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HomeMy WebLinkAbout39590-Z < C0102 ■ C MOO Z LLJ Ln < Z., xn / 0� ®®. cli Lu V) LL 0 NO LO �� �' / ® // CD LU rn < u / / o LU Z U 2� Z 0 LU un u Ln li� , / ® Lu < CD 10:e U- z < 2 0 0) Z CL LIMITS OF ARTICLE 25 JURISDICTION ON NORTH SIDE OF PROPERTY AS WOOD DETERMINED BY NYSDEC ON 05/28/14 DOCK 304.56' MUM 4M 4ED GMEMS an 4M dommo am ME=% 4M GMEM an es GM=M 4ED to== ............ ........... 243.00' ................ PROPOSED PAVED DRIVEWAY- - - - - - - - - - - -- - - - - - - - - - - - PROPOSED DRIVEWAY- 100, SETBACK 100'Sg O g GS, TIDAL WETLAND BOUNDARY AUTO COURT 'D AS DELINEATED V 75, BY EN-CONSULTANTS DEC.5, MEAN HIGH WATER LINE PROPOSED TENNIS COURT2013 UNDER SEPARATE PERMIT PROPOSED GUEST HOUSE/GARAGJ W CP ROCK V% tQ 0 INTERTIDAL 1000-23-1.2.4&2.6 MARSH AREA 89.215.14 SF 2.05 ACRES cal Fan 0.�. dlemm im 4= ENVELOPE qi 5UtIDING do '311"E 4B S i8o 49 69 principal architect TK .55 0 530 U 411,5115M J mot" project manager CG 40 / / — — — — drawn by KN,ER er ISO checked by as, EX;BjiNGd 1000-23-1.2.3&2.5 PA UNDER 98.380.39 SF job no. 13054.03 NERMIT 2.26 ACRES ACTIVE WELL WELL date 09/11/2015 15k Lu DAM POND toLu revisions: X 1000-22.3-33 151.270 SIF 3.47 ACRES '. \ / �' s' / A MEAN HIGH WATER LINE \ o / �o- / ROPOSED POOL/ / , PER SEPARATE PER 40�e W no. date by — — — — — — — — — — — — — --- - — — — — — — — — — — — — — — — — — — — — — — — TEST Aito FOR CONSTRUCTION WELL 0 CID em 4= '96.33' z CONSTRUCTION 0=05 421� .4102� o ® �� 00 �� 0o 0 DOCUMENTS N 150 3000' W N 150 30'00"W II LL SETBACK ......... 09/11/2015 / ---.-......_........._...- TIDAL WETLANDS BOUNDARY As DELINEATED BY EN-CONSULTANTS DEC.5,2013 LINETYPE LEGEND 7*8SITE PLAN tvo)? SITE PLAN PROPOSED CONSTRUCTION UNDER SEPARATE PERMIT PROJECT NORTH 0 10, 30' 60' 90, PROPERTY LINES KID, L------------------------ - - - - - - - - - SETBACK LINES Al moo O24'-0" 101-01, 32'-0" 16'-0" 12'-0" 0 E ---71 COO J cs tU 2 L&J A3.10 D Lu - - - - - - - - - - - - - - - Ln co C= CN co BEDROOM Ln rn C19D u Cn cr LU Z C? Z I U 0 Lu < BATH %V woo QKV)) LZ W V) of i 0 co CN u— z 0 4100 —2 1-- /MECH/STORAGE i 104 Z-4 BENCH io ENTRY 09D O .............................- .......... --------- .... .......................................... ...... .......... ........... ................. ........ .......... ........................................ LIVING/DINING C101 8'-0" kh ENTRY .F-D A�C W. E1091 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EXTENT OF (P ROOF OVERHANG 0 OF Ne WATER FEATURE LO I I i WDER108.1 I'17 principal architect TK GARAGE 109.1 I project manager CG 107 drawn by KN,ER CN (UNCONDITIONED) BREEZEWAY MECHANICAL EXERCISE OUTDOOR DECK QK) CjK) checked by job no. 13054.03 BEDROOM SLOPE date 09/11/2015 C� -�10 BATH Lnrevisions: Lj to to L JI qJ1 7� ................................ . . ....................... 1 11-02-15 VE Revision no. date by FOR CONSTRUCTION )3 CONSTRUCTION DOCUMENTS OO 5 09/11/2015 MAIN LEVEL PLAN NOTES MAIN LEVEL FLOOR 1. VERIFY ALL DIMENSIONS IN FIELD PRIOR TO PLAN COMMENCING CONSTRUCTION. 2. U.N.O.,ALL DIMENSIONS ARE TO GRIDLINE,F.O.FRAMING OR 0 1' 2' 3' 4' 8' 12' F.O.CONCRETE. PROJECT NORTH 3. WHERE GRIDLINE COINCIDES WITH EXTERIOR WALLS, GRIDLINE=F.O.CONCRETE OR F.O.FRAMING U.N.O. A201 0 - -----' -' -- --- -- ---------\ � / | � | N | | i | � � | | | | N ' 2. U.N.O.,ALL DIMENSIONS ARE TO GRIDLINE,F.O.FRAMING `-�7>/ O l. 2' ]' 4' {' 12' E v v as :c c» =rs c Y 0 O to Ci t7 Im milk M 3M. M LV L u tD co '^ O N 1 N 1.1.- G to T c �L.. -d" I— N to CD v ,(^ 0) O N W m d V LJ Z U z w 22 p LU N W- oC w Y Cu Q O o u z u = Q tommi �- L Q rn o � CL Z O C � Q PTD.STEEL BEAM PER STRUCTURAL i ROOF r' RICHLITE PANELS; _ RICHLITE PANELS_ r r r - / EGRESS �/ / \ // \\ EGRESS LEVEL FF......... 4 `� f ---- -- — - - ----- — 100,-0., MAIN L 4 fp V THERMALLY BROKEN STEEL FRAMED DOORS 9 0 AND WINDOWS 0P NE`�� � NORTH ELEVATION SCALE: 1/4"= 1'-0" principal architect TK project manager CG drawn by KN,ER checked by job no. 13054.03 date 09/11/2015 O O O 3 O O revisions: PTD.STEEL BEAM PER STRUCTURAL ROOF -- - — ROOF _..._............_..... ... I i / \ E / \ E I RICHLITE PANELS 1 11-02-15 VE Revision \ / i RlcHurEPANELs SLIDING BARN DOOR: OPEN 23 no. date by BREEZEWAY ' i FOR CONSTRUCTION / \ CONSTRUCTION E E � MAIN LEVEL FF �. ��.......... DOCUMENTS MAIN LEVEL FF ? 107.2 / 100 -01, 1001-01, — - — - 7 — — — -- — 09/11/2015 NORTH & EAST EXTERIOR � EAST ELEVATION ELEVATIONS -0" A3mOO LJMJ ROOF ROOF Lu LA- Cnk TURAL PTD.STEEL BEAM PER STRUC PTD.STEEL ANGLE PER STRUCTURAL Z RICHLITE PANELS UJ z U 2F uJ MAIN LEVEL FF V) 1001-01, 1001-01, Lu THERMALLY BROKEN STEEL FRAMED DOORS AND WINDOWS AV AV k z to nomi EP 0 ROOF PTD.STEEL BEAM PER STRUCTURAL ROOF RICHLITE PANELS OPEN MAIN LEVEL FF MAIN LEVEL FF 0 01-01, 10 1001-01, � THERMALLY BROKEN STEEL FRAMED DOORS OF 0 N AND WINDOWS 2 SOUTH ELEVATION ENTRY S ALE principal architect TK project manager CG drawn by KN,ER 6 checked by job no. 13054.03 date 09/11/2015 PTD.STEEL BEAM PER STRUCTURAL ROOF ROOF 1 11-02-15 VE ReVision RIJHLITE'RANELS no. date by FOR CONSTRUCTION CONSTRUCTION DOCUMENTS MAIN LEVEL FF 09/11/2015 MAIN--VEL FF_ T � 10 [� �- THERMALLY BROKEN STEEL FRAMED DOORS SOUTH & WEST / | | AND WINDOWS ELEVATIONS EXTERIORsc A3n0l� U A O C Q u ar u car =n .r ! � o LLJ ROOF _ _ .. _ : . _.. - _:_ _. ._ _..... � .�...■ �. ROOF / w I o O GARAGE to2 C3 W m (UNCONDITIONED) C3 0) UJ z Q° z _. Q Z o MAIN LEVEL FF LU Z2 1001-01, I oUJ w M < 0 O o _ z N L U lV SECToION THROUGH GARAGE " a Z ° C O Q "� _...... ._. �. . �... _... . : .... �3:._. _... .. ._ _.. .. _..__ ._... _. _... . . . 111'-g.. z BEDROOM BEDROOM CP C 106 I LIVING/DINING 101 102 FF W._ .. MAIN 1 OOEL O i i 3 0fi NM`13-t f i Z E-W S ECTI O N AT G U EST H O USE principal architect TK SCALE: 1/4" project manager CG drawn by KN,ER O 2 3 O 4 5 6 checked b Y job no. 13054.03 i date 09/11/2015 i ROOF ...... . .. ---- — -- – ROOF revisions: BEDROOM BATH GARAGE MECHANICAL EXERCISE 102 103 OPEN BEYOND 107 108 10 / \ O 1 11-02-15 VE Revision no. date by MAIN LEVEL FF / ...._................_...-...... ........ ........._.......... v._,.. _. w :... > ,a__ . . _,. w..� ..... MAIN LEVEL FF ,. 100' 0" ........ w a_ -_ _ FOR CONSTRUCTION ................ 1001-01, -- —-- CONSTRUCTION DOCUMENTS 09/11/2015 j Ii i 9m,I ( BUILDING SECTIONS � N-S SECTION 1 A3m10 LEGEND NOTES I a r NEW STEEL COLUMN 1. FOUNDATIONS SHALL BEAR ON 3.0 TSF SOIL AS PER GEOTECHNICAL REPORT FROM AKRF ENGINEERING DATED 7/29/14. 0 r- SPREAD/WALL FOOTING TYPE. PIERS ON 2. B.O. FOOTING SHALL BE 4'-O"MIN. BELOW ADJACENT GRADE U.O.N. I ❑ I 1� SPREAD FOOTINGS TO BE 16"x20", U.O.N. L-J L--J SEE S-2.00 SCHEDULE. STEP FOOTING FX.X WFX.X 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN DOWN TO BELOW ON STRUCTURAL DRAWINGS. C o� FROST PER TYPICAL DETAIL ��_ ��] BOTTOM OF FOOTING ELEVATION 4. T.O.WALL TO MATCH TOP OF SLAB AT INTERIOR LOCATIONS.TOP OF WALL TO BE V-0" LJMJ 20= BELOW TOP OF SLAB AT EXTERIOR LOCATIONS. SEE DETAILS ON S3.00. o N 1 8"CONCRETE WALL UNLESS OTHERWISE S3.00 NOTED.SEE SECTIONS ON S3.00 FOR 13'-8" � o REINFORCING. o , M t� IONco ODO w/� Q --- -_-- a V + D WF2.5 WF2.5 ---� O _ I I CD �O I CV (V N ju I r N o N W V ^ o W z U'C U 4 �� ¢ O STEP FOOTING ( I 0 - S3.00 � ca DOWN TO BELOW I `o W FROST PER CD TYPICAL DETAIL w Y C Q I p o 00 \. -L , -- --4\ y Z N I �� S3.00 = Q U-� / FF3.0 �_� 4"- I u a z I[ 15'-0"] J HSS4-1/2x4-1/2x1/2"TYPICAL ( r I I - � o I F3.0 L-1 \ \ [15'-0"] a° 00 v z 16"x20"PIER.SEE 0 o I TYPICAL DETAIL.TYPICAL I w � I ~ i o o AT NON-FRAME STEEL o LL in COLUMNS I � N I � o -_ - _ - ... - .. _ ......_. .... ..__.......... ... ... .. ............. .... .....__....._. ......- .. ..... _. _............ _. ............ .. .__...._ .__ .... __. _._.._........ ._ ......__.._.... .... ....__...___ ._.. .-_.__._ ... ......._........ ..... M N CO _. . __... . .. i O N i . - _ 5"SLAB ON GRADE. I -- L6x6x1/2" SEE TYPICAL DETAIL M � WF2.0 r J ;t , [ 15'-0"] I I o - [n - ----- STEP BOTTOM OF WALL DOWN AS o ( IT MOVES SOUTH TO ACHIEVE 4'- --�- LL _. T.O. PIER TO MATCH FF3.0 C)� r � � 0"BELOW SLOPING GRADE MIN.- 2-1/4"x4"SOLID POST TO I [ 15'-0"] LL I I B.O.SLAB SEE GRADING PLAN UNDERSIDE OF ROOF 16"x16"PIER. SEE - LEVEL. SIZE EXAGGERATED I I TYPICAL DETAIL.TYPICAL FOR CLARITY. I AT CORNERS O PROVIDE BOND BREAKER I I 4 �,�� �p j-O FOR THERMAL BREAK I 5"SLAB ON GRADE. BETWEEN INTERIOR AND F3.0 I I- SEE TYPICAL S3.00 CO r P 7 o EXTERIOR SLABS,TYPICAL [ 15'-0"] DETAIL SIM WF2.0 WF2.0 04 Lr) rJ [15'-0"] [15'-0"] x I 13 13 13 E3 r------ ---------- ----------1 r- ---� ; ---------- ------� I ,� 898, rJ L---J I i 1 L, I o £SSE I 2 _� CO I F3.0 F3.0 [15'-0"] [15'-0"] I I F3.0 3.00 I 3 I ------ - o I o 1 I s3.00- O - -- I LL S3.00 -I LL "I - ---------- -� I 3 principal engineer NO coM S3.00 i_ ---- I I I i I project manager JRT WF2.0 I I I I 15'-0"] I 5"SLAB ON GRADE. 5"SLAB ON GRADE. 5"SLAB ON GRADE. drawn by JA2 I I SEE TYPICAL DETAIL 1 SEE TYPICAL DETAIL I SEE TYPICAL DETAILLO o o I S3.00 I LL �, I I I I checked by JRT I ( SIM I _ job no. 15904 - ------ I ,, 113 IM " I I date 09/11/2015 N 4"TYP. I I 4 4 - -I �-------� �s3.00 I I I I I I S3.00 I I I I I 8"FROST WALL TO EXTEND 4'-0" I ( I { BELOW ADJACENT GRADE, revisions: I I TOP OF WALLA 3 SIDES OF I I I I TYPICAL 3 SIDES OF COVERED PROVIDE OND BREAKER FOR GARAGE TO BE SET HIGHER TO g" _ _ I TERRACE S3.00 t I I ACCOMMODATE:SLOPED TOPPING o o I THERMAL BREAK BETWEEN o C I SLAB.SEE ARCHITECTURAL FOR I LL I INTERIOR AND EXTERIOR SLAB oo I 8'-3" - _ I CN LL ED MORE INFORMATION. LL� I I ®- I I I SET TOP OF PIER I r� n --- n 1 I I F3.0 " I ( AT 19'-4" L 11 -6 5'- 11-- I L [15 -0 ] J -L.-J I r -� [----- - --------) L-------- ------J --� L--------- ------J L----------------� I 2 10-30-15 VE Revision A L O O E3 O 1 06-24-15 Wall Revisions 13/'-0' [15'-0'] [13'-0"] no. date by F3.0 �,, 6'-5" -1 WF2.0 F3.0 WF2.0 F3.0 WF2.0 F3.0 L6x6x1/2". PROVIDE \ 15'-0"] [15'-0"] [15'-0'] SIM [15'-0'] [15'-0"] 15'-0" 16"x16"PIER AT -_ [ 15'-0'] [ T.O.PIER TO MATCH 4 [ ] - ANGLES,TYP. WF5.5 \ B O SLAB L6x6x1/2" FOR CONSTRUCTION CONCRETE SLAB AND STEP BOTTOM OF WALL DOWN CONSTRUCTION S3.00 WALL BUMP-OUT TO ; AS IT MOVES SOUTH TO ACHIEVE COVER STEEL COLUMN 4'-0"BELOW SLOPING GRADE MIN. DOCUMENTS -SEE GRADING PLAN 09/11/2015 : .............. _.._._._ _ ........__ 24'-0" 10'-0" 32'-0" 16'-0" 12'-0" MAIN LEVEL/FOUNDATION �1 PLAN C MAIN LEVEL/FOUNDATION PLAN simoo SILMAN# 15904 LEGEND NOTES I O r NEW STEEL COLUMN 1. TOP OF STEEL TO BE 1/2"BELOW TOP OF JOISTS UNLESS OTHERWISE NOTED. E 0 NEW STEEL BEAM 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS. m GREEN ROOF WITH ASSUMED LOADING OF CANT. 50 PSF CANTILEVERED BEAM 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN ON STRUCTURAL DRAWINGS. LOW BF 4.PROVIDE BLOCKING AT ALL STEEL BEAMS AND COLUMNS PER DETAILS ON ' 14 NEW 14"TJI 360 JOISTS @ 16"O.C.WITH 3/4" - — — — —- BRACED FRAME BELOW. SEE TYPICAL o PLYWOOD SHEATHING FRAME ELEVATION ON S2.02 S2.03. o MOMENT CONNECTION, SEE TYPICAL DETAILS M W 16X36 W 16X36 O N RO W (D O O ------ ------ N In BF I or O N N Ln LU rM (.0 LL ® �l t.. m r I 14 I o W Z � U Z W O 0 Q cc 131 "' H o W N ti I� w O Cl) o u- Z_ N X v, co W 10X30 ,-i a"-' n z 0 m °o X �- z 14 z w 8 w x o o dh ® P � h O V) O .- - - -- - .. .. .. - ___._._- - ____..__ ..-._.. .. ....._.... ... .._........_. _... ......._._.... _._ ._.-_...... ...-.._... .. .......... .. ........... ... ....... .... . ... ............ ..._....._. .. ... ...... ._...._.... ..... ....___._...... .... ........._.. ._ _... ..... .......__..... _... ...._..._.___. .... .......-...._... ..... _.._.._...._. ..... .. _... M N O _ _ _ _ ___ __ _ .... ......... ._ ._........ _. ..... _..._.... ... .. _... N N PROVIDE WEB STIFFENER AT ; INTERIOR SIDE OF BEAM AT COLUMN (.0 LOCATION PER TYPICAL S2.02 X cD W 10X39 I _ � r o , CV I I r i 14 X 14 0FN ` . 