ _ _ _ _ _ _ _ _ _ III 1 N£NJ r-- - - W16X45 AyA�` 110PPX yO E E2ifE51 IFh -a \j{Y xKy • _ �• L.. fir'± EXISTING RAFTERS AND RIDGE I— EXISTING 4s4 WOOD BEAM TO REMAIN 151 - - - - - - - - y`$• PV BEAM TO REMAIN ABOVE NEW ABOVE NEW STEEL SEAM STRAPALL _ Wa#I O e �g5 VG STEELBEAM STRAPALLRAFTERS RAFTERS TO MEW STEEL BEAMS-SEE TO NEW STEEL BEAMS SEE SECTION 1 SECTIONS ROOF FRAMING PLAN - S1 D3 1 114"= r-D" - waxzl PrmnPa .n9meer uD 1 prol=rtma,a9.•r JW pr drawn by UQ 4 WB+X21 eh,,I,d by JET Job no KEPT date D210.5rD15 - rc� re.,.mn, �' LEGEND NOTES: g INDICATES NEW STEEL BEAM 2.81 - _ _ _ — W3X21 1 TO STEEL VARIES We ROOF-SEEARCHITECTURALDWGS Q J INDICATES NEW STEEL COLUMN 2 T O LEDGER SHALL MATCH T O EXISTING RAFTERS 3 GO TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS REQUIRED BEFORE leee� INDICATES MOMENT CONNECTION FABRICATION OF NEW STRUCTURED ELEMENTS 4 ALL EXISITNG WOOD BEARING WALLS SHALL BE RE-SHEATHED AND STRAPPED INDICATES WALL PLATE TO CONCRETE WALL ACCORDING TO GENERAL NOTES AND TYPICAL WOOD SHEAR WALL DETAILS ON S-203p 1 SEE TYPICAL DETAIL WP-t U 0 N ANDS 204 l 2 NOV14 MmPrptl00an 5 EXISTING ROOF SWP SHEETING SHALL BE REMOVED AND REPLACED WITH NEW CANT PLYWOOD SHEATHING IN ACCORDANCE WITH GENERAL NOTES AND TYPICAL DETAILS IN 1 06"ID`11 SRel Framng INDICATES CANTILEVER BEAM WBX21 \ date S-2DO SERIES � nT -- INDICATES NEW WOOD BEAM I-3r4k9-114"LVL W__ LOU ----- INDICATES EXISTING WOOD ROOF RAFTERS �, 1 L AUL 2 '1 1015 n'n FOR CONSTRUCTION 3 of 100% CONSTRUCTION + I 1 DOCUMENTS - - - INDICATES EXISTING WOOD BEAM I_ - —J I ^ W5 1 �J INDICATES NEW CONCRETE WALL 121 - - - - - 1402/05/2015 44'1/Z' SOLID BAR IN CLERESTORY <i INDICATES COLUMN BELOW/ABOVE WWINDOW MULLIONS ABOVE TYPICAL AT MASTER CUBE SIZE EXAGGERATED FOR 16.6x112 ABOVE PROVIDE @ rc ' CLARITY PROVIDE FULL PENETRATION —� )— INDICATES KINKED BEAM IN ELEVATION TO FULL PENETRATION WELD TO _ `� 1 MATCH PROFILE OF ROOF WELD i0 BEAMSICOLUMN CAPS BELOW R , TYPICAL Wexz1 r — _ - �9G?3 ROOF FRAMING PLAN COLUMN CAP PLATE BELOW INDICATES 1360. TYPE B ROOF DECK ERASE 1 INDICATES BRACED FRAME BELOW SEE S4 00 - 1 FOR BRACE ELEVATIONS � � . 03 HIGH ROOF FRAMING PLAN_ @ MASTER CUBE 5103 1/d" = 1'-0" RSA# 15904 SSP— INDICATES I/2"THICK STEEL PLATE SPANNING BETWEEN STEEL BEAMS 1 T O STEEL SHALL BE RE' BELOW T O ADJACENT ' ^ V �rr1^^•����^^^''+fff INDICATES NEW STEEL BEAM NEW/EXISTING JOISTS, U O N THUS <VWKI, y r � S�l�nan O J 2 TO LEDGER SHALL MATCH TO ATICTI NUDIST g ""��'' _A`1/ INDICATES NEW STEEL COLUMN 3 GOTOVERIFY BE DIMENSIONSTI E%OF NEW STRUCTURED REQUIRED FABRICATION OF NEW STRUCTURED CMI INDICATES MOMENT CONNECTION ELEMENTS a • ALL EXISITNG WOOD BEARING WALLS SHALL BE RE-SHEATHED - "' =.n ..."�.,,., AND STRAPPED ACCORDING TO GENERAL NOTES AND INDICATES WALL PLATE TO CONCRETE WALL TYPICAL WOOD SHEAR WALL DETAILS ON S-203 AND S-204 159042015-03-03 SEE TYPICAL DETAIL WP-0, U0N 5 T O STEEL PLATE FLOOR 112 ABOVE T O ADJACENT STEEL 9 ATTIC RE-FRAMING PLANS CANT PE INDICATES CANTILEVER BEAM ---- INDICATES NEW WOOD BEAM 1514'W 114 LVL ^ UON CXI tl _S 1Q INDICATES NEW OHG-TJI 230 JOISTS @12" OC WITH 3/4"PLYWOOD SHEATHING ----- --- INDICATES EXISTING WOOD JOISTS C11= e INDICATES EXISTING WOOD BEAM V INDICATES NEW CONCRETE WALL tet= INDICATES EXISTING WOOD STUD 0 BEPRINGISHEAR WALLS (2aQ,V I F) m W Z U INDICATES COLUMN BELOW/ABOVE tl 0 Obi INDICATES BRACED FRAME BELOW SEE ' C) Q BRACEI 5400 FOR BRACE ELEVATIONS E 'I E2 '1 ', ES , 1 - 1 F — S4 01 W F W li ', 3 ': IB51 ICI IDI 151 IANT - - :Js yz o T _ T T - - _ _ W1GEI Q 0 04 V/ ^ c I.L. Z L6e6t112, - 1'-6' PROVIDE BLOCKING Q 4' 0" MAX O/C BETWEEN FAST TWO JOISTS, SEE TYP - DETAILS C m O !13 5GOsIn ^ M z a NEW LEDGER BOLTED HILTI HY- .W ' 200 TONEW CHIMNEY@2'-0" OC 2x4 load knee walls 5401 w CUT EXISTING JOISTS AND RE- SUPPORTONLEDGERSHOREAs above to support 4x4'5 at dormers I' 6X31 I' 4'I REQUIRED UT EXISTING JOISTS AND CUT EXISTING JOISTS w UPPER LEVEL FLOOR ON STEEL RESUPPORT ON STEEL � '- % , 1- BRACEI BEAM SHOREAS REQUIRED - - BEAM SHORE AS REQUIRED - _ _ _ _____ RESUPPORT OSTEEL - BEAM SITS ON TOP OF DIAPHRAGM TO BE FASTENED 9 PERPENOICULARAVUBEAM6 -- - e WaHI1 w ¢u USING ad NAILS@ 21200 W1 '- 6X36 - m rz-- m 3 EVERYWHERE, BLOCKED ATALL 3 H H - PANEL JOINTS AND EDGES TYPICAL FOR ENTIRE R AT _ _ -W1b(6ZSTOSUPPDRTWINDOWHEAOa --___- CUBE SEE TYP CAL DETAIILLS ON 5203 FOR EDGE CONDITIONS I - - 1 40X21 n - I o /111' n-vats-va• LVL LEDGER � - � 91121 K 1 EXISTING W DD 11 3 IIs I 2x4 ad bearing BBgR1rvDw LLBELow 2x4 load bearing I partition walls below ^ partition Walls b¢IOW 1-314'591/4"LVL LEDGE m this level to Support O this level to support T o JOISTS AT CUBE TO BE 140 1 - n iQ ABOVE TOP OF INTERIOR attic framing above, r--- attic framing above, -i, ^ 1 s ,n w x STEEL TYPICAL __ _ _ _ _ _ _ HP. _ I tYP. I O _ <Ie pl Ip I 211 3 111 CIIIli111111111111 o � - Iw 91n - w N[Niy 1 { JI Iw I AM V PAOPP� ORF 11 y l 1 I J W14X26 0 Wena, 12 'iFACE2 - LB,e.1n" Il� c e6 A - - II 1400 ' - F311111111111111 % m I — p % I\ xt-C- 9-1/2" TJI 230 (off 12" oto ( I 412X35 __J e — - FEss1o<R attic framing, typ. Framing - 11, J 3 __ _ is supported on partitions � � LI al XI al a al - antlexteriorwall. C NI , 1414"x91/4'LVLUGGER 416X31 _ _ _ 115PnndPal engineer NO X12%35 _ prKctdanaler JET ILII IIIA IIIIIII1111111111111111111111111111 /11111111111 VxV2EVERT) PLATEFINS drwnby JAC CONN_ MEMBERS TO STEEL I - LINEOFEDGE TY IC MEMBERS TO STEEL MAINN O \ PLYYVOOD, TYPICALTO checked by JET O BRIDGEMATCH VERT BRIDGE REVERIES job no 15904 - NEW 64x4x3/0 1 LU, DISW15 CLIP CHANNEL TO FACE OF — PROVIDE BLOCKING@2YY' MAX OIC 3 CHIMNEY SEE DETAIL BETWEEN LAST TWO JOISTS, SEE TYP DETAILS - NEW LEDGER BOLTED WI HILTI 0 MIAMI 2-0 I 1 - - - I - - - — ---WhX6T cTO SUPPORT WINDOW HEAD,- -_ 200 TONEWCHOSTS is AND SUPPORTING EDGE SH RE- I Q _ _ _ _ — 111111 SUPPORT ON LEDGER SHORE AS VVIGM 111 - I _ REQUIRED CUT EXISTING JOISTS AND 1 RESUPPORT EXISTING JOISTS RESUPPORT ON NEW STEEL ON NEW STEEL BEAM SHOREAS REWIRED - 'I 2 11121114 IWasEIAcI BEAM SITS ON TOP OF I QDI Steel FYIniny PERPENDICULAR WI2 BEAM@Dae by EAST END _ _ no 1^FOR CONSTRUCTION 1004 CONSTRUCTION DOCUMENTS' 02/05/2015 I' ---- - ---- `UPPER LEVEL II "i ' -- — ---- - FRAMING PLAN ATTIC ' I I� duf 22 2111 Pew FRAMING PLAN -- ---- 1 . o Qckk 15904 / I I / PJ j IIA \ / _ ern SEE FLAN 3 / / �� EF &PPROFLE ; I I / • \ o {Ifs \ LF \ • VARIES I I kv�3 HE PROBES, \` \ , ( To GRADE -D ACID REINFORCING FOR \ THISCOMBINED FOOTING _ / \ IF \ / / \ _ � •\ ` \ \ � SEE PUII V r . kw5 Is' RyI ` RW-2 THICKNESSES � � L°D'-D'11 'h '-OC , _ I ANO orecwc FOR COVE - - StHls-GOMBWED_ X RETAINING SIOE m PUTTING -- t, -- of up I ,,,ll 2 -4 I fir( , '-II. \ m\'t_ �\ \`,� \ IS W z I M'iING STEP. %P. / n 't-- " J PF,n,� .ry —�^� '` ^ �, . \ \n \ EA Ub 3 Z x an O IpNr-o" _—_ Ir —a eEd N ` .ESN , \\ go ` : \L g Sk E Rw-3 1111CK ESSEs r lW, _ III', ,- - \ \ \ \ I ANo REIxFORcwc FOR R ' 3 [2,'_OS 'lir ,/I, RW- F2nt9" , \ Low GRACE SIDE SEE SCHEDULE FOR REINFORCING. _ reo THI COMBINED tODBNG i % ij�' \� \ \ \ \ 8 9 PROVIDE SENT EW , EF Y I I / FIN NIH' -n \i \ , \ TO GRADEPAVING r \ \ SEE ARCH'L Q II/ [ 4P III \• FFco II �uNE OF�ETAIt y,,Y, �yALL FOOTIIP� v O [ Ipt,�I�_,_ 1 Y� \\ \\ \ FOUNDATION DRAIN - ;EE ARCH'L OWESon e p HULL: II ',EAR"'�iI PROVIDE STANDARD HOOK IF ` z p II IDE DIMENSION - SEE ALAR HEEL DIMENSION IS OT 1 ADEQUATE FOR FULL TENSILE :Ii I II PROVIDE STANDARD HOOK HEEL TRIDIMENSION - SEE PWT DEVELOPMENT LENGTH IF TOE DIMENSION IS \ATE v 1/ ' :"/ ./ • )>w/v�)/�y/. ( Y/ ., m III 1 IIAi�"_✓ _ I Y II ill \I I I NOT ADEQUATE FOR FULL ° TENSILE DATE F R FDI V 1 LENGTH W if � III III .- / I i I it I I I1, �', I ! To APPROVED REAPING Y� • • •• • . •. ? W�,[ N F GEOTELH CNGINEER i0 \ y�\.,�\ SV Y VERIFY \, SEE SCHEDULE FOR REINF Q J PROVIDE REINF E.W. AIND SIREQUIRED TOP & BULL,. m TE WALL PLAN �\1 ` SCAR£ I IG"=1'-0" COMPACT sUBGRADE AS 1t0 SHFAR KEY ARO DOWELS / sw-z z-8s co1NT. g1�LY REQUIRED ® Rw-i VE DOWELS TO THATCH y VERT DENY DO DO LEGEND TYPICAL DETAIL @ RETAINING WALLS TO SCALE 3/1 SW-2 Wa e REINFORCED COIICRETE PETAItIING WALL - SEE SCHEDULE MIS SHEET FOR THICKNESS & REINF. c Y `e R o M REINFORCED CONCRETE FOOTING - SEE RETAINING WALL p 2 i y SCHEDULE FOR RI MAX SURCHARGE HEIGHTS FOR REINF & MAX SURCHARGE HEIGHT [X'-XX"] INDICATE`, APPROXIMATE BO FOOTING ELEVATION, USING SAME DATUM AS GRADING ELEVATIONS ® PAS OF FSB NOp ) SHOWN IN LANDSCAPE DRAWINGS 0t FM, y Ry NOTES: RETAINING WALL SCHEDULE 2 r., :w 1 DO FOOTING SHALL BE 4'-0" BELOW FINAL GRADE TO MEET NYSRBC REQUIREMENTS - STEP CH GE H G AS REQUIRED. \f SEE LANDSCAPING DRAWINGS FOR FINAL LEASING ELEVATIONS & SCHEDULE FOR MAX SURCHARGE HEIGHTS DO NOT �yM sgaA9 2> EXCEED DESIGN SURCHARGE WITHOUT ENGINEER OF RECORD APPROVAL flR2 HE TOE WALL VERT. WALL REINF. VERT. WALL REINF. HORIZ. WALL REINF. HORIZ WALL REINF. FOOTING REINF. FOOTING REINF. FOOTING THICKNESS MAX. SURCHARGE a`E`=1O"•� 2. ALL Foorvlcs SHALL BEAR ON sua WITH 6000 PER ALLOWABLE BFARuac CAPACITY, As PER cEorECH wro FROM DIMENSION DIMENSION THICKNESS (RETAINING SIDE) (LOW GRADE SIDE) (RETAINING SIDE) (LOW GRADE SIDE) (T&B, PERP. TO WALL) (T&B, II TO WALL) HEIGHT "H" ARRF ENGINEERING, GEOTECH ENGINEER SHALL VERITY SOIL FOR BEARING. 3'-6' 2'-4" 14" [26®0"0/c �4®12"o/c $5�8"0/c //568"O/c $6®10"o/c �5®t0"o/c i6" 9 -0" pnnapal engm.ec rv0 3. REFER TJ ARCHITECTURAL/UNDSCAPE SERIES FOR DIMENSIONS IIOT INDICATED ON STRUCTURAL SERIES AND ALL TOP 3'-0" 2'-0" 12" $568"o/c $4612"o/c N5910"o/c N5610"o/c j5®10" $54s12'O/c tY )'-0" Pmleo manager JRT OF WALL ELEVPTIINIS 2'-0' 1 '-0" 12" $4®12"o/c �4®12"o/c O4512'o/c (/4612"o/c i/4512"O/c #4012"o/c 12" 3'-0" draw, by JET 4. BEER TO 5200 SERIES FOR GENERAL NOTES AND TYPICAL DETAILS 5 SEE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION AT FOOTINSS, SUB-ON-GRADE AND BACKFlLL MATERIALS, AS checked by LOT WELL AS FOR ADDITIONAL REQUIREMENTS. GEOTECHNICAL REPORT SHALL BE PART OF STRUCTURAL SFECIFICAUI job no laou 6. ALL SITE WALLS AND ASSOCIATED FOOTINGS SHALL BE SEPARATED FROM MAIN HOUSE AND GUEST HOUSE STRUCTURES Jam 4PI WITH I" EXPANSION JOINT To ALLOW FOR D17EREOAL MOVEMENT BETWEEN STRUCTURES , ➢P STANDARD HOOK 2 "X" (MIN ) NFP ) evmons #4 MICAL 1)?" CLEAR NOSING %S�B ED WIRE FABRIC TO MATCH SUB RADE a l4wt\ . SOL FOR N031111IGAPE PROFILESMA% 2'-0° -� � �y FOR REINFORCRIGSEE WALL SECTIONS< tlac= by E ° CONTINUOUS FOR CONSTRUCTION ' WALL FOOTING N ~1 SLOPE BY CONTRACTOR r HO° TO MAINTAINV SOIL TYPICAL STAIR ON GRADE �' t� r a 23/2014 GEOTECCHHY.NICCALAL MIL STABILITY. P RWITH /ENSINEER SCALE. TYPICAL DETAIL STEPPED WALL FOOTING JUIN 24 2015 SITE WALL PLAN SIN- SCT)1L A A 15904 GENERAL NOTES STRUCTURAL STEEL ENGINEERED WOOD PRODUCTS SPECIAL INSPECTIONS (IBC) 1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND 1. ALL STRUCTURAL STEELWORK SHALL CONFORM TO THE FOLLOWING 1. WOODWOISTS PROVIDE ENGINEERED WOOD IJOISTS,SIZES AND SERIES v, e SHALL CONFORM TO THE PROJECT SPECIFICATIONS, INCLUDING THE NY STATE RESIDENTIAL BUILDING CODE, GOVERNING STANDARDS. 1. INSPECTIONS REQUIRED BY THE LOCAL JURISDICTION SHALL BE LATEST EDITION. AS SHOWN,AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL PERFORMED BY TESTING AGENCY PROVIDED BY THE OWNER FOR THE A. RISC 360"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"AND AISC INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S STANDARD FOLLOWING ITEMS: 2. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING,BRACING,AND SHEETING AND MAKE SAFE ALL FLOORS, 303"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" RECOMMENDATIONS AND DETAILS,INCLUDING CONSTRUCTION BRACING, ROOFS,WALLS,AND ADJACENT PROPERTY AS PROJECT CONDITIONS REQUIRE SHORING AND SHEETING B. AMERICAN WELDING SOCIETY(AWS D1.1)-STRUCTURAL WELDING CODE- MINIMUM BEARING LENGTHS,WEB STIFFENERS, SQUASH BLOCKS, A STEEL CONSTRUCTION BC 1704.3,TABLE 1704.3) ,4� � SHALL BE DESIGNED BY REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE PROJECT JURISDICTION, STEEL" BLOCKING,KNOCK-OUTS AND HOLES,ETC 1. WELDING(BC 1704 31) `/ m HIRED BY THE CONTRACTOR,WHO SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR THE OWNER'S 2 ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOW]NG ASTM 2 RIM BOARDS PROVIDE CONTINUOUS 1-1/4"THICK RIM BOARDS, II. DETAILS (BC 170432) REVIEW. SPECIFICATIONS TIMBERSTRAND LSL AS MANUFACTURED BY WEYERHAEUSER OR APPROVED III. HIGH-STRENGTH BOLTING(SC 170433) - W 3 DIMENSIONS AND ELEVATIONS RI EXISTING CONSTRUCTION GIVEN E STRUCTURAL YTHEWN DRAWINGS ARE BASED ON A WIDE FLANGE BEAMS,COLUMNS,AND STRUCTURAL TEES ASTM A992 EQUAL INSTALL IN COMPLIANCE WITH THE MANUFACTURER'S Y INFORMATION CONTAINED IN VARIOUS AS BUILT DRAWINGS PROVIDED BY THE OWNER,AND LIMITED FIELD RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMSe OBSERVATIONS AND MEASUREMENTS THE CONTRACTOR SHALLVERIFYALL INFORMATION PERTAINING TO S HOLLOW STRUCTURAL SECTIONS ASTM A50D,GRADE THE TESTING AGENCY FOR THE INSPECTIONS SHALL FILE ALL APPROPRIATE gg EXISTING CONDITIONS BY ACTUAL MEASUREMENT AND OBSERVATION AT THE SITE ALL DISCREPANCIES C STRUCTURAL PIPE SECTIONS:ASTM A53,GRADE B 3. MICRO-LAM BEAMS'PROVIDE ENGINEERED BEAMS,SIZES AS SHOWN, FORMS WITH THE BUILDING DEPARTMENT. 3 MICROLLAM LVL OR PARALLAM PSL AS MANUFACTURED BY WEYERHAEUSER T Q33 BETWEEN ACTUAL CONDITIONS AND THOSE SHOWN IN THE CONTRACT DOCUMENTS SHALL BE REPORTED TO D. CHANNELS,ANGLES,AND PLATES ASTM A36 UNLESS OTHERWISE NOTED. OR APPROVED EQUAL INSTALL IN STRICT COMPLIANCE WITH THE �L.. THE ENGINEER OF RECORD FOR EVALUATION BEFORE THE AFFECTED CONSTRUCTION IS PUT IN PLACE E BOLTED CONNECTIONS OF BEAMS/GIRDERS ARE TO BE DESIGNED AS MANUFACTURER'S STANDARD RECOMMENDATIONS AND DETAILS. 4 THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY.THESE NOTES HIGHLIGHT RATHER FOLLOWS. 4. GLUED LAMINATED TIMBER(SOFTWOOD) PROVIDE ENGINEERED BEAMS, U THAN REPLACE THE SPECIFICATIONS CONTAINED IN THE PROJECT MANUAL a STANDARD BEAM TO BEAM/GIRDER,A325 OR A490 BEARING TYPE BnOLTS SIZES AS SHOWN, IN ACCORDANCE WITH RITC 117-84 DESIGN STANDARD m (3/4"DIAMETER MINIMUM WITH HARDENED WASHERS) SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER OF b BEAM/GIRDER TO COLUMN CONNECTIONS A325-SC OR A490-SC TYPE SOFTWOOD SPECIES.UNLESS NOTED OTHERWISE,ALL LAMINATIONS SHALL BOLTS(314"DIAMETER MINIMUM WITH HARDENED WASHERS). BE SOUTHERN PINE DESIGN LOAD F. ANCHOR BOLTS ASTM F1554,GRADE 36 5 ROOF TRUSSES:PROVIDE PRE-ENGINEERED ROOF TRUSSES,AS SHOWN ON - G. STRUCTURAL STEEL NOTED TO BE STAINLESS STEEL SHALL BE ASTM A278 THE DOCUMENTS,TO RESIST LOADS TABULATED ON THIS SHEET(INCLUDING STAINLESS STEEL GRADE 304. NET UPLIFT).INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S /� !Try _ H ALL STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM F593 ALLOY 304, STANDARD RECOMMENDATIONS AND DETAILS.FABRICATOR SHALL SUBMIT 20PSF ROOF DEAD LOAD \�/ m _ I. ALL STAINLESS STEEL NUTS SHALL CONFORM TO ASTM F594 ALLOY 304. LAYOUT PUNS AND ENGINEERING DRAWINGS FOR APPROVAL PRIOR TO 20PSF ROOF LIVE LOAD FABRICATION FOUNDATIONS 3 STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM 20PSF TYPICAL FLOOR DEAD LOAD H ti CONNECTIONS,AND SHALL BE 30PSF TYPICAL FLOOR DEAD LOAD(STONE/TILE FINISH) " W Z -SELECTED OR COMPLETED BY AN EXPERIENCED STEEL DETAILER, 40PCF TYPICAL FLOOR LIVE LOAD 1, BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING -UTILIZING ASD LOADS AND PROCEDURES. FRAMING LUMBER Z ��" U z MINIMUM BEARING CAPACITY OF 6000 PSF,AS PROVIDED BY AKRF A FOR NON-COMPOSITE MEMBERS,PROVIDE CONNECTIONS BASED ON W E2 ENGINEERING ADEQUACY OF BEARING STRATUM SHALL BE VERIFIED IN REACTION AS DETERMINED FROM AISC UNIFORM LOAD TABLE(UNLESS E 0 Q FIELD PRIOR TO PLACING CONCRETEALL NECESSARY ADJUSTMENTS TO THE OTHERWISE NOTED ON PLANS) 1. ALL FRAMING LUMBER WORK SHALL CONFORM TO THE FOLLOWING .t y N BOTTOM OF FOOTINGS TO BE REVIEWED AND APPROVED BY THE e. FOR COMPOSITE MEMBERS,PRONDE CONNECTIONS BASED ON 1.Sx GOVERNING STANDARDS. STRUCTURAL ENGINEER OF RECORD. FORREACOMPOSTION OM MEMBEASC S,PRFORM LOAD CONTABLECTIO(UNLESSBASED N1. NOTED A AMERICAN INSTITUTE OF TIMBER CONSTRJCTION.'TIMBER CONSTRUCTIONLu 2. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL FLOORS MANUAL"LATEST EDITION. PROJECT DESIGN CRITERIA (AS PER TABLER301.21 OF NYS CODE BRACING THESE WALLS ARE IN PLACE AND HAVE ATTAINED THEIR 28 DAY ON PLANS). B NATIONAL FOREST PRODUCTS ASSOCIATION"NATIONAL DESIGN C. REINFORCING IS TO BE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE u p- STRENGTH. THE SHEAR OR MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE SPECIFICATIONS FOR WOOD CONSTRUCTION;'LATEST EDITION SUBJECT TO DAMAGE FROM Q 3. ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 4'-0"BELOW FINAL REACTION FLANGES AND WEB ARE TO BE REINFORCED WHERE THE LOCAL 2 FRAMING LUMBER SHALL HAVE EACH PIECE GRADE STAMPED,SHALL BE GROUND EXPOSURE SEISMIC FLOOD Q 0 GRADE. CAPAC17YTO SUSTAIN CONNECTION LOAD IS INADEQUATE. (EXCEPT STUDS,WHICH SHALL BE KILN DRIED)AND SHALL SNOW LOAD WIND SPEED CATEGORY DESIGN SURFACED DRY FROST UNE FFLOO D LL 4. CONCRETE SHALL BE POURED IN DRY EXCAVATIONS CONTRACTOR SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADE (PSF) (MPH) (WIND) CATEGORY WEATHERING DEPTH TERMITE (FEMA) r^ Z 20(1) 120(2) C(3) B(4) SEVERE(5) 48"(6) MD TO HVY `/ ) .+ = R NOTE SOIL AND WATER CONDITIONS AS SHOWN BY BORINGS AND DEPTHS D CONNECTIONS SHALL BE DESIGNED FOR SHEAR AND ECCENTRICITY, A RAFTERS AND JOISTS' DOUGLAS FIR-LARCH G A HEM FIR it2 (7) NIA(8) OF FOOTING AS SHOWN ON FOUNDATION PLANS CONSIDERING THAT THE CONNECTION IS AN EXTENSION OF THE BEAM AND J tl o GIRDERS. B. BEAMS, GIRDERS AND HEADERS DOUGLAS FIR-LARCH#1 OR HEM FIR#1 4 MINIMUM WELD SIZE IS 1/4"FILLET UNLESS NOTED OTHERWISE C. STUDS AND PLATES:DOUGLAS FIR-LARCH STUD GRADE OR HEM FIR STUD = Q rn S. ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND GRADE THIS PROJECT FALLS UNDER THE JURISDICTION OF THE INTERNATIONAL RESIDENTIAL CODE AND THE BUILDING O ^+ a Z CONCRETE INSTALLED WITH NATURAL CAMBER UP.CANTILEVER BEAMS SHALL BE 3. TIMBER LUMBER SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADE. CODE OF THE STATE OF NEW YORK.CONTRACTOR SHALL FOLLOW ALL MINIMUMS ESTABLISHED IN NOTED CODE UNLESS SPECIFICALLY WAIVED BY LOCAL CODE OFFICIALS IF CONTRADICTIONS OCCUR BETWEEN THESE FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES A. POST AND TIMBER.DOUGLAS FIR- ARCH#t OR HEM FIR#1 DOCUMENTS AND THE NOTED CODE,THE MORE CONSERVATIVE SPECIFICATION SHALLAPPLY CANTILEVER END D. BEAMS AND STRINGERS DOUGLAS FIR-LARCH#1 OR HEM FIR#1 1. GROUND SNOW LOAD IS BASED ON FIGURE R301.2S)FOR THE STATE OF NEW YORKAND HAVE BEEN ADJUSTED AS 1 ALL CONCRETE WORK SHALL CONFORM TO THE ACI FOLLOWING GOVERNING 6 FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE 4 PRESERVATIVE-TREATED WOOD PROVIDE TREATED DOUG-FIR#2 LUMBER PER ASCE 7 FOR FLAT OR SLOPED ROOF SNOW LOADS, DRIFT,ETC(EQUATION 7-1 AND 7-2) THE FOLLOWING STANDARDS EXPRESS WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. COMPLYING WITH ACO-D(CARBONATE).COPPER AZOLE(CA-B),OR SODIUM FACTORS WERE USED FOR THIS PROJECT. A. AMERICAN CONCRETE INSTITUTE(ACI)'BUILDING CODE REQUIREMENTS FOR 7. WELDING SHALL BE PERFORMED BY CERTIFIED LICENSED,AWS-QUALIFIED BORATE(SBX(DOT)WITH NaS1012)AT ALL LUMBER IN CONTACTWITH 'ET- STRUCTURAL CONCRETE"(ACI 318),LATEST EDITION.PER GOVERNING WELDERS ELECTRODES SHALL BE AWS 5.1,CLASS E70XX(USE LOW CONCRETE OR MASONRY,OR AS OTHERWISE INDICATED ON A. 1,IMPORTANCE FACTOR 1 0(TABLE 7-4,ASCE 7) BUILDING CODE HYDROGEN ELECTRODES FOR A572, GRADE 50 STEEL) WELDING ARCHITECTURAL OR STRUCTURAL DRAWINGS.ACU TREATMENT IS NOT B. Ce,EXPOSURE FACTOR 10(TABLE 7-2,ASCE 7) B. ACI"MANUAL OF CONCRETE PRACTICE",LATEST EDITION ELECTRODES FOR ASTM A276-97 STAINLESS STEEL,GRADE 304, SHALL PERMITTED.TREATED LUMBER AND/OR PLYWOOD SHALL BEAR THE LABEL C. Ct,THERMAL FACTOR 10(TABLE 7-3,ASCE 7). U C. CONCRETE REINFORCING STEEL INSTITUTE(CRSI)"MANUAL OF STANDARD CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING,ELECTRODE OF AN ACCREDITED AGENCY SHOWING 0.40 PCF RETENTION WHERE 2 BASE WIND SPEED HAS BEEN CONVERTED INTO DESIGN PRESSURES FOR MAIN WINDFORCE RESISTING SYSTEM PRACTICE",LATEST EDITION CLASS E304,OR AWS AS 9 FOR GAS METAL ARC WELDING,ELECTRODE LUMBER AND/OR PLYWOOD IS CUT OR DRILLED AFTER TREATMENT,THE AND COMPONENTS AND CLADDING PER TABLE R3DI.2(4). w 2 ALL CONCRETE COMPOSITE ON METAL DECK SHALL BE LIGHT WEIGHT CLASS ER304,FI-70 KSI. TREATED SURFACE SHALL BE FIELD-TREATED WITH COPPER NAPTHENATE 3 EXPOSURE CATEGORY IS BASED ON SECTION R301 2 1.4 CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 (THE CONCENTRATION OF WHICH SHALL CONTAIN A MINIMUM OF 2%COPPER 4 SEISMIC DESIGN CATEGORY IS BASED ON FIGURE R301 2 METAL)BY REPEATED BRUSHING,DIPPING,OR SOAKING UNTIL THE WOOD (2)AND SECTION R301.2 2.1.DETACHED ONE-AND DAYS,UNLESS OTHERWISE NOTED. a. LINTELS SHALL BE INSTALLED OVER ALL OPENINGS IN MASONRY WALLS AS TWO-FAMILY DWELLINGS LOCATED IN SEISMIC DESIGN CATEGORY A,B,AND E ARE EXEMPT FROM THE SEISMIC w FOLLOWS ABSORBS NO MORE PRESERVATIVE 3 ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH REQUIREMENTS OF THE CODE MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS, UNLESS S. ALL WOOD FRAMING INCLUDING DETAILS FOR BRIDGING, BLOCKING,FIREz OTHERWISE NOTED. MASONRY OPENING LINTEL STOPPING,ETC ,SHALL CONFORM TO THE LATEST EDITION OF THE S. WEATHERING IS DETERMINED BY FIGURE R301 2(3). _ 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM 4'-0"OR LESS L4x3-12x5/16 LLV "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"AND ITS 6. THE DEPTH TO BOTTOM OF FOOTING IS ESTABLISHED BY THE LOCAL JURISDICTION AND FIGURE R403 1(1) Uj A615,GRADE 80 OR A775 EPDXY COATED WHEN CALLED OUT ON PUN 4'-1"to 7'-0" L60-12x5/16 LLV SUPPLEMENTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE NFPA 7 TERMITE PROBABILITY IS DETERMINED BY LOCAL AUTHORITIES SEE ARCHITECTURAL DRAWINGS FOR ALL REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI"DETAILS "MANUAL FOR HOUSE FRAMING"OR THE GOVERNING LOCAUSTATE BUILDING APPROPRIATE DETAILS TO ADDRESS THIS CONDITION A AND DETAILING OF REINFORCEMENT', (AC1315),LATEST EDITION A. 3.12"LEGS ARE HORIZONTAL. CODE. 8 FLOOD HAZARD IS DETERMINED BY LOCAL SURVEYAND FEMA MAPS. R SS€8 g 5. REINFORCING STEEL TO BE WELDED TO CONFORM TO ASTM A706 GRADE 60 B PROVIDE ONE ANGLE FOR EACH 4"OF WALL THICKNESS. 6 FASTENING SHALL BE IN ACCORDANCE WITH THE MOST RESTRICTIVE OF 6 WELDED WIRE FABRIC C PROVIDE L5x5x5/16 ANGLES FOR 6"THICK WALLS AND PARTITIONS WITH THE GOVERNING LOCAUSTATE BUILDING CODE,(LATEST EDITION),OR THE O o=ff>n MINIMUM YIELD STRENGTH OF 65,000 PSI (WWF)SHALL CONFORM TO ASTM A7064,WITH A OPENINGS UP TO V-0". MANUFACTURER'S RECOMMENDED FASTENING SCHEDULES w N n 7. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES D PROVIDE MINIMUM 6"BEARING AT EACH END. 7. ALL FLUSH FRAMED CONNECTIONS SHALL BE MADE WITH APPROVED WITHALLOTHER DISCIPLINES DRAWINGS.MINIMUM CONCRETE BETWEEN E. LINTELS OVER 6'-0"SHALL BE FIREPROOFED. GALVANIZED STEEL JOIST OR BEAM HANGERS,MINIMUM 18 GAUGE, 12 SLEEVES SHALL BE 6", 9. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL INSTALLED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS 8 WHERE FRAMING LUMBER IS FLUSH FRAMED TO MICROLLAM,STEEL OR a ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE ENGINEER FOR REVIEW AND APPROVAL NO FABRICATION OF STEEL SHALL FLITCH-PLATE GIRDER, SET THESE GIRDERS 12"CLEAR MIN STRENGTHOF 5000 EARANPSI. COMMENCE WITHOUT APPROVED SHOP DRAWINGS. FRAMING LUMBER,TO ALLOW FOR SHRINKAGE (MIN) BELOW TOP OF ��pF NE'y,Y 9 PROVIDE CLEARANCE FROM FACE OF CONCRETE TO REINFORCEMENT AS 10. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS 9 STUD BEARING WALLS ARE TO BE 2x4 @ 16^ON CENTER AT THE INTERIOR A0 C� A � �y FOLLOWS AND 2x6 @ 16"ON CENTER ATTHE EXTERIOR, UNLESS NOTED OTHERWISE yy� A SLABS 3/4" ON PUN % B. BEAMS d COLUMNS. 1.12" 10. ALL RAFTERS AND JOISTS SHALL ALIGN DIRECTLY WITH STUDS BELOW. C. FOOTINGS.3" WHERE REQUIRED,INSTALL ADDITIONAL STUDS. D EXTERIOR WALLS 2"FOR 46 OR LARGER, 1-1/2"FOR A5 OR SMALLER 11. LAP ALL PLATES AT CORNERS AND AT INTERSECTION OF PARTITIONS. tryu E INTERIOR WALLS'3/4" 12. STAGGER ALL TOP AND BOTTOM PLATE SPLICES A MINIMUM OF 32 INCHES. 10 SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER 13 USE DOUBLE STUDS @ ENDS OF WALL AND ENDS OF WALL OPENINGS a988a FOR REVIEW AND APPROVAL.NO CONCRETE WORK SHALL COMMENCE POST INSTALLED ADHESIVE AND MECHANICAL ANCHORS 14 AT THE SOLID POST WHOSE HEADERS AT L AND GIRDERS PROVIDER BUILT UP E FESS10t'Ww WITHOUT APPROVED SHOP DRAWINGS, OR SOLID POST WHOSE WIDTH IS AT LEAST EQUAL TO THE WIDTH OF THE 11. CLEAN AND ROUGHEN TO I/4"AMPLITUDE ALL EXISTING CONCRETE MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4-(NOMINAL)AT INTERIOR SURFACES TO RECEIVE NEW CONCRETE PRIOR TO PLACEMENT. WALLS AND 6"(NOMINAL)AT EXTERIOR WALLS. 12. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF 1. TECHNIPOST CAL STALLED TO INTACT BASE MATLL E IAL.NOTIFY PER MANUFACTURER 15 USE DOUBLE TRIMMERS AND HEADERS AT ALL FLOOR OPENINGS WHERE TECHNICAL DATA A INTACT BASE MATERIAL.NOTIFY ENGINEER OF RECORD BEAMS ARE NOT DESIGNATED EQUIPMENT PADS,INSERT AND EMBED ITEMS PRIOR TO INSTALLATION IF BASE MATERIAL CONDITION DEVIATES FROM 13 REINFORCING DOWELS,WATERSTOPS,AND OTHER EMBED ITEMS SHALL BE STRUCTURAL DRAWINGS OR MANUFACTURER TECHNICAL DATA. 16 PROVIDE CROSS BRIDGING AT A MAXIMUM OF V-0"ON CENTER INSTALLED AND SECURED PRIOR TO CONCRETE PLACEMENT. 2 MANUFACTURER DATA FOR ALTERNATE ANCHORAGE PROPOSED BY 17. BUILT UP BEAMS LESS THAN 8"DEEP SHALL BE SPIKED TOGETHER WITH(2) principal engineer NO "WETSETTING"CF EMBEDDED ITEMS IS NOT PERMITTED. CONTRACTOR SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW 16d NAILS @16^ON CENTER.BUILT UP BEAMS GREATER THAN 8"DEEP SHALL project manager JRT AND APPROVAL SUBMITTAL SHALL INCLUDE THE ICC EVALUATION SERVICE BE SPIKED TOGETHER WITH(3) 16d NAILS @16"ON CENTER REPORT WITH ICC TESTED CAPACITY MEETING OR EXCEEDING CAPACITY OF 18 WHERE THERE IS NO PLYWOOD WALL SHEATHING,PROVIDE DIAGONALS AT drawn by JA2 / ANCHORAGE SPECIFIED IN CONTRACT DOCUMENTS ALL EXTERIOR CORNERS OF STUD WALLS AT EACH FLOOR (1x4 BRACES LET METAL DECK 3. UNLESS OTHERWISE INDICATED,POST INSTALLED ANCHORAGE SHALL BE INTO STUDS AND NAILED AT EACH STUD CROSSING WITH(2) 10d NAILS,) (1 ADHESIVE TYPE HILT]HIT•HY200 MAX INTO CONCRETE,GROUT FILLED CMU 19. CHIMNEYS ALL STUDS FOR CHIMNEY FRAMING TO BE CONTINUOUS FROM checked 6y JRT 1 (J� OR STONE BASE MATERIAL OR HILT[-HIT HY70 INTO BRICK MASONRY OR ATTIC FLOOR LEVEL UP.CHIMNEY SHALL BE FACED WITH 1/2"APA GRADED 1. METAL DECKING WORK SHALL CONFORM TO THE AISI NORTHAMERICAN 1!`�-- UNGROUTED CMU BASE MATERIAL FIRE-RETARDANT PLYWOOD GLUED d SCREWED TO STUDS.WHERE WALLS Job no. 159W "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL 4. EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH EXCEED 4'-T IN WIDTH,INSTALL DIAGONAL METAL BRACING AT INSIDE FACE date 10124/2014 MEMBERS",LATEST EDITION.PER GOVERNING BUILDING CODE FVC SPECIFIC ANCHOR LOCATIONS UNLESS NOTED ON THE DRAWINGS THATTHE OF CHIMNEYAT ALL FOUR WALLS 2. METAL DECKING UNITS AND ACCESSORY ITEMS SHALL BE FORMED FROM EXISTING REBARS CAN BE CUT,THE CONTRACTOR SHALL REVIEW THE 20. WHERE CANTILEVERED BEAMS ARE INDICATED,THE FAR CONNECTOR SHALL STEEL SHEETS CONFORMING TOASTM A611 OR A653 WITH A MINIMUM YIELD EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE BE CAPABLE OF RESISTING AN UPLIFT OF 1000 LBS MINIMUM,UNLESS NOTED STRENGTH OF 33,000 PSI BEFORE FORMING,THE STEEL SHEET SHALL POSITION OF THE REINFORCING BARS BY A MEANS APPROVED BY THE OTHERWISE. RECEIVE A HOT DIP GALVANIZED COATING CONFORMING TO ASTM A653, ENGINEER OF RECORD 21. NO NEW OR EXISTING JOISTS SHALL BE CUT OR NOTCHED WITHOUT revisions: GRADE90 APPROVAL 3 METAL DECKING SHALL BE SHORED AS REQUIRED BY PLANS OR BY SPAN 40 22 AND LOAD CONDITIONS TO SUPPORT WET WEIGHT OF CONCRETE AND ALL -�^ CONSTRUCTION LOADS / [J� WOOD STRUCTURAL PANEL SHEATHING WOOD HEADER SCHEDULE 4. THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BY APPROVED ROUGH OPENING HEADER METHOD(FO BE SHOWN ON SHOP DRAWINGS)BETWEEN SUPPORTS,AT WIDTH 2x4 WALL 2x6 WALL INTERVALS TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH TO MAINTAIN 1. PROVIDE STRUCTURAL I PLYWOOD SHEATHING WITH BOND CLASSIFICATIONS LESS THAN 3'-0" (2)2x6 (3)2xa BUILDING ALIGNMENT AND TO SUSTAIN LOCAL CONSTRUCTION LOADS APPROPRIATE TO THE END USE "EXTERIOR"(PERMANENT EXPOSURE),OR WITHOUT DISTORTION OR SEPARATION,MAXIMUM SPACING SHALL BE V-0" \O Q-, "EXPOSURE I"(CONSTRUCTION EXPOSURE ONLY) 3'-1 TO 4'-0" (2)2x3 (3)2x8 BETWEEN SUPPORT BEAMS.END UPS OF SHEETS SHALL BE A MINIMUM OF 2 ` C� 2. FLOORSHEATHING NOM 3/4"THICK T&G PLYWOOD(48r24 SPAN RATING), 4'•1"TO6'-0" (2)2x10 (3)2x10 INCHES APA STURD-I-FLOOR, OR ADVANTECH SUBFLOOR. 6-1"TO 8'-0" (2)2x12 (3)2x12 5. EXCEPT AS OTHERWISE NOTED,DECK SHALL BE ATTACHED TO STRUCTURAL 3. ROOF SHEATHING(STANDARD) NOM 5/8"THICK TBG PLYWOOD(48/24 SPAN OVER a'-0" SEE PLANS SEE PLANS STEEL BY 3/4"0 FUSION WELDS 012"ON CENTER AT ENDAND INTERIOR RATING). SUPPORTS PERPENDICULAR TO THE DECK SPAN AND AT EDGE AND INTERIOR A. ROOF SHEATHING(UNDER SLATE OR CLAY TILE) NOM.3/4"THICK TB,G no date by SUPPORTS PARALLEL TO THE DECK SPAN WELDS MAY BE OMITTED IN RIBS PLYWOOD(4824 SPAN RATING) 23 ALL LIGHT-GAUGE HANGERS SUPPORTING PRESERVATIVE TREATED WOOD DECKIN SECTION S CONNECTORS ARE TO BE APPLIED,ADEQUATELY EXCEPT ELYTHASECURACHE 5 WALL SHEATHING(STANDARD NOM.12"THICK PLYWOOD SHALL MEET OR EXCEED G185(1.85 OZ OF ZINC PER SQUARE FOOT). DECK SECTION SHALL HAVE SUFFICIENT WELDS C ADEQUATELY SECURE (32/16 SPAN THE DECK, TO PROVIDE DECK INTO DIRECT CONTACT WITH THE SUPPORTING RATING) ALTERNATIVELY,STAINLESS STEELCONNECTIONS FINISH AND BE USED FOR CONSTRUCTION STEEL AND TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH TO MAINTAIN 8 WALL SHEATHING(BEHIND SLATE,CLAY TILE,OR MASONRY VENEER) NOM. FASTENERS SHALL MATCH THE HANGER FINISH AND MATERIAL BUILDING ALIGNMENT. 3/4"THICK PLYWOOD(4W4 SPAN RATING) 24. WHERE JOIST ORIENTATION IS PARALLEL TO EXTERIOR STUD OR " 6. PRIOR TO FABRICATION,THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS 7• USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD FOUNDATION WALLS, PROVIDE FULL-SECTION BLOCKING FOR 3 BAYS @ 4'-0" 50% CONSTRUCTION FOR THE METAL DECKING SHOWING DECK GAUGE,SIZE,AND LAYOUT AS SHEATHING. ON CENTER MAXIMUM WHERE SHEATHING IS NOT CONTINUOUSLY FASTENED � 939� - DOCUMENTS WELLAS CLOSURE CONDITIONS,WELDS TO SUPPORTS AND SIDE LAP a LEAVE 1/16"SPACE ATALL PLYWOOD PANEL END JOINTS AND 1/8"SPACE AT TO TOP OR BOTTOM OF JOIST.PROVIDE 18 GA x 1-12"x 1'-0"(MINIMUM)FLAT DETAILS. ALL PANEL EDGE JOINTS TENSION STRAP BETWEEN ALIGNED BLOCKING MEMBERS ' 7. ALL REINFORCED OPENINGS IN METAL DECK SHALL BE INSTALLED BY METAL 9 UNLESS NOTED OTHERWISE,WALL SHEATHING SHALL BE FASTENED TO 25 ALL SILL PLATES SHALL BE PRESSURE TREATED AND ANCHORED TO 10/24/2014 LL DECK SUBCONTRACTOR.METAL DECK SUBCONTRACTOR TO PROVIDE FRAMING WITH Bid COMMON NAILS @ 4"ON CENTER AT EACH SHEET FOUNDATION WALLS WITH 12"DIAMETER HEADED ANCHOR BOLTS(ASTM 1 REINFORCING AS PER TYPICAL DETAILS. PERIMETER AND I2"ON CENTER ELSEWHERE.PROVIDE 2x6 BLOCKING AT ALL F1554)@4'-0"ON CENTER AND WITHIN I2"OFALL SILL PLATES SPLICES D 8. AT METAL DECK WITHOUT CONCRETE FILL THE FOLLOWING MAY BE FREE EDGES. (MINIMUM 7"EMBED) il� ATTACHED WITHOUT SPECIFIC APPROVAL CF THE STRUCTURAL ENGINEER 10. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE FASTENED TO LLIJ [F--C ) 8 2014 ACOUSTICAL TILE AND GYPSUM BOARD CEILING ONLY;NO PIPING, DUCTING FRAMING WITH 8d COMMON NAILS C 6"ON CENTER AT EACH SHEET OR CONDUIT.MAXIMUM CEILING WEIGHT=3 5 PSF. MAXIMUM WIRE HANGER PERIMETER AND 12"ON CENTER ELSEWHERE. ---- LOAD=60 LBS 11. ALL FLOOR SHEATHING SHALL BE GLUED AND SCREWED TO FLOOR JOISTS _ I -,T GENERAL NOTES 9. WHERE SUSPENSION OF HANGER WIRES ARE REQUIRED BY OTHERS,VERIFY USING AN APA APPROVED ADHESIVE AND#8 SCREWS @ 6"ON CENTER AT AND COORDINATE LOCATIONS, PATTERNS,SPACING,ETC.WITH THE EACH SHEET PERIMETER AND 12"ON CENTER ELSEWHERE,UNLESS NOTED APPROPRIATE TRADE DRILL OR PUNCH HOLES AT BOTTOM OF DECK FLUTES OTHERWISE OF SUFFICIENT SIZE TO PASS SUPPORT WIRES.WIRE SUPPORTS HALL BE LOOPEAMINIM AND SECURED WITH URRI MINIMUM CHANNEL THREE(3)3x1 TIGHT TURNS AROUND ^ ■ O O A MINIMUM 112"x12"LONG FURRING CHAfJNEL OR NO 3x12"LONG J REINFORCING BAR CENTERED ABOVE THE HOLE AND UID IN THE DECK FLUTES. RSA# 15904 W Z �• � Uim w VM 6 "y =- s CONCRETEPIEROR WWF. x rn STEEL COLUMN o w Z w (SEE PLAN) 91/2"LEEP = nY o SUB REINF. BASE PLATE,SEE V ^ W m O m v 2"x3"COM. SLAB ON GRADE (MESH REBAR) TYPICAL DETAIL HRU W KEY • HORIZONTAL REINF. ^-T^— 2-M4(o]3"x1'-0"LONG UN RUN UNINTERRUPTED ADDITIONAL AT ALL ISOLATION JOINT 1l2" COLUMN, SEE PLAN AND UNINTERRUPTED _ �, � � REENTRANT CORNERS ON GRADE DETAIL MIN PCOLUMN SCHEDULE F MAXIMUM DISTANCE BETWEEN 2 CONTRACTION JOINTS IN INCHES �� JOINTS I E T IS 36 TIMES SLAB THICKNESS NON-SHRINK IZMIN CONCRETE SLAB ON y SLAB EDGE GROUT,2"MIN ryp _ GRADE WATERSTOP r x—x T v SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT o r �L '• OOT MAXIMUM POUR LENGTHS ~ AT ALL RE- ENTRANT CORNERS FOUNDATION WALL=tO' 0" {� r " S EPLAN n III—III—III—I• - CM �s 6"x6"W2 ox W20W WF' TYPICAL CONSTRUCTION JOINT _ WATERS(OR AS O —III—III—III— ANCHOR BOLTS,SEE IN CONCRETE WALL v CONCRETE SLAB MIN.E.S (ORAS REQ'D BY WATERSTOP MANUF.) C " TYPICAL DETAIL a ,y 1 " 3 CLR. - O WATERSTOP NOTES, 10 1-0" LLI zU 2F -I` -- - , N -Q[T " C- / /�Jy� / x—x�"� NOTES' 1. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEARING O 1-1 I I—III—I • III—III _I ' FORCAPSIZE, AS DEPTH AND R IN THE TNG SEL NOTESIN Q Q 2. FOR SIZE,DEPTH AND REINFORCING SEE FOOTING SCHEDULE. —III—III —III— =• VAPOR BARRIER 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING IF < STRIPS WHERE EACH SINGLE STRIP DOES NO EXCEED cn F 6"GRAVEL OR 36 TIMES SLAB THICKNESS WIDTH IN INCHES o LLI 6"GRAVEL OR STONE CRUSHED STONE 2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A 'I\\1 MAXIMUM SPACING IN INCHES OF 35TIMES THE SLAB r `— UNDISTURBED 10 MIL POLYETHYLENE UNDISTURBED SOIL OR FILL THICKNESS JOINTS SHALL BE SAWED NO LATER THAN Z Y O SOIL OR FILL VAPOR BARRIER 24 HOURS AFTER CONCRETE IS PLACED. • Q 3 GRAVEL OR CRUSHED STONE BASE SHALL BE O O SLAB ON GRADE SLAB ON GRADE &WALL INTERFACE COMPACTED TED TO 95% 0„ C /OF MAXIMUM DENSITY AT OPTIMUM TYPICAL STEEL COLUMN ON CONCRETE FOOTING ' z M"= V- ^ Y = Ch TYPICAL SLAB ON GRADE G z a z STANDARD HOOK W _ DEFORMED BAR TENSION DEVELOPMENT LENGTH (Ld) —• FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS O ul 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 #3 17 25 15 22 13 20 12 18 w w #4 22 33 19 29 17 26 16 24 - c o � #5 28 42 24 36 22 32 20 3D tow R a #6 33 50 29 43 26 39 24 3501 3 #7 48 72 42 63 38 56 34 51 W �a WALL " • #8 55 83 48 72 43 64 39 59 O ��'4a�� DOWELS SAME SIZE AND - - � - #9 62 93 1 54 1 81 1 48 1 72 1 44 66 a ""1` NUMBERASWALL TEE-INTERSECTION #10 70 105 61 91 54 1 81 1 50 74 Ml REINFORCEMENT ABOVE #11 78 116 67 101 60 1 90 1 55 1 82 ISOLATION JOINT 1/2"MIN. PROVIDE TENSION LAP SPLICE PER -�- (SEE TYPICAL SLAB ON NOTES' DETAIL) ` OF NS REBAR SCHEDULE \\YI, —�- 1 FOR HORIZONTAL REINFORCEMENT WITH 121N OR MORE FRESH CONCRETE �'�E �p 0 CONCRETE SLAB Z CAST BELOW IT,Ld SHALL BE 13 TIMES THE VALUES GIVEN ABOVE 'OFyy P� STANDARD HOOK g =1x 1,-' • x—x— T i m 2. FOR EPDXY-COATED BARS w a a. WHERE CONCRETE COVER IS LESS THAN 3db,OR CLEAR SPACING IS LESS r y )ZY+ )< )i,' )Z� �•� ~ g THAN 6db,Ld SHALL BE 1.5 TIMES THE VALUES GIVEN ABOVE. �i b WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3db AND CLEAR .� SPACING IS GREATER THAN 6db,Ld SHALL BE 1.2 TIMES THE VALUES GIVEN ABOVE. O ,� SEE PLAN 13 0.FTG. o III 4 —III—L I- " ~� t J CASE I CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, BSIONF• III—III—III- CLEAR COVER NOT LESS THAN db,AND STIRRUPS OR TIES THROUGHOUT Ld O DEVE OPED OR SPT LESS THAN LICED NOT LCODEIESS MUM THAN 2dbAAND CLEAR SPACING COVER NOTI F BARS TENSION LESS THAN db � - - 3"CLR LAP SPLICE CASE 11.OTHER CASES NOTES prfnclpal engineer NO 1. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEARING CORNER DEFORMED BAR TENSION LAP SPLICE - CLASS B project manager JRT CAPACITY AS SPECIFIED IN THE GENERAL NOTES drawn by JA2 2. FOR FOOTING AND WALL SIZE,DEPTH AND REINFORCING, SEE PLAN. NOTE. FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE TABLE FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 checked by JRT TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS #3 22 33 19 28 17 25 16 23 job no. 15904 TYPICAL DETAIL SPREAD FOOTING AT CONCRETE WALL AND JUNCTIONS OF WALLS AND BEAMS #4 29 43 25 37 23 34 21 31 date 1012412014 #5 36 54 31 47 28 42 26 38 rz =,'-o„ 314"=V-O" #6 43 65 37 56 34 50 31 46 #763 94 54 81 49 73 45 67 revisions: E#8 72 107 62 93 56 83 51 76 #9 81 121 70 105 63 94 57 86 REINFORCED I #10 91 136 79 118 71 106 64 96 CONCRETE WALL #11 101 151 87 131 78 117 71 1 107 `I STANDARD RISC DOUBLE DEFORMED BAR COMPRESSION DEVELOPMENT LENGTH (Ldc) DEFORMED BAR COMPRESSION LAP SPLICE I I ANGLE BOLTED CONNECTION 6„ WELDED TO FACE PLATE I FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS r — — — — BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI T = - - _ — _ _ _ _ J SIZE CONCRETE CONCRETE CONCRETE CONCRETE SIZE CONCRETE CONCRETE CONCRETE CONCRETE no. date by 4" -o II p o r o #3 9 8 8 8 #3 12 12 12 12 _ — _ _ #4 11 10 9 9 #4 15 15 15 15 #5 14 12 12 12 #5 19 19 19 19 FOR CONSTRUCTION Ii Nl #6 17 15 14 14 #6 23 23 23 23 50Y CONSTRUCTION . u u DOCUMENTS STEEL MEMBER #7 20 17 16 16 #7 27 27 27 27 #8 22 19 18 18 #8 30 30 30 30 10/24/2014 1/2'STEEL FACE PLATE #9 25 22 21 21 #9 34 34 34 34 —" (TYPICAL) #10 28 25 23 23 #10 39 1 39 1 39 1 39 #11 31 27 26 26 #11 43 43 43 43 2#'S WELDED 3-3/4'0 STUD @ 6"0 C NP. TO FACE PLATE EACH ROW TYPICAL DETAILS TYPICAL DETAIL OF STEEL BEAM TO CONCRETE WALL CONNECTION RSA# 15904 Du _ I COLUMN II 1/8"ERECTION TOLERANCE U 5 BASE PLATE III - EACH SIDE STIFFENER PLATE EACH WE SAME SIZE AS I I SIDE THICKNESS TO COLUMN SECTION `.I IX II MATCH COLUMN EACH SIDE 1 , , c FLANGE BELOW of N III I - } 1 BOTTOM ELEVATION 0 I 1 LL o IIS o ( ( PROVIDE FILLER PLATE 70 "OF BASE PLATE z 1 O I O I i BEAR ON LOWER COLUMN SIZE II o = FASTENERS TO DEVELOP II 2 Z m �- PLATES IN BEARING,PER TABLE II TOP OF FOOTING N 1 -'u •dU hI z t} I n J 14-3,CASE IIiz II " PIER OR BUTTRESS I - <� ` II1� � Il�} I � 212"NP. � NOTE,LEVELING PLATES (4)• III (4)3/4"0 HEADED ANCHOR } �a II ARE NOT PERMITTED L9 RODS,EMBED 1'-4'MAX OR TO 1 �- 64 .. _ WITHIN 3"OF BOTTOM OF [} I Il II 1 + FOOTING STEEL PLATE WITH II 1— STEEL PLATE WITH (4Y3/4'0 A325-SC I (4)-3/4"0 A325-SC Cm R 4 1 j BOLTS(MIN) MINIMUM II BOLTS(MIN.). - m AT LATERAL : 111 0 PLATE THICKNESS TO I I MINIMUM PLATE FRAME COLS / ' I 0 I MATCH FLANGE II THICKNESS TO 1 = THICKNESS OF BEAM II MATCH FLANGE } jl z_ ABOVE II THICKNESS OF BEAM o LtJ Z ANCHOR BOLT III LL _ TO.SLAB _ �I _ ABOVE __ U Z ZO 6/16 ANCHOR HOLE 01N EDGE DISTANCE 1 )- - ------_-__-- ------ _ LLI FROM CENTER LINE Oo o BASE PLATE BOLT SIZE BASE PL I Q Q OF BOLT HOLE 111 - o 314"0 1.5/16"0 2" I DL +` LLI t 7/8"0 1-9/16,10 2" NOTES 110 1-13/16"0 2" 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH TABLE Y o OO /� COLUMN 1-1/4"0 2.1/16"0 2-1/2" 14-3 CASE II OF THE RISC ENGINEERING FOR STEEL CONSTRUCTION •� H O 0 wW I 1-12"0 2-5/16"0 2-1/2" HANDBOOK AND ALL OSHA REQUIREMENTS. = LL Z �F _ 2 SEE FMAMMURAME IONSFORNTOBE SIONAESSER COLUF 30ftMN NSPLICOR 2 SAN TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN = a SEE 3 SEE FRAME ELEVATIONS FOR NET TENSION AT COLUMN SPLICES AND ' COLUMN BASES,IF ANY TABLE 1"=V-0" 1"=1'-0" �' � 4 ALL STEEL CONNECTIONS MUST MEET THE REQUIREMENTS OF SECTION i' 2213 OF THE NYC BUILDING CODE O m O v COLUMN SPLICE WHERE Du NOMINALLY 2"LESS THAN OL STEELBEAM. TYPICAL COLUMN BASE PLATE PIPE OR TUBE COLUMN TYPICAL COLUMN SPLICE SEE PLAN FOR ATFLANGES, 1"=1'-0" 1"=1'-0" SIZE AND TYP. F LOCATION z O I p t TE DOUBLE ANGLES DOUBLE ANGLES DOUBLE ANGLES i 0 - CAP PLATE(ATAM STEEL BEAM STEEL BEAM WF STEEL BEAM I 1 1 `� - '�yto COLUMNTOP) z u� I I + z O F\--_ + IO �' O + I O \I NOTESFFjIF REQUIRED FORS p1. FLANGE AND WEB SPLICE CONNECTIONS TO DEVELOP THE FULL CAPACITY OF � �CAPACITY EXTEND 1 4I 1 THOSE BEAM ELEMENTS p �'iF 2 ALTERNATE BOLTED FLANGE PLATE IS ACCEPTABLE AT BEAM FLANGE SPLICE p +nPLATE THROUGH CONNECTIONS PROVIDE THAT THE CONNECTION DEVELOPS THE FULL CAPACITY COLUMNTS AISC BOLTS BOLTS AISC BOLTS I ZOF BEAM FLANGE. \ 3 COORDINATE AND SUBMIT SPLICE LOCATIONS TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION TO.SLAB I { _ _ _ _ 4 ALL FULL PENETRATION WELDS TO BE ULTRASONICALLY TESTED. HSS STEEL COLUMN WF STEEL COLUMN STEELCOLUMN Y� _ SEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM ' OF NE6yY ��• VFjAA Opp 0 TYPICAL BEAM SPLICE �r� ,P� 3/4"= 1'-0" ; NOTES C �' 1. CONNECTION DETAILS SHOWNABOVE ARE SCHEMATIC ONLY.THF CONTRACTOR MAY SUBMIT ALTERNATE DETAILS FROM THOSE SHOWN ABOVE,BUT INANYCASETHE NOTES ' 0 CONTRACTOR IS RESPONSIBLE FOR PRODUCING STEEL SHOP DRAWINGS IN ACCORDANCE WITH THE PROJECT GENERAL NOTES AND AISC GUIDELINES CALCULATIONS SHALL BE S. 2. THE CONTRACTOR 111111 SUBMITTED AS SHALL DETAIL THE PROJECT COIRED IN THE GENERAL NOTES NNECTIONSFORFOR THE ERE IN LOADS AS CONTRACT IN THE CONTRACT DOCUMENTS,PER AISC GUIDELINES.THE SCHEMATIC DETAILS 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH AISC ENGINEERING FOR 0 SSIOMFV�� _ ABOVE ARE NOT SUGGESTIVE OF SPECIFIC CAPACITIES.THE NUMBER AND SIZE OF BOLTS,SIZE AND LENGTH OF WELDS,AND SIZE OF STEEL PIECES MUST BE DETERMINED PER STEEL CONSTRUCTION HANDBOOK AND ALL OSHA REQUIREMENTS. AISC GUIDELINES AND THE CONTRACT DOCUMENTS 2 MAXIMUM LENGTH OF COLUMN TO BE LESSER OF 30'-0"OR 2 STORIES 3. PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEAM CONNECTIONS TO PERIMETER BEAMS,UNLESS OTHERWISE NOTED. 3. PROVIDE ALIGNMENT PLATES AS REQUIRED FOR COLUMN ERECTION.REMOVE ALIGNMENT PLATES AFTER COLUMN IS INSTALLED. PROVIDE 3/8"THICK ANGLE FITTED STIFFENER (BOTH SIDES) TYPICAL HSS COLUMN SPLICE " BEAM WEB TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLY prm°Dalen9lneer NO DroJeR manager JRT 1"= V-0" drawn by JA2 A&or OR I checked by Checier Job no. 15904 ALTERNATE TO date 10242014 COLUMN BOLTS FITTED �- .{ STIFFENER 2 r (BOTH SIDES) FLANGE PLATE SHOP WELDED revisions TO COLUMN FLANGE SEE PLAN FOR I SHIM PLATE AS REQUIRED BEAM SIZE WELDED b " ~ CONTINUITY PLATESV3 01 ANDIOR DOUBLER WEB + TYPICAL BENT BEAM PLATES AS REO'D BY + CONNECTION DESIGN y AISC STANDARD FRAMED 1 BEAMCONNECTION 1"-V-0" SAME REQUIREMENTS FOR BOTTOM PLATE AS TOP PLATE MOMENT fit, no. date by PLATE,TYP, A325 SC NOTE 1 BOLTS r� STEEL FOR CONSTRUCTION 1 CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC DETAILS ONLY. SEE PLANAN CONTRACTOR SHALL DETAIL MOMENT CONNECTIONS BASED ON NOTE 4,IN z f 50%CONSTRUCTION ACCORDANCE WITH CODES AND"R"VALUE GIVEN HEREIN,AND SHALL PROVIDE r2 DOCUMENTS O O DOCUMENTS SIGNED AND SEALED CALCULATIONS FOR FULL CONNECTIONS PRIOR TO m O SUBMITTAL OF SHOP DRAWINGS. m v 2 ALL BOLTS TO BE PRE TENSIONED HIGH STRENGTH BOLTS.ALL PAYING • m \ 10/24/2014 SURFACES SHALL BE PREPARED AS REQUIRED FOR CLASS A OR BETTER SLIP k •— WT WHERE CRITICAL JOINTS.THE DESIGN SHEAR STRENGTH OF BOLTED JOINTS IS -- - - -- REO'D OMIT PERMITTED TO BE CALCULATED AS THAT FOR BEARING TYPE JOINTS STEEL BEA, J WHERESEAMS 3. PROVIDE BOLTED CONNECTION IN WEB FOR BEAM REACTION PER GENERAL BEE PLAN ON EITHER SIDE NOTES OR FRAME ELEVATIONS OR PLAN ARE OF SAME 4. 4A-SEE TYPICAL LATERAL FRAME ELEVATION LEGEND FOR INFORMATION ON SHIM AS REQ'D FULL DEPTH CONNECTION DESIGN FORCES PROVIDE CONTINUITYAND/OR DOUBLER PLATES PENETRATION IF NECESSARY. -ryp. WELD TYP• TYPICAL DETAILS 5. 4B-DESIGN CONNECTION FOR FULL PLASTIC CAPACTIY OF BEAM AND VERIFY PANELZONE STRENGTH OF COLUMN IS NOT EXCEEDED. PROVIDE CONTINUITY AND/OR DOUBLER PLATES IF NECESSARY. TYPICAL COLUMN FLANGE MOMENT CONNECTION, R=3 TYPICAL BEAM TO BEAM MOMENT CONNECTION S2 . 