0 CO R ���/ O W 16X45 W16X45 W16X45 CANT. ....... .. ......... .. ........_........ .... ......... ... .............. ... .._.. .. �1 E3 El� W 10X26 —— ————— BF IES'SEC ''e. D ILLIn principal engineer NO X I project manager JRT co LL i 00 ) drawn by JA2 co checked by JRT oE3 1 14 X W10X26 '. X X job no. 15904 m I. co N j M j j date 09/11/2015 revisions: x_ 2 10 3015 VE Revision W 16X36 W 16X45 W 16X45 W 16X45 ' CANT. 1 06-24-15 Wall Revisions A E) 13 BF no. date by FOR CONSTRUCTION CONSTRUCTION DOCUMENTS 09/11/2015 24'-0" 10'-0" 32'-0" 16'-0" 12'-0" I-• --- ----- ---— ►�.--------- ------ I i (1 2 3 4 5 6 FIRST FLOOR FRAMING PLAN 1 FIRST FLOOR FRAMING PLAN S i-Ol 1/4"= 1'-0" S1001 SILMAN# 15904 GENERAL NOTES STRUCTURAL STEEL WOOD STRUCTURAL PANEL SHEATHING RESIDENTIAL DESIGN PARAMETERS 1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL 1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE FOLLOWING 1. PROVIDE STRUCTURAL I PLYWOOD SHEATHING WITH BOND CLASS IIFICATIONS PROJECT DESIGN CRITERIA AS PER TABLE R301.2(1)OF NYS RESIDENTIAL CODE) AND MECHANICAL DRAWINGS AND SHALL CONFORM TO THE PROJECT GOVERNING STANDARDS: APPROPRIATE TO THE END USE:"EXTERIOR"(PERMANENT EXPOSURE),OR ( y SPECIFICATIONS, INCLUDING THE NEW YORK STATE RESIDENTIAL BUILDING A. AISC 360"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"AND AISC "EXPOSURE I"(CONSTRUCTION EXPOSURE ONLY) GROUND BASE WIND EXPOSURE SEISMIC SUBJECT TO DAMAGE FROM FLOOD CODE, LATEST EDITION. 303"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" 2. FLOOR SHEATHING: NOM.3/4"THICK T&G PLYWOOD(48/24 SPAN RATING), SNOW SPEED CATEGORY DESIGN HAZARD 2. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING, BRACING,AND B. AMERICAN WELDING SOCIETY(AWS D1.1)"STRUCTURAL WELDING CODE- APA STURD-I-FLOOR,OR ADVANTECH SUBFLOOR. LOAD(PSF) (MPH) (WIND) CATEGORY WEATHERING FROST LINE TERMITE DECAY (FEMA) Q, SHEETING AND MAKE SAFE ALL FLOORS, ROOFS,WALLS,AND ADJACENT STEEL" 3. ROOF SHEATHING(STANDARD): NOM. 5/8"THICK T&G PLYWOOD(48/24 SPAN 't' PROPERTY AS PROJECT CONDITIONS REQUIRE. SHORING AND SHEETING 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM RATING). 20(l) 120(2) B(3) B(4) SEVERE(5) 42"(6) MD TO HVY(7) SL TO MD(8) NA x SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER SPECIFICATIONS: 4. ROOF SHEATHING(UNDER SLATE OR CLAY TILE): NOM.3/4"THICK T&G LICENSED IN THE PROJECT JURISDICTION, HIRED BY THE CONTRACTOR, A. WIDE FLANGE BEAMS,COLUMNS,AND STRUCTURAL TEES:ASTM A992 PLYWOOD(48/24 SPAN RATING). WHO SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR THE NOTES: ® 3 OWNER'S REVIEW. B. HOLLOW STRUCTURAL SECTIONS:ASTM A500,GRADE B 5. WALL SHEATHING(STANDARD:NOM. 1/2 THICK PLYWOOD(32/16 SPAN RATING). THIS PROJECT FALLS UNDER THE JURISDICTION OF THE RESIDENTIAL CODE OF THE STATE OF NEW YORK AS DEFINED BY SECTION 3. THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY. C. STRUCTURAL PIPE SECTIONS:ASTM A53, GRADE B o THESE NOTES HIGHLIGHT RATHER THAN REPLACE THE SPECIFICATIONS D. CHANNELS,ANGLES,AND PLATES:ASTM A36 UNLESS OTHERWISE NOTED. 6. WALL SHEATHING(BEHIND SLATE,CLAY TILE,OR MASONRY VENEER): NOM. 101.2(1)OF THE BUILDING CODE OF THE STATE OF NEW YORK. CONTRACTOR SHALL FOLLOW ALL MINIMUMS ESTABLISHED IN NOTED CONTAINED IN THE PROJECT MANUAL. E. BOLTED CONNECTIONS OF BEAMS/GIRDERS ARE TO BE DESIGNED AS 3/4"THICK PLYWOOD(48/24 SPAN RATING). CODE UNLESS SPECIFICALLY WAIVED BY LOCAL CODE OFFICIALS. IF CONTRADICTIONS OCCUR BETWEEN THESE DOCUMENTS AND FOLLOWS: 7. USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD THE NOTED CODE,THE MORE CONSERVATIVE SPECIFICATION SHALL APPLY. � LV SHEATHING. 1. GROUND SNOW LOAD IS BASED ON FIGURE R301.2(5)FOR NEW YORK STATE AND HAVE BEEN ADJUSTED AS PER N Lf) a. STANDARD BEAM TO BEAM/GIRDER: OR BEARING TYPE BOLTS 8. LEAVE 1/16"SPACE AT ALL PLYWOOD PANEL END JOINTS AND 1/8"SPACE AT ASCE 7 FOR FLAT OR SLOPED ROOF SNOW LOADS, DRIFT, ETC(EQUATION 7-1 AND 7-2).THE FOLLOWING FACTORS + FOUNDATIONS (3/4"DIAMETER MINIMUM WITH HARDENEDD WASHERS). . ALL PANEL EDGE JOINTS. WERE USED FOR THIS PROJECT: b. BEAM/GIRDER TO COLUMN CONNECTIONS:A325-SC OR A490-SC TYPE g_ UNLESS NOTED OTHERWISE,WALL SHEATHING SHALL BE FASTENED TO O BOLTS(3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). a. 1, IMPORTANCE FACTOR: 1.0(TABLE 7-4,ASCE 7). _ 1. BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING FRAMING WITH 8d COMMON NAILS @ 4"ON CENTER AT EACH SHEETN b. Ce, EXPOSURE FACTOR: 1.0(TABLE 7-2,ASCE 7). F. ANCHOR BOLTS: ASTM F1554, GRADE 36. PERIMETER AND 12"ON CENTER ELSEWHERE. PROVIDE 2x6 BLOCKING AT ALL to MINIMUM BEARING CAPACITY OF 6000 PSF AS SPECIFIED BY THE c. Ct,THERMAL FACTOR: 1.0(TABLE 7-3,ASCE 7). F- GEOTECHNICAL CONSULTANT.ADEQUACY OF BEARING STRATUM SHALL BE G. STRUCTURAL STEEL NOTED TO BE STAINLESS STEEL SHALL BE ASTM A276 FREE EDGES. VERIFIED IN FIELD PRIOR TO PLACING CONCRETE.ALL NECESSARY STAINLESS STEEL GRADE 304. TO 2. BASE WIND SPEED HAS BEEN CONVERTED INTO DESIGN PRESSURES FOR MAIN WINDFORCE RESISTING SYSTEM AND LLJ 10. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE FASTENED COMPONENTS AND CLADDING PER TABLE 1609.6.2(1)OF THE NYS BUILDING CODE AND TABLES R301.2(2)AND R301.2 s = ADJUSTMENTS TO THE BOTTOM OF FOOTINGS TO BE REVIEWED AND H. ALL STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM F593 ALLOY 304. FRAMING WITH 8d COMMON NAILS @ 6"ON CENTER AT EACH SHEET C OF THE NYS RESIDENTIAL CODE,RESPECTIVELY. APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. I. ALL STAINLESS STEEL NUTS SHALL CONFORM TO ASTM F594 ALLOY 304. PERIMETER AND 12"ON CENTER ELSEWHERE. V 2. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL FLOORS 3. STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM 11. ALL FLOOR SHEATHING SHALL BE GLUED AND SCREWED TO FLOOR JOISTS 3. EXPOSURE CATEGORY IS BASED ON R301.2.1.4 OF THE NYS RESIDENTIAL CODE. o W Z BRACING THESE WALLS ARE IN PLACE AND HAVE ATTAINED THEIR 28 DAY CONNECTIONS,AND SHALL BE SELECTED OR COMPLETED BY AN USING AN APA APPROVED ADHESIVE AND#8 SCREWS @ 6"ON CENTER AT oo U STRENGTH. EXPERIENCED STEEL DETAILER UTILIZING ASD LOADS AND PROCEDURES. EACH SHEET PERIMETER AND 12"ON CENTER ELSEWHERE, UNLESS NOTED 4. SEISMIC DESIGN CATEGORY IS BASED ON TABLES 1616.3(1)AND 1616.3(2)OF THE NYS BUILDING CODE.AS PER a Z O 3. ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 4'-0"BELOW FINAL A. FOR NON-COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON OTHERWISE. R301.2.2, DETACHED ONE-AND TWO-FAMILY DWELLINGS LOCATED IN SEISMIC DESIGN CATEGORY A, B,AND E LJJ ER GRADE. REACTION AS DETERMINED FROM AISC UNIFORM LOAD TABLE (UNLESS EXEMPT FROM THE SEISMIC REQUIREMENTS OF THE CODE. 0 < 4. CONCRETE SHALL BE POURED IN DRY EXCAVATIONS.CONTRACTOR SHALL OTHERWISE NOTED ON PLANS). 5. WEATHERING IS DETERMINED BY FIGURE R301.2(3)OF THE NYS RESIDENTIAL CODE. �? - 2 NOTE SOIL AND WATER CONDITIONS AS SHOWN BY BORINGS AND DEPTHS B. FOR COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON 1.5 x W Ln OF FOOTING AS SHOWN ON FOUNDATION PLANS. REACTION FROM AISC UNIFORM LOAD TABLE(UNLESS OTHERWISE NOTED ENGINEERED WOOD PRODUCTS 6. THE DEPTH TO BOTTOM OF FOOTING IS ESTABLISHED BY THE LOCAL JURISDICTION. U_ w ON PLANS). s CONCRETE C. REINFORCING IS TO BE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE 7. TERMITE PROBABILITY IS DETERMINED BY FIGURE R301.2(6)AND BY LOCAL AUTHORITIES.SEE ARCHITECTURAL THE SHEAR OR MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE 1. WOOD I-JOISTS: PROVIDE ENGINEERED WOOD I-JOISTS,SIZES AND SERIES DRAWINGS FOR ALL APPROPRIATE DETAILS TO ADDRESS THIS CONDITION. 0 p REACTION. FLANGES AND WEB ARE TO BE REINFORCED WHERE THE LOCAL AS SHOWN,AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL. n O 0� 1. ALL CONCRETE WORK SHALL CONFORM TO THE ACI FOLLOWING GOVERNING CAPACITY TO SUSTAIN CONNECTION LOAD IS INADEQUATE. INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S STANDARD 8. DECAY PROBABILITY IS DETERMINED BY FIGURE R301.2(7)AND BY LOCAL AUTHORITIES. SEE ARCHITECTURAL o u' Z STANDARDS. D. CONNECTIONS SHALL BE DESIGNED FOR SHEAR AND ECCENTRICITY, RECOMMENDATIONS AND DETAILS, INCLUDING CONSTRUCTION BRACING, DRAWINGS FOR ALL APPROPRIATE DETAILS TO ADDRESS THIS CONDITION. u _ A. AMERICAN CONCRETE INSTITUTE(ACI)"BUILDING CODE REQUIREMENTS FOR CONSIDERING THAT THE CONNECTION IS AN EXTENSION OF THE BEAM AND MINIMUM BEARING LENGTHS,WEB STIFFENERS, SQUASH BLOCKS, cc STRUCTURAL CONCRETE"(ACI 318), LATEST EDITION. PER GOVERNING GIRDERS. BLOCKING, KNOCK-OUTS AND HOLES, ETC. 9. ALL GLAZING TO BE HIGH IMPACT GLAZING. BUILDING CODE 4. MINIMUM WELD SIZE IS 1/4"FILLET UNLESS NOTED OTHERWISE. 2. RIM BOARDS: PROVIDE CONTINUOUS 1-1/4"THICK RIM BOARDS, O B. ACI"MANUAL OF CONCRETE PRACTICE", LATEST EDITION 5. ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND TIMBERSTRAND LSL AS MANUFACTURED BY WEYERHAEUSER OR APPROVED m o C. CONCRETE REINFORCING STEEL INSTITUTE(CRSI)"MANUAL OF STANDARD INSTALLED WITH NATURAL CAMBER UP. CANTILEVER BEAMS SHALL BE EQUAL. INSTALL IN COMPLIANCE WITH THE MANUFACTURER'S a Z PRACTICE",LATEST EDITION FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMS 2. ALL CONCRETE COMPOSITE ON METAL DECK SHALL BE LIGHT WEIGHT CANTILEVER END. 3. MICRO-LAM BEAMS: PROVIDE ENGINEERED BEAMS,SIZES AS SHOWN, CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 6. FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE MICROLLAM LVL OR PARALLAM PSL AS MANUFACTURED BY WEYERHAEUSER DAYS, UNLESS OTHERWISE NOTED. EXPRESS WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. OR APPROVED EQUALMANUFACTURER'S STANDARD RECOMMENDATIONS AND DETAILS. 0 . INSTALL IN STRICT COMPLIANCE WITH THE COMPONENT AND CLADDING WIND DESIGN PRESSURES 0 3. ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A 7. WELDING SHALL BE PERFORMED BY CERTIFIED LICENSED,AWS-QUALIFIED 2 MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS, UNLESS WELDERS. ELECTRODES SHALL BE AWS 5.1, CLASS E70XX(USE LOW z OTHERWISE NOTED. HYDROGEN ELECTRODES FOR A572, GRADE 50 STEEL).WELDING SPECIAL INSPECTIONSx 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM ELECTRODES FOR ASTM A276-97 STAINLESS STEEL, GRADE 304, SHALL Wind Pressure (psf) Wind Pressure(psf) r A615,GRADE 60 OR A775 EPDXY COATED WHEN CALLED OUT ON PLAN. CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING, ELECTRODE Wall Zone Overhang Zone z REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI "DETAILS CLASS E304; OR AWS A5.9 FOR GAS METAL ARC WELDING, ELECTRODE 1. INSPECTIONS REQUIRED BY THE LOCAL JURISDICTION SHALL BE A(ft) 1; 5 2 3 8 AND DETAILING OF REINFORCEMENT", (ACI 315), LATEST EDITION. CLASS ER304, Ft=70 KSI. PERFORMED BY A TESTING AGENCY PROVIDED BY THE OWNER FOR THE A5 10 34.4 42.3 55.2 87.5 5. REINFORCING STEEL TO BE WELDED TO CONFORM TO ASTM A706 GRADE 60. 8. SHOP PAINT EXTERIOR EXPOSED STEEL MEMBERS, STEEL MEMBERS NOT FOLLOWING ITEMS: 10<A:5 20 33.0 39.6 53.7 69.9 rEN=1 2 " 6. WELDED WIRE FABRIC(WWF)SHALL CONFORM TO ASTM A1064,WITH A ENCASED IN CONCRETE OR SPRAY FIREPROOFED,AND ALL STEEL MEMBERS A. STEEL CONSTRUCTION (BC 1704.3,TABLE 1704.3) 20<A!5 50 31.2 35.7 52.3 46.4 in AT THE EXTERIOR WALL WITH TNEMEC#10-99"OR APPROVED EQUAL"FIELD b ° MINIMUM YIELD STRENGTH OF 65,000 PSI. I. WELDING(BC 1704.3.1) 50<A:5 100 29.1 33.0 52.3 28.8 o N PAINT ALL EXTERIOR EXPOSED MEMBERS WITH TNEMEC 530 OMNITHANE OR 7. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES APPROVED EQUAL. ii. DETAILS(BC 1704.3.2) 10 0<A5 200 28.5 30.4 37.6 28.8 M N WITH ALL OTHER DISCIPLINES DRAWINGS. MINIMUM CONCRETE BETWEEN g LINTELS SHALL BE INSTALLED OVER ALL OPENINGS IN MASONRY WALLS AS iii. HIGH-STRENGTH BOLTING(BC 1704.3.3) A>200 26.4 26.4 37.6 28.8 SLEEVES SHALL BE 6". FOLLOWS: B. CONCRETE CONSTRUCTION (BC 1704.4,TABLE 1704.4) 8. ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE I. MATERIALS(BC 1704.4.1) STRENGTH OF 5000 PSI. MASONRY OPENING LINTEL 9. PROVIDE CLEARANCE FROM FACE OF CONCRETE TO REINFORCEMENT AS 4'-0"OR LESS L4x3-1/2x5/16 LLV C. SOILS(BC 1704.7,TABLE 1704.7) NOTES: FOLLOWS: 4'-1"to 7'-0" L6x3-1/2x5/16 LLV THE TESTING AGENCY FOR THE INSPECTIONS SHALL FILE ALL APPROPRIATE 1. PRESSURES SHOWN ASSUME HIGH IMPACT GLAZING AND AN ENCLOSED BUILDING. A. SLABS: 3/4" FORMS WITH THE BUILDING DEPARTMENT. B. BEAMS&COLUMNS: 1-1/2" A. 3-1/2"LEGS ARE HORIZONTAL. 2.PRESSURES SHOWN CAN BE POSITIVE OR NEGATIVE PRESSURES. C. FOOTINGS: 3" B. PROVIDE ONE ANGLE FOR EACH 4"OF WALL THICKNESS. f�OF N C. PROVIDE L5x5x5/16 ANGLES FOR 6"THICK WALLS AND PARTITIONS WITH 3. IT IS THE COMPONENTS AND CLADDING PROVIDERS RESPONSIBILITY TO APPLY THESE PRESSURES TO THEIR �\�� Opp Y0 . D. EXTERIOR WALLS:2"FOR#6 OR LARGER, 1-1/2" FOR#5 OR SMALLER ELEMENTS PER THE DESIGN CODE OF THE JURISDICTION OF THE PROJECT. E. INTERIOR WALLS: 3/4" OPENINGS UP TO 6'-0". D. PROVIDE MINIMUM 6"BEARING AT EACH END. 10. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL. NO CONCRETE WORK SHALL COMMENCE E. LINTELS OVER 6'-0"SHALL BE FIREPROOFED. At i WITHOUT APPROVED SHOP DRAWINGS. 10. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL i NO FABRICATION OF STEEL SHALLROVAL P ENGINEER FOR REVIEW AND AP . > 11. CLEAN AND ROUGHEN TO 1/4"AMPLITUDE ALL EXISTING CONCRETE O�w < SURFACES TO RECEIVE NEW CONCRETE PRIOR TO PLACEMENT. COMMENCE WITHOUT APPROVED SHOP DRAWINGS. x$888 12. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF 11. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS. ( ESSl �L EQUIPMENT PADS, INSERT AND EMBED ITEMS. 13. REINFORCING DOWELS,WATERSTOPS,AND OTHER EMBED ITEMS SHALL BE INSTALLED AND SECURED PRIOR TO CONCRETE PLACEMENT. "WET-SETTING"OF EMBEDDED ITEMS IS NOT PERMITTED. principal engineer NO project manager JRT drawn by JA2 checked by JRT job no. 15904 date 09/11/2015 revisions: 2 10-30-15 VE Revision 1 06-24-15 Wall Revisions no. date by FOR CONSTRUCTION CONSTRUCTION DOCUMENTS 09/11/2015 GENERAL NOTES S2mOO SILMAN# 15904 Lu STANDARD HOOK z Ym W a Q= CONCRETE PIER OR y W.W.F. i- X0 e` STEEL COLUMN LLin0 0U) O W (SEE PLAN) SAW' DEEP u CUT z p z _-- SLAB REINF. W g = M= 2"x3"CONT. �- SLAB ON GRADE (MESH REBAR) HORIZONTAL REINF. x—x— x_x—x 0 (nll- KEY " " TO RUN THRU —x X_x—r - 2-#4 @ 3x4-0 LONG UNINTERRUPTED o -` a ADDITIONAL AT ALL J 1 j REENTRANT CORNERS L ® 3 MAXIMUM DISTANCE BETWEEN 2 `��� M W 3 CONTRACTION JOINTS IN INCHES _ _ JOINTS f- z 0 3: IS 36 TIMES SLAB THICKNESS Z SLAB EDGE - ° ° F- g Ir "A N co Cf) Lu ` ' N Ln SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT WATERSTOP ,i AT ALL RE- ENTRANT CORNERS TEE-INTERSECTION 40 6"x6"W2.0 x W2.0 W.W.F. cc NOTE: MAXIMUM POUR LENGTHS: C-0N (A o: FOUNDATION WALL=80'-0" + LLJ rn U CONCRETE SLAB ® + ri � I W a NOTES: ` , z U W Z Lo- z STANDARD HOOK F d m U D- _ �_. —�, T. -.. 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING U) Z `l x- STRIPS WHERE EACH SINGLE STRIP DOES NO EXCEED < z O i TYPICAL CONSTRUCTION JOINT IN CONCRETE WALL W g o Q l '^ 36 TIMES SLAB THICKNESS WIDTH IN INCHES. I i l—III I I I I I I I Y 2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLAB 3/4"= 1'-0" in Ln � THICKNESS. JOINTS SHALL BE SAWED NO LATER THAN o ILLJ Ln 24 HOURS AFTER CONCRETE IS PLACED. 6"GRAVEL OR STONE 2 Q t� 3. GRAVEL OR CRUSHED STONE BASE SHALL BE LL UNDISTURBED 10 MIL POLYETHYLENEo COMPACTED TO 95%OF MAXIMUM DENSITY AT OPTIMUM � � SOIL OR FILL VAPOR BARRIER MOISTURE CONTENT. TENSION "' O SLAB ON GRADE LAP SPLICE /y _ co CORNER o COLUMN, SEE PLAN "' 0 Cn AND COLUMN NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE TABLE. L2 o z TYPICAL SLAB ON GRADE__ ANCHOR BOLTS, (SEE TYP. DTL.) SCHEDULE 1/2"= 1'-0" BASE PLATE,(SEE TYP. DTL.) T//- ISOLATION NON-SHRINK GROUT,2" I SLAB ON GRADE DETAILL)SEE 1'PICAL TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS AND JUNCTIONS OF a MIN. CO CRETE SLAB WALLS AND BEAMS z T.O.SLAB 3/4-1_ " J EL. SEE PLAN x � ° , x—x—x F 1-0 z — WALL T.O. FOOTING OR PIER w ® x ®� EL. SEE PLAN o -- DOWELS OR �� PIER REINF. (SEE PLAN 0 ° 01 o -_ ANCHOR BOLTS 244 TIES @ 3:O.C.AT TOP OF PIER _2"CLR. AND SCHEDULE) o 0 ISOLATION JOINT 1/2"MIN. REMAINDER AS PER SCHEDULE TYP• 0 ,0 N Na (SEE TYPICAL SLAB ON DEFORMED BAR TENSION DEVELOPMENT LENGTH Ld PROVIDE TENSION LAP SPLICE - - - ° GRADE DETAIL) U a ° a ° a ° a ° ° a a PER REBAR SCHEDULE FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS CONCRETE SLAB B.O. FOOTING Ma'.° a ' ° 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE X—XxX- " EL. SEE PLAN BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 Tit G3"CLR. #3 17 25 15 22 13 20 12 18 NOTES: #4 22 33 19 29 17 26 16 24 n d o _ _ 1. PIER SIZE TO BE 3"LARGER THAN COLUMN BASE PLATE ALL ROUND U.N.O.ON #5 28 42 24 36 22 32 20 30 QF N B.O. FTG. ��- --- - l � a• ° PLAN. #6 33 50 29 43 26 39 24 35 SEE PLAN III III—III- 2. SEE PLAN AND FOOTING SCHEDULE FOR FOOTING SIZE AND REINFORCING. CO ��`� ci 3. IF PIER HEIGHT IS LESS THAN 2'-6", EXTEND COLUMN DOWELS INTO FOOTING. SEE #7 48 72 42 63 38 56 34 51 ,; v COLUMN SCHEDULE FOR SIZE AND REINFORCING. VC ; $ M _ _ 4. T=SLAB THICKNESS-SEE PLANS. #8 55 83 48 72 43 64 39 59 ;'VA NOTES: 3"CLR.-T -------- #9 62 93 54 81 48 72 44 66 ; a PIER REINFORCING SCHEDULE #10 70 105 61 91 54 81 50 74 fo988��„ 1. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEARINGSs CAPACITY AS SPECIFIED IN THE GENERAL NOTES. PIER SIZE MIN. VERTICAL BARS CLOSED TIES #11 78 116 67 101 60 90 55 82 2. FOR SIZE, DEPTH AND REINFORCING SEE FOOTING SCHEDULE. - _------- ---- 16"x16" _ 4-#6 CLOSED #4 STIRRUP @ 10" O.C. NOTES: 16"x20" 646 CLOSED #4 STIRRUP @ 10" O.C. 1. FOR HORIZONTAL REINFORCEMENT WITH 12 IN.OR MORE FRESH CONCRETE TYPICAL SPREAD FOOTING AT CONCRETE WALL CAST BELOW IT, Ld SHALL BE 1.3 TIMES THE VALUES GIVEN ABOVE. ----- - 2. FOR EPDXY-COATED BARS: 1/2"= V-0" a. WHERE CONCRETE COVER IS LESS THAN 3db,OR CLEAR SPACING IS LESS TYPICAL STEEL COLUMN/PIER AND FOOTING THAN 6db, Ld SHALL BE 1.5 TIMES THE VALUES GIVEN ABOVE. -- ---- --- b. WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3db AND CLEAR SPREAD FOOTING SCHEDULE 1/2"= 1'-0" SPACING IS GREATER THAN 6db, Ld SHALL BE 1.2 TIMES THE VALUES GIVEN ABOVE. principal engineer NO ----- - CASE I: CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, project manager JRT SIZE BOTTOM REINFORCEMENT CLEAR COVER NOT LESS THAN db,AND STIRRUPS OR TIES THROUGHOUT Ld drawn by JA2 MARK LENGTH WIDTH THICKNESS LONG WAY SHORT WAY NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING ---- -------- ---- DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR COVER NOT LESS THAN db F3.0 3' - 0" 31 - 0" 1' - 011 #5 @,12" #5 @ 12" ------------- - CASE II:OTHER CASES checked by JRT job no. 15904 WALL FOOTING SCHEDULE DEFORMED BAR TENSION LAP SPLICE - CLASS B date 09/11/2015 _ BOTTOM REINFORCEMENT FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS MARK WIDTH THICKNESS SHORT WAY __ LONG WAY 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE WF2.0 2' - 011 11 - 019 #5 @ 12" HOOKED 3-#5 CONT. BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 revisions: WF2.5 21 - 611 11 - 011 #5 @ 12" 345 CONT. #3 22 33 19 28 17 25 16 23 W F5.5 51 - 611 19 - 011 #5 @ 12" 645 CONT. ADDITIONAL BARS AT #4 29 43 25 37 23 34 21 31 TOP OPENING(245) #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 STANDARD HOOK. - DEVELOPMENT ##8 72 107 62 93 56 83 51 76 (TYP.) LENGTH #9 81 121 70 105 63 94 57 86 PROVIDE ADDITIONAL BARS 2 10-30-15 VE Revision PARALLEL TO SIDES OF #10 91 136 79 118 71 106 64 96 1 06-24-15 Wall Revisions a OPENING, EQUAL TO AREA OF #11 101 151 87 131 78 117 71 107 2"X" ( ° INTERRUPTED BARS 245 MIN. no. date by MIN.) _ a DEFORMED BAR COMPRESSION DEVELOPMENT LENGTH (Ldc) DEFORMED BAR COMPRESSION LAP SPLICE FOR CONSTRUCTION a °a - FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS a CONSTRUCTION BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI DOCUMENTS SIZE CONCRETE CONCRETE CONCRETE CONCRETE SIZE CONCRETE CONCRETE CONCRETE CONCRETE I it -I 1 11 1 1I I _ #3 9 8 8 8 #3 12 12 12 12 _ _ 09/11/2015 SLOPE BY CONTRACTOR TO #4 11 10 9 9 #4 15 15 15 15 ° MAINTAIN SOIL STABILITY,VERIFY #5 14 12 12 12 #5 19 19 19 19 WITH GEOTECHNICAL ENGINEER FOR REINF. SEE (EACH RACE OF ADDITIONAL #6 17 15 14 14 #6 23 23 23 23 --I —III III-- III FOOTING SCHEDULE NOTES: #7 20 17 16 16 #7 27 27 27 27 T CONT.WALL FOOTING 1. HOOK ALL BARS INTERRUPTED BY OPENING. #8 22 19 18 18 #8 30 30 30 30 TYPICAL DETAILS 1'-0"MIN. 2. HORIZONTAL BARS TO EXTEND DEVELOPMENT LENGTH BEYOND #9 25 22 21 21 #9 34 34 34 34 OPENING,VERTICAL BARS TO BE FULL STORY HEIGHT. TYPICAL STEPPED WALL FOOTING #10 28 25 23 23 #10 39 39 39 39 #11 31 27 26 26 #11 43 43 43 43 1/2"= 1'-0" TYPICAL OPENING IN CONCRETE WALLS S2m01 3/4"= 1'-0" SILMAN# 15904 E 0 U COLUMN U m U LM BASE PLATE, \ 12"x18"x1"THICK 50 G 0 0 I I TYP.AT 3 I I 1TAT AT I - COLUMN 5/16 3 ANCHORS 7 BRACE I ANCHORS 1/4 I I o I I I I BASE PLATE, AM NMI 12"x12"x1/2"THICK N BRACE GUSSET PLATE. I I o LLJ SEE TYPICAL DETAIL I "' Ln I + — MATCH I I I _0 I I MATCH L O TOP OF PLATE I I I I TOP OF PLATE I Icoco c TOP OF WALL TOP OF WALL W M`" MILL BOTTOM OF COLUMN + (6)3/4"0 HEADED ANCHOR ` � - ^, _ 0) RODS. EMBED. REE LEAVE ENDS i i COLUMN,SEE PLANS OR = V j OF RODS UNTHREADED TO NOTE: LEVELING PLATES ALLOW PROPER WELD TO BASE NOTE: LEVELING PLATES t ., (4)3/4"0 HEADED ANCHOR SCHEDULE FOR SIZE o W Z ARE NOT PERMITTED v f " PLATE ARE NOT PERMITTED " 4 RODS. EMBED. 1-4 .LEAVE U 1 BEARING PLATE W/3/4 Q1 Z N ENDS OF RODS UNTHREADED A325 BOLTS(2 EACH SIDE). TO ALLOW PROPER WELD TO LU W TUBE COLUMN � � LENGTH&WIDTH AS � � TUBE,ANGLE OR BASE PLATE REQUIRED, MINIMUM C) < PLATE COLUMN. SEE PLANS PLATE THICKNESS TO Cn / MATCH FLANGE FACE OFo W c~n CONCRETE 5/16 / FULL BEARING REQUIRED AT / THICKNESS OF BEAM U w WALL / - - EMBED BOLT -- - PLATE.VIBRATE AS REQUIRED TO 5/16 / FULL BEARING REQUIRED AT BELOW. a ACHIEVE FULL BEARING. / EMBED BOLT PLATE.VIBRATE AS REQUIRED TO O ACHIEVE FULL BEARING. O CM C/3 W GUSSET PLATEo- y LL Z_ he FACE OF u = Q CONCRETE _ �� �� _ _ " `o �- BASE PLATE Q BASE PLATE STIFFENER PLATE EACH a Z i THICKNESS OFCOLUMN ABOVE.WELDS TO BEAM i iv a WEB SHALL HAVE CAPACITY 2., 2„ I TO CARRY ENTIRE COLUMN a NP TYP LOAD. 2 TYPICAL EMBEDDED COLUMN BASE PLATE AT BRACED FRAME TYPICAL EMBEDDED COLUMN BASE PLATE AT GRAVITY COLUMN TYPICAL STIFFENER PLATE AT BEAM SUPPORTED COLUMN 3 —— --- — z -0" 1.= 1'-0" w 79 20 • as v N 0 ° N N M N I — MILL BOTTOM OF COLUMN STIFFENER PLATE EACH WT SAME SIZE AS STIFFENER PLATE EACH SIDE.THICKNESS TO COLUMN SECTION SIDE.THICKNESS TO COLUMN, SEE PLANS OR I I MATCH COLUMN EACH SIDE MATCH COLUMN SCHEDULE FOR SIZE I FLANGE BELOW FLANGE BELOW I BEARING PLATE W/3/4"0 A325 BOLTS I I (2 EACH SIDE). LENGTH &WIDTH AS REQUIRED, MINIMUM PLATE I THICKNESS TO MATCH FLANGE I I QE THICKNESS OF BEAM BELOW. q � I I � 2 1/2"TYP. �I 2 1/2" ,T�t I IrM rn I I STEEL PLATE WITH STEEL PLATE WITH (4)-3/4"®A325- STEEL PLATE WITH (4)-3/4"0 A325-SC I SC BOLTS(MIN.). MINIMUM PLATE (4)-3/4"0 A325-SC BOLTS(MIN.). MINIMUM THICKNESS TO MATCH FLANGE - WT STIFFENER EACH SIDE TO MATCH I I BOLTS(MIN.). MINIMUM {. PLATE THICKNESS TO THICKNESS OF BEAM ABOVE COLUMN ABOVE.WELDS TO BEAM �- I PLATE THICKNESS TO WEB SHALL HAVE CAPACITY TO MATCH FLANGE THICKNESS I MATCH FLANGE THICKNESS CARRY ENTIRE COLUMN LOAD. OF BEAM ABOVE I OF BEAM ABOVE principal engineer NO project manager JRT TYPICAL STIFFENER PLATE AT BEAM SUPPORTED COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN drawn by JA2 1"= 1'-0" 1"= 1'-0" 1"= 1'-0" checked by JRT job no. 15904 date 09/11/2015 SH EAR PLATE DOUBLE ANGLES DOUBLE ANGLES DOUBLE ANGLES CAP PLATE(AT STEEL BEAM STEEL BEAM STEEL BEAM WF STEEL BEAM revisions: COLUMN TOP) O { a 0 � 1 O � SEE PLANS O C 1 O 4 , I IF REQUIRED FOR CAPACITY EXTEND PLATE THROUGH COLUMN I — AISC BOLTS — AISC BOLTS AISC BOLTS AISC BOLTS N 2 10-30-15 VE Revision N � N 1 06-2415 Wall Revisions j N HSS STEEL COLUMN WF STEEL COLUMN WF STEEL COLUMN X N no. date by - -�1- - — - v � cs�9 = FOR CONSTRUCTION BEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM = NOTE CONSTRUCTION Pbrace= 15 KIPS DOCUMENTS NOTES: a9/11/2015 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 SUBMITTED AS REQUIRED IN THE GENERAL AND ELSEWHERETHE 2. THOE TES CONTRACTOR SHALLID TAIL TOHE NTRACT PROJEDCOT CONNECTIONS FOR THE LOADS AS INDICATED IN THE CONTRACT DOCUMENTS, PER TYPICAL BRACE ELEVATION AISC GUIDELINES.THE SCHEMATIC DETAILS 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 1 1/2"= V-0" TYPICAL DETAILS DOCUMENTS. 3. PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEAM CONNECTIONS TO PERIMETER BEAMS, UNLESS OTHERWISE NOTED. TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLY S2mO2 SILMAN# 15904 E 0 C� STEEL COLUMN Co LMLJ 2= / NEUTRAL AXIS OF CHANNEL BRACE Y Dc=DEPTH OF COLUMN ® 3 TOP OF SLAB REFERENCE LINE GUSSET PLATE(1/2" Cn M MIN.) i Cr N coOLu SEE PLANS FOR BEAM SIZE N Lu TYP. 1/4 U MIN. I 0 \ PLACE CHANNELS .* _ BACK TO BACK N �— i — — — — cc \ I Ln rn W M a V \ m = }. L o W Z STEEL BEAM — — — — — — — _ `t Z O Lu uJ ca W.P. I I I = o LU N I I GUSSET PLATE LINES MUST COINCIDE ASI + CD 2! O CONNECTION TO BEAM TO SHOWN O BE DESIGNED FOR PbraceI I o LL Z HORIZONTAL COMPONENT I IGTQ Y = Q `. H PLUS MOMENT DUE TO I I Z ECCENTRICITY(H)x(Db)/(2) I I / 3/4"0 BOLT \ v I I o "' 0 I I cn L2 a z I I Z NEUTRAL AXIS OF CHANNEL I F BRACE I NOTE: CONNECTION DETAIL SHOWN ABOVE ARE SCHEMATIC NOTE: CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC T.O. SLAB _ — I — I — — — _ o DETAILS ONLY.CONTRACTOR SHALL DETAIL BRACE o DETAIL ONLY.CONTRACTOR SHALL DETAIL BRACE CONNECTIONS BASED ON AXIAL LOAD INDICATED IN BRACE CONNECTIONS BASED ON AXIAL LOAD INDICATED IN BRACE H=Pbrace HORIZ. z ELEVATION ON S2.02. ELEVATION ON S2.02. COMPONENT NOTES: NOTE: Pbrace=25 KIPS 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH AISC ENGINEERING V=Pbrace VERT.COMPONENT FOR STEEL CONSTRUCTION HANDBOOK AND ALL OSHA REQUIREMENTS. o 2. MAXIMUM LENGTH OF COLUMN TO BE LESSER OF 30'-0"OR 2 STORIES. ° A6, 3. PROVIDE ALIGNMENT PLATES AS REQUIRED FOR COLUMN ERECTION. REMOVE ALIGNMENT PLATES AFTER COLUMN IS INSTALLED. ° o O rod n O N 010 N .N. 94 M N TYPICAL CHANNEL LATERAL BRACING INTERSECTION TYPICAL CHANNEL LATERAL BRACE CONNECTION AT COLUMN FLANGE TYPICAL HSS COLUMN SPLICE 11/2 - 1-0 1.- 1-0 1 -1 -0 (2)-1/2"0 A307 THRU-BOLTS; NICK THREADS TO PREVENT OF °Fly, + BACK-OFF �.��' ' A p�� 0,� SIMPSON TB1460S COLLATED `�' SCREW @ 3"O.C.OR APPROVED EQUAL MINIMUM > SOLID FULL DEPTH BLOCKING; WIDTH,DEPTH TO MATCH (2)PER BLOCKING MEMBER JOIST/RAFTER SS . principal engineer NO 2'-8" TUBE POST project manager JRT rTYP.AT TOP drawn by JA2 O O STEEL BEAM AND BOTTOM . ® o 3 16 checked by JRT PROVIDE 1/2"OAK SHIM WHEN BEARING, SHEAR OR X1no. 15904 6"TYPICAL PARTITION WALLS ARE LOCATED ABOVE BEAM OR WHEN BEAM FLANGE WIDTH IS GREATER THAN OR EQUAL TO 8" job date 09/11/2015 BOLT LAYOUT DETAIL A-A / - 1/2"0 COUNTER-BORED,A307 BOLTS, STAGGERED TOP AND BOTTOM; SEE DETAIL A-A 2'-8" PLAN Q - -----� iv revisions: T.O.JOIST NOTE:AT TJI FRAMING, PROVIDE FULL DEPTH WEB BLOCKING AT ANGLE LOCATION. ,� L3x3x1/4 SOLID FULL DEPTH _ / Q G16"TYPICAL BLOCKING;AS REQUIRED T.O. STL. BM. — BOLT LAYOUT DETAIL A-A I i TUBE COLUMN I I N I I � � I 2 10-30-15 VE Revision - -- -— 1/2" DIAMETER THREADED ROD AT I I WOOD FLOOR JOIST/ROOF RAFTER 1 06-24-15 Wall Revisions BLOCKING.AT EDGE STEEL MEMBERS, WELD THREADED RODS TO WEB OF WI I - (2)-1/2"0 A307 THRU-BOLTS, no. date by SHAPE TO CONNECT CONTINUOUS iv NICK THREADS TO a TJI/LVL FLOOR JOISTS WEB BLOCKING TO BEAM. LEAVE END I I - PREVENT BACK-OFF OF ROD UNTHREADED TO ALLOW FOR I FOR CONSTRUCTION -- WEB BLOCKING AT TJI JOISTS WELD. PSL OR ANTHONY POWER — TJI'S,SEE PLAN. BLOCKING IN ____. ._. .._.... Y_ TWO ADJACENT BAYS AT 4'-0" Q TYP. CONSTRUCTION BEAM BLOCKING - SIMPSON FACE MOUNTED HANGER O.C.,TYPICAL AT ALL (IUT @ WOOD FLOOR FINISHES. PARALLEL STEEL CONDITIONS NEW W SHAPE,SEE 3/16 DOCUMENTS PLANS M1U @ STONE/TILE FLOOR FINISHES) TJI'S,SEE PLAN A - A 09/11/2015 TYPICAL LVL/TJI TO STEEL MEMBER JOISTS PARALLEL TO EDGE BEAMS AT CUBE UPPER LEVEL TYPICAL STEEL TUBE COLUMN BRACING AT WOOD FRAMED FLOORS 1 1/2"= V-0" 1 1/2"= V-0" 1 1/2"= V-0" TYPICAL DETAILS S2w03 SILMAN# 15904 y sM / w< U w4 EMBEDDED BASE PLATE. cc SEE TYPICAL DETAILS -F- I-M— ' 7 t ama S"v-T #4 CONTINUOUS NOSING BAR #4 CONTINUOUS NOSING BAR {„ _ Q 'TYc1Mt9 - — 5"SLAB ON GRADE. SEE ARCHITECTURAL F'v T- TYPICAL DETAILS FINISH I I � I I ARCHITECTURAL EXTERIOR 5"SLAB ON M 5/16 I FINISH I GRADE,SEE TYPICAL DETAIL I I #4@12"O.C. � EXTERIOR 5"SLAB #4 CONTINUOUS NOSING !1 . � BAR I I ON GRADE.SEE —L a e . d ° ° TYPICAL DETAILS u- ���� 0 X . X X 7,X ° X X4 a C Ln a ° ° • X °X >' —Xa a X /\ ° ° ° 0 ° ° a d° ��\ 4 !3 1-� - ¢ V U ` J 1 tea ' o` SEE 6/S3.00 FOR W Z 1 � BALANCE OF ° a • U C72Z ° ° ° ° d #4 @ 12 O.C. EACH ° ° ° a z p 4 INFORMATION ° " 4 'rx a #5@12"O.C. EACH - ° 1'_p" RIGID INSULATION. w03 WAY, EACH FACE ° ° SEE ARCHITECTURAL a ° WAY EACH FACE QQ o W 0 Q $ _ 2 THROUGHOUT WALL ° • m Q• #4@12"O.C. EACH �? L/) F- \ ---- --- - -- - 1/2"COMPRESSIBLE FILLER g WAY, EACH FACE o • • W .. DOWELS TO MATCH — ° e a ° � s - r4' w° VERTICAL BARS o a � Y FOOTING REINFORCEMENT. ° d • • 8 ° = O z SEE SCHEDULE h z o LL Z ° ° d co d Mill p V I I Iil Ei I I Ii N 0 N SEE PLAN AND SCHEDULE v z ON S2.01 a 0 _ 2 FROST WALL AT TRANSITION TO EXTERIOR 3 FR�T�WALL FOOTING AT COVERED TERRACE w 0 1 BRACE FRAME FOOTING - INTERIOR LOCATIONS a° �-o o N N cq M N — - - #4 CONTINUOUS NOSING BAR 0 � .. -� — - #4 @ 12"O.C. It- ARCHITECTURAL FINISH -- 5"SLAB ON GRADE. !' SEE TYPICAL DETAILS e 8988 3 tirG� • ° u° ° X-�—X° V X X x� �-Xd X d ° - - - -- #4 @ 12"O.C. EACH -- 8" 4 \ principal engineer NO WAY EACH FACE \ -�— \ — RIGID INSULATION. ° SEE ARCHITECTURAL project manager JRT \\ -- ---------- ----- 1/2"COMPRESSIBLE drawn by JA2 i FILLER checked by JRT a FOOTING REINFORCEMENT, job no. 15904 DOWELS TO MATCH SEE SCHEDULE VERTICAL REINFORCING -- a date 09/11/2015 ° 4','L° revisions: a O a ° d ° ° o 2'-0' . 2 10-30-15 VE Revision 1 06-24-15 Wall Revisions 4 TYPICAL INTERIOR FROST WALL FOOTING no. date by FOR CONSTRUCTION CONSTRUCTION DOCUMENTS 09/11/2015 FOUNDATION SECTIONS S3mOO SILMAN# 15904 Drawing, Specifications And Other Documents Prepared By Fire Suppression Design, Inc. Are The Property Of Fire Suppression Design, Inc. And Shall Remain The Property Of Fire Suppression Design, Inc. Whether Or Not This Project Is Constructed. Nor Be Used On Any Other Project, Except By Agreement In ob Writing And With Appropriate Compensation To Fire Suppression Design, Inc.. 0 All Fire Sprinklers >- To Be At o � � Centerline I n e U (D x Of Wall & Ceiling Borads z Adjust I n Field d U' C � 0 o 4 ) 0 00 o ❑ 00 U� 0 0-) 0 00 O rq 00or- � U 4 3-8 12-0 12-0 CC 12-0 CC 1� ; CC 3-3 CCI I U 0.41 y® t o I I CC I I O 0 CC BEDROOM I LIVING/DINING loe i • lol • • I • U • 1 i 1 U o o i I ( n U ON® EXERCISE ® j W V / � � I (BEDROOM DD 106 r 0 0 0 -- ---------� ----- ----------o - C o W M in House 33 � � ; -----� o L�6_ ❑ � I ' Q L� U $OJAIF I MECH/S GE I 1 l0a IIN U/ V / L 0 All Piping To Be 1 " 0 n U a- I 9 $ 6 10-1 CC - 4-1 U GARAGE Pump o • • i U U ® O U Q� -0 E 0T_ I m N 0 QrtJCONDITIDNED) O 0 G) •� I I O -------------- C) O� • • 4 , r—c—I 0-1 r (n CC ---- W M HANICAL oe O i I L c ❑� �0 0 LEO i U vl SIT ING vl 1 i EXE CISE i D � 19 I ❑ � NLn > N - O � U Ln z 0 OCC, o Q) Q) 0-) d- -- U) w ATn,e/nku4J— Guest House Ground Floor JOB NUMBER ' 1460 Changed Address i SCALE 2016 01-14-2016 �s =1 —0 I Removed Second Floor CAD FILE 11-18-2015 1460—FP2 ` As Per Architects HASS FILE 07-14-15 1460 Revision ' DRAWN BY N ��o yH.Flood Ken Horan , P. E. o � s�NNX/ DATE Mechanical/Electrical Engineering z 9 06-22-15 891 South Second Street Y r �, Z �+ SHEET 2. 0 0 Ronkonkoma, New York 11779 2 0 2 3 4 8 FpA 05� �'�' Of 631 -981 -8497 Drawing: D-Size 0.104 0 ------------------------------ cc U y U U L cc W ADDITIONAL #4®12" 0/C Y r- 0 SLOPE TOP OF WALL y PER ARCHITECTURAL �.8 DRAWINGS T.O. WALL 3 ' CD ° EL. & PROFILE Cn •. , VARIES N co co O I p - N T.O. GRADE + a • ° SEE PLAN Ln • cc C cc r- o • ``"�-� C • \ � w RETAINING SIDE S ,± rn o LJ • • A. A a r__ ` Q 00 • w -, `� • L o RW-2 - ` � cn 5 �Y. GRAVEL DR! � � w . ` a Z O LINE OF ETAINING ' v, y LU Q) "'- _ �i `� WALL FOODING, TYP. ,� C Q _ a n ---- — ---- - ` C' Ln E- Lu �� lz LOW GRADE SIDE .:.' °.• . SEE SCHEDULE FOR REINFORCING. LL W T.O. GRADE PAVING PROVIDE REINF. E.W., E.F. L Lu Q o RW-2 [8 -2"1 \ SEE ARCH'L Cis� ce- O N ce tcc ---- AUTO COURT `� � � ' \�j °9 FOUNDATION DRAIN - SEE ARCH'L DWGS GUEST WS ---- -_ _ --__ -��_ Z • • . — �, o rr- _--- TOE DIMENSION - SEE PLAN PROVIDE STANDARD HOOK IF z '� Is - --- -- ' HEEL DIMENSION IS NOT , � - ADEQUATE FOR FULL TENSILE _ T I-liq C, vuRTi PROVIDE STANDARD HOOK HEEL DIMENSION - SEE PLAN DEVELOPMENT LENGTH ; I� ,�,�� "`✓ �.� �` ` IF TOE DIMENSION IS ,// :• \ � � �j/ �� JUL 2 2 t�1J o NOT ADEQUATE FOR FULL w TENSILE DEVELOPMENT AA • o •. • • • w �-- ' LENGTH ° z \\\ o L i( T.O. APPROVED BEARING •' a. °• Q• w v q AGc COVERED i GEOTECH ENGINEER TO �\ ,�\ ,�\.F\.�\�j \ �\ �\ .�\ .�\ .�\ �\ r "' z TERRACE �` R PATIO '\� .; VERIFY o �� SEE SCHEDULE FOR REINF. w " PROVIDE REINF E.W. AND TOP & BOTT. a ® ima N COMPACT SUBGRADE AS REQUIRED SHEAR KEY AND DOWELS o -- '�a---, � 1 -0 N N 2- 5 CONT. ONLY REQUIRED ® RW-1 `. A 'A 1= =1"" #5 DOWELS TO MATCH LMff4liG AREA — N=:_ _ � VERT. REINF. f I TYPICAL DETAIL @ RETAINING WALLS 2 '\ SCALE: 3/4"=1'-0" SW-1 0F NECCEw� SITE WALL PLAN COOP �Eti A SCALE: 16 1/ "=1'-0" ,� SW 1 �r m �N RETAINING WALL SCHEDULE `S S4 " LEGEND RW HEEL TOE WALL VERT. WALL REINF. VERT. WALL REINF. HORIZ. WALL REINF. HORIZ. WALL REINF. FOOTING REINF. FOOTING REINF. FOOTING THICKNESS MAX. SURCHARGE MARK DIMENSION DIMENSION THICKNESS (RETAINING SIDE) (LOW GRADE SIDE) (RETAINING SIDE) (LOW GRADE SIDE) (T&B, PERP. TO WALL) (T&B, it TO WALL) HEIGHT "H" • ING WALL - SEE SCHEDULE THIS SHEET FOR THICKNESS & REINF REINFORCED CONCRETE RETAIN . � 0' 20-0" ' „ „ „ „ •� ";-- RW-1 3 -6 _0„ 12„ #6©9 o/c #412 o/c #5�8 o/c #5®8 o/c #6010 o/c #510 o/c 16 g'_p" principal engineer NO RW-2 3 -0 ' „ 5@8 o c #4@ 12 o c #5@10 o c #5@10 o c #5@10 o c #5@12 o c 12 project manager JRT REINFORCED CONCRETE FOOTING - SEE RETAINING WALL RW-3 2'-0" SCHEDULE FOR REINF. MAX. SURCHARGE HEIGHTS FOR REINF. & MAX. SURCHARGE HEIGHT 1'-0" 12" 4®12"o c 4®12"oc 4®12"oc 4®12"oc 4®12"oc 4©12"oc 12" Y JRT 3 -0 drawn b [X'-XX"] INDICATES APPROXIMATE B.O. FOOTING ELEVATION, USING SAME DATUM AS GRADING ELEVATIONS checked by JRT SHOWN IN LANDSCAPE DRAWINGS job no. 13054 NOTES: ate 4/23/2015 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. STANDARD HOOK revisions: 2. ALL FOOTINGS SHALL BEAR ON SOIL WITH 6000 PSF ALLOWABLE BEARING CAPACITY, AS PER GEOTECH INFO FROM 2 "X" (MIN.) (TYP•) AKRF ENGINEERING, GEOTECH ENGINEER SHALL VERIFY SOIL FOR BEARING. 3. REFER TO ARCHITECTURAL/LANDSCAPE SERIES FOR DIMENSIONS NOT INDICATED ON STRUCTURAL SERIES AND ALL TOP d a OF WALL ELEVATIONS. 4. 4. REFER TO S200 SERIES FOR GENERAL NOTES AND TYPICAL DETAILS. e• \/jam/ #4 TYPICAL 1Yz" CLEAR 5. SEE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION AT FOOTINGS, SLAB-ON-GRADE AND BACKFILL MATERIALS, AS NOSING WELL AS FOR ADDITIONAL REQUIREMENTS. GEOTECHNICAL REPORT SHALL BE PART OF STRUCTURAL SPECIFICATIONS. .