02 1"=1' 0" RSA# 15904 1'-6" 13/4"x16"LVL TO SUPPORT vM 1 3/4'x16"LVL TO SUPPORT L���� ..1 FLOOR FRAMING 2'- FLOOR FRAMING � Y �< _ 12"0 BOLTS W/ < , p Q WASHERS; BOLT-HEAD p p ^ - - 0 O O S WASHER TO.JOIST �.. - - - _ T.O. x � c a MULTIPLE MEMBER — - — m w LVL BEAM,SEE PLAN � �16"TYPICAL -- o v' N O♦ P O —T.O STL BM �� BOLT LAYOUT DETAIL A-A - T. STL BM 1 Q \\\� J I ,< SECTION A-A r� ' 12"DIAMETER THREADED ROD 12"DIAMETER THREADED ROD WELDED TO WEB OF Wifi TO WELDED TO WEB OF W76 TO 12"0 BOLTS W/WASHERS @ CONfJECT CONTINUOUS WEB CONNECT TO CONTINUOUS WEB 16'O C.@ TOP 6 BOTTOM W/ BLOCKING TO BEAM.LEAVE END BLOCKING TO BEAM.LEAVE END (2)BOLTS AT EACH END OF ROD UNTHREADED TO ALLOW --- OF ROD UNTHREADED TO ALLOW FOR WELD FOR WELD NOTES TJI'S,SEE PLAN < r BLOCKING AT ♦ CM H rn 1. USE 1-314"x LVL,SEE PUN 4'-0"OC AT 2. MAXIMUM BOLT HOLE SIZE SHALL BE 9/16". EDGES PER \ TJI'S,SEE PUN 3. BOLTS SHALL NOT BE COUNTERSUNK. PUN NOTE ` NEW LOW W16 AT EDGE,SEE NEW LOW W16 AT EDGE,SEE PUNS PUNS W Z TJI'S,SEE PUN TYPICAL MULTIPLE MEMBER CONNECTION FOR LVL BEAMS JOISTS PARALLEL TO EDGE BEAMS AT CUBE UPPER LEVEL JOISTS PERPENDICULAR TO EDGE BEAMS AT CUBE UPPER LEVEL u z Z Z o w � V to H 2'-8" i a LLJ rn $ Y p o �p p STEEL BEAM U- Z ' T BEARING WALL ON(2)2x X16"T/ Y (n +^^• = Q CONTINUOUS PRESSURE BEARING WALL ON(2)-2x PROVIDE 1/2"OAK SHIM WHEN BEARING,SHEAR OR r / 1 i TREATED SILL PLATES CONTINUOUS PRESSURE PARTITION WALLS ARE LOCATED ABOVE BEAM OR WHEN SIMPSON SSP TIE AT TREATED SILL PLATES BOLT LAYOUT DETAIL A-A BEAM FLANGE WIDTH IS GREATER THAN OR EQUAL TO 6" J o EACH STUD 12"0 A307 ANCHOR BOLTS r%, O rn AT 4'-0"0C. 1/2"0 A307 ANCHOR BOLTS AT 4'-0'0C 1/2"0 COUNTER-BORED,A307 BOLTS, O n Z ,moi SIMPSONSSPTIEATSTAGGERED TOP AND BOTTOM, SEE DETAIL A-A T O FINISH S E FLOOR EACH STUD BETWEEN L`7 EDGERANGLE;TYPICAL ' EL SEE PUN � BETWEEN LEDGER AND BLOCKING < T.O. FOUNDATION STEM PROVIDE STIFFENERS , i AT TA LOCATIONS TO.FINISH FLOOR - - — — - - — - - - — ELSEE PUN } T.0 JOISTS - _ T O JOIST Ul i EL SEE PLAN - - — EL SEE PLAN • �T.O.FOUNDATION STEM / F EL SEE PLAN r } T.O.JOISTS / - TO STL SM. • Le--m } EL.SEE PLAN I ))) 5�- UO II U] //y11� Illulll {�!T.O EXTERIOR SHELF T.O. INTERIOR SHELF � y EL SEE ARCH'L DWGS _III- EL SEEPUN T.O.EXTERIOR SHELF = � C _ TJI/LVL FLOOR JOISTS _ T.O. H =III- WEB BLOCKING AT TJI JOISTS " EL SEE ARCtfL DWGS -_ � TJVLVL FLOOR JOISTS 2 FACE MOUNTED JOIST < TJVLVL FLOOR JOISTS 4 CONTINUOUS 3-1/2"x JOIST DEPTH - HANGERS BY SIMPSON OR W r� • PSL LEDGER WITH 3/4"0 HILT[HIT _ APPROVED EQUAL O,E' HY750 MAX.EPDXY ADHESIVE WITH WEB BLOCKING AT TJI JOISTS P3, ^�R 41/2"EMBEDMENT AT 16"O C. FULL DEPTH BLOCKING TO PSL OR ANTHONY POWER wE [- • STAGGERED.PROVIDE A MINIMUM MATCH DEPTH OF JOISTS BEAM BLOCKING '�^ ` 17 WITH ICK FOUNDATION WA J ^ (IUT@SIMPSON FACE MOUNTED HANGER WITH N5@72"O C E W.E F. OF(3)THREADED RODS PER JA' LENGTH OF LEDGER L CONTINUOUS 3-12'x JOIST DEPTH Ml @ WOOD FLOOR FINISHES Is 10"THICK FOUNDATION WALL 4 BEL LEDGER WITH AD 0 HILTI HIT M1U @ STONEfrILE FLOOR FINISHES) WITH#5@12"O C E W E F. a HY150 MAX EPDXY ADHESIVE NOTES �, - - - - - OC TAGGERED.WITH 4 ROVI EA STYPICAL LVL/TJI TO STEEL MEMBER 1. SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS. NOTES MINIMUM OF(3)THREADED RODSPER LENGTH OF LEDGER 112"=1'-0" EOFNBJq,� 2. ALL LIGHT-GAUGE CONNECTORS IN CONTACT WITH 1. SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS x"�' 1, 6PA O PRESSURE-TREATED MEMBERS SHALL BEHOT-DIPPED 2 ALL LIGHT-GAUGE CONNECTORS IN CONTACT WITH GALVANIZED.SEE GENERAL NOTES. PRESSURE-TREATED MEMBERS SHALL BE HOT-DIPPED BEARING WALL ON(1)2x FULL DEPTH BLOCKING TO MATCH GALVANIZED.SEE GENERAL NOTES. CONTINUOUS SILL PLATE T WIDTH OF STUD WALL,TYP. r S' TJI/LVL FLOOR JOISTS NEW FOUNDATION WALL AT EX'G JOISTS SUPPORTED OFF LEDGER BEAM - NEW FOUNDATION WALL AT EX'G JOISTS PARALLEL TO LEDGER BEAM - CONTINUOUS BOARD /\C - . T.O.FINISEEPLAN ti Nyo�o sees PERPENDICULAR PARALLEL SEE PUN 0 SSION SIMPSON LSTA 3D STRAPS TIES ACROSS STUD ABOVE, I RIM BOARD AND STUD I N BELOW AT EACH STUD LOCATION principal engineer NO �; T.O.FOUNDATION WALL I project manager JRT FULL DEPTH BLOCKING TO MATCH dram 6y J12 BEARING WALL ON O 1 WIDTH OF STUD WALL TYPICAL LL SEE PLAN- BETWEEN FLOOR BLOCKING AT Author 2x CONTINUOUS BEARING WALL ABOVE LOCATIONS , SOLEPUU TE BEARING WALL;SEE PN PROVIDE WEB STIFFENERS checked b Checker AND GENERAL NOTES � AT TJI LOCATIONS Y CONTINUOUS(2)2x TOP Jobate no. 150M SIMPSON H2.5A TIE BETWEEN FULL DEPTH BLOCKING AT SIMPSON LSTA 30 y �/` y PLATE date 15904 4 BLOCKING AND TOPPLATE. SHEAR WALL BETWEEN JOISTS STRAPS TIES ACROSS FLOOR JOISTS TYPICAL;ALIGN BLOCKING AT EACH SND LOCATION, SEE STUD ABOVE,RIM BOARD, i NOTE SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS SIMPSON H2A TIE AT EACH JOIST GENERAL NOTES AND STUD AS REQUIRED STUD BELOW AND HEADER AT EACH STUD TO STUD,ALIGN JOIST AND STUD LOCATION FINISHEDFLOOR AS REQUIRED FULL DEPTH LVL �I SEE PLAN BLOCKING EACH SIDE OF �� revisions: SHEAR WALLANDAT SIMPSON H2 SA TIE BETWEEN EACH STUD LOCATION; EACH JOIST AND TOP PLATE; SEE GENERAL NOTES TYPICAL,ALIGN FRAMING AND STUD AS REQUIRED EX'G FLOOR FRAMINGTO EX'G WOOD BEARING WALL RIM BOARD PERPENDICULAR JOISTS T.O.JOIST/RAFTER (} T.O.JOIST/RAFTER h CONTINUOUS SEE PUN SEE PLAN r� CONTINUOUS(2)-2x TOP PLATE SIMPSON HI TIE AT EACH 2 1127/,4 MasterAddNon NTINUOUSz JOIST TO STUD,ALIGN JOIST no. date by SONTIUO (1)-2AND STUD AS REQUIRED CO CONTINUOUS(2)-Zx TOP FLOORIROOF FRAMING FLOOR/ROOF FRAMING PLATE,ELEVATION TO MATCH BETWEEN H6 TIE BETWEEN FOR CONSTRUCTION , BEARING WALL ELEVATION FULL DEPTH BLOCKING EACH STUD AND HEADER(rvPJ BETWEEN FRAMING IN PLANE 50% CONSTRUCTION OF WALL;BLOCKING TO MATCH _ FRAMING DEPTH CONTINUOUS(2)-2x TOP BUILT 2x HEADER,SEE PUN DOCUMENTSPLATE,ELEVATION TO MAT , SHEAR WALL BEARING WALL ELEVATIONCH SHEAR WALL FOR SIZE AND LOCATION 10/24/2014 SIMPSON HE TIE BETWEEN SIMPSON H6 TIE BETWEEN TOP PLATES AND STUDS, TOP PLATES AND STUDS, TYPICAL AT EACH STUD TYPICAL AT EACH SND TYPICAL EX'G SHEAR WALL TYPICAL EX'G SHEAR WALL PERPENDICULAR TYPICAL DETAIL (CD EX'G FLOOR FRAMING R) EX'G TYPICAL DETAILS PARALLEL TO EX'G FLOOR/ROOF TO EX'G FLOOR/ROOF FRAMING WINDOW/DOOR OPENING - PERPENDICULAR FRAMING S2 . 03 RSA# 15904 ROOF TIE,SEE SCHEDULE RIM TIE,SEE SCHEDULE O ROOF SHEATHING STUD AT _ _ _ _____________ _____ _ _ _TOP OF WALL PLATE PLYWOOD SHEAR WALL NOTES: Ci F OH / SEE GENERAL NOTES PLYWOOD EDGE -- TI"--n--- ---T---I- -''IT' SEE TYR DTL 1, STUDS, SILL PLATES AND TOP PLATES AND I I FOR PLATE LAP •_ RAFTERS,SEE PLAN7 ADD'L INFORMATION --' BLOCKING SHALL BE 2X 10 N SEE SHEAR WALL FOR FOR I II II II II SCHEDULE FOR SIZE AND SPACING. PROVIDE 3X V SIZE AND SPACING II II III FRAMING AT BOLTED FOUNDATION SILL PLATES, TO WALL _J ___ __--i JL===1L PLYWOOD PANEL EDGE BLOCKING, AND STUDS = - fl EL SEE PLAN/ARCH J -- 7r -r AT PLYWOOD PANEL EDGES WHERE SHEAR WALL _ _ _ -i -----r n---- I I HOLD DOWN Y WALL SHEATHING � SOLIDSLOCKINGAT H II II I II II SPLICE TO DESIGN SHEAR EXCEEDS 300 PLF. SEE OMITTED FOR CLARITY, ALL PLYWOOD EDGES I l I FRAMING BOVE G SHEAR WALL SCHEDULE SEE BELOW FOR TO MATCH STUD SIZE NAILING -� (3x AT SHEAR GREATER f I SEE PLAN. 2. ORIENTED STRAND BOARD (OSB) WALL SHEATHING T i THAN 200 PLF) I I I I I EDGE NAIL SHALL NOT BE SUBSTITUTED FOR PLYWOOD �.L.r WALL STUDS,SEE PLAN DOUBLE 2x PLATE,SIZE TO I II II I '---- - - -- ---I1_ UNLESS APPROVED BY ENGINEER. FOR SIZE AND SPACING MATCH WALL STUDS(TYP.) L - - - - - - ---- - - -- SIMPSON CMST74 AT HEADER TO 3. ALL NAILS SHALL BE COMMON WIRE NAILS,AND " II II II II INTERMEDIATE SHEARWALL LAP HEADER 2'-0" SHALL BE LABELED AS ENGINEERED CONSTRUCTION I II II I ' II II I I CONT.2x PLATE,SIZE —RIM TIE,SEE SCHEDULE O NAILING PERMIN PROVIDE(12)10d NAILS IN NAILS COMPLYING WITH ASTM F1667. '+ TO MATCH WALL SCHEDULE f I I f I I I I (2)STAGGERED LINES OF(6) J STUDS LSTA36 AT EACH STUDMIN LAP rim ( YP.@ EACH FLOOR) I I I 3)STUD SPACES 4'-0"MIN 4. ALL BOLT HOLES IN WOOD SHALL BE MAX 1/16" PROVIDE 4)10d NAILS EA OVERSIZE. PROVIDE PLATE WASHERS AT ANCHOR f II I ' II II ( BOLTS-SEE GENERAL NOTES FOR SIZES HOLD- I I I I BLOCK IN(2)STAGGERED LINES CM AT END SHEAR A FLOOR SHEATHING,SEE GENERAL OF(2) NAILS 5. AT 2X STUDS, PLATES, AND BLOCKING,PROVIDE `� m E AT END OF SHEAR WALL NOTES I I ' I I 3/C"MIN NAIL EDGE DISTANCE. li I II II II SCHEDULE AND HEAR FOR OAR OMITTED SEE SIZE AND FOR .� SCHEDULE AND SHEAR RIM BOARD OMITTED FOR CLARITY STUD AND I II II II II II a ,y WALL END DETAIL SPACING I ' ] I I I I I I I I I I 6 AT 3X STUDS, PLATES AND BLOCKING,LSIN2PROVIDE I/2" G } I /` I I I I I I I I I I MIN NAIL EDGE DISTANCE-STAGGER NAILS IN 2 T.O WALL - = - _ -__- __- WALL END POST-SEE LINES ALONG ADJOINING PANEL EDGES. f m U Z O FLOOR TIE,SEE SCHEDUL FL SEE PLAN/ARCH I I I I HEADER SCHEDULE AND i Z O \ I � II II II II PLAN-PROVIDE 7. STAGGER SHEAR WALL SILL PLATE ANCHOR '� W E \ I I I DOUBLE STUD MINIMUM BOLTS/NAILS AND PLYWOOD EDGE NAILING = Q PLYWOOD PANEL SEE PLYWOOD PANEL SEE II II I -PROVIDE 4x POST AT SCHEDULE FOR in O SCHEDULE FOR THICKNESS STAGGER II II II I HOLDOWNS 8. PANEL JOINTS SHALL BE OFFSET TO FALL ON ti W THICKNESS(STAGGER DOUBLE 2x PLATE,SIZE TO ( I I I I DIFFERENT FRAMING MEMBERS WHERE SHEATHING IS o JOINTS) MATCH WALL STUDS ITYP.) JOINITS) I I INSTALLED ON BOTH SIDES OF STUDS,AND NAILS li II II HOLDOWNANCHOR D SHALL BE STAGGERED. e Y EDGE NAILING i EX'G WALL STUDS I I U SEE SCHEDULE ., DC Q OPER SCHEDULE ,L II II VI II II AND TYPICAL I 9. DO NOT NOTCH OR BORE SHEAR WALL END POSTS. E O O WALL END POST-SEE I I yE DETAILS DO NOT NOTCH OR BORE SHEAR WALL SILL AND TOP h w INTERMEDIATE NAILING —� HEADER SCHEDULE AND I I H /q1 PLATES UNLESS APPROVED IN WRITING BY THE e Z PER SCHEDULE — / O EDGE(JAILING STRUCTURAL ENGINEER. y = Q PLAN-PROVIDE -- ----i----u,F__ �___si__ _y.�r_ .� _ TOP OF CONCRETE __ _ __ _ _ _ _ 0 2 SEE SCHEDULE II II I WALLORTOPOf -' DOUBLE STUD MINIMUM I 10. HOEDOWN ANCHOR BOLTS SHALL BE TIGHTENED rn I I I STEEL BEAM PRIOR TO COVERING WALL FRAMING WITH FINISHES J 5 CONT.2x PLATE,SIZE f� ENGINEER TO CONFIRM ACCEPTABLE TORQUE IS FINGER o FLOOR SHEATHING �TO MATCH WALL STUDS �— HOLDOWN V O SEE GENERAL NOTES FOR TIGHT PLUS tl2 TURN. DO NOT OVER TIGHTEN ADD'L INFORMATION J ANCHOR CONT,SILLPLATE BOLT 11. STRUCTURAL OBSERVATION OF SHEAR WALL TO FON.WALL PROVIDE PRESSURE TREATED SILL LOCATE FIRST ANCHOR BOLT GENERAL NOTES. REQUIRED PER THE EL SEE PLAN/ARCH. PLATE @ CONCRETE COM.2x PLATE ON i • " , — FROM PLATE ND9"MINIMUM/12"S-2 UM rn FOUNDATION WALL,SIZE TO s •\• W MATCH WALL STUDS,SEE • BOLTS MIN PER PLATE- FOUNDATION SECTIONS CONCRETE ELEVATION SEE DETAIL FOUNDATION HOLD DOWN ANCHOR AT EACH END O WALL OR STEEL U OF WALL SEE FOUNDATION SECTIONS. BEAM O LOCATE FIRST ANCHOR BOLTZ FOR WALLS LONGER THAN 10'-C", (¢n1 O9"MINIMUM/12"MAXIMUM ADD TIE DOWNS EVERY 6'-0", FROM PLATE ENDS;SEE SCHEDULE FOR SPACING 2 BOLTS MIN PER PLATE NEW REINFORCED CONCRETE/EXISTING BRICKd RUBBLE FOUNDATION WALL SEE PLAN FOR SIZE d LOCATION z FLOOR FRAMING TO FOUNDATION WALL O w U] a OMITTED FOR CLARITY. FA WI TYPICAL EXISTING WOOD SHEAR WALL STRAPPING o tea;? ELEVATION N =- m EXISTING PLYWOOD SHEARWALL STRAP/SHEATHING SCHEDULE O O O O i O O O O y�� tiI v o P� "SW-' PLYWOOD NAILING STUDS OR SOLID SIMPSON HOLD W"DIA A307 SIMPSON SIMPSON FF1y MIN.SHEATHING POSTS @ ENDS OF DOWNS AT ENDS OF LTP4 H2A '- MARK EDGE!INTERIOR On) ANCHOR BOLT cry SHEAR WALL SHEAR WALLS SPACING SPACING TIE SPACING ALL EXISTING G\ 1!2" td@471Z'4"/12" (3)2x4 HDUS-SDS2 6 4'-0"o c 12"o.c. BEARING WALLS 18"o.c. .�O 9Sli SSIONN' GENERAL NOTES • 5/8'NOMINAL(19/32"ACTUAL)MINIMUM PLYWOOD SHEATHING AT EXTERIOR FACE OF EXTERIOR WALLS • PROVIDE LSTA36 SIMPSON STRAP AT EACH STUD NEW/EKG WOOD JOIST A • ANCHOR BOLTS SHALL ALSO U A307 • WALLS NOTED AS SHEARR WALLS ON PN SHALL NOT BE CUT OR PENETRATED UNLESS APPROVED BY ENGINEER CONTRACTOR SHALL COORDINATE ALL PLUMBING,MECHANICAL, principal engln._er NO HVAC, ELECTRICAL, ETC.ACCORDINGLY. project manager JRT CONT.312"zJ01ST DEPTH WOOD drawn by JA2 PSL LEDGER w/3/4"DIA HILTI THREADED RODS WITH HIT HY150 ADHESIVE @4"O.0 IN FROM EACH checked by AT END OF WALL/NEW LEDGER,AND AT job no 15904 16"O.C.STAGGERED IN-BETWEEN. PROVIDE A MINIMUM OF(3)THREADED date 10242014 RODS PER LENGTH OF LEDGER,77 EMBEDMENT FACE MOUNTED JOIST HANGER BY SIMPSON 1 revisions- OR APPROVED EQUAL b A � NEW OR EXISTING MASONRY WALL GYPSUM WALL BOARD ORIENTATION OFCORNER STUD MAY VARY \ 1 Ir GYPSUMWALLSOARD - • 1 \ f' ♦\ EXTERIOR PLYWOOD 4" - 2'-8" — - 1' 4" 1 -4� SEE SHEAR WALL SCHEDULE SHEATHING GYP BOARD AND/OR PLYWOOD SHEATHING SEE SCHEDULE FOR no. date by 16d NAILS @ 14"O C. FOR NAILING PATTERN SHEAR WALL TYPE IN LEGEND ♦\ 16d NAILS @ 14'O. 16d NAILS 14'O C C. a `- EXTERIOR @ SEE SHEAR WALL SCHEDULE PLYWOOD FOR NAILING PATTERN POR CONSTRUCTION SHEATHING ^' ♦ nCONSTRUCT V SO�DOCUMENTSION ' WOOD STUD J - - `- SEE SHEAR WALL SCHEDULE FOR NAILING PATTERN ORIENTATION OF CORNER - \ - 10/24/2014 // STUD MAY VARY 16d NAILS @ 14"O C -'" INSIDE CORNER OUTSIDE CORNER "T"INTERSECTION EXTERIOR PLYWOOD SECTION A-A SHEATHING WOOD SHEAR WALL CORNER & 'T' INTERSECTION - PLAN SECTIONS TYPICAL DETAIL WOOD LEDGER SUPPORT OF JOISTS 1"=1'-0" (u7 CMU OR CONCRETE WALL TYPICAL DETAILS S2 . 04 RSA#15904 NEUTRAL AXIS OF BRACE WP. LINES MUST COINCIDE Dc-DEPTH OF COLUMN ri, STEELCOLUMN / / NP. yr 3/8'MIN STIFFENER PLATE AS SHOWN / MIN t BOTH SIDES OF WEB m T TOP OF FINISH FLOOR LAJ \ / ALTERNATE TO o LINES MUST COINCIDE AS I © 1/4 BOLTS �� o — — _ — _ — _ OL BEAM SHOWN I I MIN 3 GUSSET PLATE CONNECTION TO BEAM TO BE DESIGNED FOR Pbrace -- L HORIZONTAL COMPONENT H PLUS SEE PLAN FOR BEAM SIZE MOMENT DUE TO ECCENTRICITY Hx°b/2,NP. GUSSET PLATE(12"MIN) O 0 e i NEUTRAL AXIS OF BRACE MIN _ f $ — STEEL BEAM TYP / ul E I A u /� MIN \� I t CMR rn W P. N M H=Pbrace VERT.COMPONENTLU L1 GUSSET PLATE CONNECTION I ` SEE PLAN FOR BEAM SIZE U Z GG •-1 TO BEAM TO BE DESIGNED i Z V=Pbrace HORIZ.COMPONENT FOR Pbrace HORIZONTAL © 3 LU E2 COMPONENT H PLUS MOMENT GUSSET PLATE(12"MIN.) —� Q Q DUE TO ECCENTRICITY(H)x (0b)1(2) i o W I.- NOTE, CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC DETAILS ONLY.CONTRACTOR SHALL DETAIL GUSSET PLATE CONNECTION BRACE CONNECTIONS BASED ON AXIAL LOADS INDICATED IN LATERAL FRAME ELEVATIONS AND R VALUE GIVEN TO COLUMN TO BE DESIGNED c HEREIN AND SHALL PROVIDE SIGNED AND SEALED CALCULATIONS PRIOR TO SUBMISSION OF SHOP DRAWINGS. FOR Pbrace HORIZONTAL Q COMPONENT V PLUS MOMENT NEUTRAL AXIS OF BRACE Y O DUE TO ECCENTRICITY(V)x I � „ 1 TYPICAL LATERAL BRACE CONNECTION TO BEAM (Dc)1(2) 0 = a I \ 52 OS N.T.S. I H=Pbrace HORIZ. ' .. COMPONENT s u rn O � NOTE' CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC n Z DETAILS ONLY.CONTRACTOR SHALL DETAIL BRACE / V=Pbrace VERT.COMPONENT CONNECTIONS BASED ON AXIAL LOADS INDICATED IN LATERAL FRAME ELEVATIONS AND R VALUE GIVEN HEREIN AND SHALL "ob PROVIDE SIGNED AND SEALED CALCULATIONS PRIOR TO a�Y SUBMISSION OF SHOP DRAWINGS W 2 TYPICAL BRACE LATERAL CONNECTION AT COLUMN COLUMN s2 asU N.T.S. O s w w w �SNN .6 OF NEW YO Pp A gy� fast% `O FEsstoN�" principal engineer NO project manager JRT drawn by JA2 Author checked by Chec4.er job no. 15004 date 101242014 revlslons: 2 1121114 MaslerA&Hon no. date by FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 10/24/2014 TYPICAL DETAILS 52 . 05 RSA#15904 C007 E t I � c W b NEW CONCRETE GRILLAGE N BEAM,SEE 7/S3 00 FOR BALANCE OF INFO � I � CCS LL N4 DOWELS @ B"O C. INTO EXISTING WALL + + WITH HILTI HY-200,4- NEW CONCRETE GRILLAGE 12"EMBED TYPICAL , / BEAM.SEE 7/S3 00 FOR ��II � " - — _ — — ® - — BALANCE OF INFO `/ rn + A4 DOWELS @ 8"O.C.INTO NEW CONCRETE GRILLAGE BEAM + rn EXISTING WALL WITH HILTI HY- SEE 7/S3 00 FOR BALANCE OF INFO a 200 4.12"EMBED,TYPICAL W Z I NEW COLUMN `c _ Z 22 o #4 DOWELS@6"OC INTO SEE PUN W EXISTING WALL WITH HILTI HY- ;+ + + + 2 Q 2004-12"EMBED,TYPICAL ® �� �+ t/1 W va 12xi2x3/4"BASE e PLATE WITH(3)3/4"0 SEE PUN NEWCOLUMN. „ O ANCHOR BOLTS.SEE ^ TYPICAL DETAIL O 12x12x3l4"BASEPLATE LL Z WITH(4)3/4"O ANCHOR 12xl2xl"BASE PLATE WITH BOLTS.SEE TYPICAL = Q (3)314"0 ANCHOR BOLTS DETAIL SEE TYPICAL DETAIL J 5o Su O O z NEW COLUMN SEE PLAN 3 BASE PLATE PLAN DETAIL @ MID-WALL U BASE PLATE PLAN DETAIL @ D-1 WALL CORNER 1 BASE PLATE PLAN DETAIL ) TYPICAL WALL CORNER s3 oo 3/4"= 1'-0" ur 53 00 314"=V-0" m w z t (q w R (4)3/4"DIAMETER HEADED ANCHOR BOLTS IN I2"THICK PLATE.SEE TYPICAL DETAILS p� N 0 Ng€" NEW CONCRETE GRILLAGE BEAM.SEE 7/S3.00 FOR 21"x12"x1"BASE NEW COLUMN.SEE PLANS 1'-0" BALANCE OF INFO PLATE.PROVIDE IN NCDIAMETER CART NEW FOUNDATION WALL SEE I- �- SPACE FOR GUSSET IN ANCHORS,TLP.SEE PUNS FOR REINFORCING I PLATE ON BOTH TYPICAL DETAIL FOR SIDES IF PRESENT MORE INFORMATION ANCHOR BOLTS SEE PLAN '(SOF NE(.yr 7-- + - - - - - -- - -- - - r 1 AND TYPICAL DETAILS o -+ ® + + + NEW CONCRETE GRILLAGE BEAM NEW COLUMN.SEE PUN N 2"MIN WITH M WITH (1 TOP AND 1'•8" -^i-t-- / + o BOTTOM WITH(1)A3 STIRRUP AT b"O C SSIO� NEW FOUNDATION GUSSET PLATES FOR GUSSET PLATE FOR BRACED FRAMES, SEE (5)3/4"DIAMETER HEADED BRACED FRAMES, WALL,SEE PUNS. TYPICAL DETAILS ANCHOR BOLTS IN V THICK MAINTAIN 3"CLEARANCE FROM ;Y4 DOWELS @ 6"O C. INTO SEE TYPICAL GUSSET PLATE BY PLATE.SEE TYPICAL DETAILS �� ` N4 BAR AT 6"O C.WITH HILTI EDGE OF CONCRETE TO EXISTING WALL WITH HILTI CENTERLINE OF SOLTATALL HY-2004-12"EMBED,TYPICAL DETAILS GUSSET DETAILER LOCATIONS,TYPICAL EXITING RUBBLE INTO principal engineer NO PLATE BY DETAILER. EXITING RUBBLE WALL, TOP OF EX'G FOOTING � o MINIMUM EMBED 4-12" project manager JRF drawn by JA2 VIF. EXISTING RUBBLE FOOTING checked by JRT V.I F. job no. 15904 date 10242014 5 BRACE FRAME BASE PLATE @ CUBE WALL BRACE FRAME BASE PLATE @CUBE CORNER 561 SECTION - GRILLAGE AT RUBBLE FOOTING (MAIN WING) 4 BASE PLATE PLAN DETAIL AT GRID A ANGLE COLUMN B3 BB 3/4"= 1'-0" revisions: S3 00 3l4"= i'-0" S3 00 3/4"= V-0" (4)3/4"DIAMETER CAST 2 1121/14 MasttrAdd,ton DETAIL NOT USED IN ANCHORS,TYP.SEE TYPICAL DETAIL FOR no. date by 3/4"THICK BASE MORE INFORMATION. PLATE FOR CONSTRUCTION + 50% CONSTRUCTION + DOCUMENTS • _ ® + 10/24/2014 • V•0" FOUNDATION �1 PLAIN BASE PLATE @ CUBE SECTIONS S3 00 3/4"-V-13" R5ASECTION - GRILLAGE AT CMU WALL (CUBE) S3 . 00 3oB Jt J C.1) E SIMPSON LSTA24 AT EACH ■� ■ 1 EXISTING JOIST EXISTING 2x RIDGE BEAM. t 1/4 FASTEN STO 410 EMBED PLATE.SEE TYPICAL NAILER W/SIMPSON A2 EXISTING CONTINUOUS r + DETAIL FOR MORE INFORMATION ANGLE AT 16"O.C.(MINIMUM ROOF LINE LOCATION TO M.V I F V OF ONETIME BETWEEN " •.% EXISTING JOISTS) ' \ CONNECT TO NAILER W/ SIMPSON A23 ANGLE e PROVIDE CONTINUOUS 4x10 NAILER \ SHIM FLUSH TODERSTS AND SHIM FLUSH TO UNDERSIDE OF \ SIMPSON LSTA24AT i \ EXISTING RIDGE BEAM e • � EACH EXISTING RAFTERS CM� ROOF LINE >` \ v ^' m + PROVIDE CONTINUOUS NAILER X 1 LOCALLY NOTCH RAFTER\ BETWEEN EXISTING JOISTS AND •�— TO FIT NEW W BEAM V 1 F < SHIM FLUSH TO UNDERSIDE OF >< Q EXISTING RIDGE BEAM. NEW BEAM SEE PLANS •• � i 1� \ W Z WBX26 WITH 316"CAP EXISTING 2x Z _' Z 2 PLATE WITH(4)314" FASTEN NAILER/BLOCKING TO 1 RAFTERS BEYOND a • •. DIAMETER BOLTS BEAM WITH 112"THREADED �' ' W 2 FASTEN NAILER TO STUDS(1)AT EACH END, < BEAM WITH 12"A307 STAGGERED(MIN 4"IN FROMZE BOLTS,(1)AT EACH I END) JOISTHANGERTO W F- BOLTS, RESUPPORT LOWER END,STAGGERED(MIN NEW BEAM RAFTERS EXISTING 2x RAFTERS BEYOND. 4"IN FROM END) SEE PUN FASTEN EACH RAFTER TO Z .. Y RIDGE BEAM WITH SIMPSON A23 0� Q ANGLE. NEW BEAM SEE PLAN PROVIDE CONTINUOUS BLOCKING Q BETWEEN EXISTING RAFTERS �� LL Z C / A _ < �1 SECTION - SUPPORT OF BRIDGE BEAM AT CHIMNEY SECTION - HIGH RIDGE BEAM AT ROOF SECTION - LOWER RIDGE BEAM AT MAIN HOUSE 0 a S4 DO 0 314".TA" S4 00 3/4"=1'-0" S4 00 314"= 11-0" to W '• CONCRETE CHIMNEY WALL r U a O EMBED PLATE.SEE " TYPICAL DETAIL w BENT BEAM STIFFENER. z & SEE TYPICAL DETAIL z Cq w n COPE TOP FLANGE AS REQUIRED t FOR INTERSECTION rW Z' s COPE W1 2 TOP FLANGE AS + 1/4 OAF REQUIRED @ INTERSECTION ��` " • / L4x4xl2"HANGER CUT TO FIT 114 BEM WD RAFTER ' tl4 •• / SOF SN@(,yY • EE BENT RAFTER. •A' 0 � O ,� { Op Fy.p ANGLE LEG TO * ~ 9 FLANGE OF + BEM BEAM 114 •4 cry �� 'iu• W12 KINK POINT BEAM SS11 O�w W12 KINK POINT BEAM i L4x4x1/2"HANGER 5 SECTION @ NORTH HUNG KINK POINT BEAM (FROM BENT RAFTER) •� •;�' CUT TO FIT S4 00 1"=T-0" 4 principal engineer NO • • • ••• project manager JRT drawn by JA2 245 ADDITIONAL BARS OVER � OPENING,TYPICAL. ALSO . •• . PROVIDE 2-85 ADDITIONAL ' • checked by JRT VERTICAL BARS ON SIDES OF OPENING,TYP Job no. 15904 date 10248014 OPENING FOR FIREPLACE • • s „• • •• � OPENING FOR FIREPLACE i 4 SECTION @ HUNG KINK POINT BEAM (FROM BENT RAFTER) revisions. 54 00 1"=1'-0" i i HOOK WALL VERTICALS INTO HEARTH SEE PLANS SLAB @ FIREPLACE OPENINGS OTHERWISE,RUN VERTICALS CONT. SEE PLANS THROUGH SLAB 6"CONCRETE HEARTH LEL SUB WITH RS @ 10-O C i 1 0812014 Steel Framhg x no date by N 'x s-�- OR CONSTRUCTION }� 9 50% CONSTRUCTION x o uxto DOCUMENTS 8'CONCRETE WALL SEE PLAN FOR BALANCE OF INFO 10/24/2014 SEE PLANS _ SUPERSTRUCTURE SECTIONS I BRACE 1 ELEVATION a BRACE 2 ELEVATION SECTION @ CONCRETE HEARTH SLABS B4.OD 3/8".V-0" 54.00 318"-1'-0" 54.00 N.T.S. ■ 00 IISAX 15904 va STANDARD RISC DOUBLEANGLE CONNECTION FINISH FLOOR .p o WY o — — — ~ 0 NEW W SHAPE, / - 14 SEE PLANS WTCUTTOFIT ANGLE EACH SIDE WITHIN WEB OF WI NEW W SHAPE, OF WEB � SEE PLANS TYP. m a � NEW LCW W16AT NEW LOW W16AT EDGE,SEE PLANS EDGE,SEE PLANS " UJI Z � < Z o Lu P 2 < LILI N (n 1 CONNECTION AT NORTH CANTILEVER 2 CANTILEVER CONNECTION AT CUBE O h o LL 54 01 1" 1'A" = a �/ s g O o m O !2 azo U) W F i N W W Z C 2 = to w F J r N� SOF NSkV �0 ssillO7'U� principal engineer P40 project manager JRT drawn by JA2 Author checked by Checker Job no. 1SIN date 101242014 revisions- 2 1121114 l4aster Addition no. date by FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 10/24/2014 SUPERSTRUCTURE SECTIONS II 54 . 