° • •a WELDED WIRE FABRIC • ° � •� � SIZE TO MATCH SLAB 6. ALL SITE WALLS AND ASSOCIATED FOOTINGS SHALL BE SEPARATED FROM MAIN HOUSE AND GUEST HOUSE STRUCTURES MAX. 2'-0" ° a FOR REINFORCING ON GRADE \/ SEE WALL SECTIONS ` ' • WITH 1" EXPANSION JOINT TO ALLOW FOR DIFFERENTIAL MOVEMENT BETWEEN STRUCTURES., TYP. x a .a a x. 1" CLEAR no. date by • SEE LANDSCAPE [ FOR NOSING PROI E ° / CONTINUOUS ' ° f FOR CONSTRUCTION' WALL FOOTING ..,. ., 5" SLAB SLOPE BY CONTRACTOR - f TO MAINTAIN SOIL 2 -0 MIN. STABILITY, VERIFY WITH 4/23/2014'` GEOTECHNICAL ENGINEER TYPICAL D ETAI L SITE WALL PLAN — STEPPED WALL FOOTING TYPICAL STAIR ON GRADE GUEST HOUSE & SCALE: Y"=1'—O" TENNIS COURT AREA w- 1 RSA# 15904 4 � C Y x Jn GENERAL _ STRUCTURAL iWWLLEETS101 rA2o MAINLOOFRA �NPLAN _- NORTH FORK RESIDENCE I D E N C E0OFIRST D EI UPPER M 5200 _ GENERALNOTES GUEST HOUSE LANDSCAPE 5201 TYPICAL DETAILS _ Li0 11 SITE RAN _ _- - _- - 5202 1TVR�LsRICALDETAILS - - - - _ - - DING *0 ISECTIONSRUN_ 5300 _ FOUNDATION SECTIONS L 1 14911 MAIN ROAD , EAST MARION , NY 1193 9 U 1 'SECTIONS SW 1 SITE WALL RUN ARCHITECTURAL '',A1.00 _ _ SITE RUN ''',A210 MAIN LEVEL FLOOR RUN A220 UPPER LEVEL FLOOR RUN A230 ROOF - OR --- - - PERMIT SET A3.00 NORTHRTHi EAST EXTERIOR ' ELEVATIONS ',A3.01 SOUTHWEST ELEVATIONS 9/ 3 /2014 ELEVATIONS A310 BUILDING SECTIONS _ A3.11 _ _ _ BUILDING SECTIONS OLSON KUNDIG ARCHITECTS SaJoneeFbeaA4 +1624 56F+ 6 37 . nkiphi .cam ABBREVIATIONS SYMBOLS LEGEND ZONING / BUILDING CODE SUMMARY VICINITY MAR RROIECT DIRECTORY rMI E MTTISCALE ! AT N MSE mI T TREAD Q CENTERLINE NO MLUWCIRE TfG TONGUE AM GROOVE 1 GRN LINE REFERENCE ,t R PROPERTY LINE HM HIGHOENSRYWEMY TEL TELEPHONE [ DIAMETER HM M HEADER TER TERIIO PRMECTMMESS SITEANRESS N PWM M NUMBER HIM FNMWND TG TEMPEREDGLASS 11§11 MIN ROAD 14111 MAN ROAD (E) "I HIM HARDWARE THA THOK EASTMARIINNEWYORI EAST MARCH NEW YORK 119" W 4 IN) NEW HM MLLOWMETAL TO NPOF MUTHOtI,SUFMUKCOUNN MARIE MRI2M k Tel TMWBEAM A OWNER AD ANCHOR NET HP HIGH MINT TOC TLP OF CONCRETE,CUM ASCFSCI[SMCFLYULYM TREASURE ISLAND COVE LLC NV ABOVE HR HOUR TOT TOP OF FLOOR FNTING.FMME PMCELRIEASU 132 WINRI LC 2 AAC HE HEIGHT TOM TOPOFAMSMRY IIW2112 WA MATUTUCK NY II952 ACOLIS ACOUSTICAL HVAC HEATINGMENTLAPNGIAIR TOP TOP OF PARAPET, PAVEMENT T01 Al NG` R ACP ASNMLTLONCRETEPAVING CONDITIONING TOM TOMGMPHV LEGALDESCRPTIN T01 M 1157 c l) ACS ACCESSMM NEL HW HINWATTOS NSW P OF .STEEL - NNTACT DAVID JANNUM V F W ACT ACOUNTICALTIIE XWI HOTWATERTANK TON TOP F WALL4 ROW REFERENCE GARAGE RNMMME YlnnuzilM1UNmIYnAum xm zy� _ ON Al ARMMAIN TS TONE STEEL A"LILNLECNES C= NA ANEIIWANSwN N51BILITIES N IN DIAMETER TWAT THERMOSTATG111 RMMNUMM 2014 WILDING CNE OF NEW YOM STATE INTENORDE66NER Q NJ MJUSTALE IN INCH M MILL JOSE 2111 PUUMDING WOE OF NEW YORK STATE "MILLER INC AFF AMVEFINISNNFLWR IMCL INCLUDED 2014 MECW,NCAL CODE OF NEN YORK STATE 14FIFTHAVE YJFMM Q AWR AGGREGATE INSUL INSULATION UNO UNLESS OTHE\WISE NOTED ___ 2014 FIRE CME OF NEW YOM STATE TENYOW 4311 / R� N n As AIR INFILTRATION BARRIER IM REFORM T 2814 USTINO IU MING CME M NEW YORK STATE T 644471 Y1 V 'YS W AT ALTERNATE INV INVERT VD VINEER MFERENLEBOM 2014 FUEL GMS CODE C£NEW YOM STATE T3169CONTACT RNM1V,N PRIMACK r ALUM ALUMINUM MEN VENEER SCHEDULE 21111 ENERGY CONSERVATION CNE M NEW YORK STATE AAROX APPROPRIATE JI JUNCTION NX VERT VERTICAL .YID RESIDENTIAL GM OF NEW YON STATE NrMOgrrlYrleslnc.m Q ? 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I [Mr-Il— � _ ____ (; PROVIDE BOND rF30 FRALBREAKER Ix'-rl • BE EENIMERIORMO YrYMTIER GEE TYPICAL DETAIL EXTERIOR SLABS, TYPICAL TYPICALATSTEELCOLUMNS pF Ely 5'GW ON GRADE SE Y SEE TYPICAL DETAIL wrzf F __J Ix rl - _ L _ ____ _ _ _ _ �._ _ ______ _ _ _ _________ _ _ _ ____ IBD1'a. ix- r'1 I I I I I I I I II I I I II •Nnc;•al engineer NO I I • ' Pn"c° manager HIT ad ' l SSLABw ON GRADE I I ' I drawn TAz ss x _ GEE TYPICAL I ETAIL I I I checked by JRT 1•Y no 1mw Are R3tlf14 i • ' I I I Sax recisions NAA 1F 1015 3 I PROVIDE BOND BREAKER FOR ' S3 BB I I THERMAL BREAK BETWEEN — i I INTERIOR AND EXTERIOR GUB \ I I 1 I I I 1 1 V z• r �r-B° 1 I - I I I I I L _ _ _ ________ ________ _ _ _ _ _ J L____ _ _ _ _ _ _ —______ ____ _ ________ _ _ ___ _ __J L______ _ _ _ _ _ _____� I J n. Baa BY wFZD wszf lex r ' 3f 1!g'-r1 Ix"-rl Ix'-rl UIN10 'TO UNDERSIDE OF UPPER LEVEL THIS r SEGMENT WALL RETANN RETAINSRTON OF SOIL SEEARCHITECTURAL DML INGSELEV TIONOR OF WALL ELEVATDNMAIN u•-r' 1r- w u' .r 1A'-r AN PLAN 11 '' 121 '; 3i III ( SI MAIN-LEVELTOUNDATION PLAN S 1 B OO 5188 114'= VW - - RSA# 15g84 LCUCI\u ny I CO • R INDICATES NEW STEEL COLUMN INDICATES COLUMN.9OVEIBELOW ONLY 1 TOP OF STEEL TO BE IC-BELOW TOP OF JOISTS UNLESS OTHERWISE NOTED I /D CAM Sol r S INDICATES NEW STEEL DEAN INDICATES CANTILEVERED DEAN 2 CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH MECHANICAL, p PLUMBING AND ELECTRICAL SYSTEMS INDICATES WALL PLATE CONNECTION 3 SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT cal PER TYPICAL DETAIL INDICATES BEARING PLATE DP-i, UON SHOWN ON STRUCTURAL BRAWINGS INDICATES r CONCRETE WALL WITH AM• 1r' O O C EACH WAY, EACH FACE joinions 3 3 _ 14 INDIWITH WEPLE O S EATHINGStir OC TT WITH LI" PLYWOOB SHEATHING '+ O V W - - � F I 7 --_—__—______ —_— - -- I I2I � C W an an za I . CN u Wwz "SO LEDGER PER f 9 u1A I TYPICAL DETAIL, TYPICAL 3 Z O E I golf 1 � poAt C/) LL Z V / 2 < 1 � E J W,. o � %X p � z z ., 14 n In In A j11 x K WiCUS l — PROVIDE lCrWx1r f PROVIDE laWXIYBEARING BEARING PLATE / PLATES ALONG TOP OF WAIL AT OF NE(y 61 / 4'-B'Y C WITH WN STUDS AT f URER LEVELLTORMF – HSSAxla3/r FROM STAGGERED TOR / LINE CONCRETE WALL BELOW , TYPICAL C_ANT_ �. li 3 I I � rAESGIRIi'V PROVIDE 1I2m'xtr I III I I BEARING PLATEprincipal enjIme,m NO I I III I I manager JRT I jl Ij II I ( rrciea4raAn BY JA2 -• I ( I I I I q II ' i I I checked Yy JRL I I II 1 II la no. 15D4 be I u " I I I Ie, date "14 I I I I �I I � 11 II J rcnsnns I II II �I II ' II II ' II II II j u 1 I II I I I i GIANT C12X39 _ - w1Ws 1 —��___�__ WillCART date by IA ' - aaaaaaa no . . _ - - _-- _- - - - - — DOLT CHANNEL TO INSIDE FACE OF WALL 1 HSGAx4x3IB"COLUMN FROM FOR CANT WITH W4'11 THREADED ROD UPPER LEVEL TO ROOF WITH HILTI HY-2BB ADHESIVE, MINIMUM ES EXTENT OF GREEN ROOF WITH EMBED 112 PROVIDE 4 BOLTS t r GREEN O C AT EACH END OF WAll REMAINING ASGUMED LOADING OF sB TO BE SPACED AT Ir O C STAGGERED PSF .i u•-r Ir-r u'-r 14'-r FIRST FLOOR FRAMING PLAN 171 21 131 I4 ' ISi -_ UPPE' R LEVEL FRAMING PLAN Slfl /V= 1'r C D O J MAP 15944 LEGEND NOTES INDICATES NEW STEEL COLUMN 1 TOPOFSTEELTOBE1C BELOW TOP OF JOISTS UNLESS OTHERWISE NOTED INDICATES NEW STEEL:EAM 2 CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS 2 INDICATES B"CONCRETE WALL WITH K 01 V •C, EGCH WAY, EACH FACE 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT ADZ {. 0 SHOWN ON STRUCTURAL 'D� 3 1173 INDICATES NEW 11-7W TA AI JOISTS t IS- O C W TH 14'PLYWOOD SHEATHING INDICATES COLUMN ABOVE VELOW ONLY CANT , 2 INDICATES CANTILEVERED BEAM CID M. w IDI - - R „ Gri � O � ! LAR Lf) am w 41, — = u a I ! LEDGER SEE W Z TYPICAL DETAIL fl Z 3 Z g W 2 Q < 11 V 1 I N Z Be lf1GER SEE Y TYPICAL DETAIL � + O O � O Z an SO 1 I ran 11 w z zINR .Ni e.- M:IX 11719 SEOF NeN,` 4,k! UF]T.AIAAf p? f principal engineer NO ! S prefect manager JRT drawn hery JAZ checked YY AT P I66 ne. 19N date MYHH revisions W14X3g W14%31 I A iL - no date M L ... . 2Y-O Ill .S-1• 14 -g' -�, - - - - - - UPPER ROOF 111 121 ! 3j 141 l5 ! FRAMING PLAN UPPER ROOF FRAMING_ PLAN _ g O S K 11w - 1'-f RSA# 15114 GENERAL NOTES STRUCTURALSTEEL WOOD STRUCTURAL PANEL SHEATHING - - PROJECT DESIGN CRITERIA AS PER TABLE R311 2F)OF WE RESIDENTIAL CODE) �' wai 1 ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL i ALL STRUCTURAL STEEL WORK SHALL CONFORM TD THE FOLLOWING 1 PROVIDE STRUCTURAL ITLYWND SHEATHING WITH BOND CLASSIFICATIONS GROUND MASEWIND EXPOSURE , SEISMIC SUBJECTTO MANAGE FROM FLOOD VI AM MECHANICAL DRAWINGS AM SHALL CONFORM TO THE PROJECT GOVERNING STANDARDS APPROPRIATE TO THE END USE "EMERIOR'(PERMANENT EXPOSURE). OR SNOW GPEED CATEGORYDESIGN HALOED � D SPECIFICATIONS, INCLUDING THE NEW YORK STATE RESIDENTIAL BUILDING A ADSL 3t1"SPECIFICATIONS FOR STRUCTURAL STEEL BUIMNG5'ANDAISC "EXPOSURE F(CONSTRUCTION EXPOSURE ONLY) LOAD (PSF) (MPH) (WIND) 1 CATEGORY' WEATHERING I FROST LINE TERMRE DECAY (FEMA) j SONTRAGANIMALL SAFE ALL EMRS. ROOFS LNG,WALSPACING AN GE, LATEST EDITION AMECNEOFSTANIMIETY(AWPRACTICE FOR STEEL RUCTURBUILDINGS ANHRIODE- 2 FLNRSHEATHING NOM 3//"THICKTiGPLYWNO({l2{SPAN "TING), _ 2 CONTRACTOR SHALL PROVIDETEMNRARV SHMINO, IMCING AND D AMERICAN WELDING NLIEtt(AWS It t)"STRUCTURAL WELLING CODE- AMSTUR&I-FLOOR, OR MVAMECHSNFLOOR 21(1) 12; p) D (31 •p) SEVERE(5) / M) MOTOHVI SLTOMD(S) NA V i EL" 3 ROOF SHEATHING(STANDARD) NOM 5M"THICK TAG PLY 00NIC4 SPAN - - - - - - - 1 - . PROPERttASPROJECFCONIRIONSREQORI UIRE SHOWING AND SHEETING 2 ALLSTRUCTURAL STEEL SHALL CONFORM TO THE FOWWINGASTM "TING) NOTES W SHALUE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER SPECIFICATIONS { ROOF SHEATHING(UNDER SLAM OR CLAY TILE) NOM W4TTHICKTAG E LICENSED IN THE PROJECT JURISDICTION HIRED BY THE CONTRACTOR, A WIDE FLANGE REAMS. COLUMNS, ANOS OWTRUCTURAL FEES ASTM ANNE PLYWOOD(48124 SPAN "TING) THIS PROJECT FALLS UNDER THE JURISDICTION OF THE RESIDENTIAL CNE OF THE STATE OF NEW YORK AS DEFINED BY SECTIO T NSHALLW SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR THE D HOLLOW STRUCTURAL SECTIONS ASTM ASN,CRUDE 5 WASHEATHING (STANDARD NOM 10 THICK PLYWOODFEV1G SPAN 1013(1)OF THE BUILDING CNSHALL FOLLOW OF THE STATE BE NEWYORK CONTRACTOR SHAFOLLOW ALL MINIMUMS ESTABLISHER IN NOTED OWNERS REVIEW LL RATING) CORE UNLESS BY 3 THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY C STRUCTURAL PRESECTIONS ASTM A53. GRADEt MENOTDCODE, THE MORE R WAIVEDVATIVE UCALCOEOFFON SH IF CONTRADICTIONS OCCUR BETWEEN THESEDOCUMEMSAND ; THESE NOTES HIGHLIGHT RATHER THAN REPLACE THE SPECIFICATIONS • CHANNELS,ANGLES,AND PLATES ASTM"UNLESS OTHERWISE NOTED S WTTHICKALL PLYWOD (48CTHING SUTEATING) E. OR MASONRYVENEER) NOM THENOUNSNOWLEDIS BASDONFIGUREFISH 2(51 FOR EWYORST 3H"THICKPPS OR OHER EDGE RATING) 1 GRIN SNOW LOAD IS MOW FGADGURE FISH2(51 YORK STATE THE AMOUNTED CONTAINED IN THE PROJECT MANUAL E FOLLOW CONNECTIONS OF DEAMSIGINERS ME TO DE RESIGNED AS ] USE PLY GIIPG OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD FORE PORSLNEORNFSNOW LOADS, DRIFT, ETC EQUATION 's FOLLOWS (E 1AND]2),THE FOLLOWING FACTBR.NVERE USED FOR SHEATHING THIS PROJECT W STANIMR AEAMUM WITH HAPPENED WASHERS) DOMING ME •OLTS � F N F ALLLEAVE PANEL SPACE EDGE PANEL ENNOINTS AND IIY'SPACE AT • CA FACTOR 114 0 FOUNDATIONS 13l{" DIAMETER MINIMUM WITH HAPPENED WASHER51 ALL RANEE EDGE JOINTS (FARE TI.ASCE]) - F BEAM(GIRDER TO COLUMN CONNECTIONS AMGSC MM;KG ME Y aTHERMAL FACTOR FACTO I I(TML7-3.AS E7)CE]) DOLTSPan DIAMETER MINIMUM WITH HARDENED WASHERS) 1 FRAMINUNLESS NWITH sCOMONNAILSOTHERWISE S DIN ENTERNG AT AT EACHSTEET TO c EWIND SPEEDHSBNQNIETEDINTE]) QC 1 BUILDING FOUNDATIONS SHALL MAS SPE DIED BY ITHAVING F ANCHOR BOLTS ASTM F1554,CRANE 36 FRAIMETERTH12-ONCNNAREI-SEDUCE PROVIEACHSHEH 2 BASEWINDED HASWEENCONVERTEt INTO DESIGN PRESSILDINGRMAINWIABLES RRESISTINGSVSTPOF = FREE EDGESERAND 12YN CENTER ELSEWHERE PRNIDE 2ND BULpNGATALL zre MINIMUM BEARING CAPACITY k'iBBB PGF AS SPECIFIED BT THE CFMPMENTSANDCWWING PER TNIEIGlB2(1)OF THE NYG BUILDING CNEANITOLES 81301281)AIR3112R) OF THE // BB���!! VERIFIED IN FIELD PRIORTANTMEGCONCR TE.N-LGSTRATUM SHALL BE G STRUCTUSSTEELRAL RAMMED TO BE STAINLESS STEEL SHALL BE ASTM AT]i UNLESNOT NYS RESIDENTIAL CWDE, RESPECTIVELY Q� ,� W o ADJUSTMENTS NTSTO PRIORTO TTOM OINGCONCRETO RE RIEIESSARV ALL STAINLESS STEEL 301 11 FRAMING NNWITH OTHERWONSALEF SHEATHING SHALL REFASTENED TO W an APMY THE STRUCTURAL EFOOTINGGTHEREVIEWEDAND H ALL STAINLESS STEEL•UTSSSIUL CONFORM TO ASTIM TMF513ALLW3N FMIMETER AND THNCFMMFNTERELSE HNGEMERAT EACH SHEET 3 EXPOSURE CATEGORY IG BASEDMR301214 FTHE NYS RESIDENTIAL GORE U Far an APPROVED NGT PLACE THCKFILL GAINST BASEERT ENT WALLS UN ALLSTA OHNE TIONSTESH LL ESTAN MFORM TF AMERMNALLOY3N PLL.FLO RSHEA HNG CENTEREGLUED R BE THE Q ami 2 IRLITHESE WALLS IN PLACE AND MHAVE ATT UNTIL ALL EUROPE 3 CONNTEEL CTIONS,AND SHALL STANTEDODARD RCFRAMEEDEAN 11 