01 RSA#15904 LEGEND NOTES moop " INDICATES NEW STEEL COLUMN 1. FOUNDATIONS SHALL BEAR ON 3.0 TSF ENGINEERING. PER C 1� 0 --I GEOTECHNICAL INFO FROM AKRF ENGINEERING. ��/ 2. GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS --1 REQUIRED BEFORE FABRICATION OF NEW STRUCTURAL W x INDICATES NEW CONCRETE FOOTING WITH ELEMENTS I ❑ I CONCRETE PIER SEE TYPICAL DETAILS AND 3, B 0 FOOTING SHALL BE 4'-0"MIN BELOW ADJACENT GRADE,AND o L--r SCHEDULE SH MATCH B O ADJACENT EXISTING FOOTING TYPICAL, U.O N 3 THUSjrK-XX"II T 3 4 ALL EXISTING WOOD BEARING WALLS SHALL BE RE-SHEATHED �1 0 INDICATES EXISTING FOUNDATION WALL- AND STRAPPED ACCORDING TO GENERAL NOTES AND TYPICAL m BRICK AND RUBBLE @ MAIN WING,8"CMU @ WOOD SHEAR WALL DETAILS ON 5-203 AND 5204. //�� 1�� MASTER CUBE V n L 72 INDICATES NEW 9-12"TA 230 JOISTS @ 16" LL 0 C.WITH 3/4"PLYWOOD SHEATHING L---� INDICATES EXISTING JOISTS TO REMAIN V M INDICATES EXISTING WOOD BEAM H ry W Z � < Z o A B B.5 C OD E Lu Lu E.2 E.5 F t Y p DEMO PORTION OF EXISTING FOUNDATION I ^ C) Q WALL @ NEW COLUMN BEARING POUR NEW /" •rte h of CONCRETE GRILLAGE BEAM ON TOP OF LL• Z EXISTING RUBBLE FOUNDATION WALL SEE ( NEW 12"CONCRETE FOUNDATION WALL PROVIDE = Q SECTIONS FOR MORE INFORMATION 85 BARS @ 12"0 C.EACH WAY,EACH FACE. PROVIDE#4 U BARS @ 12-AT THE TOP OF WALL ^J � o � 1 NEW T-6"SQUAREx 12"THICK \� a Z N FOOTING WITH 6-85 8OTT EACH 1 WAY. PROVIDE 201¢0 CONCRETE PIER FOR NEW COLUMN ABOVE- CENTER ON COLUMN-SEE TYP. 4 DETAIL TRIM EX'G FOOTING AS _ _ — _ — _ — _ — _ — _ _ - 7 REQUIRED FOR INSTALLATION 4— W S30D I PROVIDE#4 DOWELS AT 4'-0"OC. PROVIDE 24"WIDE x12"THICK F 1 1 VERTICALLY FROM NEW WALL u ------- CONTINUOUS WALL FOOTING WITH 2'-0" INTO EXISTING EPDXY, WALL WITH HILTI r 445 CONTINUOUS BOTTOM BARS 2'-0" 3'-0" I• I I PROVIDE L-DOWELS INTO FOOTING p 2'_0" — 1 I I I ' I TO MATCH VERTICAL BARS AND I I I I PROVIDE 2"x4"SHEAR KEY. 3 — _ — _ — _ — _ - - -`o i __ _ _,.� _ / / / / i / N / ,•: _ — _ _ _ — _ — _ _ _ _� _ _ _ _ _ _ _ _ _ �_ _ __ _ -- _ — _ N - / / / , / / •'Q^s�]j^j W _ _ - _ - _ - _ - _ I � -_ - _ - _ - _ - _ _ - _ - _ - - - - - - - — G Mz I j I I I I I DAB EXISTING BRICK/RUBBLE FOUNDATION WALL, -r— j i TYPICAL Y NEW 5"SLAB ON GRADE ' I o f I I � I • � � I � � 1 I I O 14f •` Al 3'OOTINGWI"THICK FOOTING WITH 585 I I' I qP opn y0 BOTTOM EACH WAY 1 I io m I I i----------------J 5 � � Fly,�',• _ I• I ' • • 1 • ' y 1 y. FQ 8D068G 18"x18"CONCRETE PEIR DOWN - { • �• ( SSlO�''� TO FFOTING-SEE TYPICAL I DETAIL FOR REINFORCEMENT. EXISTING FOUNDATION / TOP OF PIER TO MATCH T.O.OF WALLS,TYPICAL EXISTING FOUNDATION WALLS, �' I • - y VI F. 1 1 _ _ _ _ _ _ _ _r I I 6'-10" - principal engineer NO o I •1 6'-0" EXISTING CRAWL SPACE. I project manager JRT 1 4 ELEVATION VARIES,V.I.F. drawn by JA2 INFILL EXISTING OPENING • •�a / •� 1 WITH NEW CONCRETE WALL, checked b y THICKNESS TO MATCH EKG job no. 15904 y I• J I SEGMENT OF NEW 12" i 85@12"OIC E W E F. date 10124!2014 WALL TO MATCH / LENGTH OF FOOTING \ 12"THICK CHIMNEY FOOTING @ 12"O C.EACH WAY,EACH 8"THICK CHIMNEY WALLS WI#5 ,F I EACH @ 12"O.C.BOTTOM 2'-6 1 EACH WAY,TYP.CO(2) PACE TDP.@(2)CHIMNEYS. revisions I PROVIDE 2-85 ADDTL HORIZ.B CHIMNEYS VERT.AROUND OPENINGS I Ilia —�- - - - EXSTING B-ON-GRADE,T 3—� 2-0'� I SLAT B ELEVATION 92'-Y.V I.F. 0 2._0„ 3�p•. I 1 I I I 11 I DEMO PORTION OF EXISTING FOUNDATION EXISTING BRICK RUBBLE NEW 3'-6"SQUARE x WALL @ NEW COLUMN BEARING POUR NEW 2 1121114 hlas erAddihon 1 1 FOUNDATION WALL,TYP, 12"THICK FOOTING CONCRETE GRILLAGE BEAM ON TOP OF UNDER EXISTING WOOD WITH 645 BOTT EACH EXISTING RUBBLE FOUNDATION WALL.SEE 1 00/20114 Steil Framing f I BEARING WALLS WAY. PROVIDE 20x20 I SECTIONS FOR MORE INFORMATION. 1 CONCRETE PIER FOR 1 1 no. date by NEW COLUMN ABOVE- I CENTER ON COLUMN- 1 SEE TYP, DETAIL 1 1 1 1 FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS ', 10/24/2014 FOUNDATION/EXISTIN 1 FOUNDATION/EXISITNG BASEMENT PLAN BASEMENT PLAN B1.DD 114"=V-D" 51 . 00 RSA# 15904 u I LEGEND NOTES: --~ ❑ ,.J INDICATES NEW STEEL COLUMN 1. VERIFY T.O.EXISTING FLOOR/JOISTS IN FIELD. C 2. T.0 PIER SHALL BE 1'A"BELOW T.O.EXISTING JOISTS 3. ALL EXISTING WOOD BEARING WALLS SHALL BE RE-SHEATHED .� m—m AND STRAPPED ACCORDING TO GENERAL NOTES AND TYPICAL o INDICATES NEW CONCRETE FOOTING WITH WOOD SHEAR WALL DETAILS ON S-203 AND S-204. I ❑ I CONCRETE PIER.SEE TYPICAL DETAILS AND 4 T.O NEW JOISTS SHALL MATCH T.O.EXISTING JOISTS. FXX SCHEDULE PX.X T INDICATES EXISTING FOUNDATION WALL- ' + BRICK AND RUBBLE @ MAIN WING,E"CMU @ V e MASTER CUBE �y INDICATES EXISTING WOOD STUD 4 BEARING/SHEAR WALLS(2x4,V.I.F.) INDICATES EXISTING JOISTS TO REMAIN o CMR m INDICATES EXISTING WOOD BEAM F _ H L9�rz INNEW 9-12 TJ1230 JOISTS @ 16" — } O.C.WITH 3N"PLYWOOD SHEATHINGU 2F W Z Z O E E2 E.5 F - - ' '_ Q a in W vF 5 WI 205 COLUMNS WITH 13xl6x3/4 BASE PLATES Z Y (LONG DIM EAST-WEST)AND(4)3/4"ANCHOR I — O O BOLTS,TYP @(4)LOCATIONS BETWEEN GRIDS L6x6x12MIL SEE LL.LExEx12 COLUMN 41S3 OD FOR SIMILAR Z BASE PLATE DETAIL - - C/) = Q a- - - - - - - - - - - - - - - - - - -- - - - - - - -- - - - - - - - - -- - -- - r - -- 1 - - -- z I I - 00 T 1 Sim 1 Sim TYP.@CUBE -I — 5300 3 - 4- - —.- - I - - - - - - - - - - - - - - - - — —r - - - - - - - - -- - - - - - r - - - - - - - I - - - - - I - ---,- I- - H - - - - - - - - - - ---_ -- - - -- - -_- - - - - -- - - - - - - - - - - - - - r _� I I 2.8 - - - - -- - - -� - - - -} - - - - - - - - - - III I —_' - t — — — — — s_ —_—_—_—___z - S — — — — — i - - — - - - - - - - - - 6 � , f W; - - - - - - - - - - T l � ' I — — — — — — — — — I C F a DEMO EXISTING ROUND POSTS ONCE - - • - - _ y^ ~ 11 I -_ __ _ __--_-_______--_ _ I i_ , _ —_ __ LOCATION SER CU @(E) HSS Sx5xi2 COLUMNS. 51N NIA NEW STEEL COLUMNS AND HEADER I EX'G 2X10 { BEAM HAVE BEEN INSTALLED TO I I 6 SIM- SUPPORT SECOND FLOOR ABOVE j @ 16"0 C. i - ,L _ 54 00 S4 00 J • I SOF NEpy NEW H554x4x3/E U � Y / EXG 2X10 COLUMN,W/12xl2xl2" N o BASE PLATE AND(4) -- - O m __ - _ - - 16"D.C. 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I 3 ( — STEEL COLUMNS AND HEADER BEAM HAVE S310 I 53.00 NEW LExEx12 COLUMN I , , NEW HSSSx5x12 BEEN INSTALLED TO SUPPORT ROOF ABOVE i 1 COLUMNS,TYPICAL AT --F - I 53 00 GRIDS C AND D ' NEW HSS4x4x3/8 ' COLUMN , I 2 11121114 Mvter AAJNon 1 0&20114 Steel Framing no date by FOR CONSTRUCTION 50% CONSTRUCTION i -DOCUMENTS 10/24/2014 1 1 MAIN LEVEL FRAMING PLAN s1 D1 v4"=ro" MAIN LEVEL FRAMING PLAN S1 . 01 RSA# 15904 LEGEND NOTES: SSP INDICATES I2"THICK STEEL PLATE SPANNING BETWEEN STEEL BEAMS 1 T O.STEEL SHALL BE 12"BELOW T.O.ADJACENT e INDICATES NEW STEEL BEAM NEW/EXISTING JOISTS, U 0 N THUS <X-)(X>. Cool u 2 T O.LEDGER SHALL MATCH T.O.EXISTING JOIST. J INDICATES NEW STEEL COLUMN 3 GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS REQUIRED BEFORE FABRICATION OF NEW STRUCTURED I� ELEMENTS L7 n ►— INDICATES MOMENT CONNECTION 4 ALL EXISITNG WOOD BEARING WALLS SHALL BE RE-SHEATHED AND STRAPPED ACCORDING TO GENERAL NOTES AND W s �- INDICATES WALL PLATE TO CONCRETE WALL. TYPICAL WOOD SHEAR WALL DETAILS ON S-203 AND S-204. SEE TYPICAL DETAIL WP-1,U 0 N. 5 T.O.STEEL PLATE FLOOR 1/2"ABOVE T.O.ADJACENT STEEL o CAM. T INDICATES CANTILEVER BEAM y o; -- INDICATES NEW WOOD BEAM. 1-314N9-114'LVL U.O.N. C7 x_9-12 INDICATES NEW 9-1/2"TJI230 JOISTS @ 12" -� 0 C.WITH 3/4"PLYWOOD SHEATHING `7 ----� INDICATES EXISTING WOOD JOISTS IG,t INDICATES EXISTING WOOD BEAM r " V r � m 0 INDICATES NEW CONCRETE WALL a INDICATES EXISTING WOOD SND G ± LLJ Y BEARING/SHEAR WALLS(2x4,V I F) V 2 ^IU INDICATES COLUMN BELOW/ABOVE Z 3 Z 0 LL1 92 INDICATES BRACED FRAME BELOW.SEE //❑�� C) Q BRACE 1 S4.00 FOR BRACE ELEVATIONS \ T� J E. S4. F ts= W remit ce •1I-/CANT. - - - - - - - - Z L � a J W16X31 C=) Q p V 0 LL < Z PROVIDE BLOCKING @4'-0"MAX SEET .1111 _ L6x6x12J BETWEEN LAST TWO ' h' DETAILS .15 ti o X 1/2 < o o NEW LEDGER BOLTED W/HILT]Hy- S401I I 2 200 TO NEW CHIMNEY @ -0"O.C. 2' ICUT EXISTING JOISTS AND RE-SUPPORT q REQUIRED ON LEDGER SHORE AS — - — — — Wi6X31 - 'V' H 4 - - - - - - - - - - - - - ' - - - - - - -- - - - — - - - - - - - - - - -- - - - - - - - - - - TS AND - - ________ CUT RCUT ESUP ORTO GISTS AND RESUP ORT JOISTS AND ,� O RESUPPORT ON NEW STEEL I RESUPPORT ON NEW STEEL � '�� 'i J � BRACE 1 I v U BEAM SHOREAS REQUIRED. _ _ _ _— _ -_-__ BEAM SHORE AS REQUIRED. _ _ - _ ..-...+- ...__ .., ...-.. ..,_ . . ..,. ....,....,. _,'.--.. - ......".-..-_"� . ,»'.•..i....-.�..' ., --_�._ _.n _J-' _ ry UPPER LEVEL F OR cc F, m. » u L : CQ/J - BEAM SITS ON TOP OF W1 DIAPHRAGM TO BE FASTENED tl W16X36 - - I ERE.BLOCKED AT ALL PERPENDICULAR W72BEAMS -_ .. . ....W�._. .. .- -- l - , W6X21 I off x _ 91n 3 USING 6d NAILS@21/2"O.C. EVER 3 _ _ — _ — _ — _ — _ — _ _ - - - LJOIfITS AND EDGES. tY I, H - _ _ — _ — _ — _ _r '— _ — _ — _ — _ — _ , . , , I _ _ _ -- _ —_ _ — _ — _ -_ _ __mi � NPIOA FOR ENT RE FLOOR AT i N -- '- - - --- - rl \01� 3 II �" 1 I CUBE.SEE TYPICAL DETAILS ON 2.8 -I - - - - - - - - - - III - - - - - - - - _ — _ - W16X67_<TO SUPPORT WINDOW HEAD>— I_ - - - - - - _ _ — _ _ _ - _ _ _ - f_ _ —J_ _ _ _ _ — _ — _ — _ — _ — _ _ _ — _ - 52.03 FOR EDGE CONDITIONS. W WSX21 I� � gr �1-3/4"x9.1/4"LVL LEDGER i L112 �4EXISTNGWALL BELOW _I n13/4"x9-i/4"LVLLEDGER � T.O.JOISTS AT CUBE TO BE 12"ABOVE TOP OF INTERIOR 11 I m STEEL,TYPICAL WDX2 - - 1-/2 ___-- of m ---- - EX'G 2x10 - - - _- -W I ••�' ! /I/I I I > ice- 2 ml �C,��O Pp YO -- -- @16 O.C. 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STRAP BEAMS-ALL W8X21 �, �OFFSSI01'1F� - STEEL BEAM STRAP ALL RAFTERS RAFTERS TO NEW STEEL BEAMS-SEE TO NEW STEEL BEAMS SEE SECTION SECTIONS I I = ROOF FRAMING PLAN T-0" W8X21 principal engineer NO v project manager JRT Idrawn by JA2 I I checked by JRT 4 i- _q,- - - --- - - _ - W8X21 _-- - - - - _ - - - - - job no 15904 Idate 1012412014 I I I I , LEGEND NOTES: wexzt a I;lons: INDICATES NEW STEEL BEAM 1. T.0 STEEL LEDGER RIES SHALL /ROOF-SEEXISTINARCHITECTURAL RAFTS LDWGS J INDICATES NEW STEEL COLUMN 2. T.O LEDGER SHALL MATCH T.O EXISTING RAFTERS ,n, 3. GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS REQUIRED BEFORE �/ �— INDICATES MOMENT CONNECTION FABRICATION OF NEW STRUCTURED ELEMENTS 4. ALL EXISTTNG WOOD BEARING WALLS SHALL BE RE-SHEATHED AND STRAPPED �---- INDICATES WALL PLATE TO CONCRETE WALL AND SACCORDING TO GENERAL NOTES AND TYPICAL WOOD SHEAR WALL DETAILS ON S-203 = SEE TYPICAL DETAIL WP-1,U O.N 5. EXISTING ROOF SKIP SHEETING SHALL BE REMOVED AND REPLACED WITH NEW 2 ti21l14 Hasler AddNon CANT. PLYWOOD SHEATHING IN ACCORDANCE WITH GENERAL NOTES AND TYPICAL DETAILS IN 1 0820114 Steel Framing INDICATES CANTILEVER BEAM 5-200 SERIES. 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ABV ABOVE HR HOUR TOP TOP OF FLOOR FOOTING,FRAME I �' e1"x.•�:., �', iR i3P7 'iz. ACC ACCESS FIT HEIGHT TOM TOP OF MASONRY PARCEL -202) "T +, nM'! �r{,„, It -rGtk�,' 1 y >; F r 631 IUCKFTY 11952 T ACOUS ACOUSTICAL HVAC HEATINGA'ENTILATINGIAIR TOP TOP OF PARAPET,PAVEMENT 1000.23.1-24426 r��r ;r`S' � i7 4` Ji�j(++/t �*w • }�+°,,, '.� k'. • 7.631296 k065 �'+ ,fin Ly) '' „+ „ �• ".:. • CONTACT: DA '`7 ACP ASPHALT CONCRETE PAVING CONDITIONING TORO TOPOGRAPHY �„�,t' �t,,i�rlX 31gtr .•'•�? +`1R ACS ACCESS PANEL HW HOTWATER TOS TOP OF SUB,STEEL LEGAL DESCRIPTION /7 m 1”. yre �C + r,1''y{ � .j � 't' CONTACT: DAVID JRJNUZZI �r t / d annum uhun5 n aurum cam ACT ACOUSTICAL TILE HWT HOTWATERTANK TOW TOPOFWALL - v I *'r �� N,r, tG`,r%,'• , ,3b.y 1 C AD AREADRAIN2. ROOM REFERENCE GARAGE — ROOMNAME cad+,'--- : ',y- ywtr,+' •;. .y' ^' TS TUBESTEEL ,�H "' y1 `I ,w ,71. i" +, y <y f r INTERIOR DESIGNER LL ADA AMERICANS wUh DISABILITIES ID INSIDEDIAMETER TSTAT THERMOSTAT G101 ROOM NUMBER APPLICABLECODES 1'SM'y y; y ,� Q ADJ ADJUSTABLE IN INCH TYR TYPICAL 320EF 2010 BUILDING CODE NEWYORK ) ",• �,I.11�•J, RP MILLER,INC k '+r• "LAu`IPA' t AiLrr�i 135 FIFTH AVE,2nd FLOOR AFF ABOVE FINISHED FLOOR INCL INCLUDED 2010 MECPLUMBING CODE OF NEW YORK NEW STATE -^j' I, . ' r(-,.' t AGGR AGGREGATE INSUL INSULATION UNO UNLESS OTHERWISE NOTED 2010 MECHANICAL OF NEWYORK S7ATE ��.pptits . 'r•°'' J,' ._,;"+,�;j•„'"[t' !Q :'7� ', t „ LIDY'�U�t�''�r- NEWYORK,NY 10010 AIB AIR INFILTRATION BARRIER INT INTERIOR 2010 FIRE CODE OF NEWYORK STATE 8'(•`y ,,.11'..";K',4 '(y„ ^ ytWaT] T:6464738201 C.0 R ALT ALTERNATE INV INVERT VB VINYL BASE 201 D EXISTING BUILDING CODE OF NEW YORK STATE J. J�d�YGT71;'a++;?i+r,;,r' �1' �,�� • �,NS' r�ji;���; 7310.980.2286 v m ALUM ALUMINUM VEN VENEER REFERENCE DOOR 2010 FUEL GAS CODE OF NEW YORK STATE �Vy- ' '••'',;' - '1' � kms- '11�{'p',j ry# CONTACT. RODA7AN PRINACK F i. r,'r ' i, -.r-y�"yrae r t'r,•r•,F,42, RODMNPRIerdesi9n cam Q APPROX APPROXIMATE JB JUNCTION BOX VERT VERTICAL FH SCHEDULE 2010 ENERGY CONSERVATION CODE OF NEW YORK STATE Ar„` a +r'+CF.7:�, '•. ", ,, 4v ,��;. -- ARCH ARCHITECTURAL JF JOINTFILLER VEST VESTIBULE 2010 RESIDEN71ALCODE OF NEWYORKSTATE Jr'r„r n �h � .'a+' 'rV4.�'vi 1' R'_n "I ss:, ' 114,r"S*;,14;"I1 R1';"' - 3 DOOR REFERENCE +~� �>?•r�,4 '6} 4'✓')X 1 c •'.IM, ,';r RC r=. W Z ASPH ASPHALT JL JOINT VG VERTICAL GRAIN (' y +`,� J rIt "?J �I 1'�' +.,.+127,;y` ,,7 OLSSONE�KUNDIG ARCHITECTS 7 AUTO AUTOMATIC NF VERIFY FIELD TOWN OFF SOUTHOLD NAUTHORITY HAVING EW YORK MJ 'F 7 M'+ xx{F?('rl ' �'{il'tAWWWW+ �r,,t`j��i4 .%lgnjl'}y( �/r,I�If,;�`,"f?I"`;y,�P. 159 S.JACKSON ST.SUITE 600 19 z Z KIT KITCHEN VT VINYLTTILE v t�• ' ,..+ t;, 1,F, r „-q L; S.. ¢ O BD BOARD KO KNOCKOUT '�,"` + ---}i . '� "V ' jJt"rt(j'iR`.`;E;tl;r) tAt' f�Va'`9t -zk:' SEATTLE,5570 4 3 W PHYSICALADDRES$ "" '� !• ' ")1`�}"ir i''•'" ' 1( 1 . >':aM13.p.'yrd.�rr'ht }I{PI,fJ, T.20G 624 5670 Q BLDG BITUMINOUS W WEST i p,��; 1 •t� a, 1 {S;r} .77 I BLDG BUILDING LAM LAMINATE,LAMINATED WI WITH 4. WINDOW/SKYLIGHT REFERENCE O TOWN HALL ANNEX BUILDING s 11' -„k1 M'IC • {: " '',� ! � "-KIS;-, f F:2066243730 r. L BILKS BLOCKING LAV LAVATORY WIC, WITHOUT 4!�. „4,, 11! •ltili.-t, "j•�ii�`t.'�N��v�y 99; ( r4i'A .�'�' �j '�`}It�tt'-rY iF(Jlt t'vt�Y� PRINCIPAL ARCHITECT.TOM KUNDIG �� r%+ H 54375 ROUTE 25 1 Ip r � Y ' I� 1 '� W' !! BM BEAM LBS POUNDS WC WATERCLOSET [ y t,• `i. -,Jyl t +lr� ;3lyr., n ,',Ci !; ri., a a"' tom'_olsonkundig rnm a SOIJiHOLDr NY 11971 1';�";�,14,11!'k, 11,�' �e.;,`., rs'r' M� �J,�j+A, piV. � 1 ( ���I W e�-,J;�;J'�' '"1q T4s+'• 1. •K ,1TF.•,I•'r,( +r c a1,iJ' CONTACT: CHRISGERRICK BO BOTTOM OF.,. LF LINEAR FOOT FE WD WOOD '�'? A."':•u' t I'•�ia '!,.tA, , u},.rirl+!� 1„+{1 f(n ;3�si+t�'(t,+"YI r+,<'61'dr BOT BOTTOM LH LEFTHAND ( WOW WINDOW 5 ELEVATION/DATUM REFERENCE .{{x ELEV•000 BUILDING ,.:,; • j#, , ,',Y:;i,;,•"�)a11,i�.y';;"til` i; •' > 1''> ia i7r I� tti' F"1,r`21i t "/1' chds@olsonkundi9 corn BRG BEARING LL LIVE LOAD WF WIDE FLANGE 11 TO 631765.1802 ` ' "' ` P "" + 'u'• ` Q LANDSCAPE ARCHITECT BUR BASEMENT LOC LOCATION WF BM WIRE GLASSLANGE BEAM LAND USE MICHAEL BOUCHER LANDSCAPE ARCHITECTURE LL CZ BUR BUILTUP ROOFING LP LOW POINT WG WIRED GLASS 457 US ROUTE I SUITE 2 O ` LL Z LT LIGHT WH WATER HEATER 631.7651802 SITE CAB CABINET WL WATERLINE FREEPORT,M11E04032 = Q CB CATCH BASIN MAS MASONRY WILD WELDED 1 DRAWING NUMBER ELECTRONIC MAIL T 207.8551080 I— CEM CEMENT MATL MATERIAL WP WATERPROOF 6 EXTERIORELEVATION nuke vnty@lawn southaid ny us LOCATION MAP CONTACT. MICHAELSOUCHER 5 8300 — SHEET NUMBER mchaeJ@boucherlvy ecom G o CER CERAMIC MAX MAXIMUM WPM WATERPROOF MEMBRANE �+ O rn CIP CAST-IN-PLACE MB MACHINE BOLT WR WATER RESISTANT LOTSIZE NOTTOSCALE JEFF PELLETIER O e4 o z CJ CONTROLJOINT MC MEDICINECABINET WSCT WAINSCOT PARCEL I(WEST) JeR@b0L1chedandscap•.com a CLG CEILING MDF MEDIUM DENSITY FIBERBOARD WSG WIRE SAFETY GLASS 96,380 SF or 22G ACRES CLK CAULKING MOD MEDIUM DENSITY OVERLAY WTI2 WATER JJJ ,r. ,• i .A = +--F"` 4r,. , SURVEYER+CIVIL ENGINEER* CLO CLOSET MECH MECHANICAL WWF WELDEDWIRE FABRIC 7. BUILDING SECTION 4 DRAWING NUMBER (FAST) I Ips, ,,,,-.; —' _ 'M` CLR CLEAR MEMB MEMBRANE WWM WELDED WIRE MAESH PARCEL FAS I, _ - i --- ,, r ..,.+^ y 'Mb's.. -,;,/" KEN WOYCHUK,LS(N YS PROF LAND SURVERYER) M00 SHEETNUMBER -, 1'I ' . ^^”' 7- 7•f.Al'- a=F, PO BOX 153 89,215 5E or 205 ACRES --� :,{ �'tiai.+ F;" '�'� AQUEBOGUE,M'11901 CPIU CONCRETE MASONRY UNIT MFR MEZZANINE WT WEIGHT �`r Z' aY - +` r CNTR COUNTER MFR MANUFACTURER LAND USE DESIGNATION _ . -� ' 1 I-;�• ^':.a;�''�" � ;�,' �' Gr�y T -r•�' I •"t+ �'1 + 6312981588 COL COLUMN MIN MINIMUM CONTACT KENWOYCHUK li kmu250@yahaa wonCONC CONCRETE MIR MAIRROR CONN CONNECTION MISS MISCELLANEOUS �/ DRAWING NUMBER DENSITY - 41" S. WALL SECTION IyY )' ,, J4 • , STRUCTURAL ENGINEER CONST CONSTRUCTION MO MASONRY OPENING M.10 SHEETNUhiBER — NJ,"y,Jy J• ¢ • 1' ` Iji.'j ll. 6{y��y„ • ROBERT SILMAN ASSOCIATES CONT CONTINUOUS MTD MOUNTED ' ' y r, •• CONTR CONTRACTOR hfTL METAL PRO IECT DESCRIPTION � � $, v � 88 UNIVERSITY PUCE CORR CORRIDOR MUL MULLION 1 REMODEL OF EXISTING SINGLE FAMILY RESIDENCE AND RELATED SITE WORK a `y,+'�I?r „ywr ,,11 !,n, r fq{ NEWYORK,NY 10003 CPT CARPET,CARPETED 'gggr,� <"Q'••wo-!t�. I �•$ p, y .P, 7'2126207970 CRS COLD ROLLED STEEL N NORTH DRAWING NUMBER 7tj9` ,) y , + CSK COUNTERSUNK WA NOTAPPLICABLE 9 INTERIORELEVATION 402 — I,,'Ih' kn 5 y F J ,t 4;, '(r' CONTACT JAoldCad an CT COUNTE SUNTILE NIC NOT IN CONTRACT HEIGHT - C;f I � ":++ M } a, 8pold@s8man mm SHEET NUMBER I+I. ' � ,"� t�/y� ALLOWED•35' ', �'-'.'"y.,,I t' f 't{`1r r^j PROPOSED.EXISTING,NO CHANGE M, a ► ';i ^• � 'ri,A:.``.L�y CONTRACTOR CTR CENTER NO NUMBER 3 +'dD'IT f,. ,+ma�yy .Y drAZvAr SCHUCHART DOW,INC. CU FT CUBIC FEET NOM NOMINAL Dy +°Fid,'= } �” '( YARDSETDACKS I' '' 't ' } S1 4001 AURORA AVEN NR NOISE REDUCTION al + 'I3 `�, XX DRAWING NUMBER LOT COVERAGE PROPERTY SURVEY BY WOYCHUCK LAND SURVEYING Z ,+ +• SEATTLE,WA 98103 DBL DOUBLE PETS NOT TO SCALE �U,(� fx. '�s,tiy " ?� 7:2063663003 DEMO DEMOLITION 10. DEFINE REFERENCE LOTCOVERAGEALSO INCLUDED ON SURVEY ,e'i,= �. y„x AXXX SHEETNUMBER 'Y"' k - L' ' F.206 633 0990 DET DETAIL OA OVERALL • 1 t't - SESAIIC• .M" f,'{{`c;;$"t- v,. 4 1” - CONTACT KAJSAJUNGARO DIA DIAMETER DC ON CENTER J— • t °G,r�i.:�!. ,. }A'�,- i ' `� r ' ,+ Ifs DESIGN CATEGORY .q• y,,''x' "T is # ;?+i�• ,.e�,t' k sa uchartdoweom DIM DIMENSION OD OUTSIDE DIAMETER 16� K�'., � _pc•fhll: {� ,k'',.ri•5`= "wT: - � @� BE DEAD LOAD OVERFLOW DRAIN LIANCE: ,{�y0 ,Ji'h,:' t H,"T-w ,v. � DN DOWN OFF OFFICE CLIMATE ZONE4RGY CODE SUFFOLK COUNTY) AiSti;L; I'? li, fli �•)'}`�y's. ''Y :�'+`,:T„r- I•)n;y7j�,' narAt LIGHTING DESIGNERS DR DOOR OH OVERHEAD ( Tl') sys}; 7 ><+ ..•'4iP '. < •:•” •s TBD LOW-RISE RESIDENTIAL BUILDINGS-MANDATORY FEATURES AND DEVICES s r'••:.";It r,l +, yw, d. `� GROPING DOWNSPUT OHWM ORDINARY HIGH WATER MARK 1� i8' ga.,r,+..,+..r..+�^ J, 7� ti MECHANICAL d ELECTRICAL ENGINEERING UOWAISE APPROACHES RESIDENTIAL BUILDINGS-PERFORMJANCE AND COMPLIANCE E, .--„r, r,fh y,. rt r • r > ,4 DS DOWNSPOUT OPTS OPENING '�" 't5i wrr�',.�. ' r.r DSP DRY STANDPIPE OPP OPPOSITE APPROACHES r fir,, t % .��` .n Ip,?e; ,T, S. , '�Ys� �, DESIGN BUILD TBD DT DRAIN TILE OSB ORIENTED STRAND BOARD • °w .`I + r"TI `'Ir �'n{,y S • 's )? I VERTICAL GLAZINGU-FACTOR.35 N +'.f•. PERMIT EXPEDITOR IAGEATTI: RED Aq DW DISHWASHER 2 Q p ••" ' F. DWG DRAWING PBD PARTICLEBOARD 11.ASSEMBLY REFERENCE [ s SKYLIGHT U{ I ACTOR 60 ,N NIKE WHACK PCC PRECAST CONCRETE o CEILING R-38 7.516 658 6807 E EAST PCF POUNDS PER CUBIC FOOT w W WOOD FRAME WALL R-13 CONTACT MIKE KIAUCK EA EACH PERF PERFORATED 0 _ MASSWALL'RS,+10 mklmck2@v r,zon.net ' EJ EXPANSIONJOINT PERP PERPENDICULAR FLOOR R-19 EL ELEVATION PL PLATE BASEMENT WALL R-10113 OWNERS'LAND USE ATTORNEY• ELEC ELECTRICAL PLAM PLASTIC LAMINATE 12. NORTH SYMBOL SLAB R-10,2FT DAVID JANNUZZI ELEV ELEVATOR PLAS PLASTER CRAWL SPACE R-10113 13235 MAIN RD. 030549 -LO ENOL ENCLOSURE PLWD PLYWOOD GENERAL NOTES AIATTITUCKNY11952 FOF INE`N EQ EQUAL PNL PANEL SECTION R806 ROOF VENTILATION T 631.298 8065 EQUIP EQUIPMENT PNT POINT INSULATION FOR CONDENSATION CONTROL R-15 1.CODES.ALL WORK SHALL CONFORM APPLICABLE LAND USE AND BUILDING90DES AS 76316801157 EST ESTIMATE PR PAIR AMENDED BYAUTHORITIES HAVING JURISDICTION CONTACT: DAVIDJANNU771 EW EACH WAY PRCST PRECAST1 dpnnuz(@hunhngton-atrium corn EXH FN EXHAUST FAN PSF POUNDS PER CUBIC FOOT 13. REVISION REFERENCEC 2 DO NOT SCALE DIMENSIONS FROM DRAWINGS. USE CALCULATED DIMENSIONS ONLY. EXIST EXISTING PSI POUNDS PER SQUARE INCH 2 NOTIFY THE ARCHITECT If#IEDIATELY IF ANY CONFLICTS EXIST. ENVIRONMENTAL CONSULTANT principal architect TK EXP EXPANDED,EXPANSION PT PRESERVATIVE TREATED 1319EN- NORTH SEA EXP BT EXPANSION BOLT PTN PARTITION REFERENCE CONSTRUCTION MEMO ISSUING REVISION. 3.CONTRACTORSHALL CHITECT OF ANY DISCREPANCIES PRIOR TO INITIATING THE WORK 1319NORTH$EAROAD Project manager CG NOTIFY THE ARCHITECT OF ANY DISCREPANCIES SOl11HHAMPTON,ANY 11968 EXPO EXPOSED PVC POLYVINYLCHLORIDE ONLYMOSTTRECENT VIOSIONSHOWN CLOUDED, T-631.2836360 drawn by KN,ER EXT EXTERIOR RETE RENCEFOONS INDICATEDUS AT RIGHREMAIT 4 VERIFY ALL ROUGH-IN DIMENSIONS FOR EQUIPMENT. PROVIDEALLBUCK-OUT, F.631.2836136 Author- FA RISER DATE OF REVISIONS INDICATED AT RIGFIT AURGINS. FA FUSE ALARM RA RETURN AIR BLOCKING,BACKING,AND JACKS REQUIRED FOR INSTALLATIONS CONTACT; ROB HERRNAPJN,HEM FB FLATBAR RAD RADIUS COASTAL MANAGEMENT SPECIALIST checked by FD FLOORDRAIN RD ROOF DRAIN 5.DIMENSIONS ARE TO EXTERIOR FACE OF CONCRETE/WOOD FRAMING UNLESS rhemmn@anconsultantscom Job no. 13054 FE FUZE EXTINGUISHER REF REFERENCE OTHERWISE NOTED. FES FIRE FF EL FINISH FLOORIELEVATTIION REGCABINET I REFRIGERATOR RIGS TOR ISTER MATERIALS LEGEND 6 EXTERIOR WAIL FRAMING 2x6 WOOD STUDS UNLESS OTHERWISE NOTED. date 7/11f2014 FFI FIRE HYDRANT REM REMAINDER REINFORCED FHC FIRE HOSE 7.INTERIOR WALL FRAMING 2x4W'OOD STUDS UNLESS OTHERWISE NOTED. OSECACABINET REM FIN PER FINISH FLOOR REQ REQUIRED WOOD BLOCKING SHIM ^� WOOD FRAMING(CONTINUOUS) revisions: FF FINISH TO FINISH RESIL RESILIENT / FIT FINISH REV REVISION;REVISIONS,REVISED FLASH FLASHING RH RIGHT FUND FLR FLOOR,FLOORING RM ROOM FLUOR FLUORESCENT RD ROUGH OPENING FINISHED WOOD PLYWOOD FOC FACE OF CONCRETE RX RAIN WATER LEADER FOF FACE OF FINISH FDIC FURNISHED BY OWNER- G SOUTH INSTALLED BY CONTRACTOR SAF SELF-ADHERED FLASHING BATT INSULATION RIGID INSULATION FOIA FACE OF MASONRY SAM SELF-ADHERED MEMBRANE FOS FACEOFSMDS SC SOLID CORE FP FIREPROOF SCHED SCHEDULE FPL FIREPLACE SO SMOKE DETECTOR D MINERAL INSULATION FOAMED IN PLACE INSULATION FR FRAME SECT SECTION FT POOR OR FEET SG SAFETY GLASS FTG FOOTING SHV SHELF;SHELVINGmoll _ _ no. date by PURR FURRING SHR SHOWER GRAVEL I —I I L EARTH PUT FUTURE SHT SHEET -T- H FW FULLWIDTH SHTMTL SHEET METAL SHTG SHEATHING FOR CONSTRUCTION ;•I GA GAUGE SOA SIMILAR j STEEL ALUMINUM GALV GALVANIZED SOG SUB ON GRADE GC GENERAL CONTRACTOR SPEC SPECIFICATIONk P i y GL GLASS SOFT SQUARE FOOT(FEET) I , PERMIT SET ELAM GLUE-LAMINATED SQ W SQUARE INCH(ES) ' CMU BRICK GR GRADE SST STAINLESS STEEL 7/1 1/2014 GWB GYPSUMWALLBOARD STD STANDARD GYP GYPSUM STE STEP $TOR STORAGE STRUCT STRUCTURAL STONE D CONCRETE SUSP SUSPENDED SYM SYMMETRICAL GENERAL INFORMATION A0 . 00 cle3 � H V = W V CM CC Q M � r � r LIJ 'z Z Z o LLI = 2 D < Y " w 1Y Z � < LLO 0 .J $ { o h O R Z WINDOW SCHEDULE DIMENSIONS(ROUGH OPENING) MARK ORIENTATION WIDTH HEIGHT OPERATION FRAME FINISH GLASS TYPE UVALUE MANUFACTURER MODEL REMARKS I NORTH 5'-53'4' S-31 FIXED S SJGALV,PAINTED DOUBLE PANE,LOW-E 027 BROURAL OS2 2 WEST 4'-53'5' B-3' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 3 NORTH 5-0' S'•5' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 4 NORTH 3'-0' 9-9' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 5 NORTH 6'-0' 1'-6' FIXED S SJGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 6 NORTH 3'-0' 9'-9' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 7 NORTH 6'-0' 1'-6' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL 032 8 NORTH 3'-0' 9•9' FIXED SS/GALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 9 NORTH 6'-0' 11•6' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 10 NORTH 3'-0' 9'-9' FIXED S SJGALV,PAINTED I DOUBLE PANE,LOW-E 027 BROMBAL OS2 11 NORTH T-4' 8'•3' FIXED S SJGALV,PAINTED I DOUBLE PANE,LOW-E 027 BROMBAL OS2 12 NORTH 3'-4' 8'-3' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 SPOUSAL OS2 13 WEST T.O. 6•3' FIXED SS IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMSAL OS2 14 WEST 11-0' 8'•3' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 15 SOUTH T-4' 8'-3' FIXED S SJGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 16 SOUTH X-4' 8'•3' FIXED S S IGALV.,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 17 SOUTH 3'-0' 9-9' FIXED SSIGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 18 SOUTH 6'-0' 1'-5 FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 19 SOUTH 3'-0' 91•9' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 EROMBAL OS2 20 SOUTH 6'-0' 11-6' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 21 SOUTH 3'-0' 9-9' FIXED SS IGALV,PAINTED I DOUBLE PANE,LOW-E 027 BROMSAL OS2 22 SOUTH 5-0' 1'-6' FIXED S S IGALV.,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 23 SOUTH 3'-0' 9'-9' FIXED SSIGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 R D ARC 24 SOUTH X-C 8-3' FIXED SSIGALV,PAINTED DOUBLE PANE,LOWE 027 BROMBAL OS2 /meg gyp. Wkv 'Si 25 SOUTH 1'•5' 8'-3" FIXED S S IGALV,PAINTED DOUBLE PANE,LOW E 0.27 BROMBAL OS2 26 SOUTH V.9314' 81•3' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 27 SOUTH 5'•51/2' 8'-3' FIXEDICASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL OS2 SEE ELEVS FOR OPERABLE LOCATIONS 28 NORTH 7'-3' 1'-6' FIXED SS/GALV,PAINTED DOUBLE PANE,LOW E 027 BROMBAL OS2 c A 29 NORTH 9 •0314' 91•0" FIXEDICASEMENT SSIGALV„PAINTED DOUBLE PANE,LOW E 035 BROMBAL OS2 EGRESS WINDOW,SEE ELM FOR OPERABLE LOCATIONS 30 WEST 1 4'-53'8• 9-0' FIXED SSIGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 9p 030549 y0 31 NORTH 3'-4' 4'•6' CASEMENT SS IGALV,PAINTED I DOUBLE PANE,LOW-E 035 BROMBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE FOFNE� 32 NORTH 3'-4' 4'•5 CASEMENT S S/GALV,PAINTED DOUBLE PANE,LOWE 035 BROMBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 33 NORTH S-IT 4'-6' CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 34 NORTH 3'-4' 4'•C CASEMENT SS/GALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 35 NORTH T-4' 4'-6' CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW E 035 BROMBAL CS2 EGRESS WINDOW,REPLACE IN EXISTING OPENING,VERIFY SIZE princlpal architect TK 36 NORTH 3'•4' 4'-6' CASEMENT S S/GALV,PAINTED DOUBLE PANE,LOW E 035 BROMBAL 082 REPLACE IN EXISTING OPENING,VERIFY SIZE project manager CG 37 NORTH 3'-4' 4'•6' CASEMENT SSIGALV,PAINTED DOUBLE PANE,LOWE 035 0ROP IBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE drawn by HN,ER 38 WEST T-4' 4'•6' CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 EROtAaAL OS2 39 WEST 3'-4' 4'-6' CASEMENT S S CALM.,PAINTED DOUBLE PANE,LOW-E 035 EROMBAL OS2 Author 40 WEST 3'-4' 4'-G' CASEMENT S S IGALV,PAINTED DOUBLE PALE,LOW E 035 PROHBAL OS2 checked by 41 WEST 3'-4' 4'-6' CASEMENT SSIGALV,PAINTED DOUBLE PANE,LOW E 035 BROMEAL 052 42 SOUTH 3'•10' 4'•6' CASEMENT SS/GALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL OS2 EGRESSWINDOW,REPLACE IN EXISTING OPENING,VERIFYSIZE lob no. 13054 43 SOUTH T.O. 4'-6' CASEMENT SS/GALV,PAINTED DOUBLE PANE,LOW-E 035 BROM64L CS2 REPLACE IN EXISTING OPENING,VERIFY SIZE date 7/11/2014 44 SOUTH T-0' 4'-6' CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 45 SOUTH 3'•10' 4'-6' CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL CS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 46 SOUTH 3'-IT 4'-6” CASEMENT SSIGALV,PAINTED DOUBLE PANE,LOW E 035 BROLIBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 47 SOUTH 3'-10' 4'-6CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL CS2 REPLACE IN EXISTING OPENING,VERIFY SIZE revisions 48 SOUTH 3'-4' 4'-6' CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL CS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 49 SOUTH X-4' 4'-6' CASEMENT S S IGALV,PAINTED DOUBLE PANE,LOW-E 035 BROMBAL CS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 50 EAST 3'-4' 4'-6' CASEMENT SS IGALV,PAINTED DOUBLE PANE,LOW E 0.35 BROMBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 51 EAST T-4' 4'-6' CASEMENT SS IGALV,PAINTED I DOUBLE PANE,LOW E 035 BROMBAL OS2 REPLACE IN EXISTING OPENING,VERIFY SIZE 52 SOUTH V-9314' 9'-0' FIXED S S IGALV,PAINTED DOUBLE PANE,LOW E 027 BROMBAL CS2 53 SOUTH 9'-0314' 1'-6" FIXED SSIGALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL OS2 54 SOUTH 5'-5112' 9'•0" FIXEOICASENENT SSIGALV,PAINED DOUBLE PANE,LOWE 035 BROMBAL 922 SEE ELEVS FOR OPERABLE LOCATIONS 55 EAST 18'-4112' l'-6' FIXED SS/GALV,PAINTED DOUBLE PANE,LOW-E 027 BROMBAL CS2 EXTERIOR DOOR SCHEDULE W INDOW SCHEDULE NOTES no, date by 1. ALL WINDOW DIMENSIONS REPRESENT ROUGH OPENINGS, CONTRACTOR TO FIELD VERIFY ALL LOCATION(TO ROUGH OPENING DIMENSIONS PRIOR TO ORDERING WINDOWS AND DOORS - DOORTAG ROOM) ORIENTATION OPERATION HEIGHT WIDTH HARDWARE TYPE MANUFACTURER I MODEL NO 2 REFER TO STRUCTURAL DRAWINGS FOR REQUIRED WIND-LOAD DESIGN CRITERIA, FOR CONSTRUCTION - 3. PROVIDE SAFETY GLAZING WHERE REQUIRED BY CODE AND WHERE INDICATED ON DRAWING 001 LOWERLEVEL EAST SWING G'-9' 3'•2' BROMBAL OS2 SERIES A30-EXTERIOR ELEVATIONS - ,1; r• 4. MANUFACFURERTO VERIFY LOCATION OF EGRESS WINDOWS PER CODE 101 KITCHEN NORTH SWING 8'-050' 3-4518' BROMBAL OS2 5 ALL OPERABLE WINDOWS TO OPEN TO EXTERIOR UNLESS NOTED OTHERWISE PERMIT SET 11 1 ,' 102 LIVING NORTH DOUBLESWING 8'-0518' 5'•9518' BROMBAL OS2 6. REFER TO CURTAIN WALL DOOR SCHEDULE FOR ALL GLAZED DOORS 103 LIVING NORTH DOUBLESWING 8'-050' 51 BROMBAL OS2 7. ALL FRAMES AND ACCESSORY BREAK SHAPES FACTORY COATED TO MATCH PER ARCH SPECS 104 LIVING NORTH DOUBLESWING 8'•0518' 51•9518' BROMBAL OS2 8 INSECT SCREENS TOtECONFIRMED eVARCHITECT. , -17�11�2014;` 105 MEDIA WEST SWING 8'•0518' 2'•9518' BROMBAL OS2 106 MEDIA WEST SWING 8'•052' 2.950' BROMBAL OS2 107 DINING SOUTH DOUBLESWING 8'-0518' 5'-9518' BROMBAL 082 CURTAIN WALL DO R SCHEDU LE NOTES 108 DINING SOUTH DOUBLESWING 8'•0518' 5.9518' BROMBAL OS2 1. FIELD VERIFY ALL ROUGH OPENINGS AND CURTAIN WALL DIMENSIONS 109 DINING SOUTH DOUBLESWING 8'-052' 5.9518' BROMBAL 052 BEFORE ORDERING WINDOWS 110 SAR'SITTING SOUTH SWAG 8-0518' 3'-1518' BRDdBAL 052 2. SAFETY GLASS(SG)ON WINDOWS PER ELEVATIONS AND AS REQUIRED WINDOW/DOOR BY CODE. 3. ALL FRAMES AND ACCESSORY BREAK SHAPES FACTORY COATED TO SCHEDULE MATCH PER ARCH SPECS 4. ASSUME 1/2"SHIM SPACE MAX TYP, UNO. A0 . 20 C1002 E ^ + L EGRESSWINDOW '� • �i .../ b GRESS� T EO i O ED O _ EO g ED V r b - - — - - — - - — -— - — - - - -- - - - - - - - - - -- - - - - - - _y - 'L rf UPPER LEVEL FF 3- -- — �� - - r -- � - - - - - - - - - - - - - -- - 109' 10" Q I ^ 1 I ,t r li . 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ALL WINDOW DIMENSIONS REPRESENT ROUGH OPENINGS,CONTRACTOR TO FIELD VERIFY ALL 1. FIELD VERIFY ALL ROUGH OPENINGS AND CURTAIN WALL DIMENSIONS WINDOW ROUGH OPENING DIMENSIONS PRIOR TO ORDERING WINDOWS AND DOORS BEFORE ORDERING WINDOWS 2. REFER TO STRUCTURAL DRAWINGS FOR REQUIRED WIND-LOAD DESIGN CRITERIA. 2. SAFETY GLASS(SGT ON WINDOWS PER ELEVATIONS AND AS REQUIRED ELEVATIONS 3. PROVIDE SAFETY GLAZING WHERE REQUIRED BY CODE AND WHERE INDICATED ON DRAWING BY CODE. WINDOW ELEVATIONS EAST SERIES A3 0-EXTERIOR ELEVATIONS. 3 ALL FRAMES AND ACCESSORY IRFAK SHAPES FACTORY COATED TO 4. MANUFACTURERTO VERIFY LOCATION OF EGRESS WINDOWS PER CODE MATCH PER ARCH SPECS. SCALE 1/4-- V-0- S. ALL OPERAFLE WINDOWS TO OPEN TO EXTERIOR UNLESS NOTED OTHERWISE 4. ASSUME 1/2'SHIM SPACE MAX.TYP, END O ■ 1 6. REFER TO CURTAIN WALL DOD R SCHEDULE FOR ALL GLAZED DOORS. 7. 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FOUNDATION WALLOPENING III EXIST C01 I i — — — — — I— — — — O I I. •, L EXISTING CHIMNEY I I I J MOSS TO BE REMOVED A301 (E) CRAWL (E) CRAWL I (E) CRAWL I, / - -_ - -- Q SPACE SPACE I I SPACE I I// INFILL EXIST.OPENING 1 T I 7 F- L L _ _ - - _ _ _ J L _ _ _ _ _ IN FOUNDATION WALL I I I Of ARC w 9, - J BASEMENT J _ J _ 1 _I_ 1 _ L � /T J b ` REMOVE EXISTING I N'9T 030549 O� BULKHEAD DOOR AND F WELL 0F NEIN I principal architect TK I project manager CG drawn by KN,ER Author I I checked by Job no 13054 1 — — — — — —' — date 7111014 I I I I I revisions: I I I I I I I I 1 J J J A3 07 I I I I I I no date by FOR'CONSTRUCTION` PERMIT SET„ 7/11/2014 1 FLOOR PLAN LEGEND NOTES 1. VERIFY ALL EXISTING DIMENSIONS INFIELD PRIOR TO G = LOWER LEVEL PLAN D EXISTING CONSTRUCTION TO REMAIN COMMENCING CONSTRUCTION. o JWI SCALE• 1/4•- 1'-o LOWER LEVEL PLAN 2. THERE WILL BE NO CHANGETO EXISTING RUILDING FOOTPRINT. 3. U.N 0 ,ALL DIMENSIONS ARE TO GRIDLINE,F.O. 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O, FRAMING LIN O. 1 2 4 _ C.D P BOARD-FORM C I R CONCRETE q —I--- CHIMNEY wl CUSTOM STEEL W r CAP,PAINTED t� — � 3 (E)UPPER ROOF 3 - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - 128'-71/2 = o ; !1 LL I I II ! • I I I JJ,I Q C uL IU Il J ' L,fi )1 11 !LL BENT STEEL CANOPY/ ' R I� v � m Ill II�II�IJII IL11-Jll _ FASCIA,PAINTED all : t! WI _I II III• UI�I! UL' ll t I 1 ' III LOWER ROOF N - - - - — - — 2r%% r 'h:. Jr(. i'' "!f' )•lli �`t ` i�,'� ••I"r e.,�.•,. ' II .• — — - -- — _ � I WZ `�e i', �.7. .+•'r,f I".y'.4•:e"I. : {�,. .;- ,. . ,�.. � .•,a" 120'-0" Z U Z I I {f es — STEEL COLUMN, ^ 3 W --I ___--�r PAINTED r� E 2 < J 1 ILII + ' f i,i -'`is' i•� , I I I II •vl+ '�If i,l 'p ' Il h � v�;, i, . i `t:, •' ,,•'�,1vli'�k'lJl}•„ v1 I.- THERMALLY-BROKEN '- W • L Iy , •C.fi',la;. ,. �' :v'• t%1} r.'l 71=',1. 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' I ,I • III / III II III II 71I111ITI l / III /III '1i• ' �;1 $` III i�T r' ` •, r'(5 .. ;, ; , 1 , ,H'•J, ' REPLACE EXISTING -- WINDOWANDDOCRUNITS IN-PLACE EXISTING FOUNDATION ' WALL TO REMAIN EAST ELEVATION 2 SCALE: 1/1'- 1'-0' ,NSR DAR, w by F D C B A k� � , 9TFOF14 _ BOABD-FORM C I P.CONCRETE SCARD.FORM C I P.CONCRETE H _ CHIMNEY wI CUSTOM STEEL H CHIMNEY wI CUSTOM STEEL CAP,PAINTED CAP,PAINTED L` - -7 t IH.n. . 7 - y ,,, 1 _ / 4 p+ _ _ r A, (E)UPPER ROOF J` PrinclPal architect TK — — — — — — w� LL 128'-71/2' Y project manager CG j � _ r t -b, � TYPICAL checked by OC job no 13051 THERMALLY-BROKEN T ' w — — STEELWINDOWS BENT STEEL CANOPY/ FASCIA,PAINTED \ I II lyl 1 �! I ,� ♦ [ t I �(1T i I j'u+ "�,j LOWER ROOF _ - - - - -_ Etv ..tint?•1W' la l .3+ •'; ' , id.I �5,u. t, ''[-* � . - -iJ - " 1 - - __ - - __ �: r t. IL 'Ti,' }J_A f. _ _ — - -�- revlslans 'ik .l:` 6 bf f', ' iik 'i, '1a.f ilii. �T1111F r I,I II 17 1 1 I Y �4 , 'I,. :'{r'; �t' ; :,il t..11 xr -r.. r;.41'JI•;�f',,;n'...ni.!!l1•;tt I71T 'G -_ I I I 1 7 rr 1`{! II � I _ I f �” TI III' I ll Il Jl 120'-0" EL COLUMN, ' ' - ^ I , I, I I I I I n, I � I u st L II STE MN, I I I I I I I � � I I �I -- t - —_— — —_ _ _ 1 ---_ — ht� :M, e. •. 1 , I I rLK I ' I � I JI � 1J I�� IL] I I I PAINTED '.x I < . L , i • d yy L,jchl}•,I .. i1 ',i' , iI ;) ' I I I f I I � ' I11 fl 1'' I L L ,I.:nzi .RAINSCREEN,RICHLITERAINSHADOW ,rt , u<I{ 'E 1 P 'ill 7 � 'i� , R 1 'I no. date b Y!,. n .�$`• ,e�q',,;�•'4, 5: S�III 1111y}JI ,�' 'l I 1 ' r I Tf � 1' �+ � fl'. � r lilt .I• �1�� ' ��" �r �IT1 I irl , Il ;:�trJ f Y - - - - -UPFER LEVEL FF •`F' li�l_i j ;'! ';'' .•,,, ,!Ilj;t;• I`,lu'j;+;, !ll ILI LIL u u JL _ 109 101 LLLL LIIL 1 J!J III iJW.U,LJ' •I 1 tl•.I 5 7, 9' FOR CONSTRUCTION - ---- - - - - - - IL I I L I L Jl_ll • 1 J„�r„{r.h!'yy;• ,ti},;d!,4i '' ' I1J! l I, { I Lll I 1 Wl SII II -, 'fy f„i�L,,1;*.. ',iI'.1.• 4 f. \` ,I STEELCHANNEL `SII �' ;•' \ I / ` jJ HEADER PAINTED PERMIT SET ,, a^ li; h•r r`' 4 ,y •� C . 1 's.. i IIL i.41 }'' i!pltt 7 ,(,Sei` e a • t, LI II 1 .1 J L / 7/11/2074, Aq•• i' ,.t I . '.lr : ,a1•:1 .'11{ ,•I 1, ` x I! 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OO SCALE: 1/1"- 1'-0' - rn l 4 3 1 v� V i BOARD-FORM C I P CONCRETE I W .'- CHIPNJEY wl CUSTOM STEEL CAP,PAINTED o — — — — — —— — — — — — — — — — — — — — — — — — �� 3 (E)UPPER ROOF - - - - — 128'-71/2" C.7 1 " Q THERMALLY-BROKEN I U I U - _ I CM STEELWINDOWs L > lll 1 1L U rn BENT STEEL CANOPY/ ,I FASCIA,PAINTED ILIu ,I _ „I - I ' U II 1L7 U 1 l i l II I A11,11 l l LOWERROOF h_ +o U Z Z Z 1' 11LIL 1_ ! I1111 LI 'I lI1J lI�IL . < Z O 1111 111111, II LII II I, it it II l (-�"I I"L` II Il ll Ll Jl U ll Jll I14 1�I I..IIL 1111 \� o w FVQVQ1 ll ,LLl '30' 1 11 L I_ 1II11. J '1DT 1 O a ,1 I .11l LU�IIILLI!!II� I I u LII 111 11) • L ti V' z L,1L1J1iIII�' I`L :ullJ_'l 'JLI I I11 _ILS ' j ' /� _ ¢ j 1] ;I IlILl 11L I' \/—'/ L I L I L1J I lJ I ILI11 I ' I I 71 I ' U I a+ IIII 11411 I itL1Ti ti I LT I I I TIS I 'I n II III 'I " II fT� u 1 li a II r n III _ — — UPPER LEVEL FF rn � O rn Z a STEEL CHANNEL STEEL COLUMN, �`I � ' Llll /v ILII-11 L Yl _ I U ' \ I� I,I U U7 1 � Illi HEADER PAPITED PAINTED I` \ � .jJJI�ll L I 111 1 I1I� / �1 J '111 11 \ I ' I Il l' I II u STEELCOLUMN, 1 l ]Ill L 11 lL� 11I ff ] 1 U L 111 jl` LI !` PAINTED � I � I ' J1llUiT Ill I 1 ,1 ]II .1111 ` 1111 i11L111lL.l�! LiWD uIILILIu IL111 11 Ull J -I WD SHINGLE SIDING lL .0 Ill II I11 105\ J� 11 Ill ll IlIM I)_ L IIS I h1AINLEVELFF - - _ _ 111 i1111T I 'll 11111 Il I II II II - - - - - _ _ � 1001.0" 13 1/ WEST ELEVATION L SCALE: 1/4 - 1'-D' - w. �tioy BOARD-FORM C I P.CONCRETE BOARD-FORM C I P CONCRETE — - - CHIMNEY wt CUSTOM STEEL b CHIMNEY wl CUSTOM STEEL ,- CAP,PAINTED H CAP,PAINTED "Yp 030549 yO� --_ OFN>N> -- (E)UPPER ROOF - - - - - - i r u, rb ," yu. �r _ — _ _ - -- _ — _ -128'-7112 _ y u� `1'- ''1� i - L ' 1 �'(L• `il � Principal architect TK Protect manager CG WOOD SHINGLE ROOF, L I t, v`I I THERMALLY-BROKEN drawnby KRER TYPICAL r l 't p. '� rL STEEL WINDOWS - - ILII al ' IL _ BENT FASCIA, EEL PAINTED PY/ the job nc OC 111 I 1 � 53 FASCU,PAINTED lob no. 13051 date 7/1112011 —LOWER ROOF 120.-p^ - - - i �+ _ I 'I i �i4))iSly' - � �TJ- I. ,I - - - I t L' �_ - ,, ,' (s'„ ..,; ;;;e: r L'? , ,•Ir ;ifl, STEELDOLUMN, revisions: PAINTEII r - e J I fn. 1 I I i I � I I ;L - � II ��•(�. , , Til ;,'; t'^, yv,`; I � t ,IL , UP I 'I,I I ILLS L LI h,: u, �1i1'I i' ',47• rSl , Ir.. IUT. i`I`i• 1` ,_ ,JJ�� 1�, - - •,\ L f - ' rr)'I` nhl,I II _ `l sll?" = r%till! ..i��:.,r'ar"' c�' " RAINSCRELN,RICHLITE RAINSHADOW rn I 1fY" I ' 1 I I J " I I f i 7 t '1 1y I 41 M1 L T h 11f !i tfi t, f I' ' I PPE LF U RLEVE_F 4 ,I lrll 1 h - - - - - - - - - - - - - - ITIu � U I11' i - - -,, _ l — — - - - -- - - - =—,22 • � — — I U' 1 ' ULI��4�L LI,I ' 11 �' 'i1•:,a]�14!) r - 7 — - - - - - 109'- 10" Y- _ — IL L i1 111Jj11-hil, ,ll 111 f1,: ,I ,V.,?{,•1r.l;d..P1 . 1 ,j no. date by STEEL CHANNEL `.. J •.�, HEADER PAINTED 1 U , ' i •I'' 'r .I , 1 11 U-ll 11, n ', / •� / '� rJ' 1 ,`� _I ,I, 1,.'�'' ;;1.,• +� 1 l ,i FOR CONSTRUCTION I I 1• , II I IL I . II , � ��. I�, �. �•, I, 11 I I 't;:' ,r I , I ,�• ,1, �'� .I�, STEEL COLUMN PAINTED _ I l I E I ' , PERMIT SET' . , a, r 1, n tt 1 , •a 41' 1.23 f r 1 u]I r' .•!" 111 . , r I l , I �Il li llJ .h� �`' i � 'i s� � I I - � :i I O •`I�'t':Ih(;'n F 'hl;;lr;�',5�'�ij,.v'tf �i ;� � ll • , lJ� 1 u 7/11%2014 M 1 _ 11 1 11P f. \ � i . I _ Il i f-11 4 :' '1}d:; 1(.('.,i.•`$ii;r ,"�i ,f ,-2,1 I a;. 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' t --_ _ Si ! ROSIN PAPER SLIP SHEET TEFOUNDATION WALLS TO REMIN,TYP BASEMENTPACE (E)PL"VOOD SUBFLOOR HAI- (UNCONDITIONED) (E)WOOD FRAMING ATT .I +' 1 r 1l .• 1 ,. . ' DENESGIUSS SHEATHING IY) t i . ,'- ' � I •' .1� ! _ •Jt; .I ddd (E)FOUNDATION WALLS TO =H" 1; • ; . 1, ! - _ _ r f REMAIN.TYP N-S SECTION 2 �1 � sVV N S SECTION 3 2 Gc 3 SCALE: 1/4"- 1'-0' �. SCALE• 1/4'- r-0' O 2 4 O 11 11 dJeT O� TYPICAL FLAT ROOF ASSEMBLY 9l 030549 1 SI lLL'J(IJJI PVC ROOFING SYSTEM FOF NE`N �� ILu1 L COVERBOARD 11L11 II_ I- TAPERED RIGID INSULATION,MAIN 2'(R-10) METAL ROOF DEC'ANG PER STRUCTURAL J -.II IIJ 11II 1 L -t. STEEL FRAMING PER STRUCTURAL 1 j L11J 141 lll 8'(R4Ii)CLOSED-CE1LSPRAY-FOAM INSUL LII �I'"��' 11 11 LJ IJ12'GYPSUM WALL BOARD princlpal architect TK 11111 1 WOOD PANELING,TBD project manager CG I� t_ 41111 LOAFER ROOF JJ\\ drawn 6y KR,ER -0" `f r UJ41 Jll lV Il 711J11UUJJ I 120' I11 IL "�' r checked by _ ,111 I1 1111 1 IW _ LL111 U-ILilI ] J 1 II 1 _ --;_ _ job no 13054 �� 1 ! -- TYPICAL WALL ASSEt.1BLY date 71112014 JI I1LL J L _1.11 - I WOOD SHINGLE(6-EXP) IJI 111L11II ,L LI U I�1 ( VENTILATED UNDERUYLI_c NT ll]1 Ir r I ' MASTER 0AIRIWEATHER BARRIER J BEDROOM 4 (E)SHEATHING 111 ' 1 1111 lu 111 l- 1 Il_i 209 (E)2X WOOD FRAMING R13 BATT INSULATION(CAVITY) revlslons: 112'GYPSUM WALLBOARD 'I J IU1LLJ UJ11U ahY AGWOODPANELING 1 L II ' 1 L Jl. -- -- - - -UPPER LEVEL FF 109'-10" k � Jllll-I:I 1�Llli iJ I 1_ILIu 1 111111.1 L _ _ - b lll_T._WL I_ J ll� KITCHEN 1 1 I I 11 ll ' Illl L11 1I � L lJ U 105 � z ---- �--- -- 1 L1LIII L 1 1 1 I 2 no. date by I LI 'LILA FOR CONSTRUCTION -.".,: UJ II'�J L I'I 1�1t uI1111I l I U III I VAN LEVEL FF Ii :PERMIT SET. II 1 1 1 1 ' 7/11/2014' • ;" •' (E) — (E)FOUNDATION WALLS TO BASEMENT REMARy TYP (UNCONDITIONED) BUILDING SECTIONS N-S SECTION 1 A3 . 10 1 SCALE: ,/,"� ,.-0. C/3 H v W y 1- - V N CM Q � M n � W z Z Uz 3 W = E o N W aao Z $ Y Oce N LL 0 O N O a D 0 B A F E I I ,----L-----% 1 1 1 1� I I Aan I 1 1 I 1 I I — — — — —(E)UPP TER ROOF 3- - - -- - - - - - - - - - - - -- , � NI i i ,r I_ I .i ri� .l rIy . 1 128' I 1 r I 4i4 l F, XTP .'rd• , s " Y . EO ARC I — — — — — — ( _ LOWER ROOF J� N _ —1- - - - -1-- -- 7- - - - — —Y120'-0" 7T 03054a 40 . - - - - - i' ; : �` , 4'F 1 1 , 1 • , „ I OF N FES :��B�EDROOM principal architect TK MASTER i___ i BEDROOMproject manager CG BEDROOM r DESSING (BATH 1 I O _I drawn by KN,ER _— 206 i ; .• 210 1 I P 1 ___I'_ -_ -- - ` , r 1 Author �- —I `t, �' (' ; \` ; checked by Checker -- - —— — UPPER LEVEL FF job no. 13054 - - ---- _ _- � t —F - - -- , r 109'- 10" date Iln2o14 — t _ t _ -- - revisions Y i f �� ' I KI I •.i 'i I I,', t 1! I { j � I JA LIVING/ i ,! i1 ' :i;;$ MEDIA BAR/SITTINGDINING1 '.1 I `�,; l I KITCHEN ;.k 102 10fi i. ! i — � �y„2 .�1 � •_ I _ _` � _ _ _ I _ , is '.�i { -- � ' 'I I ' �'' ,1rS } _1� rr i MAIN LEVEL FF 1 l' f �� L !1 ---- �= --�- _.L _,_ 11—!I_ 1 - - - ' 100r-0,r Y no date by 1 I I I • �' FOR CONSTRUCTION . 6 I ' .i ” • .. I ',; J, 1 `I PERMIT SET . i I r , I � r „ ;, , 1 ( _ , � ,� , 1 i r• ' , . I' ., I'. y, ,. 1 ` 7/11/2014;,- "r C , r r r _ , r • i, , , ,� . ' 1 ._...-J_..., . __....u�„ ......w_.._«.....,,u..........�'..�u.w.....�....e- ..r..-.w.....-..........-_.-w. .,_._, ....._,. .r......_....Y...�.._..Y.....a.�...�..- ._, .0 ...f.i.�.wl ......... - _ - .....:....rL.� I , BUILDING SECTIONS E-W SECTION 2 SCALE: 1/4'- 1'-0" A3 . 1 w\ 2 . "I I I D C C0003METAL CHIMNEY SHROUD WITH I HIGH PERFORMANCE COATING,TBD //�� METAL CHIMNEY SHROUD WITH - HIGH PERFORMANCE COATING, V TED SCREENED CHIMNEY CAP WITH r - , SCREENED CHIMNEY CAP WITH SPARK ARRESTOR PROVIDE SPARK ARRESTOR,PROVIDE g;g POWER FOR FUTURE CHIMNEY POWER FOR FUTURE CHI NINEY 2 e3 I FAN FAN • ` I CZ) I WOOD SHINGLE ROOF I CM r O1 m ~ O I a W Z Z Z z o ui 2'J �r rr a I A MIN MIN MIN �1 IN I I H N rMIN AIRSPACE TO COMBUSTABLES, o LtJ ~ FIRE-BLOCK WITH MINERAL WOOL AND 2"MIN AIRSPACE TO COMBUSTABLES, e AIR-SEAL PER IINON RC TE FIRE-BLOCK WITH MINERAL WOOL AND MATERIAL PER IRC R100319,NP. AIR-SEAL w'NON-CONBUSTABLE � : � Q MATERIAL PER IRC Rl00319,TYP. O 0 0 1 0 ILL N Ol _ 0 BOARDFORMC I.P.CONIC. C= Z � T-9' 2'-9' L WALLS PER STRUCT,TYP I r z" I AN I ,1 MIN _ I � I , I 1 I I A � • � GAS OUTLET,FOR LOG STARTER,TYP Ar BATH BEDROOM / % �' \/•\ ASH-DUMP,TYP I - BOARD FORM C.I P CONIC BOARD-FORM C I P.CONC / //,�� GASKETED FIREPLACE DOORS TYP I WALLS PER STRUCT,TYP.. 2" - WALLS PER STRUCT.,TYP. II I RUAFORDS EMASONRYFIR UPPERLEVELFF h11N AND HEARTH WITH NARROW-FAC EUPPER LEVEL FF — - — - - - -- — -— - FIREBRICK,HERRINGBONE PATTER N,109'-10' TYP l I I N PROVIDE EXTERIOR AIR SUPPLY,TYP _ LINE OF RAISED CONCRETE • \ - PRE FABCUYTHROAT HEARTH BELOW ',-,- • LINE OF RAISED CONCRETE 4E ED/Aq AND FLUE LINER,SIZES PRE-FAB CLAY THROAT 1 B I HEARTH BELOW �5 ^ •'� \ - • • TBD ANDFLUELIrJER,SIZES _ p-B' —�- 5'6' I, i'-0• '1 TBDLIVYYY DINT NG j 7I� \ BAR/SITTING MEDIA LIVING/ 9z j % tos of DINING N0,3 r GASKETED FIREPLACE DOORS,TYPO •�'\ OF NE`t'I y0• %\\ % GASKETED FlREPUCE DOORS,TYP \\ \ „�, I , . { RUMFORDSMEMASONRYFIRE- / '" "' 1 ENLARGED PLAN AT LIVING/SITTING ROOM FIREPLACE %^2' 1 U £ • 6 E = u � E u � u O � a • NIW c 0 U • ; . : • • • y 6 11 /� z n o k 1Ol NIW,I _ p F • '`� ' " u / to a r � 1 —J 0 0 � • i a F � p o / o ZI o y �' 2 u-u' ¢ a H o x L 4 °u `" i L / ��' •9 Obi' J�.fn0�3 O jv \ - - - - - - - - - - - - - - - - - - - - Z W O w > .0,. o o z LL x ,CQou Low S15 0,00"E X515 3 N.