ALLGAN ARA APPROVED ADEEVE AN AS SCREWS 0 TINCENTE FLOOR JOISTS 4 SEISMIC DESIGN CATEGORY IS MSEOMTABLEGED1INSESMICDESIGN CATEGORY BIN ANDEEMPLDING FROMAS THE s W - STRONG (HESE WALLS AREINPLACE AND HAVE ATTAINED THEIR 2t MY COERIENCDSTEESHALL RETALEGELECTEG OR LOADS At BRAN EACHSNAPANPETERAN ADHESIVE TON CENTESOREWSICVNLESS NOTE SETACHEDONE-AENTSFTHE CODE LOCATEDINAEISMIC DESIGN CATEGWRY A, OANDIE%EMPTFNMTHE � an u STRENGTH FGIR NON-COMPOSITE RETAILERUTILIZINGCO LMISANDMSEDNRES OTHERWISE PERIMETER AND I2'ON CENTER ELSEWHERE, UNLESS NOTED SEISMIC EFUIREMENTS OF THECNE ] ALLE%TERIM FOOTINGS SXALL WEPLACEDAMINIMUM OF A4' BELOW FINAL A FORNN-COMPOSITE MEMBERGJRNRE CONNECTIONS BASEHN OTHERWISE Z O GRADE REACTION AS DETERMINED FROM AISC UNIFORM LOAD TABLE (UNLESS 5 WEATHERING IS DETERMINED BY R3tl 2(3) OF THE NVSRESREMIALCOE � ; Q —i' { CONCRETE SHALL E POURED IN DRY EXCAVATIONS CONTRACTOR SHALL OTHERWISE NOTED ON PEWS) • THE DEPTH TO BOTTOM OF FOOTING IS ESTABLISHED BY THE LOCAL JURISDICTION NOTE SOIL AND WATER CONDITIONS AS SHOWN BY BORINGS ANN DEPTHS t FOR COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON I5[ Z EXT F BE FOOTING AS SHOWN ON FOUNDATION PIANS REACTION FROM ASC UNIFORM LOAD TABLE (UNLESS OTHERWISE NOTED ENGINEERED WOOD PRODUCTS ] TERMITE PROBABILITY IS DETERMINED BY FIGURE FISH 2(1)AND BY LOCAL AUTHORITIES SEE ARCHITECTURAL ON PLANS) DRAWINGS FOR ALL APPROPRIATE RETAILS TO ADDRESS THIS CONDITION CONCRETE C REINFORCING IS TORE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE Z a Y p THE SHEAR OR MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE 1 WNt I-JOISTS PROVIOE ENGINEERED WOOD IJDISTS. SEES AND SERIES t DECAY PROBABILITY IS DETERMINED V FIGURE R3112M AND BY LOCAL AUTHORITIES SEEARCHITECTUMLLi' la < REACTION FLANGES AND WEt ME THE REINFORCED WHERE THE LOCAL ASSHOWAAEMMUFACTUREORYWEYERHAEUSERMAPPROVEREQUAL BRAWINGS FOR ALLNPROPRIATE DETAILS TO ADDRESS THIS CONDITIONO c Q r t ALLCONCRETE WORK SHALL CONFORM TO THEACI FOLLOWING GOVERNING CAPACITY TO SUSTAIN CONNECTION LOAD IS INADEQUATE INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURERS STANDARD LL STANMNS • CONNECTONS SHALLtE DESIGNED FOR SHEAR AND ECCENTRICITY RECOMMENDATIONS AND BETMLS, INCLUDING CONSTRUCTION •RACING, ; ALL GLAZING THE HIGH IMPACT GLAZING ' ^ - A AMERICAN CONCRETE INSTITUTE (ACH BUIUSING CNE REQUIREMENTS FOR CONSIDERING THAT THE CONNECTION IS AN EXTENSION OF THE REAM AND MINIMUM LENGTHS WEB STIFFENERS. SQUASH BLOCKS, ] _ < STRUCTURAL CONCRETE' ACI 3181, LATEST EDITION PER GOVERNING GIRDERS BLOCKING, KNOCKJUTS AND HOLES,ETC nA J § nA BUIUINGCNE 4 MINIMUM WMA SIM IS11VFILIETUNLESS NOTED OTHERWISE 2 RIM BOMBS O PROADE FIN'ES THICK RRIM MBOMBS,EUSER RMPMVED RESIDENTIAL DESIGN PARAMETERS C � . Z • ACI'MANUAL OF CONCRETE PRACTICE, LATEST EDITION 5 ALL REAMS EXCEPT CANTILEVER REAMS SHALL BE FABRICATED AND C CONCRETE REINFORCING STEEL INSTITUTE (ORSIQ YMNUAL OF STANDARD INSTALLED WITH NATURAL GANDER UP CANTILEVER BEAMS SHALL BE RECO ENDALINSAT TH PERIMETERCE WITH OF ALL FAOR PLAT PRACTICE', LATEST EDITION FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMS 2 ALL CONCRETE COMPOSITE ON METAL SEEN SHALL BE LIGHT WEIGHT CANTILEVER ENS J MILRFUM BEAMS PROVIDE ENGINEERED SMANUMMS SIZESASSHERHA CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,M PSI AT 28 i FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE MICRNROVED OR PARAWMPSLIN TRICTC FAGNREHYWEYERHAEUSER DAYS, UNLESS OTHERWISE NOTED EXPRESS WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD OR UFACTADWST INSTALLRECOMMENDATIONS N WITHTHEJ 3 ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A ] WELDING SHALL PERFORMED BY CERTIFIED LICENSED, AWS-QUALIFIED MANUFACTURER'S STANDARD RECWMMENDATIONS AND DETAILS (^� MINIMUM COMPRESSIVE STRENGTH OF 4.M PSI AT N DAYS, UNLESS WELDERS ELECTRODES SMLLBE AWS 5 I, CLASS E]1XX(USE LOW J zs OTHERMSENWTED HYDROGEN ELECTRODES FOR A572, GRADE SB STEEL) WELDING SPECIAL INSPECTIONS •(YR S { REINFORCING STEEL SHALL BE DEFORMED BMS CONFORMING TO ASTM ELECTRODES FOR ASTM A2]4-5]STAINLESS STEEL GRADE ON, SHALL J z MIS, GRADE 81 OR A]]5 EPDXY COATED WHEN CALLED NR ON PLN CONFORM TO AWS A54 FOR SHIELDED METAL ARC WELDING, ELECTRODE REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI 'DETAILS CLASS E3414, ORAM AS I FOR GAS METAL MC WE LINKS, ELECTRODE 1 INSPECTIONS REBUIREHV THE LOCAL JURISDICTION SHALL BE CWS ER3N, R-]1 NSI AND DETAILING OF STEEL TO BE CEMENT', (ACI COIF ), LATEST EDITION PERFORMED BY ALERTING AGENCY PROVIDED BY THE OWNER FOR THE 5 REINFORCING FABRIC WBEWELOEt TO CONFORM STS AIM A7116 WGRABEN t SHOP PAINT EXTECONRETEXPMEDY EEL FIREPEMNRS STEAL STEER EMB STEEL WNG ITEMS 0 ENCASED IN CONCRETE ORNTNEVEREPRNFEBAMALLGTEELMEMILD O � S WELDED WIREFABRIC(WWF)SHALL CONFORM TOASTS AIM.WITHA A STEEL CONGTRUGTION (BC 1]N4TABLE 1701 ]) AT THE E%TERIM WALLWRH TNEMEC N1N!"OR AAbVW W W V FIELD in MOORDIAEUMANDOSTRENGTH ATSNOFPSI PAINT ALL EXTERIOR EYJOSED MEMBERS WITH TNEMEC 531 WMNITIWNEOR a WELOING (BCT]N31) mS T COORDINATE ALL THERDISCI LINES DR WI ALL OPENINGS AND MPESLEEVES APPMVEHALUAL II DETAILSMG THISL AA SLEEVES DISCIPLINES DRAWINGS MINIMUM CONCRETE BETWEEN S UNTELS FOLLOWS BE INSTALLED OVER ALL IN MASONRY WALLS AS III NCRETTRENGTHUCTI NHIC 17M 3A GLL GROUT TSHALLHALL E FQLOWS • CONCRETE CONSTRUCTION(IC 901{, TABLE LIN 4) t Log STRENGTH SMELBE NONGHRINK WITMAMINIMUM COMPRESSIVE STRENGTH C WARANCE MASONRY OPENING LINTEL MATERIALS (7. PL 41) S FOLLOWS CLEARANLEFMMFACE OF CONCRETE TO REINFBRCEMENTAS A'-YOR to7-1P _1131Rx5/1i LLV L SOLS (BC 1701 ], THEE 1701]) FNLOWG {'-1"b]'-f' LBXJ-1rzs5/1S TV A MEAN 3H" FTHE ORMS LITH THE BUILDING THE ARTMEINSPECTIONS SHALL FILE ALL APPROPRIATE • FOOTIGS T' t-12' A PROVIEGSARENR12OREA FORMS WITH THE•UIUING DEPARTMENT C EXTERIOR P' C PRONE ONE A ANGLES FOR N OFWALL WALLSANESS NP E EXTERIOR AWALLS SWW' Ali OR WGER. 1-12" WRMSWRSMALLER C OPENINGS UP TO SANGLES FWRS"THICKWALLSAND PARTITIONS WRH E SHOP WALLS Yf OPENINGS UP TUi'-B 11 SHORBRAWINGS SHALLNL SUBMITTED RETE WORK ULCOMMENCER D PROVID OVERIUM OA11-MEBEARING IREPRDEND MTHOUTPRAND ED SHOP DRAWINGS NO CONCRETE WORK SHALL COMMENCE E UNTELS SHOP AND ERECTION SHALLNFIREPRNFW WITHOUTAPPROVED TO U ENGINEER ERECTIONW AWINGSGHALL tE FABRICATION OF SHALL EOMMENCE MFGHFW PROVEND SHOPOVAL R FABRICATION XF STEELSMLI WF W ii CLEAN AND ROUGHEN TO ip"AMPLITUN ALL EXISTING CONCRETE COMMENCE WITHOVTAAROVED SHOP DRAWINGS 4E y SEE OT EG DRAWINGS NEW CONCRETE PRIOR M PLACEMENT IJ' OM F 12 EQUIMENTPRAS, INSERT THIS EMBED MEM SIZEAND LOCATIONS OF 11 PRNIOE MECHANICALLY GALVANIZED BOLTS FOR EXTERIORAALICATIONS EQUIPMENT PAN, INSERTAND EMND MEW, 13 REININSTALLED NSTAL EDANNG DSWCURED P ERSTO CONCRETE PL CEMENT MS SHALL INSTALL TI SECURED DRIM TO CSNOT PE PLACEMENT 'WET-SETTING'WF EMBEDDED ITEMS IS NOT PERMITTED •NN �MENNM� I principal engineer NO prpeamanager IRT rrawn iY JAZ WALL FOOTING SCHEDULE cheurd W JIM BOTTOM REINFORCEMENT /eine. 15811 MARK WIDTH THICKNESS SHORT WAY LONG WAY rate WIN I WF20 2' - 0" 1' - 0" R5Q 12" 345 CONT. HOOKED rem:Hn: SPREAD FOOTING SCHEDULE SIZE BOTTOM REINFORCEMENT MARK LENGTH r WIDTH THICKNESS LONG WAV SHORT WAV _ F3.0 T - 0" 3' - 0" V - 0" #5@12" NSQ12" no rate By GENERAL NOTES S2 . 00 RSA* 159" a -- STANDARD HOOK ' ^ CONCRETE PIER OR y r s WWF — r y yi �W V STEEL COLUMN •'- (SEE PIAN) t SAWCUT • ` W Oy 1— — STAN REINF 1-lWMER € yt_ 5= — "CONT — SLAB ON GRADE (MESH REMIS v 5 �..^ � ]`� NIF �� ; I - 2iH 3"�'�„ LONG W e } - ff KEY ADDITIONAL AT All f -d I REENTRANT CORNERS MAXIMUM DISTANCE BETWEEN } 21 AAa or CONTRACTION JOINTS IN INCHES JOINTS £ T IS3i TIMESSut THICKNESS + i SIABEDGE HORIZONTAL REINF r ' � TO RUN THRU trrD W UNINTERRUPTED �• + F � Ilaa�r x V1 SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT 0 AT ALL RE- ENTRANT CORNERS r- oI S 0 TEE-INTERSECTION /R O� BZi"W2Bx W21WWF WATERSTOR V R VI an `ficI — WATERGTOR 2-COVER 4 Win )j CONCRETE SUB 1 MIN ES (ORASREOI ti NYWATERSTORMANUF) NOTE MAYJMUMRNRLENGTHS Q H (J ; 1 FOUNDATION WALL-III W Z O WATERSTOR - STANDARD HOOK , n = T M Zi Uo �_ ' III �{}1 J • y NO TYPICAL CONSTRUCTION JOINT IN CONCRETE WALL `s w r , SW ON GRADE SHALUE PLACED IN ALTERNATING � '�' 0 VAMP BARRIER STRIPS WHERE EACH SINGLE STRIP DOES NO SK EEN 12 - 1 x \C Y+ yL 1 — N"GRAVEL OR U TIMES SUB THICKNESS WIDTH IN INCHES LU \ BGRAVEL OR STONE CRUSHED STONE 2 SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A IN: ,S MAXIMUM SPACING IN INCHES OF 36 TIMES THE SUB Ci UNDISTURBED — it MIL PILYETIr LENE — UNDISTURBED SOIL OR FILL THICKNESS JOINTS SHALLBE SAWED NO LATER THAN � '. SOIL OR FILL VAPOR BARRIER 24 HOURS AFTER CONCRETE IS PLACED 3 GRAVEL OR CRUSHED STONE BASE SHALL BE O 0 r SLAB ON GRADE SLAIN-ON-GRADE &WALL INTERFACE COMN PACTED TO OF MAXIMUM DENSITY AT OPTIMUM TENSION LL. Z MOISTURE CONTENT LAP SPLICE CORNERV /�� y W COLUMN, SEE PUN O n 1 • ANCHOR BOLTS' (SEE TYP NTL) AND COLUMN LL FOR TENSION UP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE TABLE OS Z TYPICAL SLAB ON GRADE SCHEDULE 1lY' = 1'-Y' NASEPUTE. (SEE TYP Ry ' SLAB ON GRADE (SEE MICAL r MBNSHRwK GROur, 2' cO CRETE GRADE TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS AND JUNCTIONS OF 'H MIN TO SLAB I WALLS AND BEAMS w I — EL'NO O WALL TO FOOTING OR PIER „—:�'4 1—I '• BSIN B EIAIdam i NWELS OR ht _ PIER REINF (SEE PUN yL ANCHOR BOLTS ?M TIES B 3 O C AT TOP OF PIER ) 2"CTR AND SCHEDULE) lu - ISOLATION JOINT 112-MIN REMAINDER AS PER SCHEDULE M — - - a DEFORMED BAR TENSION DEVELOPMENT LENGTH (L6) (SEE TYPICAL SIM ON i PROVIDE TENSION LAP srtuw GRADE DETAIL) r FOR NORMAL WEIGHT STONE CONCRETE L UNCOATED BARS _ a PER REBAR SCHEDULE C cmcRETEsw 11111 FOOTIN �- : I 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 000 PSI CONCRETE �il G 1 er EL. SEE ALAN BAR SIZE CASE i CASE 2 CASE 1 CASE 2 _CASE 1_ CASE 2 CASE 1 CASE 2( Q -3CLR' M3 17 25 15 22 13 20 12 Ie .I _ 1{_ LIC Fad` 24 zl — 3OTGEEERUNANDFS•CS THAN TYLEEXTEM COLUMNIBOWELG INTO FOOTING SEE - * 4{ ]2 42 G3 3{ $G 34 51 G i CNLNMN BASE PUTS ALLROUND UN N ON _ M5 _ 24 42 24 36 22 32 20 30 - FOR FOOTING IF HEIGHT �90 FTG - RUN #6 1 33 50 29 43 26 39 24 35 ING SEE ERAN O L, _ U COLUMN SCHEDULE FOR SIZE AND REINFORCING - m 4 T= SW THICKNESSSEEPEWS M{ 55 93 41 1 72 43 64 3•✓ 5•J OFN 3"CLRJ _ - Ri 62 93 _ 54 i1 4i 72 44 GG NOTES. - - _ 1 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEAKING PIER REINFORCING SCHEDULE J R10 70 105 Gt {i 54 ti 50 74 CAPACITY AS SPECIFIED IN THE GENERAL NOTES *11 75 116 67 101 60 LJO 55 82 z FOR SIZE, DEPTH AND REINFORCING SEE FOOTING SCHEDULE PIER SIZE , MIN. VERTICAL BARS #4 STIRRUP 20" i-k5 CLOSED N4 STIRRUP Q 10" O C_ S , FOR HORIZONTAL REINFORCEMENT WITH 121N N MORE FRESH CONCRETE FI CAST BELOW IT, LO SHALLBE 13 TIMES THE VALUES GIVEN ABOVE 2 FDREMXY-0GATENB S a WHERE CONCRETE COVER IS LESS THAN 301 OR CLEAR SPACING IS LESS TYPICAL SPREAD FOOTING AT CONCRETE WALL TYPICAL-STEEL COLUMN/PIER AND FOOTING TH.N`�' usHALLBEIFTIMESTHEVALUESGIVENABOVE --- --- - - - Y WHERE CONCRETE COVER IS EOVALTOOR GREATER THAN 3YAM CLEAR 10= 1.4 12"= 1Y' SPACING IS GREATERTHAN ii, Lg SHALL NEI 2 TIMES THE VALUES GIVEN MOVE Principal engineer NO CASE CLEAR SPACING OF MRS BEING DEVELOPED OR SPLICED NOT LESS THAN B, Prejea manager )RT CLEAR COVER NOT LESS THAN INS AND STIRRUPS OR TIES THROUGHOUT La I drawn by CO2 NOT LESS THAN THE CNE MINIMUM OR CLEAR SPACING OF MRS BEING DEVELOPED N SPLICED NOT LESS THAN 2Y AM CLEAR COVER NOT LESS THAN Y CASE II OTHER CASES chocked by JIR je4 na ISM DEFORMED BAR TENSION LAP SPLICE - CLASS 0 data L31M14 ADDITIONAL NMS AT moervwG(zaR) FOR NORMAL WEIGHT STONE CONCRETE L UNCOATED WINS A 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE DAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASSE 2 re.iI DEVELOPMENT N3 22 33 1{ 21 17 25 16 23 LENGTH 14 2{ 43 25 37 23 34 21 31 _ PROVIDE unruNALBMS #5 36 54 3147 23--__ _ - -- OPENING, EDUAL TO AREA OF .