� l l l l l l 1 l l l l l . �� +�, sl� ,9N . 3N4.56' = o. 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Sao UcwiWa ol- a Nx< Wo 0 3<p z �' w ¢ neo yo< oo< 5 n oo- 3 0Co W O O Z 00 � i K V Wp [\ oo J • O^ * �Ox ✓1 * * Z 00- ¢ 4 W INN tt 3 ,J ~ O x - U- I ' 1 V w t� W OV QU�IW--¢ Z002 n 0¢ m} O}. <ULOF�Z(J 3 F O k^ <40 No0 * ON> E Vy O i2W t� [t U UI O U W 2 m0 ¢O 3 9i O pRa20 J W Ix- o 1 DZ ("1� 7< ^ O ZO > Y < WFW K F O W O< J 3 2 �W En•- UIV� UJ� 7roW K�� 13i1< O W hm�O W00 O 00 < z < - f— - zawxoa��a xw J v a 4 a �2 ooz r Jo M 11—r 1 a x O 41U O o !/1 VI <¢�k� Wwq < l� Ll w z 1 O 4, to Z G to ti N G LEGEND NOTES C00-J " SHALL BEAR ON 3 GTSF SOIL AS 13 _J INDICATES NW STEELCOLUMN 1 GEOTEDCHIN CAL NFO FROM AKRF ENGIN ERIINGPER Cm 2 GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS F--1REQUIRED BEFORE FABRICATION OF NEW STRUCTURAL W INDICATES NEW CONCRETE FOOTING WITH ELEMENTS. I� I I CONCRETE PIER SEE TYPICAL DETAILS AND 3. B.O.FOOTING SHALL BE 4'-0"MIN.BELOW ADJACENT GRADE,AND L— SCHEDULE SHALL MATCH B O ADJACENT EXISTING FOOTING TYPICAL,U O.N. PX.X THUS YX'-XXT 4. ALL EXISTING WOOD BEARING WALLS SHALL BE RE-SHEATHED T ® INDICATES EXISTING FOUNDATION WALL— AND STRAPPED ACCORDING TO GENERAL NOTES AND TYPICAL BRICK AND RUBBLE @ MAIN WING,d"CMU @ WOOD SHEAR WALL DETAILS ON S-203 AND S-204 ^ e MASTER CUBE v N L9-1/2 INDICATES NEW 9-12"TJI 230 JOISTS @ 16" 7 O C.WITH 3/4"PLYWOOD SHEATHING L--� INDICATES EXISTING JOISTS TO REMAIN C.93 R v o m INDICATES EXISTING WOOD BEAM t W Z Z < Z o LLI 22 o < w ccf OA n 6.5 n n E.2 E6 E.7 IFI 0a YYY ��� �/4" e'-612" 30'-212" 16'-97/d" TZ- 6'-11" 65/d" T-03q" = a `71 C� DEMO BRICK PORTION OF EXISTING V 0 O FOUNDATION WALL @ NEW COLUMN BEARING. I ! O r P O v POUR NEW CONCRETE GRILLAGE BEAM ON TOP n ' OF EXISTING RUBBLE FOUNDATION WALL REINFORCE WITH 345 TOP AND BOTTOM AND#3 STIRRUPS @ 10"O.C.TYPICAL ALL FEW COLUMN BEARING LOCATIONS WEST OF GRID E 0— - - - - - - - - - - - - - - - - - -- - - - - - - - -- - - - - - -- - -- - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - - - - CIO - - - - - - - - - - —r - - - - - - - -- - - - _ W F - ------ - - - ------ EXISTING BRICK/RUBBLEI Y o FOUNDATION WALL, ' I O TYPICAL I I w - - - - - - - - - - - - - - -- - - - - - - - - - - -' - J - - - - - - - ! 1 - - - - - - - - - - - - - - � EXISTING d"CMU WALL,AND I CONC.WALL FOOTING / I TYPICAL IN THIS AREA y I 7 L EXISTING SUB-0N-0 •I � I, / i ! ! i SUB ELEVATIOf19T-3"3",V V I F. NEW W8x31 LINTEL I I INFILL EXISTING OPENING EXISTING FOUNDATION I OVER NEW OPENING I ! I WITH NEW d"CMU,85 WALLS,TYPICAL ------------- I I VERT.REINF @ 24"OIC app N"v 2 ' — -� - - - - - - - - - 1- Is - - - - - - - - - - - - -- - -- - - - --- -- - - - - - - -J - - - - - - - - - - - - -- - - - - - - - - — - - (V N .��ryyiiQ 1 10- 2" / \s 69e1 / ! ! DEMO TOP 16"OF EXISTING CMU FOUNDATION WALL @ NW COLUMN / ' ! Y • - ` BEARING POUR! I GRILLAGE BEAM ON TOP OF CONCREXISTING / F3 0 RUBBLE FOUNDATION WALL P1.5 / REINFORCE WITH 245 TOP AND principal engineer NO / — _ _ _ — _ —_ _ __ _ __ _ — _ — _ — _ — _ — _ — _ — _ — _ ___ _ _— _ — _ — _ — _ _ _ _ — _ — _ - - _ _ _ - _ — _ — _ — _ __ — _ — _ — _ - - _ — _ —TY CALALL EWOOLUMN BEARING _ _ -_- _ _ _ — _ — _ — _ 4 _ _ _ — _ _ — EXISTING CRAWL SPACE. , project manager JP.T 6'-0" / LOCATIONS FOR MASTER CUBE ABOVE ELEVATION VARIES,V.I F. I ! drawn by JA2 i i I i I I Author / A• a ! WITH NEW SCO CRETEIWALL, TING NG cbeded by Checker THICKNESS TO MATCH EX'G. Job no 15904 #5@12"OIC E.W.E F. date 7111/2014 a / II e"THICK CHIMNEY WALLS N#5 12"THICK CHIMNEY FOOTING wf#5 @ 12'O.C.BOTTOM @ CE T TYC.EACH WAY,EACH / EACH WAY,TYP.@ I2)' FACE P.@(2)CHIMNEYS revisions CHIMNEYS , EXISTING SUB-0N-GRADE,T.O. EXISTING BRICK/RUBBLE I I SLAB ELEVATION 92'-3",V.I.F. FOUNDATION WALL, OD UNDER NS WOOD DEMO BRICK PORTION OF EXISTING BEARINGWALLS FOUNDATION WALL @ NEW COLUMN BEARING I I ! POUR NEW CONCRETE GRILLAGE BEAM ON TOP ' OF EXISTING RUBBLE FOUNDATION WALL REINFORCE WITH 345 TOP AND BOTTOM AND#3 no. date by STIRRUPS@10"O C.TYPICAL ALL NEW i COLUMN BEARING LOCATIONS WEST OF GRID E ! II FOR CONSTRUCTION , PERMIT SET I 7/11/2014 FOUNDATIONAXISTIN + FOUNDATION/EXISITNG BASEMENT PLAN BASEMENT PLAN 51.00 1/4"=1'-0" S1 . 00 ItSA# 15904 LEGEND NOTES: (— INDICATES NEW STEEL COLUIdN 1. VERIFY T.O EXISTING FLOOR/JOISTS IN FIELD. v J 2 TO.PIER SHALL BE V-0"BELOW T O EXISTING JOISTS L■ 1 9 3 ALL EXISTING WOOD BEARING WALLS SHALL BE RE-SHEATHED r-,T AND STRAPPED ACCORDING TO GENERAL NOTES AND TYPICAL F� o INDICATES NEW CONCRETE FOOTING WITH WOOD SHEAR WALL DETAILS ON S-203 AND S-204 I ❑ I CONCRETE PIER SEE TYPICAL DETAILS AND 4 T O NEW JOISTS SHALL MATCH T 0 EXISTING JOISTS FXX SCHEDULE PX X Z � INDICATES EXISTING FOUNDATION WALL- x, BRICK AND RUBBLE @ MAIN WING,6"CMU @ MASTER CUBE N INDICATES EXISTING WOOD STUD BEARING/SHEAR WALLS(2x4,V I F.) L--� INDICATES EXISTING JOISTS TO REMAIN m INDICATES EXISTING WOOD BEAM e L&12 INDICATES NEW 9-12"TJI 230 JOISTS @ 16" Y LLJ Z O C.WITH 3/4"PLYWOOD SHEATHING Z V Z 3 W F2 Ji!Oc oE.2 E.6 E.7 NLIJ 6 -11 516" T-03/4"30'-21/2" 16'-97/6"12'-1114" 6316" 6'-62 IS u� J e L6x6x12 COLUMN QO 1 O EXISTING FRAMING Z NEW HSS6x6xl2 COLUMNS, AROUND STAIR OPENING TYPICAL ON GRID A I I I I I I I I � ' _ � INFILL EXISTING STAIR t rn OPENING W/NEW JOISTS o o 1 1 N O //////���\\\ I- - - - - - - - - - - -- - - - - - - - - - - -I - - J- - - - - - - —L - - - - - - - - - —o— - - - o t2 a Z 1 I I L9112 r, I � II 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -� -- - - -I - - - - - - - - - - - - - - - U - ;; - - - - - - - - - - - - - - - - - - - r - - - - - - - - - - - - - I ! - J _ - - - - - - - - - - - - - - - -L - - - - - - -II- - Ir 2.8 - - - - - - - - - - I -I- _ - _ - _ - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - wI ' I I EX`G9-l/2�TJII I _ 1 izz jl --- - -- — — — — — — - - — — - Q 1 1 — - - - - - - - - - - - - II = a DEMO EXISTING ROUND POSTS ONCE _ I I I NEW STEEL COLUMNS AND HEADERI I I EX'G 2X10 _ . _ - - - - - - - ` - - - 1 I ail BEAM HAVE BEEN INSTALLED TO �-' O • ! HSS 5x5xl2 COLUMNS,TYP.@ C @ - 1 LOCATIONS IN MASTER CUBE SUPPORT SECOND FLOOR ABOVE 16"O C. - - - - - Ell - �CG 2X70 OF NI;� nn` Ur 10 @16-Oc .- GJOISTS II �� I � SREV.IF. T I I I I I I - - I FaQno 2,111 ED- - - - - - - - - I-!- - - - -. -- - - --- - - - - - - - -- _ - - - - - - - - - -I I - - - - - - -- - - -- I - --I -- - - - - - -I - - -- - - I-- - -- - - - --- prion pal engineer NO I Project manager JRT I •r I I 11 i drawn by J42 Y I Author � I ! I I 1 o �, I � _ _ __ _- _ _- _ _ _ __ - _ _ - - __ _ - - - _ I _ _ - - - _ __ - I i � I I checked by Chec6er lob no 15904 i date 711112014 , , , I I 1 I I - - — — — — — — — — — — — — — — — - - - - - - - I _ _ _ - -- - - I I - - L _ - JI- - _-__- J_J — _ — _ — L - - - - - - - - - - - - - J _ _ - - - - - - - - - - - - - - - - - revisions - - - - - - - II O EXISTING ROUND POSTS ONCE NEW ICO UMNS,TYP CAL STEEL COLUMNS ND HEADER BEAM HAVE BETWEEN GRIDS B AND D J BEEN INSTALLED TO SUPPORT ROOF ABOVE I I I I I I I II I I I I 1 I I I I I I no date by I I I I I I I II I FOR CONSTRUCTION', PERMIT SET 7/11/2014 (7:) MAIN LEVEL FRAMING LAN 51.01 114"=V-T MAIN LEVEL FRAMING PLAN S1 . 01 RSA* 15904 LEGEND NOTES: SP �, B INDICATES I/P"THICK STEEL PLATE SPANNING BETWEEN STEEL BEAMS 1. T.O.STEEL SHALL BE 1/2"BELOW T O.ADJACENT NEW/EXISTING JOISTS,U 0 N.THUS <X'-XX,. + n INDICATES NEW STEEL BEAM 2 T O LEDGER SHALL MATCH T.O EXISTING JOIST v 3 GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS - _j INDICATES NEW STEEL COLUMN REQUIRED BEFORE FABRICATION OF NEW STRUCTURED ■ 1 ELEMENTS. ►-- INDICATES MOMENT CONNECTION 4. ALL EXISITNG WOOD BEARING WALLS SHALL BE RE-SHEATHED F� o AND STRAPPED ACCORDING TO GENERAL NOTES AND TYPICAL WOOD SHEAR WALL DETAILS ON S-203 AND S-204. INDICATES WALL PLATE TO CONCRETE WALL 5 T 0.STEEL PLATE FLOOR= 1/2"ABOVE T 0.ADJACENT STEEL T M SEE TYPICAL DETAIL WPA,U.O.N. y CANT. C7 r INDICATES CANTILEVER BEAM -- INDICATES NEW WOOD BEAM.1-0/4"x9-1/4"LVL " UON ` L9-1/2 INDICATES NEW 9-12"TJI 230 JOISTS @ 12" e 0 C.WITH 314"PLYWOOD SHEATHING L--� INDICATES EXISTING WOOD JOISTS M INDICATES EXISTING WOOD BEAM < LIJ Z 0 INDICATES NEW CONCRETE WALL Z q U Z INDICATES EXISTING WOOD STUD ,, W O BEARINGISHEAR WALLS(2x4,V,I.F.) r� •U /.� INDICATES COLUMN BELOW/ABOVE i W Z n EI2 E.6 E.7 n LL Y Y YY �' ^ ` O0 v / y tJ z 12'-11/4" y 8'-8316" 8'-812" 30'-212" I 16'-97/8" 2'-5" 6'-it" \ 65/a" 7'-03/4" _ z 0 0 PROVIDE BLOCKING @ 4'-0"MAX O/C n r NEW LEDGER EPDXY BOLTED TO BETWEEN LAST PARALLEL JOIST AND NEW CHIMNEY @ 2'- O.C.CUT I EXISTING JOISTSAND RL-SUPPORT STEEL EDGE BEAM,NP. 0" ON LEDGER.SHORE AS REQUIRED w8X21 W14X26 - - - - - - - - - - - - - - - - - - - — —� - - - - -- 1 — - — - — - — - — - — - — - — - — - — - — a T 1 CUT EXISTING JOISTS AND CUT EXISTING JOISTS AND RESUPPORT ON NEW STEEL RESUPPORT ON NEW STEEL BEAM.SHORE AS REQUIRED. BEAM.SHORE AS REQUIRED I U EXISTINGWOOD o I— BEARING WALL BELOW - - - - - - � — - - - --- - - - - - - - - - - - - - - - - - - - - - � - - � -- -- — - -- -I-- - - - - _ = — - - -- — — w N a II I ? G - -waxzl -_ -_ I _ - _ - _ - _ - _ - _ - _ _ - - - _ - _ - _ - _ — _ — _ — _ — _ — _ — _ — _ — _ — cc , -- - -- - -- - - - - - - - - - - - - - - - — '1-3/4"x9-1/4"LVL LEDGER x x O I _ I 912 4 I III • I P4 �L I I 1-314"x9-1/4"LVL LEDGER I I - I.I n T.O STEEL AT MASTER CUBE SHALLBEOW NEW JOISTS,TYPICAL I I a I EX'G 2x10 w ) . I w T.0 JOIST AT MASTER CUBE 4 A OPp O P SHALL BE 109'-8 12",V.I F. @16"_O.C.J Y ' � ' - - - - - - - - - - L I � - ' I _ ' - - - - — — - - - YI - AY - - - - - - - - - c I . WaX21 W14X26 W8X21 Ry t y 0 LINE `�Fo ecaia �� EX'G 2x10 (1I _ r I 1 I� - EX'G 2x10 lil MC13X50 f —\1= ` 6'C I PLYW OD,TYPICAL SSI \t^ @ 16"O.0 J II `O -- - - - 1 a I a I a PROVIDE BLOCKING @ 4'4"MAX O/C - - - - III - BETWEEN LAST PARALLEL JOIST 1-3/4"x9-V4"LVL LEDGER AND STEEL EDGE BEAM principal engineer NO —1_ — _ __ _ — _ — I project manager JRT - -- - - - -i - - - - r drawn by JA2 t - 6"x12"80LID PLATE I I Author II , CONNECTING BRIDGE I I I 1 MEMBERS AT MID. _ __._ __-___-___ ____-_ _. _ _ _ _ _ checked h d by Checker III I HEIGHT. Job no. 15904 N 3 - - date 7/1112014 III NEW LEDGER EPDXY BOLTED TO EXISTING JOISTS AND RE-SUPPORT III , ON LEDGER.SHORE AS REQUIRED revlsiont: ' —�-- IIS �--- ---- — � -- _1 r--� — — -- �--- ----- I CUT EXISTING TS AND BEAM SHORE AS REQUIRED . . ,. I „. . - - .. . .. CLIP CHANNEL 70 , _ _. ,- ,_.. . ._._ ,.,. ._,.,. ,_ L . _ .. N l: ,. TS , I I' BEAM SHORE ON NEW ST EL'--"--"_ - - - — - - — - - J . - — • - — - -I— - — - c — - - — CHIMNEY WITH 1/2FEMBED PLATE-� -� — . - — -�— - - — - - — - - T"- - RESUPPORT EXISTING JOIST ON NEW STEEL t I I I I I I I I I I no. date by I I I I I I I I I I FOR CONSTRUCTION , -, - PERMITSETII I . 7/11/2014 UPPER LEVEL FRAMING PLAN UPPER LEVEL FRAMING PLAN S1 . 02 RSA#15904 1 11 Ir I u 1 I - " I p 1 Ir,! I Al I r I r t I 12'-11/4' I 8'-63/d" i t'-61/2" I 30'-21/2" I 16'-97l8" 2'-5" I (111" 65/6" T-03/4" I � Y y I II ILJ CUT EXISTING 4x4'.AND RIDGE 1 ■ BEAMS AS REQUIRED AND REMOVE EXISTING 4x4 WOOD BEAM , RESUPPORT ON NEW STEEL FOR INSTALLATION OF NEW BEAM j L6x6xM ABOVE 1� o BEAM OR CHIMNEY,TYPICAL BELOW EXISTING RAFTERS(SHORE SHORE AS REQUIRED ) STRAP ALL RAFTERS AS REQUIRED pp — _ TO NEW STEEL BEAMS,TYPICAL HSS12X4X316 MAZTER MING o . _—'__ — ._— I : l r. - �'—__—__ I _— . . — _ _ III__ — II . ._— _ ' I__J SHOWN ERE IS DIRECTLY II SHOWN HERE IS DIRECTLY 2 ' I I ". I , III : I BELOW CLERESTORY 1•: I. _ rll _ 1 _ I, ,q WINDOW.TYPICAL Q ------ - U. L __ _ — _ HSS10X6X318_! _ —! _— _ — _ _ _-- - ---_I- - ---- -- _ _ — L — — _ — _ —I_ — _ _ — _ w`' _ — _ — _ - -- 1 C� n TC--- --- ------ - - - -- - - - - ' On ! I _ - - _ - 1 - T �I II• I � n r- IT zw_ — _ I, 1, I , p S _ .I ' ' ' I ' - - ' • • _- _ _ _ •! � z In ^ SdI dSi , x z " Z •I I,lIIiIlI' 1 - I ,11 , III - II I ' x�' -J.z- „I I - +- t 1 ,' •, II - . -_ _Li'iJ' O z-f - r-r fJ I - -- - - --- - - - -- - ----- -- - - N v W 0 � z �F ! I � r oi606 wF II - - II - .I • -, ' III 'I ' (I 4x4 TZ E14x4W12X53 <UNDER EXISTING RAFTERS> AR IN ` I A DBSTORY_ 13/4"x51 "LVL LEDGER BOLTED ayWINDOMULLIONS ABOVE ITONEWCHIMNEY@2-0"OC.,TYP. @NEW CHIMNEYS TYPICALAT MASTER CUBE. SIZE O O EXAGGERATED FOR CLARITY. n Z III _ •• " I - , ____ _.I_L_' •J'_I_._ I_ —i_i1 •I'I _ - _ _ i--I '�JT p II ' II� �L� _ _ — _)�L''__'._I _ _- _• �II'I._ ". ,v_q_`. -- .+' L ' @ �t2 e, oCANnHSS12X4X3/E_ _ C W72X53 <INPLANE OF EXISTING RAFTERS> (E)2zE RIDGE BEAM . LL 'L . . (E)2xL RIDGE BEAM z IIS _ _ __ - _____-__-__—__—__—__ ~ L6x6x1/2 ABOVE to mrdwy ' '' il I, � , ,1 ,,i my J II Ir I EXISTING COLLAR TIES, III I' . • p I I' '' m z¢ ! H EXISTING COLUR TIES, TYPICAL 2x4 OR 2x6 ---�I-I ��-I io a�y .I" rQ ^I, a I L . In cj „ O TYPICAL 2x4 OR U n , Z<•_ _ '�.+ IIIp III I 0 -. ___ _ ____ _ -__ _ _ ___ -_I.-J � _ __. _ _.__ _ _. _ - _ _ _ _.-_ _ _ _• _ _ _v KKK _ --I� _ _ �_ _ _ _ � _ _:_ .- _+ w_' _ _ 1— _ ._._. _ _._1 _ .-.I _ _ _ _. I 53,O � _ � �_-_ J___ -, �r l J@ ; 1 u�z. _''IJJ_ - J@ II , ^_I L f ill •, " _ - - ' I ! - ' ' @X Im-jN� - -I_ -ji . _•i l_ I ;•_,_ iL T- _ f' 'T � .Im- - _ -L - ` -- Il In II, I S wW i • i; ' !e 'W II ' II II O m (E)4X4 1 0 (E 4x4 __ __— _ _ — _ CA I RAFTERS> —-_— �_—I_ NT. W 12X53 <UNDER EXISTING Lit II . I , .I •i LI I ;I ! ' I I •i ' Il I I I I �r KY$a In li ,I II - ' ! fO p ! 'I -II : IIT O I '�' I ' .l i_ _ _ - II! 'tSiO to j1 I I, WEX21 ( II I I • i . � - - - � -- ---- ---- - -I- - IR -- - -- — HS510Xi0Xi/ t r I I A I' r ` 2 CUT EXISTING RAFTERS AS REMOVE EXISTING 4x4 WOOD BEAM FOR PROVIDE 12"PLATE REQUIRED FOR NEW RIDGE BEAM INSTALLATION OF NEW BEAM BELOW OUTRIGGERS @ V-0"O C.BACK IN THE PLANE OF THE EXISTING EXISTING RAFTERS(SHORE AS TO HSS 10 BEAM TO SUPPORT RAFTERS(SHORE AS REQUIRED) REQUIRED).STRAP ALL RAFTERS TO W6 BEAM @ WINDOW HEAD STRAP ALL RAFTERS TO NEW NEW STEEL BEAMS,TYPICAL BELOW ROOF FRAMING PLAN STEEL BEAMS,TYPICAL. 5103 1/4"=1'-0" principal engineer NO OE E.2 E.6 E.7 n protect manager JRT Ydrawn by JA2 W8X21�,n, checked by JRT �' - -- - — - -- Job no. 15^04 date 711112014 i I , I I �h o revisions- LEGEND NOTES: W6X21 ' -I -- - -- - - I-I - -- --- - - - - - - - - INDICATES NEW STEEL BEAM O 1 T.O.STEEL VARIES w/ROOF-SEE ARCHITECTURAL DWGS. _J INDICATES NEW STEEL COLUMN 2. T.O.LEDGER SHALL MATCH T.O.EXISTING RAFTERS 3. GC TO VERIFY DIMENSIONS TO EXISTING STRUCTURE AS REQUIRED BEFORE ►-- INDICATES MOMENT CONNECTION FABRICATION OF NEW STRUCTURED ELEMENTS. 3 I �� 4 ALL EXISTTNG WOOD BLARING WALLS SHALL BE RE-SHEATHED AND STRAPPED 3 ACCORDING TO GENERAL NOTES AND TYPICAL WOOD SHEAR WALL DETAILS ON S-203 �-- INDICATES WALL PLATE TO CONCRETE WALL. AND S-204 FRAMING SHOWN HERE IS SEE TYPICAL DETAIL WPA,U 0 N. 5 EXISTING ROOF SKIP SHEETING SHALL BE REMOVED AND REPLACED WITH NEW WaX21 j DIRECTLY ABOVE CLERESTORY CAM. PLYWOOD SHEATHING IN ACCORDANCE WITH GENERAL NOTES AND TYPICAL DETAILS IN WINDOW,TYPICAL INDICATES CANTILEVER BEAM S-200 SERIES I no. date y -- INDICATES NEW WOOD BEAM.1-3/4"x3114"LVL - I uoN FORCONSTRUCTION �---� INDICATES EXISTING WOOD ROOF RAFTER. I � , I w ---- INDICATES EXISTING WOOD BEAM PERMIT SET W8X211 q�. . INDICATES NEW CONCRETE WALL O 'SII In' 7/}1/2014 INDICATES COLUMN BELOW/ABOVE —I)-- INDICATES KINKED BEAM IN ELEVATION TO If MATCH PROFILE OF ROOF R INDICATES 1-1/2"19-GA.TYPE BROOF DECK ROOF FRAMING PLAN S1 . 03 HIGH ROOF FRAMING PLAN @ MASTER CUBE RSA4`15904 51.03 1/4"-V-0" GENERAL NOTES STRUCTURAL STEEL ENGINEERED WOOD PRODUCTS SPECIAL INSPECTIONS (IBC) 1 ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND 1. ALL STRUCTURAL STEELWORK SHALL CONFORM TO THE FOLLOWING 1. WOOD(JOISTS'PROVIDE ENGINEERED WOOD IJOISTS,SIZES AND SERIES 1. INSPECTIONS REQUIRED BY THE LOCAL JURISDICTION SHALL BE CO i SHALL CONFORM TO THE PROJECT SPECIFICATIONS,INCLUDING THE NY STATE RESIDENTIAL BUILDING CODE, GOVERNING STANDARDS. AS SHOWN,AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL PERFORMED BY A TESTING AGENCY PROVIDED BY THE OWNER FOR THE Y LATEST EDITION A RISC 360"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"AND AISC INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S STANDARD FOLLOWING ITEMS 2 CONTRACTOR SHALL PROVIDE TEMPORARY SHORING,BRACING,AND SHEETING AND MAKE SAFE ALL FLOORS, 303"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" RECOMMENDATIONS AND DETAILS,INCLUDING CONSTRUCTION BRACING, A STEEL CONSTRUCTION(SC 1704 3,TABLE 1704 3) ROOFS,WALLS,AND ADJACENT PROPERTY AS PROJECT CONDITIONS REQUIRE.SHORING AND SHEETING B AMERICAN WELDING SOCIETY(AWS D11)"STRUCTURAL WELDING CODE- MINIMUM BEARING LENGTHS,WEB STIFFENERS,SQUASH BLOCKS, I. WELDING(BC170431) v a ^ SHALL BE DESIGNED BYA REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE PROJECT JURISDICTION, STEEL" BLOCKING,KNOCK-OUTS AND HOLES,ETC. HIRED BY THE CONTRACTOR,WHO SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR THE 012 RIM BOARDS PROVIDE CONTINUOUS I.1/4"THICK RIM BOARDS, u. DETAILS(BC 1704.3.2) W a 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM in HIGH-STRENGTH BOLTING(SC 1704 3.3) REVIEW. SPECIFICATIONS. TIMBERSTRAND LSLAS MANUFACTURED BY WEYERHAEUSER OR APPROVED 3 DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION GIVEN IN STRUCTURAL DRAWINGS ARE BASED ONA WIDE FLANGE BEAMSCOLUMNSAND STRUCTURAL TEES ASTM A992 EQUAL INSTALL IN COMPLIANCE WITH THE MANUFACTURER'S , , INFORMATION CONTAINED IN VARIOUS AS BUILT DRAWINGS PROVIDED BY THE OWNER,AND LIMITED FIELD RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMS THE TESTING AGENCY FOR THE INSPECTIONS SHALL FILE ALL APPROPRIATE B. HOLLOW STRUCTURAL SECTIONS ASTM A500,GRADE B FORMS WITH THE BUILDING DEPARTMENT EXISTING CONS MONS BY ACTUAL E THE MENT CONTRACTOR SHAVATION Y ALL INFORMATION PERTAINING TO 3 MICRO-LAM BEAMS PROVIDE ENGINEERED BEACTURE ES AS SHOWN, r.....r EXISTIflG CONDITIONS BY ACTUAL MEASUREMENT AND OBSERVATION AT THE SITE.ALL DISCREPANCIES C. STRUCTURAL PIPE SECTIONS.ASTM A53,GRADE B MICROLUM LVL OR PARALLAM PSLAS MANUFACTURED BY WEYERHAEUSER y BETWEEN ACTUAL CONDITIONS AND THOSE SHOWN IN THE CONTRACT DOCUMENTS SHALL BE REPORTED TO D CHANNELS,ANGLES,AND PLATES ASTM A36 UNLESS OTHERWISE NOTED OR APPROVED EQUAL INSTALL IN STRICT COMPLIANCE WITH THE THE ENGINEER OF RECORD FOR EVALUATION BEFORE THE AFFECTED CONSTRUCTION IS PUT IN PLACE. E BOLTED CONNECTIONS OF BEAMS/GIRDERS ARE TO BE DESIGNED AS MANUFACTURER'S STANDARD RECOMMENDATIONS AND DETAILS. C..3++ 4. THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY.THESE NOTES HIGHLIGHT RATHER FOLLOWS 4. GLUED LAMINATED TIMBER(SOFTWOOD) PROVIDE ENGINEERED BEAMS, N THAN REPLACE THE SPECIFICATIONS CONTAINED IN THE PROJECT MANUAL a STANDARD BEAM TO BEAM/GIRDER A325 OR A490 BEARING TYPE BOLTS SIZES AS SHOWN,IN ACCORDANCE WITH RITC 117-84 DESIGN STANDARD (314"DIAMETER MINIMUM WITH HARDENED WASHERS). SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER OF 7 b. BEAM/GIRDER TO COLUMN CONNECTIONS A325-SC OR A490-SC TYPE SOFTWOOD SPECIES-UNLESS NOTED OTHERWISE,ALL LAMINATIONS SHALL DESIGN LOAD Q � BOLTS(3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). BE SOUTHERN PINE. F. ANCHOR13OLTS ASTM F1554,GRADE 36 S. ROOFTRUSSES PROVIDE PRE-ENGINEERED ROOF TRUSSES,AS SHOWN ON G. STRUCTURAL STEEL NOTED TO BE STAINLESS STEEL SHALL BE ASTM A278 THE DOCUMENTS,TO RESIST LOADS TABULATED ON THIS SHEET(INCLUDING STAINLESS STEEL GRADE 304. NET UPLIFT) INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S V m STANDARD RECOMMENDATIONS AND DETAILS.FABRICATOR SHALL SUBMIT 20PSF ROOF DEAD LOAD H ALL STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM F593 ALLOY 304. LAYOUT PLANS AND ENGINEERING DRAWINGS FOR APPROVAL PRIOR TO 20PSF ROOF LIVE LOAD �- 1. ALL STAINLESS STEEL NUTS SHALL CONFORM TO ASTM F594 ALLOY 304 FABRICATION. 20PSF TYPICAL FLOOR DEAD LOAD 3. STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM 30PSF TYPICAL FLOOR DEAD LOAD(STONEMLE FINISH) W Z FOUNDATIONS CONNECTIONS,AND SHALL BE U 40PSF TYPICAL FLOOR LNE LOAD 7 e Z -SELECTED OR COMPLETED BY AN EXPERIENCED STEEL DETAILER, i 1. BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING -UTILIZING ASD LOADS AND PROCEDURES FRAMING LUMBER 3 w MINIMUM BEARING CAPACITY OF 6000 PSE,AS PROVIDED BY AKRFA FOR NON-COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON ENGINEERING.ADEQUACY OF BEARING STRATUM SHALL BE VERIFIED IN REACTION AS DETERMINED FROM AISC UNIFORM LOAD TABLE(UNLESS 1. ALL FRAMING LUMBER WORK SHALL CONFORM TO THE FOLLOWING in Lu FIELD PRIOR TO PLACING CONCRETE ALL NECESSARY ADJUSTMENTS TO THE OTHERWISE NOTED ON PLANS) GOVERNING STANDARDS' W BOTTOM OF FOOTINGS TO BE REVIEWED AND APPROVED BY THE B. FOR COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON 1.5 x STRUCTURAL ENGINEER OF RECORD, A AMERICAN INSTIME OF TIMBER CONSTRUCTION, CONSTRUCTION PROJECT DESIGN CRITERIA AS PER TABLE R301.2 1 OF NYS CODE REACTION FROM AISC UNIFORM LOAD TABLE(UNLESS OTHERWISE NOTED MANUAL"LATEST EDITION. 5 �z 2. DO NOT PLACE BACKFILLAGAINST BASEMENTWALLS UNTIL ALL FLOORS ON PLANS) B NOTIONAL FOREST PRODUCTS ASSOCIATION"NATIONAL DESIGN SUBJECT TO DAMAGE FROM 4 BRACING THESE WALLS ARE IN PLACE AND HAVE ATTAINED THEIR 28 DAY C REINFORCING IS TO BE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE SPECIFICATIONS FOR WOOD CONSTRUCTION,"LATEST EDITION O STRENGTH THE SHEAR OR MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE GROUND EXPOSURE SEISMIC FLOOD ;� � W 3 ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF""BELOW FINAL REACTION FLANGES AND WEB ARE TO BE REINFORCED WHERE THE LOCAL 2. FRAMING LUMBER SHALL HAVE EACH PIECE GRADE STAMPED,SHALL BE SNOW LOAD WIND SPEED CATEGORY DESIGN FROST LINE HAZARD `o u- Z GRADE. CAPACITY TO SUSTAIN CONNECTION LOAD IS INADEQUATE. SURFACED DRY(EXCEPT STUDS,WHICH SHALL BE KILN DRIED)AND SHALL (PSE) (MPH) (WIND) CATEGORY WEATHERING DEPTH TERMITE (FEMA) CONFORM TO THE FOLLOWING SPECIES AND GRADE 4 CONCRETE SHALL BE POURED IN DRY EXCAVATIONS CONTRACTOR SHALL D. CONNECTIONS SHALL BE DESIGNED FOR SHEAR AND ECCENTRICITY, 20(1) 120(2) C(3) B(4) SEVERE(5) 48"(6) MD TO HW Q) N/A(8) 9 I'"' NOTE SOIL AND WATER CONDITIONS AS SHOWN BY BORINGS AND DEPTHS CONSIDERING THAT THE CONNECTION IS AN EXTENSION OF THE BEAM AND A. RAFTERS AND JOISTS DOUGLAS FIR-LARCH*2 OR HEM FIR 82 -' 5 Ce rn OF FOOTING AS SHOWN ON FOUNDATION PUNS GIRDERS. B BEAMS,GIRDERS AND HEADERS:DOUGLAS FIR-LARCH Ri OR HEM FIR 81 z C. STUDS AND PLATES'DOUGLAS FIR-LARCH STUD GRADE OR HEM FIR STUD O o v 4. MINIMUM WELD SIZE 151/4"FILLET UNLESS NOTED OTHERWISE. THIS PROJECT FALLS UNDER THE JURISDICTION OF THE INTERNATIONAL RESIDENTIAL CODE ANDTHE BUILDING a ,-. 