¶6 43 65 37 56 34 42 2G 3{ 50 _ 31 46 _ PARALLEL TO SIDES OF M - - M7 63 94 54 it 49 73 45 G7 Mi 72 107 62 {3 56 13 57 76 - IrvrertrturtreB Mrts z;rs THIN - - - M! 11 121 70 105 63 57 0 K --_ — - R10 !1 136 79 11t 71 10G 64 {G Nil 101 151 87 131 78 117 71 107Sy gm DEFORMED BAR COMPRESSION DEVELOPMENT LENGTH (LAC) DEFORMED BAR COMPRESSION LAP SPLICE - - _ - - - - - FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED MRS FOR NORMAL WEIGHT STONE CONCRETE L UNCOATED BARS BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI TGNS MR ADDITIONAL SIZE CONCRETE CONCRETE CONCRETE CONCRETE SIZE CONCRETE CONCRETE CONCRETE CONCRETE NOTES EACH FACE OF WALL _ _ > R3 ! i i i k3 12 _ 12 12 12 1 HNKALL MRS INTERRUPTED BY OPENING - - —— 2 HORIZONTAL MRS TO EMEND DEVELOPMENT LENGTH NEYOND i4 11 to gJ i #4 15 15 15 15 - OPENING,VERTICAL BARS TO BE FULL STORY HEIGHT $5 14 12 12 12 .#5 1{ 1{ 19 19 A6 17 15 14 14 r M6 23 23 23 23 TYPICAL OPENING IN CONCRETE WALLS 87 20 17 -- - 16 16 k7 27 27 27 27 %{ 22 19 - -----13 - - 1i - Ni 30 _ 30 30 30 TYPICAL DETAILS _ - R! 25 22 21 21 4`{ 34 34 3d 34 ' 2 25 23 23 39 39 39 M110 -- -- 3` 27 26 26 _ N710 43 43 -t 43 43 SL^S2 .. 011 MAP 15944 �y5T COLUMN r U. BASE PLATE V IS (t � `c n f 3 � OELEVATION 00 COLUMN T /FF BASE BASE RUTS I S I Z � _ _ BASE PLATE B.Ti/M�ELEVATI/N ry- C ^ + .FBA34 ' ERIATE y VA� H) 3H" /HEADED ANCHOR 3 I = I E UJI BBBr F N RYULEVELINGRODS EMBED tY"MA% MTl i I 1 EG ARE NOT I - .I WITHIN W OF BOTTOM OF {OTFOM ELEVATION n I I I z PERMITTED FOOTING OF WASEPLAIIE = I 1 Q .^� 0 M oTb OFFOOTING — V B W an PIERMBURRESL _ MILL BOTTOM OF COLUMN LI -LN ACOLUM S F OWMNS COLUMN WF SOLEMN SEE PUNS — Q (J ^ AT LITERAL _ \ NOWT"-IEVENNG PLATES 'A— p)3H"/MEADEDANLINR OR SCHEDULE FOR SEE 3 W Z FRAME ANCHOR DOLT ARENOTPERMITTED RODS EMBED ,4" MAK OR TO BEARINGPUTEW/SH' / Z Ill' U COLUMNS ' \ — MSE PLATE WTHIN 3F DF BOTTOM OF A325 BOLTS E EACH SIDE) 3 Z POSTING Q \ LENGTHYWIDTHAS W �. REQUIRED MINIMUM L Q < J ( 1 PLATE THICKNESS TO f MATCH FLANGE W W ANCHOR HOLE / IN EDGE DISTANCE 1 THICKNESS OF BEAM .F ! BOLT SIZE BASE PL FR OF BOLTTNOIENE _ BELOW Y yL f-5/1i'• Ei 2" y,i / - ANCHOR BOLT �� -L1 MSE RALE ANCHOR HOLE HN FR CENTER LINE - O � O r BOLT SIE MSE PL 2 v'/ t-,3nr'D r' - OF ULT nDLE u7 or SEE ,-,H"/ 2-,/,P. 3-,2' -- - - - - _-Lf' / ,iHr'/ — 2 V_'/ i C .r H TABLE •N' 1-12"/ 2.91f/ --2-1� _ TV 9 1-0/1r'/ T __ Q nan , SEE SCHEDULE _ P/ 1-1Y,C/ 2" _ _ _ SOLE TO MATCHFFENER FLANGE EACHO e Z AT GRAVITY - _ - - COLUMN -1//'/ 2-1tlP/ 2-1¢ THICKNESS DF COLUMN yi{ COLUMNS ,-12"/ 2-y,{"/ 2-12' ABOVE WELDS TO yi -i r. - WEB SH4I HAVE CAPACITY SEE TO CARRY ENTURE COLUMN TABLE LOAD W TYPICAL COLUMN F BASE PLATE ANGLE COLUMN TYPICAL COLUMN BASE PLATE PIPE OR TUBE COLUMN TYPICAL STIFFENER PLATE AT BEAM SUPPORTED COLUMN v il' pr a w tj € III MILL BDTIDM OF COLUMN SEPLATE X - _- NT MME SRT SIDE THICKNESS TO ECTION WFCRII MTCXbWMN COLUMNCSIEk MSCHEDULEFOR &RE II FLANGE BELOW \\ r I — BEARING PLATE W/3H"O M25 BOLTS 11 R EACH SIDE) LENGTH t WIDTH AS 1 REQUIRED MINIMUM PLATE 11 THICKNESS TO MATCH RANGE III THICKNESS OF BEAM BELOW 1 21N.TYP 111E 'SEQF NP rO / 1 TA ) I — STEEL PLATE WITH 1 — STEEL PLATE WITH (a}3q" /A32S / (aJ`Tl4'/A32SSL SGBOLTS(MIN) MINIMUM PLATE WT STIFFENER EACH SIDE TO MATCH BOLTS(MIN ) MINIMUM THICKNESS TO MATCH FLANGE COLUMN MO SHAUL HAVE CAPACITY TO WELAS TO PLATE MATCH FLACKNESS TO NGE THICKNESS THICKNESS OFBEAM ABOVE - CARRY ENTIRE COLUMN LAAO OF BEAM ASOVE principal engineer NO Project manager 16T TYPICAL STIFFENER PLATE AT BEAM SUPPORTED COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN dram by 1A2 11- 1141. V . 114 checked by LIN job no 19M 1 date ilY2g9 - HEAR PLATE DOUBLE ANGLES NWLEANGLES - DOUBLE ANGLES CM PLATE AT STEEL EAM - STEEL BEAM STEEL BEAM WF STEEL EAM CDWMNTN) / revisions - BEAM POCKET TO BE FILLED SOLID WITH • CONCRETE AFTER SETTING BEAM IF REQUIRED FOR - R}L30x5/1iW3 LONG I Ike CAPACITY EXTEND PLATE THROUGH - BEARING PLATE CDLUMN - AISC BOLTS NSCULTS - AISC BOLTS tAISC BOLTS V41 j (SEESCHEOULE) 1 HSS STEEL COLUMN WF STEEL COLUMN WFSTEELC6LUMN no /ate By BEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM - STEELBEAM I"NONSHRINKGROUT BEM OCKET WTEs. - CONCRETE WALL 1 CONNECTION DETAILS SHOWN ABOVE ME SCHEMATIC ONLY THECDNTRACTOR MAYSWMITALMRNATE DETAILS FROM THOSE "Kill SHOWN ABOVE. BUT IN ANY CASE THE CONTRACTOR IS RESPONSIBLE FOR PRODUCING STEEL SHOP DRAWINGS IN ACCORDANCE - VATHTHEPROJECTGENERALNOTESANDNSCGUIDELINES CALCULATIONS SHAlL BE SUBMITTEDAS REQUIRED IN THE GENERAL NOTES AM ELSEWHERE IN THE CONTRACT DOCUMENTS 2 ME CONTRACTOR SHALL DETAIL THE PROJECT CONNECTIONS FOR THE LOANS AS INDICATED IN THE CONTRACT DOCUMENTS, PER AISC GUIDELINES THE SCHEMATIC DETAILS ABOVE ARE NOT SUGGESTIVE OF SPECIFIC CAPACITIES THE NUMBER AND SUE OF BOLTS, SIZE AND LENGTH OF WELDS,AND SEE OF STEEL PIECES MUST BE DETERMINED PER ARC GUIDELINES AND THE CONTRACT DOCUMENTS TYPICAL DETAILS 3 PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEMI CONNECTIONS TO PERIMETER BEAMS. UNLESS OTHERWISE NOTED TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLYC_TYPICAL BEAM BEARING ON NEW CONCRETE WALL C 2 • 0 2 — 314•= P-B• RSAR 15904 NMG"ODJOIST7 A Yr u L REINFORCE) 1 • B CONT 31?x JOIST DEPTH WOOD CONCRETE WALL _ PSL LEN£ROYLPOA NIL TI __ ADHESIVE RODS WITH HITM EACH END OF 11 NEW0 C EDGER,AND EACH ~r F STANDARD AISOM IM f 1WOC STAGGE NEWLEDGER, T . I ANGLE BOLTED CONNECTION - - PROVIDE AMINIMUM OF(])THREADED CE PLATE RODS PER LENGTH OF LEDGER. Yf R \„ I WELDED TO FAEMBEDMENT C 7 � W �- _ FACE MOUNTED JOIST Q� HANGER BY SIMPSON 4" J I I I <_ OR APPROVED EDUAL W m Q I ^Irr A — NEW OR E%ISTING MAGRRY WALL 1jBT — C 1• � BrrB L N P 2-Y• a• i'-1� V \ STEEL MEMBER 11Q"— 5" —112' Y r = z lnr STEEL FACE PLATE u m W 2 (TYPICAL) Z Q2 11 3 W r C r,1 ...L N ti N L W LL BC � s zX WELDED / W'1 : i "FACE P "TEa_ s p SECTIONA-A 0 r 2STUDS) TYPICAL DETAIL WOOD LEDGER SUPPORT OF JOISTS @ CMU OR CONCRETE J $ N TYPICAL DETAIL OF STEEL BEAM TO CONCRETE WALL CONNECTION WALL _ a 1 O SLIT D STEEL BEAM _ i — PROVIDE 12"OAK SHIM WHEN BEARING. SHEER OR —19 TYPICAL PARTITION WALLS ARE LOCATED ABOVE BEAM OR WHEN w BEAM FLANGE WIDTH IS GREATER THAN R EOLLL TO f In S C BOLT LAYOUT DET11L 1-• 12Y COUMTOPANEBAli BOLTS E STAGGERED TR AND BOTOTTOM, SEE DETAIL Ark � 99La TO dnsT \� I TO STL DM y lB F I II F � PI P I, • SEU A wr0 ?f <� TJVLVLFUOR JOISTS - WEB BL CKINGATTA JOISTS \T PSLORANTIONYPOWER BEAM ROCKING — SIMPSON FACE MOUNTED HANGER M1P (HUT!WOOD FLOOR FINISHES MIG !STRERILE FLOOR FINISHES) TYPICAL LVL/TJI TO STEEL MEMBER principal managenginee, HD indent mansDer IRT i 112'= 1'-B" drawn or IAE [M1e--- YL) JR lab no 1lMI date 15CAM rcelsbm no tate b TYPICAL DETAILS S2D03 RSA% 151114 C/pi E ISOLATION HINT 10 MIN (SEE TYPICAL SW ON GRADE IEruy GN7 e W 90 I CONCRETE SLAB I� —IIIA Illi I [sit CONCRETE SAYS m an CONCRETE WALL "___ _^ ,.1 __�` ' R C_) _ S _ CONCRETE RETAININGWAL-L SEE ON - -- • _ I R OOWEIS TO MATCH z G EET SW-1NALL FORROALANCE y � LN m SW G ON GRAPE SEE VERTICAL REINFORCING E OF INFO j j TITICALOETAILFOIR MORE INFORMATION 3 W Z • Z � Zo lel. Is LU del s� -� -, 1 _ •O FTG T - 0 . � uS m - - SEE RAN 171—7T 1a _ e Q i TYR —, (2)N CONTINUOUS - .III 1111 III /VO/ WARS / /�\ r - m I .• J r - — — an SECTION - HALINCHED SLAB ON GRADE z SECTION_ _- SPREAD FOOTING-AT CONCRETE WALL I I I O - z i S3S3091 = H S3N11' - —- - ~ 1 SECTION - RETAINING WALL 1311 Fdr S � HF �gx III 2E OF NEN,y I 5' V O1 fi ��` 11 2Q� T� 111OM1� (project manager NO project manager 1M1T drawn YY JA3 AUNT cFeckN IY Onsiger COY no 1301 data RM114 I reamers date Iry FOUNDATION SECTIONS SIN RSA* 6114 A SE, - E RUN EL WALL EL PPROFILER+ VARIES T• GRIND DE EE RUN in� RETAINING SIDE RW-3 _ i � y w ' T Z p_ U Z T I ;zl WE CLU E t7,- LOW GRADE SIDE SEE SCHEDULE FOR REINFORCING � n RN t 1 : PROVIDE REINS EW , EF. _ TO CRUS PAVING Y SEE ARCH'LA aq2[ 1a _ , _ -- iAi FOUNDATION DUN - SEE ARCH'L BWCS �+ - o It 0 TOE DIMENSION - SEE PUN PROVIDE STANDARD HOOK IF HEEL DIMENSION IS NOT u ApEOWTE FOR FULL (ENSILE 1 _ I ! r F, " I SI PROVIDE STANOMD HOpK HEEL DIMENSION - SEE RUN DEVELOPMENT 1£NGM F TOE DIMENSION IS v/ v Vj v M NQ UE2UATE FOR FULL TENSILE DEVELOPMENT • '+ _ - -- -1 LENGTH . • P�.�'r, s _ - .I TO APPROVED BWING itr, VERIFY v SEE SCHEDULE FOR RINE PROVIDE REINF E.W. AND i@ k IOU I I L ! vv RN_1 - COMPACT SUDGMDE AS REQUIREDSHEMt KEY ANO DOWELS i - I - ,—. -- _ ' - - . __ _ .I - - •+ ' � I -D 2-M5 COM. 4kL REQUIRED • RW-1 TOWELS i0 MATCH f }° . q [ f Ir 1 VERT REINF TYPICAL DETAIL ® RETAINING WALLS �1 Fi ■■ SCALE3/4"=1'-0" SW-2 mf 1 P12z • SITE WALL PIAN �11 R�oF NEw SCALE h } • RETAINING WALL SCHEDULE LEGEND 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� MARK DIMENSION DIMENSION THICKNESS (RETAINING SIDE) (LOW GRADE SIDE) (RETAINING SIDE) (LOW GRADE SIDE) (T41, II TO WALL) (T&B, II TO WALL) HEIGHT "Ha +F�}�. RFMF•RCED CONCRETE RETAINING WALL - SEE SCHEDULE THIS SHEET FOR THICKNESS k REINF. RW-1 JF-0" 3'-0" ik" #741 #'441 /Ni"•/c MND"•/c #']•1Y•/c NF X Ma•w"•/c 12' tt' rnn[ir+l engineer NO RW-2 3'-0" 2'-0" 12" #541 M441 #4012"•/c #441 #541 #441 12" ]' Project manager JRT REINFORCED CONCRETE FOOTING - SEE RETAINING WALL RW-3 2'-0" 1'-0" 12" drawn by JA PE SCHEDULE FOR REINF MAX SURCHARGE HEII FOR REINF. k MAX SURCHARGE HEIGHT M4�12"•/c M4�12"•/c Ma�12"r/c MH12"•/c MN12'•/c MNi2"•/c 12" 1' [X'-XX"] INOCATES APPROXIMATE 10 FOOTING ELEVATION [M1e[kN by BIT yY no. tau NOTES: date NJR114 1 5.0 FOOTING SHALL BE A-0' BELOW FINAL GRADE TO MEET NYSR6 REQUIREMENTS — MR FOOTING AS REOUIRIED SEE LANDSCAPING DRAWINGS FOR FlNAL CODING ELEVATIONS A SCHEDULE FOR MM. SURCHARGE HEIGHTS DO NOT EXCEED DESIGN SURCHARGE WITHOUT ENGINEER BE RECORD APPROVAL STANDARD HOOK revisions 2 ALL FOOTINGS SHALL DEAR ON SOIL WITH WOOD PSF &"MLE DURING CVACITY, AS PER GEOTECH INTO MOM 2 Y (MIN ) ') MRF ENGINEERING, GEORECH ENGINEER SHALL VERIFY SOIL FOR DURING 3 REFER TO ARCHRECTURAL SERIES FOR DIMENSIONS NOT INDICATED ON STRUCTURAL SERIES 4 REFER TO S200 SERIES FOR GENERAL NOTES AND APICAL DUMB 5 SEE GEOTECHNICAL REPORT FOR SUBCADE PREPARATION AT FOOTINGS, SUB—ON—GRADE AND SACKFUL MATERIALS AS A WELL AS FOR AODITIONAL REQUIREMENTS GEOTECHNICAL REPORT SHALL BE PART OF STRUCTURAL SPECIFICADONS. A TDR REINFDRCINC SEE WALL SECTIONS 1' , date by CONTINUOUS WALL FOOTING 7SLLVERACTOR 1'-0" i0 MAIMAIN SOIL MIN STABILITY, VERIFY WITH GEOTECHNICAL ENGINEER TYPICAL DETAIL SITE WALL ►LAN - STEPPED WALL FOOTING GUEST HOUSE i TENNIS COURT AREA SW- 1 MA a 159" LEGEND NOTES ( o r NEW STEEL COLUMN 1. FOUNDATIONS SHALL BEAR ON 3.0 TSF SOIL AS PER GEOTECHNICAL REPORT FROM AKRF ENGINEERING DATED 7/29/14. M0#03 E o E] I [ � SPREADMALL FOOTING TYPE. PIERS ON 2. B.O. FOOTING SHALL BE 4'-0"MIN. BELOW ADJACENT GRADE U.O.N. ' SPREAD FOOTINGS TO BE 16"x20", U.O.N. L-J L--J SEE S-2.00 SCHEDULE. 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN STEP FOOTING FX.X WFX.X ON STRUCTURAL DRAWINGS. CID DOWN TO BELOW FROST PER BOTTOM OF FOOTING ELEVATION 4. T.O.WALL TO MATCH TOP OF SLAB AT INTERIOR LOCATIONS.TOP OF WALL TO BE 1'-0" 2 TYPICAL DETAIL [X�- ] BELOW TOP OF SLAB AT EXTERIOR LOCATIONS. SEE DETAILS ON S3.00. a S3.00 8"CONCRETE WALL UNLESS OTHERWISE o� 3 NOTED.SEE SECTIONS ON S3.00 FOR _ I REINFORCING. o 13'-8" M XX'-XX" TOP OF SLAB ELEVATION j I � W N 7777 - Q 1:1 0 I 4 CD r WF2.5------ - WF2.5 - ----� O [ co 93'-6"] [95'-6"] 00 PNC Ln N W m - C0 '- r. I - lV ! ! ! W z N ` I Iw U-Ln I Q Q 2 S3.00 1 , 1 ( S3.00 v? w N STEP FOOTING DOWN TO BELOW FROST PER I o V TYPICAL DETAIL - 5"SLAB ON GRADE. OC Q SEE TYPICAL DETAIL 1 ! L' O 0 V! 6 i Y 2 a O I S3.00 U i co M now V CV I M 2-1/4"x4"SOLID POST TO L C 1 0, O UNDERSIDE OF ROOF n N i[') 'n Z LEVEL. SIZE EXAGGERATED FF3.0 I I 1[95'-6"] J FOR CLARITY. 