5 ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND GRADE CODE OF THE STATE OF NEW YORK.CONTRACTOR SHALL FOLLOW ALL MINIMUMS ESTABLISHED IN NOTED CODE CONCRETE INSTALLED WITH NATURAL CAMBER UP.CANTILEVER BEAMS SHALL BE 3 TIMBER LUMBER SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADE UNLESS SPECIFICALLY WAIVED BY LOCAL CODE OFFICIALS IF CONTRADICTIONS OCCUR BETWEEN THESE FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES A POST AND TIMBER DOUGLAS FIR-LARCH#1 OR HEM FIR81 DOCUMENTS AND THE NOTED CODE,THE MORE CONSERVATIVE SPECIFICATION SHALL APPLY CANTILEVER END. B BEAMS AND STRINGERS DOUGLAS FIR-LARCH Rt OR HEM FIR X7 1. GROUND SNOW LOAD IS BASED ON FIGURE R301.2(5)FOR THE STATE OF NEW YORK AND HAVE BEEN ADJUSTED AS 1. ALL CONCRETE WORK SHALL CONFORM TO THE ACI FOLLOWING GOVERNING S. FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE 4 PRESERVATIVE-TREATED WOOD PROVIDE TREATED DOUG-FIR*2 LUMBER PER ASCE 7 FOR FLAT OR SLOPED ROOF SNOW LOADS,DRIFT,ETC(EQUATION 7-1 AND 7-2).THE FOLLOWING STANDARDS. EXPRESS WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD COMPLYING WITH ACQ-D(CARBONATE) COPPER AZOLE(CA-B),OR SODIUM FACTORS WERE USED FOR THIS PROJECT: W A. AMERICAN CONCRETE INSTITUTE(ACI)"BUILDING CODE REQUIREMENTS FOR 7. WELDING SHALL BE PERFORMED BY CERTIFIED LICENSED,AWS-QUALIFIED BORATE(SBX(DOT)WITH NaS10/2)AT ALL LUMBER IN CONTACT WITH A. I,IMPORTANCE FACTOR 1 0(TABLE 7-4,ASCE 7) H STRUCTURAL CONCRETE"(ACI 318), LATEST EDITION PER GOVERNING WELDERS ELECTRODES SHALL BE AWS 51,CLASS E70XX(USE LOW CONCRETE OR MASONRY,OR AS OTHERWISE INDICATED ON B. Ce,EXPOSURE FACTOR'1 0(TABLE 7-2,ASCE 7) QUI BUILDING CODE HYDROGEN ELECTRODES FOR A572, GRADE 50 STEEL).WELDING ARCHITECTURAL OR STRUCTURAL DRAWINGS.ACZA TREATMENT IS NOT C. C4 THERMAL FACTOR 1 0(TABLE 7-3,ASCE 7) U S. ACI"MANUAL OF CONCRETE PRACTICE",LATEST EDITION ELECTRODES FOR ASTM A276-97 STAINLESS STEEL,GRADE 304, SHALL PERMITTED TREATED LUMBER AND/OR PLYWOOD SHALL BEAR THE LABEL U CONFORM TO AWS A54 FOR SHIELDED METAL ARC WELDING,ELECTRODE OF AN ACCREDITED AGENCY SHOWING 0 40 PCF RETENTION.WHERE 2 BASE WIND SPEED HAS BEEN CONVERTED INTO DESIGN PRESSURES FOR MAIN WINDFORCE RESISTING SYSTEM C C. CONCRETE REINFORCING STEEL INSTITUTE(CRS()"MANUAL OF STANDARD CLASS E304,OR AWS A5.9 FOR GAS METALARC WELDING,ELECTRODE LUMBER AND/OR PLYWOOD IS CUT OR DRILLED AFTER TREATMENT,THE AND COMPONENTS AND CLADDING PER TABLE R301.2(4) PRACTICE",LATEST EDITION CLASS ER304,Ft-70 KSI. TREATED SURFACE SHALL BE FIELD-TREATED WITH COPPER NAPTHENATE 3. EXPOSURE CATEGORY IS BASED ON SECTION R301.2.1.4. 2. ALL CONCRETE COMPOSITE ON METAL DECK SHALL BE LIGHT WEIGHT THE CONCENTRATION OF WHICH SHALL CONTAIN A MINIMUM OF 2%COPPER 4. SEISMIC DESIGN CATEGORY IS BASED ON FIGURE R301 2(2)AND SECTION 8301.2.2.1.DETACHED ONE-AND m d SHOP PAINT EXTERIOR EXPOSED STEEL MEMBERS,STEEL MEMBERS NOT TWO-FAMILY DWELLINGS LOCATED IN SEISMIC DESIGN CATEGORY A,S,AND E ARE EXEMPT FROM THE SEISMIC CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT28 METAL)BY REPEATED BRUSHING,DIPPING,OR SOAKING UNTIL THE WOOD � ENCASED IN CONCRETE OR SPRAY FIREPROOFED,AND ALL STEEL MEMBERS REQUIREMENTS OF THE CODE. w DAYS,UNLESS OTHERWISE NOTED ABSORBS NO MORE PRESERVATIVE. 3 ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A AT TTALLEHE EXTERIORRIOR WALL EXPOSITH ED MBERSEC WITH 0530 MNITHEQUALNELD z PAINT ALL EXTERIOR EXPOSED MEMBERS WITH TNEMEC 5300MNITHANE OR S. ALL WOOD FRAMING INCLUDING DETAILS FOR BRIDGING, BLOCKING,FIRE S. WEATHERING IS DETERMINED BY FIGURE 83012(3). O c SSV STRENGTH OF 4 000 PSI AT 28 DAYS UNLESSETC, H '+ MINIMUM SE NOTE COMPRESSIVE TH APPROVED EQUAL. STOPPING, SHALL CONFORM TO THE LATEST EDITION OF THE 6. THE DEPTH TO BOTTOM OF FOOTING IS ESTABLISHED BY THE LOCAL JURISDICTION AND FIGURE 8403.1(1) W j a OTHERWISE NOTED "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"AND ITS 9 FOLLOWS SUPPLEMENTS BE INSTALLED OVERALL OPENINGS IN MASONRY WALLS AS 7. TERMITEAPPROPRIATE DETAIL ATO ADDRESS IS LOCAL AUTHORITIES SEE ARCHITECTURAL DRAWINGS FOR ALL 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM SUPPLEMENTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE NEPA E-' FOLLOWS APPROPRIATE DETAILS TO ADDRESS THIS CONDITION. Sa" A615,GRADE 60 OR A775 EPDXY COATED WHEN CALLED OUT ON PLAN "MANUAL FOR HOUSE FRAMING"OR THE GOVERNING LOCAUSTATE BUILDING REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI'DETAILS CODE. 8. FLOOD HAZARD IS DETERMINED BY LOCAL SURVEY AND FEMA MAPS W MASONRY OPENING LINTEL v AND DETAILING OF REINFORCEMENT', (ACI 315), LATEST EDITION. U r & 4'-0"OR LESS L4x3-12x5/16 LLV 6 FASTENING SHALL BE IN ACCORDANCE WITH THE MOST RESTRICTIVE OF: .0 5 REINFORCING STEEL TO BE WELDED TO CONFORM TO ASTM A706 GRADE 60. 4'-1"to T-0" L6x3-112x5/16 LLV THE GOVERNING LOCAUSTATE BUILDING CODE,(LATEST EDITION),OR THE 6 WELDED WIRE FABRIC MWF)SHALL CONFORM TO ASTM A1064,WITH A MANUFACTURER'S RECOMMENDED FASTENING SCHEDULES. MINIMUM YIELD STRENGTH OF 65,000 PSI A 3-12"LEGS ARE HORIZONTAL 7. ALL FLUSH FRAMED CONNECTIONS SHALL BE MADE WITH APPROVED 7. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES B PROVIDE ONE ANGLE FOR EACH 4"OF WALL THICKNESS. GALVANIZED STEELJ0IST OR BEAM HANGERS, MINIMUM 18 GAUGE, WITH ALL OTHER DISCIPLINES DRAWINGS MINIMUM CONCRETE BETWEEN C. PROVIDE L5x5x5/16 ANGLES FOR 6"THICK WALLS AND PARTITIONS WITH INSTALLED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. SLEEVES SHALL BE 6". OPENINGS UP TO V-0". 8 WHERE FRAMING LUMBER IS FLUSH FRAMED TO MICROLLAM,STEEL OR 8. ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE D. PROVIDE MINIMUM 6"BEARING AT EACH END. FLITCH-PLATE GIRDER,SET THESE GIRDERS 1/2"CLEAR(MIN.) BELOW TOP OF STRENGTH OF 5000 PSI E LINTELS OVER 6'-0"SHALL BE FIREPROOFED FRAMING LUMBER,TO ALLOW FOR SHRINKAGE. 9 PROVIDE CLEARANCE FROM FACE OF CONCRETE TO REINFORCEMENT AS 10 SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL 9 STUD BEARING WALLS ARE TO BE 2x4 @ 16"ON CENTER AT THE INTERIOR SOF NE(,V y r� E1R O FOLLOWS* ENGINEER FOR REVIEW AND APPROVAL NO FABRICATION OF STEEL SHALL AND 2x6 @ 16"ON CENTER AT THE EXTERIOR,UNLESS NOTED OTHERWISE -5 � A SUBS:3/4" COMMENCE WITHOUT APPROVED SHOP DRAWINGS ON PLAN B BEAMS d COLUMNS 1-12" 11. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS 10 ALL RAFTERS AND JOISTS SHALL ALIGN DIRECTLY WITH STUDS BELOW. WHERE REQUIRED,INSTALL ADDITIONAL STUDS. 6: s C. FOOTINGS•3" 1 D. EXTERIOR WALLS.2"FOR*6 OR URGER, 1.12"FOR*5 OR SMALLER 1 LAP ALL PLATES AT CORNERS AND AT INTERSECTION OF PARTITIONS. E INTERIOR WALLS:3l4" 12. STAGGER ALL TOPATUD BOTTOM PLATE SPLICES A MINIMUM OF 32 INCHES yd, 10 SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER 13 USE DOUBLE STUDS @ ENDS OF WALLAND ENDS OF WALL OPENINGS �Op JB888 V�? FOR REVIEW AND APPROVAL NO CONCRETE WORK SHALL COMMENCE 14 AT THE ENDS OF ALL BEAMS,HEADERS AND GIRDERS PROVIDE A BUILT UP "to SI WITHOUT APPROVED SHOP DRAWINGS POST INSTALLED ADHESIVE AND MECHANICAL ANCHORS OR SOLID POST WHOSE WIDTH IS AT LEAST EQUAL TO THE WIDTH of THE 11. CLEAN AND ROUGHEN TO 1/4"AMPLITUDE ALL EXISTING CONCRETE MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4"(NOMINAL)AT INTERIOR SURFACES TO RECEIVE NEW CONCRETE PRIOR TO PLACEMENT. WALLS AND 6"(NOMINAL)AT EXTERIOR WALLS. 1. TECHNICAL STALLED TO INTACT BASE MATE IAL N TIFY EN MANUFACTURER 15. BUSE EAMS ARE NOT IDEAS AND HEADERS AT ALL FLOOR OPENINGS WHERE 12. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF TECHNICAL DATA TO INTACT BASE MATERIAL NOTIFY ENGINEER OF RECORD BEAMS ARE NOT DESIGNATED. EQUIPMENT PADS,INSERT AND EMBED ITEMS. PRIOR TO INSTALLATION IF BASE MATERIAL CONDITION DEVIATES FROM 16 PROVIDE CROSS BRIDGING AT A MAXIMUM OF 8'-0"ON CENTER. principal en ineer NO 13. REINFORCING DOWELS,WATERSTOPS,AND OTHER EMBED ITEMS SHALL BE STRUCTURAL DRAWINGS OR MANUFACTURER TECHNICAL DATA 9 INSTALLED AND SECURED PRIOR TO CONCRETE PLACEMENT. 2. MANUFACTURER DATA FOR ALTERNATE ANCHORAGE PROPOSED BY 17. BUILT UP BEAMS LESS THAN d"DEEP SHALL BE SPIKED TOGETHER WITH(2) protect manager JRT "WET•SETTING"OF EMBEDDED ITEMS IS NOT PERMITTED. CONTRACTOR SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW 16d NAILS @16"ON CENTER BUILT UP BEAMS GREATER THAN 8"DEEP SHALL AND APPROVAL SUBMITTAL SHALL INCLUDE THE ICC EVALUATION SERVICE BE SPIKED TOGETHER WITH(3) 16d NAILS @16"ON CENTER. drawn by JA2 REPORT WITH ICC TESTED CAPACITY MEETING OR EXCEEDING CAPACITYOF 18 WHERE THERE IS NO PLYWOOD WALL SHEATHING,PROVIDE DIAGONALS AT ANCHORAGE SPECIFIED IN CONTRACT DOCUMENTS ALL EXTERIOR CORNERS OF STUD WALLS AT EACH FLOOR. (1x4 BRACES LET Author 3 UNLESS OTHERWISE INDICATED, POST INSTALLED ANCHORAGE SHALL BE INTO STUDS AND NAILED AT EACH STUD CROSSING WITH(2) 10d NAILS.) checked by Checker METAL DECK ADHESIVE TYPE HILTI HIT-HY200 MAX INTO CONCRETE,GROUT FILLED CMU 19. CHIMNEYS' ALL STUDS FOR CHIMNEY FRAMING TO BE CONTINUOUS FROM OR STONE BASE MATERIAL OR HILT[-HIT HY70 INTO BRICK MASONRY OR ATTIC FLOOR LEVEL UP.CHIMNEY SHALL BE FACED WITH 12"APA GRADED Job no 15904 UNGROUTED CMU BASE MATERIAL FIRE-RETARDANT PLYWOOD GLUED d,SCREWED TO STUDS.WHERE WALLS date 711112014 1. METAL DECKING WORK SHALL CONFORM TO THE AISI NORTH AMERICAN 4 EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH EXCEED 4'-0"IN WIDTH, INSTALL DIAGONAL METAL BRACING AT INSIDE FACE "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL SPECIFIC ANCHOR LOCATIONS.UNLESS NOTED ON THE DRAWINGS THAT THE OF CHIMNEY AT ALL FOUR WALLS MEMBERS",LATEST EDITION PER GOVERNING BUILDING CODE. EXISTING REBARS CAN BE CUT,THE CONTRACTOR SHALL REVIEW THE 20. WHERE CANTILEVERED BEAMS ARE INDICATED,THE FAR CONNECTOR SHALL 2 METAL DECKING UNITS AND ACCESSORY ITEMS SHALL BE FORMED FROM EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE BE CAPABLE OF RESISTING AN UPLIFT OF 1000 LBS.MINIMUM,UNLESS NOTED STEEL SHEETS CONFORMING TO ASTM A611 OR A653 WITH A MINIMUM YIELD POSITION OF THE REINFORCING BARS BY A MEANS APPROVED BY THE OTHERWISE STRENGTH OF 33,000 PSI BEFORE FORMING,THE STEEL SHEET SHALLrevisions ENGINEER OF RECORD 21 NO NEW OR EXISTING JOISTS SHALL BE CUT OR NOTCHED WITHOUT RECEIVE A HOT DIP GALVANIZED COATING CONFORMING TO ASTM A653, APPROVAL GRADE 90 22 3. METAL DECKING SHALL BE SHORED AS REQUIRED BY PUNS OR BY SPAN AND LOAD CONDITIONS TO SUPPORT WET WEIGHT OF CONCRETE AND ALL CONSTRUCTION LOADS. WOOD STRUCTURAL PANEL SHEATHING WOOD HEADER SCHEDULE 4 THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BY APPROVED ROUGH OPENING HEADER METHOD(TO BE SHOWN ON SHOP DRAWINGS)BETWEEN SUPPORTS,AT 1 PROVIDE STRUCTURAL 1 PLYWOOD SHEATHING WITH BOND CLASSIFICATIONS WIDTH 2x4 WALL 2x6 WALL INTERVALS TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH TO MAINTAIN LESS THAN V-0" (2)2x6 (3)2xd BUILDING ALIGNMENT AND TO SUSTAIN LOCAL CONSTRUCTION LOADS APPROPRIATE TO THE END USE'"EXTERIOR"(PERMANENT EXPOSURE),OR X-1 TO 4'-0" (2)2x8 (3)2x8 WITHOUT DISTORTION OR SEPARATION,MAXIMUM SPACING SHALL BE S-0" "EXPOSURE["(CONSTRUCTION EXPOSURE ONLY) BETWEEN SUPPORT BEAMS.END UPS OF SHEETS SHALL BE A MINIMUM OF 2 2 FLOOR SHEATHING NOM.3/4"THICK T&G PLYWOOD(48/24 SPAN RATING), 4'-1"TO V-0" (2)2x10 (3)2x10 INCHES. APA STURD-I-FLOOR,OR ADVANTECH SUBFLOOR 6-1"TO Si (2)2x12 (3)2x12 5 EXCEPTAS OTHERWISE NOTED, DECK SHALL BE ATTACHED TO STRUCTURAL 3 ROOF SHEATHING(STANDARD) NOM.5/8"THICKTdG PLYWOOD(4824 SPAN OVER 8'4" SEE PLANS SEE PLANS STEEL BY 3/4"0 FUSION WELDS @12-ON CENTER.AT END AND INTERIOR RATING) no. date by SUPPORTS PERPENDICULAR TO THE DECK SPAN AND AT EDGE AND INTERIOR 4 ROOF SHEATHING(UNDER SLATE OR CLAY TILE) NOM.3/4"THICK Td.G SUPPORTS PARALLEL TO THE DECK SPAN WELDS MAY SE OMITTED IN RIBS PLYWOOD(48/24 SPAN RATING) 23. ALL LIGHT-GAUGE HANGERS SUPPORTING PRESERVATIVE TREATED WOOD IN WHICH SHEAR CONNECTORS ARE TO BE APPLIED,EXCEPT THAT EACH 5 WALL SHEATHING(STANDARD:NOM 1/2"THICK PLYWOOD(32116 SPAN SHALL MEET OR EXCEED G185(1 85 OZ OF ZINC PER SQUARE FOOT) DECK SECTION SHALL HAVE SUFFICIENT WELDS TO ADEOUATELY SECURE RATING) ALTERNATIVELY,STAINLESS STEEL CONNECTIONS MAY BE USED ,FOR CONSTRUCTION ) THE DECK,BRING THE DECK INTO DIRECT CONTACT WITH THE SUPPORTING 6 WALL SHEATHING(BEHIND SLATE,CLAY TILE,OR MASONRY VENEER NOM. FASTENERS SHALL MATCH THE HANGER FINISH AND MATERIAL STEEL AND TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH TO MAINTAIN 3/4"THICK PLYWOOD(48/24 SPAN RATING). 24 WHERE JOIST ORIENTATION IS PARALLEL TO EXTERIOR SND OR BUILDING ALIGNMENT. FOUNDATION WALLS,PROVIDE FULLSECTION BLOCKING FOR 3 BAYS @ 4'-0" 6. PRIOR TO FABRICATION,THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS 7. USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD ON CENTER MAXIMUM WHERE SHEATHING IS NOT CONTINUOUSLY FASTENED PERMIT SET, FOR THE METAL DECKING SHOWING DECK GAUGE,SIZE,AND LAYOUT AS SHEATHING 'TO TOP BOTTOM OF JOIST.PROVIDE 18 GA x x 1'-0"(MINIMUM)FLATWELL AS CLOSURE CONDITIONS,WELDS TO SUPPORTS AND SIDE LAP d LEAVE 1116"SPACE AT ALL PLYWOOD PANEL END JOINTS AND 1/e"SPACE AT TENSION STRAP BETWEEN ALIGNED BLOCKING MEMBERS. � 7/11)2614 DETAILS. ALL PANEL EDGE JOINTS. 25 ALL SILL PLATES SHALL BE PRESSURE TREATED AND ANCHORED TO 7. ALL REINFORCED OPENINGS IN METAL DECK SHALL BE INSTALLED BY METAL 9 UNLESS NOTED OTHERWISE,WALL SHEATHING SHALL BE FASTENED TO FOUNDATION WALLS WITH 1/2"DIAMETER HEADED ANCHOR BOLTS(ASTM DECK SUBCONTRACTOR.METAL DECK SUBCONTRACTOR TO PROVIDE FRAMING WITH Bid COMMON NAILS @ 4"ON CENTER AT EACH SHEET F1554)@ 4'-0"ON CENTER AND WITHIN 12"OF ALL SILL PLATES SPLICES. REINFORCING AS PER TYPICAL DETAILS. PERIMETER AND I2"ON CENTER ELSEWHERE PROVIDE 2x6 BLOCKING AT ALL (MINIMUM 7-EMBED.) FREE EDGES. 8 AT METAL DECK WITHOUT CONCRETE FILL THE FOLLOWING MAY BE ATTACHED WITHOUT SPECIFIC APPROVAL OF THE STRUCTURAL]ENGINEER' 10 UNLESS NOTED OTHERWISE,ROOF SHEATHING SHALL BE FASTENED TO ACOUSTICAL TILE AND GYPSUM BOARD CEILING ONLY,NO PIPING,DUCTING FRAMING WITH Bid COMMON NAILS @ 6"ON CENTER AT EACH SHEET OR CONDUIT MAXIMUM CEILING WEIGHT=3.5 PSF MAXIMUM WIRE HANGER PERIMETER AND 12"ON CENTER ELSEWHERE. LOAD-60 LBS 11 ALL FLOOR SHEATHING SHALL BE GLUED AND SCREWED TO FLOOR JOISTS GENERAL NOTES 9 WHERE SUSPENSION OF HANGER WI RES ARE REQUIRED BY OTHERS,VERIFY USING AN APA APPROVED ADHESIVE AND#a SCREWS @6"ON CENTER AT AND COORDINATE LOCATIONS,PATTERNS,SPACING,ETC.WITH THE EACH SHEET PERIMETER AND 12"ON CENTER ELSEWHERE,UNLESS NOTED APPROPRIATE TRADE.DRILL OR PUNCH HOLES AT BOTTOM OF DECK FLUTES OTHERWISE OF SUFFICIENT SIZE TO PASS SUPPORT WIRES.WIRE SUPPORTS HALL BE S2 . 00. 0 0 LOOPED AND SECURED WITH A MINIMUM OF THREE(3)TIGHT TURNS AROUND A MINIMUM 112"x12"LONG FURRING CHANNEL OR NO.3x12"LONG J REINFORCING BAR CENTERED ABOVE THE HOLE AND LAID IN THE DECK FLUTES RSA* 15904 I •n Iq I I . ii I , r i Inn , , , , n w c� CONCRETE PIER OR WWF. x rn m STEEL COLUMN {� t'O- w Zw (SEE PUN) ■ SAW CU e Y p zY SUB REINF. 1-1rz"DEEP M m U M, 2'x3"CONT. SLAB ON GRADE (MESH REBAR) BASE PLATE, SEE V owF S� `^ •`xKEY • TYPICAL DETAIL HORIZONTAL REINF. 244 @ 3"x4'-0"LONG TO RUN THRU c \� f-1 ISOLATION JOINT I AL ;L COLUMN• SEE PLAN AND ADDITIONAL AT ALL U14INTERRUPTFO MIN MAXIMUM DISTANCE BETWEEN � 21 9\�. REENTRANT CORNERS ON GR1. EE TYPICAILSLAB COLUMN SCHEDULE H CONTRACTION JOINTS IN INCHES JOINTS A IS 36 TIMES SLAB THICKNESS NON-SHRINK Im o ZMIN CONCRETE SLAB ON ^ SUB EDGE GROUT,2"MIN. LIZ TYP. GRADE WATERSTOP I ~ 1 T- — T x—x—x �'� SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT o �C NOTE* MAXIMUM POUR LENGTHS C z AT ALL RE- ENTRANT CORNERS • I I FOUNDATION WALL 80'-0" • -r • 1 \ 6"x6"W20x W20WWF 101, B.O.FTG. SEEPLAN III—III—III—I TYPICAL CONSTRUCTION JOINT CM 9 WATERSTOP.2"COVER -' I m CONCRETE SLAB MIN E S (OR AS REQ'D �_ —_ III—III—III— ANCHOR BOLTS,SEE BY WATERSTOP MANUF.) TYPICAL DETAIL IN CONCRETE WALL 3"CLR O'f WATERSTOP _ _ NOTES, 1/2"=1'-0" . W Z in 2 1 - Z U Z 1 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEARING NOTES CAPACITY AS SPECIFIED IN THE GENERAL NOTES. 3 W I I —III—I • II • I 2 FOR SIZE,DEPTH AND REINFORCING SEE FOOTING SCHEDULE. V Q•—III—III —III— I VAPOR BARRIER 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING H W F STRIPS WHERE EACH SINGLE STRIP DOES NO EXCEED 6"GRAVEL OR 36 TIMES SLAB THICKNESS WIDTH IN INCHES. � a (\\1 6"GRAVEL OR STONE CRUSHEDSTONE 2 SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A u1 ` RBED 10 MIL POLYETHYLENE MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLAB UNDISTURBED SOIL TUFILL VAPOR BARRIER UNDISTURBED SOIL OR FILL THICKNESS JOINTS SHALL BE SAWED NO LATER THAN Y OR 24 HOURS AFTER CONCRETE IS PLACED z K Q 3 COMPACTED TO 95%VEL OR OF MAXIMUMDSHALL NSi VB AT OPTIMUM TYPICAL STEEL COLUMN ON CONCRETE FOOTING O � O w SLAB ON GRADE SLAB-ON-GRADE &WALL INTERFACE MOISTURE CONTENT. rz^= 1'-0^ _ O rn TYPICAL SLAB ON GRADE O a z 1rz"= V-0" STANDARD HOOK T/J /' — DEFORMED BAR TENSION DEVELOPMENT LENGTH (Ld) U FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS U 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE BAR SIZE _CASE1 _1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 y #3 17 25 15 22 13 20 12 18 w m w #4 22 33 19 29 17 26 16 24 F #5 28 42 24 36 22 32 20 30 00 w #6 33 50 29 43 26 39 24 35 COLUMN, SEE PLAN � AND COLUMN #7 48 72 42 63 38 56 34 51 W ANCHOR BOLTS, (SEE TVP.DTL) SCHEDULE pad BASE PLATE,(SEE TYP.DTL) _ #8 55 83 48 72 43 64 39 59 O� N=21 ISOLATION JOINT(SEE TYPICAL #9 62 93 54 81 48 72 44 66 NON-SHRINK GROUT,2' SLAB ON GRADE DETAIL) TEE-INTERSECTION #10 70 105 61 91 54 81 50 74 MIN. TO SUB CONCRETE SLAB #11 78 116 67 101 1 60 90 55 82 _ OTES• EL BEE PLAN x—�-r,a x—x—x —T 1. FOR HORIZONTAL REINFORCEMENT WITH 121N OR MORE FRESH CONCRETE T.O FOOTING OR PIER ^7, ,Y9 t� y • z CAST BELOW IT,Ld SHALL BEI 3TIMES THE VALUES GIVEN ABOVE. OF Nell, "Y7 '�` .kE Y EL SEE PLAN �_ �� 11 STANDARD HOOK y a 2 FOR EPDXY-COATED BARS' OP "V')I / PIER REINF. SEE PLAN z v' y ( a a WHERE CONCRETE COVER IS LESS THAN 3db,OR CLEAR SPACING IS LESS 2-24 TIES @ 3 0 C.AT TOP OF PIER -I� 2"CLR AND SCHEDULE) �•� S THAN 6db,Ld SHALL BE 1 5 TIMES THE VALUES GIVEN ABOVE REMAINDER AS PER SCHEDULE _ __TYP. - r p v — b WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3db AND CLEAR "• •• • _ �\ f J SPACING IS GREATER THAN 6db,Ld SHALL BE 12 TIMES THE VALUES GIVEN ABOVE yNIt: tiW CASE 1:CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, io east h • m CLEAR COVER NOT LESS THAN db,AND STIRRUPS OR TIES THROUGHOUT Ld E l B O.FOOTING a X71EL 3 .-{SEE PLAN NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING_ TENSION DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR COVER NOT LESS THAN db NOTES: 13"CLR. LAP SPLICE CASE II OTHER CASES 1 PIER SIZE TO BE 3"LARGER THAN COLUMN BASE PLATE ALL ROUND U N O ON CORNER principal engineer NO PLAN DEFORMED BAR TENSION LAP SPLICE - CLASS B project manager JRT 2 SEE PUN AND FOOTING SCHEDULE FOR FOOTING SIZE AND REINFORCING 3 IF PIER HEIGHT IS LESS THAN 2'S",EXTEND COLUMN DOWELS INTO FOOTING SEE NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE TABLE. FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS drawn by JA2 COLUMN SCHEDULE FOR SIZE AND REINFORCING. 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE Author 4 T=SLAB THICKNESS-SEE PUNS BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 checked by Checl er TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS #3 22 33 19 28 17 25 16 23 Job no. 15964 TYPICAL STEEL COLUMN/PIER AND FOOTING AND JUNCTIONS OF WALLS AND BEAMS #4 29 43 25 37 23 34 21 31 date 7/112014 #5 36 54 31 47 28 42 26 38 #6 43 65 37 56 34 50 31 46 #7 63 94 54 81 49 73 45 67 revisions- #8 72 107 62 93 56 83 51 76 #9 81 121 70 105 63 94 57 1 86 #10 91 136 79 118 71 106 64 96 #11 101 151 87 131 78 117 71 107 DEFORMED BAR COMPRESSION DEVELOPMENT LENGTH (Ldc) DEFORMED BAR COMPRESSION LAP SPLICE FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI SIZE CONCRETE CONCRETE CONCRETE CONCRETE SIZE CONCRETE CONCRETE CONCRETE CONCRETE no. date by #3 9 8 8 8 43 12 12 12 12 #4 11 10 9 9 #4 15 15 15 15 #5 14 12 12 12 #5 19 19 19 19 FOR CONSTRUCTION #6 17 15 14 14 #6 23 23 23 23 #7 20 17 16 16 #7 27 27 27 27 PERMIT SET #8 22 19 18 18 #8 30 30 30 30 7/11/2014 ' - #9 25 22 21 271 #9 34 34 34 34 --"` #10 28 25 23 23 #10 39 39 39 39 #11 1 31 27 26 1 26 #11 43 43 43 43 TYPICAL DETAILS 52 . 01 RSA* 15904 F' Du II COLUMN 1 118"ERECTION TOLERANCE I I I 1 _ _ EACH SIDE STIFFENER PLATE EACH I WT SAME SIZE AS O I I BASE PLATE I SIDE.THICKNESS TO COLUMN SECTION MATCH COLUMN EACH SIDE I Q}Ij1�}p f 1 FLANGE BELOW W Y y I �' III I I { BOTTOM ELEVATION y 0 1 ¢ I PROVIDE FILLER PLATE TO .[�; u III O - i� BEAR ON LOWER COLUMN. SIZE "OF BASE PLATE p I O I O FASTENERS TO DEVELOP z '^' w PLATES IN BEARING,PER TABLE TOP OF FOOTING N -•.I I z 14-3,CASE II �; 212"TYP. I U PIER OR BUTTRESS ` `cIII a I7 I - II NOTE;LEVELING PLATES ` (4)314"0 HEADED ANCHOR ARE NOT PERMITTED - RODS.EMBED. 14"MAX.OR TO • WITHIN 3"OF BOTTOM OF I \ II FOOTING 11� ` STEEL PLATE WITH II STEEL4)34"0 A 25-SC H C� ,��„ m (4)-3/4"0 A32SSC J III z M {1 I BOLTS(MIN.).MINIMUM 11 BOLTS(MIN) F rn AT LATERAL 1 I I PLATE THICKNESS TO 11 THICKNESSMINIMUM ATE TO + 111 O MATCH FLANGE 11 THICKNESS TO N FRAME COLS O II ' W Z IIS ---z I ABOVE ESS OF BEAM li THICKNESS BEAM Z U 5/16 ANCHOR BOLT EDGE DISTANCE 111 _ _ u ______ _ -__ __ ___ T ��.O.SLAB 3 W ANCHOR HOLE 0I IIID 0 o BASE PLATEFROM CENTER LINE _ BOLT SIZE BASE PL 1 O OF BOLT HOLE 1 ti DL W Le,11 _ 1- 3/4"0 1-5116"0 2" 1 LL cf + — - _ 718"0 1-9116"0 Z. NOTES Z 1" Q 0 1-13116"0 2" o Oo 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH TABLE = O 0 COLUMN 1-1/4"0 2.1116"0 2.12" 14-3 CASE 11 OF THE RISC ENGINEERING FOR STEEL CONSTRUCTION C=) o LL_ w 0 2-5/16"0 Z w I 1-12" 2-12 2. MAXIMUM LENGTH OF COLUMN TO BE LESSER OF 30R OR 2 STORIES. HANDBOOK AND ALL OSHA REQUIREMENTS. Q 3. SEE FRAME ELEVATIONS FOR NET TENSION AT COLUMN SPLICESAND TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN Cn SEE COLUMN BASES,IF ANY TABLE 4. ALL STEEL CONNECTIONS MUST MEET THE REQUIREMENTS OF SECTION 1°=1'-0" 1"=1'-0" 0 co 0 co 2213 OF THE NYC BUILDING CODE i' O o Z o ' COLUMN SPLICE WHERE Du NOMINALLY 2"LESS THAN DL TYPICAL COLUMN BASE PLATE PIPE OR TUBE COLUMN TYPICAL COLUMN SPLICE SEEEL SE PLAANN FOR AT FLANGES, W Z SIZE AND TYP W 1' T-0. 1"= V-w LOCATION I I I 7 o C/ SHEAR PLATEDOUBLE ANGLES DOUBLE ANGLES DOUBLEANGLES in w CAP PLATE(AT STEELBEAM / STEELBEAM STEELBEAM WF STEEL BEAM I �� I luu � COLUMN TOP) W --- O c O I O O I z NOTES p', "Z O c 1 0 I t' 0 I W O I 1 1 1. FLANGE AND WEB SPLICE CONNECTIONS TO DEVELOP THE FULL CAPACITY of pa £pR V c 1 1 q I 1 THOSE BEAM ELEMENTS. Q wc2 IF REQUIRED FOR --- 2. ALTERNATE BOLTED FLANGE PLATE IS ACCEPTABLE AT BEAM FLANGE SPLICE CAPACITY EXTEND I CONNECTIONS PROVIDE THAT THE CONNECTION DEVELOPS THE FULL CAPACITY PLATE THROUGH \ F\— AI OF BEAM FLANGE. COLUMN I ` AISC BOLTS RISC BOLTS BOLTS RISC BOLTS u 3 COORDINATE AND SUBMIT SPLICE LOCATIONS TO THE ENGINEER FOR REVIEW L h T.O.SLAB I AND APPROVAL PRIOR TO FABRICATION. _ _ _ _ + _ — — _ 4 ALL FULL PENETRATION WELDS TO BE ULTRASONICALLY TESTED. _ HSS STEEL COLUMN WF STEEL COLUMN STEEL COLUMN J 1p- TYPICAL BEAM SPLICE y���°F NEW yo�� BEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM NOTES I * ~ 1 s S: 1. CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC ONLY.THE CONTRACTOR MAY SUBMIT ALTERNATE DETAILS FROM THOSE SHOWN ABOVE,BO BUT IN ANY CASE THE NOTES, CONTRACTOR IS RESPONSIBLE FOR PRODUCING STEEL SHOP DRAWINGS IN ACCORDANCE WITH THE PROJECT GENERAL NOTES AND AISC GUIDELINES CALCULATIONS SHALL BE 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH AISC ENGINEERING FOR 07'R axis VEN SUBMITTED AS REQUIRED IN THE GENERAL NOTES AND ELSEWHERE IN THE CONTRACT DOCUMENTS STEEL CONSTRUCTION HANDBOOK AND ALL OS14A REQUIREMENTS. O 2 THE CONTRACTOR SHALL DETAIL THE PROJECT CONNECTIONS FOR THE LOADS AS INDICATED IN THE CONTRACT DOCUMENTS, PER AISC GUIDELINES THE SCHEMATIC DETAILS 2. MAXIMUM LENGTH OF COLUMN TO BE LESSER OF 30'1 OR 2 STORIES. 53 ABOVE ARE NOT SUGGESTIVE OF SPECIFIC CAPACITIES.THE NUMBER AND SIZE OF BOLTS,SIZE AND LENGTH OF WELDS,AND SIZE OF STEEL PIECES MUST BE DETERMINED PER 3. PROVIDE ALIGNMENT PLATES AS REQUIRED FOR COLUMN ERECTION REMOVE AISC GUIDELINES AND THE CONTRACT DOCUMENTS ALIGNMENT PLATES AFTER COLUMN IS INSTALLED. PROVIDE 3/8"THICK ANGLE protea manager JRT 3. PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEAM CONNECTIONS TO PERIMETER BEAMS,UNLESS OTHERWISE NOTED I (BOTH (BOTHH SSIDEIDES) " " BEAM WEB principal engineer NO TYPICAL HSS COLUMN SPLICE TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLY , 1"•1'-0" drawn by JA2 Author 11 ORS checked by Checker I Job no 15904 dale 7/1112014 COLUMN ALTERNATE TO FITTED Lu .{ BOLTS STIFFENER r I (BOTH SIDES) FLANGE PLATE SHOP WELDED revisions: TO COLUMN FLANGE ` SEE PLAN FOR SHIM PLATE AS REQUIRED BEAM SIZE WELDED FLANGE CONTINUITY PLATES s D©O I AND/OR DOUBLER WEB , em TYPICAL BENT BEAM PLATES AS REQ'D AISC STANDARD FRAMED CONNECTION DESIGN BEAM CONNECTION 1"=V-0, SAME REQUIREMENTS FOR BOTTOM PLATE AS TOP PLATE MOMENT `L no, date by PLATE;TYP. I A325 SC I I BOLTS NOTE I---j STEELBEAM, I SEE PLAN FOR CONSTRUCTION 1 CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC DETAILS ONLY. .. .. .. " _ - CONTRACTOR SHALL DETAIL MOMENT CONNECTIONS BASED ONNOTE 4,INZ OPO ACCORDANCE WITH CODES AND"R"VALUE GIVEN HEREIN,AND SHALL PROVIDE � PERMIT SET SIGNED AND SEALED CALCULATIONS FOR FULL CONNECTIONS PRIOR TO p f „ SUBMITTAL OF SHOP DRAWINGS 1 2 ALL BOLTS TO BE PRE TENSIONED HIGH STRENGTH BOLTS ALL PAYING • ,3 1 7/11/2014 ' SURFACES SHALL BE PREPARED AS REQUIRED FOR CLASS A OR BETTER SLIP (. WT WHERE CRITICALJOINTS THE DESIGN SHEAR STRENGTH OF BOLTED JOINTS IS - REQo OMIT PERMITTED TO BE CALCULATED AS THAT FOR BEARING TYPE JOINTS. STEEL BEAM, J WHERE BEAMS SEEP HIM UN 3. PROVIDE BOLTED CONNECTION IN WEB FOR BEAM REACTION PER GENERAL ON EITHER SIDE NOTES OR FRAME ELEVATIONS OR PLAN SAS REQ'D FULL ARE OF SAME 4 4A-SEE TYPICAL LATERAL FRAME ELEVATION LEGEND FOR INFORMATION ON PENETRATION DEPTH CONNECTION DESIGN FORCES PROVIDE CONTINUITY AND/OR DOUBLER PLATES WELD IF NECESSARY, i Tyr. TYP. S. 4B-DESIGN CONNECTION FOR FULL PLASTICCAPACTIYOFBEAMANDVERIFY TYPICAL DETAILS PANELZONE STRENGTH OF COLUMN IS NOT EXCEEDED. PROVIDE CONTINUITY AND/OR DOUBLER PLATES IF NECESSARY. r (1� TYPICAL COLUMN FLANGE MOMENT CONNECTION, R=3 TYPICAL BEAM TO BEAM MOMENT CONNECTION RSA* 15904 I I mu r IT It r 11 SIMPSON LSTA24 STRAP TIE @ 16' 0 0 � � M ■ �� OC.WITHIN 4'-0"OFANCE AND O O 12"0 A307 BOLTS W/ @ 4'-0"O.C.FOR BALANCE I WASHERS;BOLT-HEAD T~ STEEL BEAM V S' Z O O O &WASHER I X16"TYPICAL 1 - -' PSL OR ANTHONY POWER PROVIDE 12"OAK SHIM WHEN BEARING,SHEAR OR 11y 1 " a I MULTIPLE MEMBER BEAM BLOCKING PARTITION WALLS ARE LOCATED ABOVE BEAM OR WHEN a w LVL BEAM,SEE PUN BOLT UVOUT DETAIL A-A BEAM FLANGE WIDTH IS GREATER THAN OR EQUAL TO e" YF N 0 ' Z n P 12"0 COUNTER-BORED,A307 BOLTS, a SECTION A-A STAGGERED TOP AND BOTTOM,SEE DETAIL A-A ¢ , U r 12"O BOLTS W/WASHERS@ - ' — - - - - - - ' — N •` 16"O C @ TOP&BOTTOM W/ — _ — _ T.O JOIST N (2)BOLTS AT EACH END EXISTING ROOF RAFTER -/ LL SIMPSON LSSU ROOF / Q STEEL RIDGE BEAM RAFTER HANGERS �` — T O.STL BM. A_ NOTES, V R� N rn 1. USE 1-314"x LVL;SEE PUN •� 1= rn rn 2. MAXIMUM BOLT HOLE SIZE SHALL BE 9/16". 3. BOLTS SHALL NOT BE COUNTERSUNK Q • • • . LLI Z TYPICAL MULTIPLE MEMBER CONNECTION FOR LVL BEAMS TYPICAL RIDGE BEAM CONNECTION ^ LLJz Z = v ZE 1. TJVLVL FLOOR JOISTS Q JOISTS N w BLOCKING AT TJI � PSL OR ANTHONY POWER WEB BLOCKr` BEAM BLOCKING Z y SIMPSON FACE MOUNTED HANGER 0 Q (IUT @WOOD FLOOR FINISHES. M1U @ STONE/TILE FLOOR FINISHES) �, �O Z CONTBEARINUOUS PRESSURE TYPICAL LVL/TJI TO STEEL MEMBER CONTINUOUS PRESSURE BEARING WALL ON SUR v , TREATED SILL PLATES T CONTINUOUS PRESSURE t SIMPSON SSP TIE AT TREATED SILL PLATES 1 1/2"-f-Cr EACH STUD 12"0 A307 ANCHOR BOLTS O � o C) rnv AT4'-0"OC 12"0 A307 ANCHOR BOLTS AT 4'-D"0C SIMPSON SSP TIE ATn T.O FINISH FLOOR J BETWEEN SIMPSON L7 LEDGER ANGLE:TYPICAL BLL EACH STUD EL SEE PLAN BETWEEN LEDGER AND BLOCKING Q;TO FOUNDATION STEM PROVIDE STIFFENERS " EL SEE PUN T.O JOISTS � AT TJI LOCATIONS T.O.FINISH FLOOR BEARING WALL FULL DEPTH BLOCKING TO MATCH c ELSEEPLAN CONTINUOUS SILL PLATE WIDTH OF STUD WALL,NP. W EL SEE PLAN h T.O.FOUNDATION STEM EL SEE PUN } T.O.JOISTS I TJIILVL FLOOR JOISTS CONTINUOUS i-1/4" T O FINISH FLOOR LJ t _ - EL SEE PUN LSL RIM BOARD - - I EL SEE PLANC1 C) • 1 }•• TO.EXTERIOR SHELF SIMPSON LSTA30 STRAPS I —I I T.O.INTERIOR SHELF ti EL SEE ARCH'L DWGS -III EL SEE PUN TIES ACROSS STUD ABOVE, RIM BOARD AND STUD w ♦ BELOW AT EACH SND TJI/LVL FLOOR JOISTS II--I f T.O.EXTERIOR SHELF - LOCATION .� =III_ WEB BLOCKING AT TJI JOISTS " EL SEE ARCH'LDWGS - TJI/LVL FLOOR JOISTS w 6 FACE MOUNTED JOIST TO.FOUNDATION WALL -- *J^LL a CONTINUOUS 3-12"x JOIST DEPTH HANGERS BY SIMPSON OR SEL SEE PUN PSL LEDGER WITH 3/470 HILTI HIT - APPROVED EQUAL HY150 MAX EPDXY ADHESIVE WITH PROVIDE WEB STIFFENERS 41AGGEREDMENTAT 16"O.C. FULL DEPTH HBLOCKING JOTS TO BEARING WALL;SEE PLAN •� •'' STAGGERED.PROVIDE A MINIMUM a MATCH DEPTH OF JOISTS AND GENERAL NOTES AT TJI LOCATIONS WITHTHICK FOUNDATION WALL / WITH R5@72"O.C.E.W E.F. OF(3)THREADED RODS PER 1 CONTINUOUS(2)2x TOP 19 • , LENGTH OF LEDGER CONTINUOUS 3-12"x JOIST DEPTH THICK FOUNDATION WALL PSL LEDGER WITH 3/4"0 HILTI HIT PLATE WI WITH YS@72"OC E.W.EF. •� 11y150 MAX.EPDXY ADHESIVE SIMPSON H2A TIE AT EACH JOIST NOTES - �- - - - -�� - - WITH 412"EMBEDMENT AT 16" D.C.STAGGERED PROVIDE TO STUD,ALIGN JOIST AND STUD 1. SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS NOTES MINIMUM OF(3)THREADED RODS NOTE SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS AS REQUIRED PER LENGTH OF LEDGER 2 ALL LIGHT-GAUGE CONNECTORS IN CONTACT WITH 1, SEE SHEAR WALL SCHEDULE FOR HOLD-DOWN DETAILS. OF NEk, PRESSURE-TREATED MEMBERS SHALL BE HOT-DIPPED 2. ALL LIGHT-GAUGE CONNECTORS IN CONTACT WITH •(� GALVANIZED.SEE GENERAL NOTESO PRESSURE-TREATED MEMBERS SHALL BE HOT-DIPPED 0FY PPFy'P,F GALVANIZED.SEE GENERAL NOTES. c•y r NEW FOUNDATION WALL AT EX'G JOISTS SUPPORTED OFF LEDGER BEAM - NEW FOUNDATION WALL AT EX'G JOISTS PARALLEL TO LEDGER BEAM - EX'G FLOOR FRAMING TO EX'G WOOD BEARING WALL - �ysFo eo.i ��" PERPENDICULAR PARALLEL PERPENDICULAR JOISTS 1.=V-0" 1.=V-0" principal engineer NO project manager JRT BEARING WALL ON(1)- FULL DEPTH BLOCKING TO MATCH drawn by J42 2x CONTINUOUS WIDTH OF STUD WALL,TYPICAL Aullror SOLEPLATE BETWEEN FLOOR BLOCKING AT BEARING WALL ABOVE LOCATIONS checked by Checker SIMPSON H2.5ATIE BETWEENFULL SIMPSON LSTA 30 Job ateno. 15904 BLOCKING AND TOP PLATE; SHEAR WALL BETWEEN AT FLOOR JOISTS TYPICAL;ALIGN BLOCKING AT EACH STUD LOCATION, EE STRAPS TIES ACROSS date 7N12014 AT EACH STUD LOCATION,SEE STUD ABOVE, RIM BOARD, AND STUD AS REQUIRED GENERAL NOTES STUD BELOW AND HEADER AT EACH STUD LOCATION FINISHED FLOOR Q1. FULL DEPTH LVL � SEE PUN " revisions: BLOCKING EACH SIDE OF SHEAR WALL AND AT SIMPSON H2.5A TIE BETWEEN EACH STUD LOCATION, EACH JOIST AND TOP PLATE, SEE GENERAL NOTES - STUD AL ALIGN FRAMING AND STUD AS REQUIRED RIM BOARD T O.JOIST/RAFTER T.O.JOIST/RAFTER CONTINUOUS - - — - - — - �i SEE PUN \� ` CONTINUOUS(2)-2x TOP PLATE . I SIMPSON H2A TIE AT EACH CONTINUOUS JOIST TO STUD,ALIGN JOIST no. date by SOLEPUTE AND STUD AS REQUIRED CONTINUOUS(2)-2x TOP FLOOR/ROOF FRAMING FLOORIROOF FRAMING 1 PLATE, ELEVATION TO MATCH SIMPSON H6 TIE BETWEEN EACHS BEARING WALL ELEVATION FULL DEPTH BLOCKING EACH STUD AND HEADER(T1'P.) :FOR CONSTRUCTION BETWEEN FRAMING IN PLANE OF WALL BLOCKING TO MATCH FRAMING DEPTH CONTINUOUS(2)-2x TOP PLATE, ELEVATION TO MATCH BUILT-UP 2x HEADER;SEE PUN PERMIT SET SHEAR WALL BEARING WALL ELEVATION SHEAR WALL FOR SIZE AND LOCATION 7/11/2014 ' SIMPSON H6 TIE BETWEEN SIMPSON H6 TIE BETWEEN I TOP PLATES AND STUDS, TOP PLATES AND STUDS, TYPICAL AT EACH STUD TYPICAL AT EACH STUD M TYPICAL EX'G SHEAR WALL TYPICAL EX'G SHEAR WALL PERPENDICULAR TYPICAL DETAIL (a) EX'G FLOOR FRAMING (a) EX'G TYPICAL DETAILS PARALLEL TO EX'G FLOOR/ROOF TO EX'G FLOOR/ROOF FRAMING WINDOW/DOOR OPENING - PERPENDICULAR FRAMING 52 . 03 RSAk 15904 f i • I f I I I II i i 11::111 Y ' 1 'I II i �. 'I 1 I I' I t I 1fP IIIAi II ,I II 1 I ' OROOF TIE,SEE SCHEDULE RIM TIE,SEE SCHEDULE O SEEOF GENERA7LINNG STUD ATOTES PLYWOOD EDGE - . -TOP OF WALL PLATE - - PLYWOOD VVOOD SHEAR WALL NOTES. RAFTERS,SEE PLAN FOR --TI-'--it--' - fir_-_T---I- ---fT- SEE TYP DTE. 1. STUDS, SILL PLATES AND TOP PLATES AND 7 FADD'L INFORMATION 1 I I I I I FOR PLATE LAP BLOCKING SHALL BE 2X U O N. SEE SHEAR WALL FOR I I I I I I SCHEDULE FOR SIZE AND SPACING PROVIDE 3X SIZE AND SPACING I I I I I I l i i FRAMING AT BOLTED FOUNDATION SILL PLATES, - T.O WALL /Ni ---_ ___ =--=ll==_JL===1L =L PLYWOOD PANEL EDGE BLOCKING, AND STUDS I 1 r I HOLD DOWN AT PLYWOOD PANEL EDGES WHERE SHEAR WALL EL SEE PLAN/ARCH. II II II I SPLICE TO WALL SHEATHING SOLID BLOCKING AT DESIGN SHEAR EXCEEDS 300 PLF. SEE F� o OMITTED FOR CLARITY, ALL PLYWOOD EDGES I I I I I FRAMING I I•I SHEAR WALL SCHEDULE. SEE BELOW FOR TO MATCH STUD SIZE I I I I ABOVE. I I I I I SEE PLAN. NAILING (3x AT SHEAR GREATER II II f II II 1 2 ORIENTED STRAND BOARD (OSB) RPL WOOD RING T e WALL STUDS,BEE PLAN DOUBLE 2x PLATE,SIZE TO THAN 200 PUP) I I I ' I I _ - I _- I I - I EDGE NAIL SHALL NOT BE SUBSTITUTED FOR PLYWOOD FOR SIZE AND SPACING MATCH WALL STUDS(TYPJ - I - - I - I '-___ - - -- UNLESS APPROVED BY ENGINEER. V LY SIMPSON CMST14 AT HEADER 70 3 ALL NAILS SHALL BE COMMON WIRE NAILS,AND INTERMEDIATE II II II II II I SHEARWALL LAP HEADER 2'-0" SHALLBE LABELED AS ENGINEERED CONSTRUCTION COM.2x PLATE,SIZE r - RIM TIE,SEE SCHEDULE O NAILING PER I I I I MIN PROVIDE(12) 10d NAILS IN NAILS COMPLYING WITH ASTM FI 667. TO MATCH WALL / 1 N STAGGERED LINES OF A Q / SCHEDULE I 11 I STUDS LSTA36 AT EACH STUD NAILS AT 3"o/c MIN.LAP WALL 4 ALL BOLT HOLES IN WOOD SHALL BE MAX 1/16" (T1'P.@EACH FLOOR) I (3)STUD SPACES 4'-0"MINY l I 11 •1 . OVERSIZE. PROVIDE PLATE WASHERS AT ANCHOR PROVIDE(4) 10d NAILS EA t II II II BOLTS-SEE GENERAL NOTES FOR SIZES I I I I I BLOCK IN(2)STAGGERED LINES OHOLD-DOWN ANCHOR FLOOR SHEATHING,SEE GENERAL 1 I I II II j OF(2)NAILS 5 AT 2X STUDS, PLATES, AND BLOCKING,PROVIDE - rn AT END OF SHEAR WALL NOTES 3!e"MIN NAIL EDGE DISTANCE. r LENGTH,SEE FASTENER FOR ADD'L INFORMATION SEE SCHEDULE FOR I I I I SCHEDULE AND SHEARRIM BOARD OMITTED FOR CLARITY STUD SIZE AND I 1 I I I I I 6 AT 3X STUDS, PLATES AND BLOCKING,PROVIDE 1/2" >_WALL END DETAIL SPACING II II II II II II I I LL! Z I1� I I I I MIN NAIL EDGE DISTANCE-STAGGER NAILS IN 2 U T O.WALL - I _ _ - _ I--- WALL END POST-SEE LINES ALONG ADJOINING PANEL EDGES. q Z OFLOOR TIE,SEE SCHEDUL - - I I I I I I I I HEADER SCHEDULE AND Tc z Q f{ ♦ EL SEEPLANIARCH J l: 11 11 I1 11 1 PLAN-PROVIDE 7. STAGGER SHEAR WALL SILL PLATE ANCHOR o Q Q - = 11 11 I 1 11 1 DOUBLE STUD MINIMUM BOLTS/NAILS AND PLYWOOD EDGE NAILING I PLYWOOD PANEL SEE i PLYWOOD PANEL SEE I I III I 1 SCHEDULE FOR O -PROVIDE 4x POST AT DIFFERENT FRAMING SCHEDULEFOR THICKNESS I II\ LN( I I I I I I I I I I HOEDOWNS 8 PANEL JOINTS SHALL BE OFFSET TO FALL ON THICKNESS(STAGGER DOUBLE 2x PLATE,SIZE TO I II I I MEMBERS WHERE SHEATHING IS S JOINTS) MATCH WALL STUDS(TYP) JOINTS) 1 I I I I I I I I INSTALLED ON BOTH SIDES OF STUDS,AND NAILS II II II II II I 1 OSHALL E STAGGERED. a 00 EDGE NAILING �� _ - -EX'G WALL STUDS II II II II II II I 1 SEE SCHEDULE 1 AND TYPICAL ( 9 DO NOT NOTCH OR BORE SHEAR WALL END POSTS C) O PER SCHEDULE - I 4' I Orn K PER SCHEDULE I I U DETAILS DO NOT NOTCH A BORE SHEAR WALL SILL AND TOP I.L. PLATES UNLESS APPROVED WRITING BY THE o Z B WALL END POST-SEE INTERMEDIATE NAILING —� _ HEADER SCHEDULE AND O I I I I STRUCTURAL ENGINEER = Q / EDGE NAILING _.u____u�.__ __si__ Lam_ _TOP OF CONCRETE PLAN-PROVIDE - -- -- - - . - - - -- . - . - - - - - 2 DOUBLE STUD MINIMUM SEE SCHEDULE WALLOR TOP OF II 1 1 10 HOEDOWN ANCHOR BOLTSSHALL BETIGHTENED .! 5 rn 0 It STEEL BEAM , PRIOR TO COVERING WALL FRAMING WITH FINISHES ' O CONT.2x PLATE,SIZE ENGINEER TO CONFIRM.ACCEPTABLE TORQUE IS FINGER a o z Cn FLOOR SHEATHING TO MATCH WALL STUDS HOEDOWN ` SEE GENERAL NOTES FOR ANCHOR TIGHT PLUS 12 TURN DO NOT OVER TIGHTEN. O a ADDL INFORMATION CONT.SILL PLATE J BOLT 11. STRUCTURAL OBSERVATION OF SHEAR WALL PROVIDE PRESSURE TREATED SILL LOCATE FIRST ANCHOR BOLT GENERAL NOESIS REQUIRED PER THE T.O.IDN.WALL CONT.2x PLATE ON ♦; 4 • - EL SEE PLAN/ARCH PLATE @ CONCRETE - IUM U) • • FROM(PLATE ENDS 2 FOUNDATIONWALL,SIZE TO • • • s •�• • BOLTS MIN.PER PLATE- E MATCH WALL STUDS,SEE ' FOUNDATION SECTIONS CONCRETE ELEVATION SEE DETAIL FOUNDATION HOLD DOWN ANCHOR AT EACH END O WALL OR STEEL U O OF WALL SEE FOUNDATION SECTIONS. BEAM r/j LOCATE FIRST ANCHOR BOLTZ FOR WALLS LONGER THAN 10'-0", O9"MINIMUM/12"MAXIMUM ADD TIE DOWNS EVERY 6'-0". FROM PLATE ENDS,SEE SCHEDULE FOR SPACING 2BCLTS MIN PER PLATE NEW REINFORCED CONCRETE/EXISTING BRICKB z RUBBLE FOUNDATION WALL SEE PLAN FOR SIZE 8 LOCATION H z FLOOR FRAMING TO FOUNDATION WALL Uj w F. OMITTED FOR CLARITY. F J F TYPICAL EXISTING WOOD SHEAR WALL STRAPPING C ELEVATION �i$F EXISTING PLYWOOD SHEARWALL STRAP/SHEATHING SCHEDULE "SW= PLYWOOD NAILING STUDS OR SOLID SIMPSONHOLD llTDIA.A307 SIMPSON SIMPSON MIN.SHEATHING DOWNS AT ENDS OF LTP4 b12A MARK EDGE/INTERIOR(in) POSTS @ ENDS OF ANCHOR BOLT SHEAR WALL SHEAR WALLS SPACING SPACING TIE SPACING r rU ALL EXISTING1l2" 8d @ 4"/12" (3)2x4 HDU5-SDS2.5 N-0"o c. 12"o c 15"o c Zd,FO 89 to �O? BEARING WALLS ASO sslal�� GENERALNOTES 5/8"NOMINAL(19132"ACTUAL)MINIMUM PLYWOOD SHEATHING AT EXTERIOR FACE OF EXTERIOR WALLS • PROVIDE LSTA36 SIMPSON STRAP AT EACH STUD NEW/EX'G WOOD JOIST • ANCHOR BOLTS SHALL BE 1/2"DIAM A307 principal engineer NO • WALLS NOTED AS SHEAR WALLS ON PLAN SHALL NOT BE CUTOR PENETRATED UNLESSAPPROVED BY ENGINEER.CONTRACTOR SHALL COORDINATE ALL PLUMBING,MECHANICAL, WAD,ELECTRICAL,ETC.ACCORDINGLY, project manager JRT . . . . — . . drawn by JA2 CONE 31 E Wl3/4"JOIST DE. TH HILT( D PSL LEDGER w/3/4"DIA.HILT( Autltor THREADED RODS WITH HIT HY150 THRADADHESIVE @ 4" S IN FROM EACH checked by Checker END OF WALL/NEW LEDGER,AND AT job no 15904 / PROVIDE ROM EA GGEREDMINIMUM IN-BETWEEN PROVIDEAMINIMUM OF(3)THREADED date 71112011 RODS PER LENGTH OF LEDGER,77 EMBEDMENT FACE MOUNTED JOIST HANGER BY SIMPSONrevisions• OR APPROVED EQUAL A � NEW OR EXISTING MASONRY WALL GYPSUM WALL BOARD ORIENTATION OFCORNER STUD MAY VARY GYPSUM WALLBOARD 4" 2 -8" 1 -4" 1� \ EXTERIOR PLYWOOD ` SEE SHEAR WALL SCHEDULE SHEATHING GYP BOARD AND/OR PLYWOOD FOR NAILING PATTERN �` • SHEATHING SEE SCHEDULE FOR no date by 16d NAILS @ 14"O.C. SHEAR WALL TYPE IN LEGEND 16d NAILS @ 14"0 C 16d NAILS @ 14"O C. SEE SHEAR WALL SCHEDULE I EXTYWOOR FOR NAILING PATTERN I I SHEATHING :' FOR CONSTRUCTION' \ dam gyp ( Y PERMIT SET WOODSTUD ` SEE SHEAR WALL SCHEDULE !( 9 1 FOR NAILING PATTERN ORIENTATION OFCORNER 7/11/2 014 STUD MAY VARY 16d NAILS @ 14"O C INSIDECORNER OUTSIDE CORNER 'T"INTERSECT10M EXTERIOR PLYWOOD SECTION A-A SHEATHING WOOD SHEAR WALL CORNER & 'T' INTERSECTION - PLAN SECTIONS TYPICAL DETAIL WOOD LEDGER SUPPORT OF JOISTS 1"=1'-0" 0) CMU OR CONCRETE WALL TYPICAL DETAILS S2 . 04 RSAR 15904 f - ----------- RW-1 THICKNESSES,AND/ + + i REINFQRCIIIG FOR'THIS 19.20 WALL/ DOTING / = -_-GARDFN r RW;'b THICKNESSE5RW>.1 ( AND FjEINFORQING FOR _„ SEE PUN , ( r 1 1 THIS WAI�/FOOTING C 3:J 4u' JI_JLII_JI -]I—]- \ \ \ 1 72W-2\THICKNESSES ; �_ " �ARDE 3Q,TJQ� — - `.�� AND REINFORCING FOR I- 21 - T.0 WALL r =.- -THI§_WALL FOOTING ; EL & PROFILE I r 1 r r 2i-0 / m • '• • VARIES Gi 0- RW=3'TMC(LNE8SES s� a .ANq REINFORCING FOR 1 T.O. GRADE � LL TO7,ALL/FbOTING� s` SEE PIAN o \2�0Q ., �`` ,` s`\ �`s ``t •• m / � , � s = _ • , � RETAINING SIDE H rn V AN , 1 � \ � o a • '— Lu �� C.9 " ` ; tl I` t w w G Z 0 I i i i MAIN 3000 ; ( 130.00 , � 11 1 1 . 1 I ;DINING HOUSE " w } I 1 I LOW GRADE SIDE SEE SCHEDULE FOR REINFORCING. _ 1 1 1 i i 1 i ERRA( X I 11 a PROVIDE REINF. E.W., E.F. ; 1 1 T.0 GRADE PAVING Y RW-3 ; I i ; 111 SEE ARCH'L " O 1 1 1 1 I I I I I I 1 ' '' 11 1 I 1 1 " • • . • LL Z 111 1 1 1 I I 1 1 1 1 1W Q �jw W � FOUNDATION DRAIN - SEE ARCHT DWGS 2 O ; ; F-1 orf _< 1 I 1 1 ; cu I I rn 11 N 11 `t 111 `\' 11 'i ` • • " n PROVIDE STANDARD HOOK IF Z ; i i111 m TOE DIMENSION - SEE PUN. HEEL DIMENSION IS NOT 1 io ADEQUATE FOR FULL TENSILE PORCH �� I 1 1 1 i i 1 i ; i t, PROVIDE STANDARD HOOK '. HEEL DIMENSION - SEE PUN DEVELOPMENT LENGTH O /r RW_3+ i , 1 1 IF TOE DIMENSION IS ,� 1 11 ' ��� C r 11 ; IJO7 ADEQUATE FOR FULL N i 1 11 i TENSILE DEVELOPMENT "' • o LENGTH a w 1 \ 1 1 1 1 1 1 1 t , 1 , , 1 , 1 1 1 , I , , GARDEN + I 1 ' •a • • ' • N 1 t , , „ 1 1 _____ r , I UEU APPROVED BEARING i ; ; ; i i ' r J ----------- `----�----_ O r i GEOTE E GI EER 0 �\ ,�\ ,\\.\\.\\� '\\ .\ ,�\n\n\ n\ ^\ " tVZj GARDEN 1 1 VERIFY o y \� SEE SCHEDULE FOR REINF. 30.00 ' i / ^ , r • • rQ r r '� , r PROVIDE REINF E.W. AND TOP & BOTT. 30,00 1 r COMPACT SUBGRADE AS REQUIRED SHEARRKEY AND EOURED ®ORWL 1 1 1 1 1 1 1 1 1 1 I I I j j 2-#5 CANT. 1NLY ; i i i i 11 11 '\ y _ , i t i $5 DOWELS TO MATCH yl r VERT. REINF. POOL �, ='30.00 TYPICAL DETAIL @ RETAINING WALLS �1 M SCALE: 3/4"=1'-O" RW-2 R i ------------------------------ �. ' � LIN60F RETAINING = ALL FOOT/ . ; ; �`� _ ,W � NG TYP M f '' W vl $ za ra" A 1ED 1 ; 1 ` - '' '/ 1 1 1 ; ------------- N 1 ' RETAINING WALL SCHEDULEaaa �0FES3%Itnk � SITE WALL PLAN / 1 RW HEEL TOE WALL VERT. WALL REINF. VERT. WALL REINF. HORIZ. WALL REINF. HORIZ. WALL REINF. FOOTING REINF. FOOTING REINF. FOOTING THICKNESS MAX. SURCHARGE SCALE' 1/16"=1'-D` sw_7 MARK DIMENSION DIMENSION THICKNESS (RETAINING SIDE) (LOW GRADE SIDE) (RETAINING SIDE) (LOW GRADE SIDE) (T&B, PERP. TO WALL) (T&B, II TO WALL) HEIGHT "H" RAI 4'-0" 3'-0" 18" J7@12"o/c ({4®12"o/c #'408"o/c #4@B"o/c #7012"o/c ;I`4®8"o/c 18" t1' principal architect TK RW-2 3'-O" 2'-0" 12" #501 O"o/c #'4®12"o/c #40)12"o/c #`4®12"o/c #'5®10"o/c J'4®12"o/c 12" 7' project manager CG RW-3 2'-0" 1'-0" 12" #4012"o/c #'4®12"o/c /(4©12"o/c #4*12"o/c #4®12"o/c #`4®12"o/c 12" 3• drawn by KN,ER Author LEGEND checked by job no. 13054 REINFORCED CONCRETE RETAINING WALL - SEE SCHEDULE THIS SHEET FOR THICKNESS & REINF. date 7/112014 W-X H REINFORCED CONCRETE FOOTING - SEE RETAINING WALL H SCHEDULE FOR REINF. MAX. SURCHARGE HEIGHTS FOR REINF & MAX, SURCHARGE HEIGHT STANDARD HOOK revisions [X'-XXI INDICATES APPROXIMATE B 0. FOOTING ELEVATION 2 "X" (MIN.) (�') NOTES: 1. B.O. FOOTING SHALL BE 4'-0" BELOW FINAL GRADE TO MEET NYSRBC REQUIREMENTS - STEP FOOTING AS REQUIRED. ' SEE LANDSCAPING DRAWINGS FOR FINAL GRADING ELEVATIONS & SCHEDULE FOR MAX. SURCHARGE HEIGHTS DO NOT '� EXCEED DESIGN SURCHARGE WITHOUT ENGINEER OF RECORD APPROVAL. 2. ALL FOOTINGS SHALL BEAR ON SOIL WITH 6000 PSF ALLOWABLE BEARING CAPACITY, AS PER GEOTECH INFO FROM a AKRE ENGINEERING, GEOTECH ENGINEER SHALL VERIFY SOIL FOR BEARING. MAX 2•_p^ • ` • FOR REINFORCING SEE WALL SECTIONS 3 REFER TO ARCHITECTURAL SERIES FOR DIMENSIONS NOT INDICATED ON STRUCTURAL SERIES. jc • a no. date 6y 4. REFER TO 5200 SERIES FOR GENERAL NOTES AND TYPICAL DETAILS. 5. SEE FORTHCOMING GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION AT FOOTINGS, SLAB-ON-GRADE AND BACKFILL d • CONTINUOUS NOT FOR CONSTRUCTION' MATERIALS, AS WELL AS FOR ADDITIONAL REQUIREMENTS GEOTECHNICAL REPORT SHALL BE PART OF STRUCTURAL WALL FOOTING , SPECIFICATIONS + SLOPE BY CONTRACTOR PERMIT SET " V-0" TO MAINTAIN SOIL MIN. STABILITY, VERIFY WITH ' 7/11/2014 GEOTECHNICAL ENGINEER TYPICAL DETAIL STEPPED WALL FOOTING SITE WALL PLAN SW- 1 R5A* 15904