1 r I tn o m ( I 0 I j I 0 8 �➢ 1 1 uJ z F3.0 -I 95'-6" 1 z 16"x20"PIER.SEE ° TYPICAL DETAIL.TYPICAL AT NON-FRAME STEEL ® N P I I COLUMNS .0 1 0 0, N N L6x6x1/2"TO I 3 a ( < I ! UNDERSIDE OF 1 0 M N CV UPPER LEVEL I S3.00 1 I I L WF2.0 1 --(95-6„]7777 7777 ---------------� I STEP- - -�----- - -- - - - - - -7777 --- - 'BOTTOM OF WALL DOWN AS IT MOVES SOUTH TO ACHIEVE 4'- - - - - - - -]-I rF3.0 r-. ! 0"BELOW SLOPING GRADE MIN.- 95'-6"] PROVIDE BOND BREAKER 1 SEE GRADING PLAN 1 [ FOR THERMAL BREAK 1 1 N m BETWEEN INTERIOR AND I 1 16"x16"PIER.SEE TYPICAL � 1 EXTERIOR SLABS,TYPICAL I � � SLAB TO BE 1'-0"THICK AT TOP OF TYPICAL DETAIL. � 0o I I FOUNDATION WALL BELOW. HAUNCH SLAB 6 AT CORNERS AT 4 TO 1 SLOPE ON EITHER SIDE OF WALL. S3.00 1^ 13A 0 Y 1 1' 6" -- -----J I PROVIDE#4 TOP BARS AT 12"O.C. IN SLAB CO °�° O ALONG LENGTH OF WALL WF2.0 WF2.0 N ( - [95'-6"] I95'-6"] [95'-6"] [93'-6"] � � -- - 7777 _7777 _ - - - 7777- 7777 7777 7777 7777 -7777 - - 1N7i I - - B 0 1 ❑ - - - - - - - - - - - .. .-. ,,,� -7777--7777 ---7777--7777 ---- ----------7777--7777 1 zw O � J--7777--7777 L---j -1 r- L L---- --- I r3.0 F3.0- I I F3.0 "1 ��A SSIO ��" HSS5x5x1/2"TYPICAL I 1 954_6 ] i I I[95'-6 ] [95 6 ] I I [95'-6" i 1 -� 1 I I 1 1 �C I N S3.00 I I I I I o I I I I 1 3 1 4 principal engineer NO S3.00 1 1 j 1 I I 11-011 S3.00 I S3.00 project manager JRT 0 I 5 SLAB ON GRADE. 11-011- ( i j 5"SLAB ON GRADE. I I 5"SLAB ON GRADE. 1 I 5"SLAB ON GRADE. drawn by JA2 N 11 SEE TYPICAL DETAIL I 5 1 SEE TYPICAL DETAIL 2 SEE TYPICAL DETAIL 1 SEE TYPICAL DETAIL io u rn 11 I I S3.00 I checked by JRT I 1 I I S3.00 N_ o� O 1 SIM I I I °' job no. 15904 U- LO E SIMy 1 I I I 99'-10" 99 10 I date 06101/2015 LL `" I 1 1 6 I 1 j l 1 1 S3.00 I ( I I I 8"FROST WALL TO EXTEND 4'-0" BELOW ADJACENT GRADE, revisions: I I1 PROVIDE BOND BRE KER FOR TERRACE 5 I I TOP OF WALLA 3 SIDES OF I I TYPICAL 3 SIDES OF COVERED S3.00 I I ( I I GARAGE TO BE SET HIGHER TO ACCOMMODATE:SLOPED TOPPING 8 i o(0 I THERMAL BREAK BETWEEN o 1 SLAB.SEE ARC ITECTURAL FOR N in 1 1 INTERIOR AND EXTERIOR SLAB j 1 N^ MORE INFORMATION. I I 8'-10" I i t A I ICDI SET TOP OF PIER F3.0AT 99'-10" [95'-6" I I Lo I 1 6 1 s 1 L, - -J �-- 7777 -- L--------- ----- -------- ---- El -------- ----- _ -J L- -J L- -J 1 7777-- 7777 - - -___. 0 - -- ------- - - - - - ] ] no. date by 7777--7777 - WF2.0 WF2.0 WF2.0 F3.0 [95'-6" [93'-6" (95'-0 ] WF2.0 F3.0 o [95'-6"] [95'-6"] 6 [95'-6"] I95--6"] [95'-6"] WF5.5 L8x8x1/2"TO UNDERSIDE FOR CONSTRUCTION [95'-6"] S3.00 OF UPPER LEVEL T-9 7/8" 1 i STEP BOTTOM OF WALL DOWN o 4( AS'IT MOVES SOUTH TO ACHIEVE S0% CONSTRUCTION .- S3.00 i 4'-0"BELOW SLOPING GRADE MIN. DOCUMENTS j -SEE GRADING PLAN �� � � '0 __• 06/01/2015 ..r... � ._ 24'-0" 101-01, 481-011 141-01' -777 1 MAIN 1 ,,\� 1' ► ! LEVEL/FOUNDATION 1 `1U�j� 2 4 2015 PLAN 1 MAIN LEVEL/FOUNDATION PLAN S1.00 1/4" S1 moo SILMAN#15904 LEGEND NOTES I o r NEW STEEL COLUMN /b\/\O,/ COLUMN ABOVE AND BELOW 1. TOP OF STEEL TO BE 1/2"BELOW TOP OF JOISTS UNLESS OTHERWISE NOTED. E NEW STEEL BEAM U COLUMN ABOVE OR COLUMN BELOW 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS. m GREEN ROOF WITH ASSUMED LOADING OF CANT. r ^� 50 PSF CANTILEVERED BEAM 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN ON STRUCTURAL DRAWINGS, ,o 14 NEW 14"TJI 360 JOISTS @ 16"O.C.WITH 3/4" - —BF BRACED FRAME BELOW.SEE TYPICAL 4. PROVIDE BLOCKING AT ALL STEEL BEAMS AND COLUMNS PER DETAILS ON PLYWOOD SHEATHING FRAME ELEVATION ON S2.02 S2.03. i o 3 MOMENT CONNECTION, SEE TYPICAL14 j DETAILS m D W 16X36 W 16X36 I - --- - -- - - - -- - --- - - - - -- - - - - - -- - - -- - - - f- -- -- - - - - - -- - - -- - ----- co ❑ --- [3 ❑ �-- - ---- so Lu --— ——__————— N V) BF — I I I i I i Lod L _ I N I— co IcoN I X I * W m u- 14 14 I j j o W z 00 Z O I I Q Q i I E3 `o W tip Q + W PROVIDE WEB STIFFENER AT INTERIOR SIDE OF BEAM AT COLUMN d pC Q LOCATION PER TYPICAL S2.02 AMWMNk a O O M u Z AM AV o m N W10X30 -' 1— 2 C01) v O CL I I ' I I ❑ m Mj a X I o m z r 14 M z C) v I I � ;i n ry I I I � I X � I I - - - -- - --- - --- - --- W10X39 -- - --- - -- - - -- - -- - ---- - - - - - -- -- - -- - - - --- - - - --- - -- - - - - - - -- - - - - ---- - - - - -- - --- - - ---- - - -- - -- - -- - --- - -- o i i I 14X 14 -ao I _ I _O - - ---- I e O W14X30 W16X45 CANT. 13 --13 — -------W10X26 BF ppF y�mU � 7� 1 aA E9885 I . v in I _ principal engineer NO I Co 4 IX u- _ - project manager JRT - I. M i I drawn by JA2 M ' ❑ I o checked by JRT o _ 14 _ W10X26 I X� job no. 15904 NX U . _ i>> date 06/01/2015 j revisions: CANT. 13BFW16X36 13W16X45 i W1 6X45 { A - m.p�.._ . - - - - - - --- - -- - - - - - - - - - --- -- - --- --- - --- -- - W 16X45 I it T. 0 j 9 U no. date by L6x6x1/2 FROM UPPER HSS4x4x3/8"COLUMN FROM LEVEL TO ROOF j UPPER LEVEL TO ROOF FOR CONSTRUCTION I j 50% CONSTRUCTION i I I i i DOCUMENTS 06/01/2015 t . a..._._w..:.....a. ._. : .. - . _.. 24'-0" 10'-0" I 48'-0" 14'-0" i t j FIRST FLOOR O 3 4 5 FRAMING PLAN 1 FIRST FLOOR FRAMING PLAN �-o 1/4"= 1'-0" S1001 SILMAN# 15904 I � LEGEND NOTES O r NEW STEEL COLUMN 1. TOP OF STEEL TO BE 1/2"BELOW TOP OF JOISTS UNLESS OTHERWISE NOTED. E 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH MECHANICAL, NEW STEEL BEAM H PLUMBING AND ELECTRICAL SYSTEMS. Al- 117/8 117/8 NEW 11-7/8"TJI 360 JOISTS @ 16"O.C.WITH 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT 3/4"PLYWOOD SHEATHING SHOWN ON STRUCTURAL DRAWINGS. rn LLJ CANT. 4. PROVIDE BLOCKING AT ALL STEEL BEAMS AND COLUMNS PER DETAILS ON x CANTILEVERED BEAM S2.03. o i -— BF — - BRACED FRAME BELOW.SEE TYPICAL FRAME ELEVATION ON S2.02 3 C, ; M f I I I I C ' N pI - - -- - -- _.. _. -..-- -- - --- - -- - - - - -- - QI O ---——————————- W14X30 � (!) 4 CV BF I u f- O L-AM nor 'Coo _ I-- I LU m m Cn V ,� I I i O co W z a z O I ' Cl) I I 2 W a m o u/ vim, i I I ti LL W 117/8 i I I 0 i i I w DC Q Z I U 1 i i r M N O Ql .- Q Z ,� I I I I I i 0 o z t5 C3 I _ a X "? o I I a N I ; 117/8 Cl) I I 1 I � I I I I j I � O i I 1 ao 01'- 1'- rY A, B - - - - -- - - - - - - � - - - - - - � - - - -- - - --- - - - - - - - - - - - -- - -- - - - --- - - - ---- - - -- I - - - - - - - - - - --- - --- - --- - ---- ;Q, ---------- r- 5 BF 6,9898 tG SSI. I I i I i principal engineer NO project manager JRT u- Im drawn by JA2 I ! I I I I o ! checked by JRT 117/8 T v job no. 15904 ;r date 06/01/2015 N li I I I ( I revisions: I I I o Cl) X I I I I I I I I I W14X30 W14X30 W14X30 13 [3 - - - - - --- ---- - ---- - - - - -- - - - - --- ---- ---- ---- - --- - --- - ---- --- --- - -- -- --- --- -- - - - - - - - - - ---- - --- - --- - -- - ---- ---- - --- - A -- ----- - -----, ——— BF - -- � � no date by I i I FOR CONSTRUCTION I � � 50% CONSTRUCTION i DOCUMENTS, _r I _.._.,..-.. 06/01/2015 24'-0" 10'-01. 48'-0" 14' 0" I I I UPPER ROOF 1 2 3 O 5 FRAMING PLAN ROOF FRAMING PLAN(;W�!7�R SL02 SILMAN# 15904 GENERAL NOTES STRUCTURAL STEEL WOOD STRUCTURAL PANEL SHEATHING RESIDENTIAL DESIGN PARAMETERS 1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL 1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE FOLLOWING 1. PROVIDE STRUCTURAL I PLYWOOD SHEATHING WITH BOND CLASSIFICATIONS o AND MECHANICAL DRAWINGS AND SHALL CONFORM TO THE PROJECT GOVERNING STANDARDS: APPROPRIATE TO THE END USE:"EXTERIOR"(PERMANENT EXPOSURE), OR PROJECT DESIGN CRITERIA(AS PER TABLE R301.2(1)OF NYS RESIDENTIAL CODE) SPECIFICATIONS, INCLUDING THE NEW YORK STATE RESIDENTIAL BUILDING A. AISC 360"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"AND AISC "EXPOSURE I"(CONSTRUCTION EXPOSURE ONLY) GROUND BASE WIND EXPOSURE SEISMIC SUBJECT TO DAMAGE FROM FLOOD CODE, LATEST EDITION. -- 303"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" 2. FLOOR SHEATHING: NOM.3/4"THICK T&G PLYWOOD(48/24 SPAN RATING), r 2. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING, BRACING,AND B. AMERICAN WELDING SOCIETY(AWS D1.1)"STRUCTURAL WELDING CODE- APA STURD-I-FLOOR, OR ADVANTECH SUBFLOOR. SNOW SPEED CATEGORY DESIGN HAZARD °0 SHEETING AND MAKE SAFE ALL FLOORS, ROOFS,WALLS,AND ADJACENT STEEL" 3. ROOF SHEATHING(STANDARD): NOM. 5/8"THICK T&G PLYWOOD(48/24 SPAN LOAD(PSF) (MPH) (WIND) CATEGORY WEATHERING FROST LINE TERMITE DECAY (FEMA) PROPERTY AS PROJECT CONDITIONS REQUIRE.SHORING AND SHEETING 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM RATING). 20(l) 120 (2) B(3) B(4) SEVERE (5) 42"(6) MD TO HVY(7) SL TO MD(8) NA 1 SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER SPECIFICATIONS: 4. ROOF SHEATHING(UNDER SLATE OR CLAY TILE): NOM. 3/4"THICK T&G o LICENSED IN THE PROJECT JURISDICTION, HIRED BY THE CONTRACTOR, A. WIDE FLANGE BEAMS,COLUMNS,AND STRUCTURAL TEES:ASTM A992 WHO SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR THE PLYWOOD 48/24 SPAN RATING). h NOTES: OWNER'S REVIEW. B. HOLLOW STRUCTURAL SECTIONS:ASTM A500,GRADE B 5. WALL SHEATHING(STANDARD: NOM. 1/2"THICK PLYWOOD(32/16 SPAN 3. THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY. C. STRUCTURAL PIPE SECTIONS:ASTM A53, GRADE B RATING). THIS PROJECT FALLS UNDER THE JURISDICTION OF THE RESIDENTIAL CODE OF THE STATE OF NEW YORK AS DEFINED BY SECTION 3 THESE NOTES HIGHLIGHT RATHER THAN REPLACE THE SPECIFICATIONS D. CHANNELS,ANGLES,AND PLATES:ASTM A36 UNLESS OTHERWISE NOTED. 6. WALL SHEATHING(BEHIND SLATE,CLAY TILE,OR MASONRY VENEER): NOM. 101.2(1)OF THE BUILDING CODE OF THE STATE OF NEW YORK. CONTRACTOR SHALL FOLLOW ALL MINIMUMS ESTABLISHED IN NOTED M 3/4"THICK PLYWOOD(48/24 SPAN RATING). CODE UNLESS SPECIFICALLY WAIVED BY LOCAL CODE OFFICIALS. IF CONTRADICTIONS OCCUR BETWEEN THESE DOCUMENTS AND `) CONTAINED IN THE PROJECT MANUAL. E. BOLTED CONNECTIONS OF BEAMS/GIRDERS ARE TO BE DESIGNED AS THE NOTED CODE,THE MORE CONSERVATIVE SPECIFICATION SHALL APPLY. N FOLLOWS: 7. USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD ,o a. STANDARD BEAM TO BEAM/GIRDER:A325 OR A490 BEARING TYPE BOLTS SHEATHING. 1. GROUND SNOW LOAD IS BASED ON FIGURE R301.2(5)FOR NEW YORK STATE AND HAVE BEEN ADJUSTED AS PEASCE 7 N W FOUNDATIONS (3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). 8. LEAVE 1/16"SPACE AT ALL PLYWOOD PANEL END JOINTS AND 1/8"SPACE AT FOR FLAT OR SLOPED ROOF SNOW LOADS, DRIFT, ETC (EQUATION 7-1 AND 7-2).THE FOLLOWING FACTORM/ERE USED FOR + ALL PANEL EDGE JOINTS. THIS PROJECT: o 0 b. BEAM/GIRDER TO COLUMN CONNECTIONS:A325-SC OR A490-SC TYPE BOLTS (3/4" DIAMETER MINIMUM WITH HARDENED WASHERS). 9. UNLESS NOTED OTHERWISE,WALL SHEATHING SHALL BE FASTENED TO a. 1, IMPORTANCE FACTOR: 1.0(TABLE 7-4,ASCE 7). co 1. BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING FRAMING WITH 8d COMMON NAILS @ 4 ON CENTER AT EACH SHEET b. Ce, EXPOSURE FACTOR: 1.0(TABLE 7-2,ASCE 7 L _ F. ANCHOR BOLTS: ASTM F1554, GRADE 36. )• MINIMUM BEARING CAPACITY OF 6000 PSF AS SPECIFIED BY THE PERIMETER AND 12 ON CENTER ELSEWHERE. PROVIDE 2x6 BLOCKING AT ALL c. Ct, THERMAL FACTOR: 1.0(TABLE 7-3,ASCE 7). � �-- GEOTECHNICAL CONSULTANT.ADEQUACY OF BEARING STRATUM SHALL BE G. STRUCTURAL STEEL NOTED TO BE STAINLESS STEEL SHALL BE ASTM A276 FREE EDGES. o VERIFIED IN FIELD PRIOR TO PLACING CONCRETE.ALL NECESSARY STAINLESS STEEL GRADE 304. 10. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE FASTENED TO 2. BASE WIND SPEED HAS BEEN CONVERTED INTO DESIGN PRESSURES FOR MAIN WINDFORCE RESISTING SYSTEAND L�J m ADJUSTMENTS TO THE BOTTOM OF FOOTINGS TO BE REVIEWED AND H. ALL STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM F593 ALLOY 304. FRAMING WITH 8d COMMON NAILS @ 6"ON CENTER AT EACH SHEET COMPONENTS AND CLADDING PER TABLE 1609.6.2(1)OF THE NYS BUILDING CODE AND TABLES R301.2(2)AIR301.2(3)OF THE _ 0) APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. NYS RESIDENTIAL CODE, RESPECTIVELY. a I. ALL STAINLESS STEEL NUTS SHALL CONFORM TO ASTM F594 ALLOY 304. PERIMETER AND 12"ON CENTER ELSEWHERE. v, u 2. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL FLOORS 3. STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM 11. ALL FLOOR SHEATHING SHALL BE GLUED AND SCREWED TO FLOOR JOISTS 3. EXPOSURE CATEGORY IS BASED ON R301.2.1.4 OF THE NYS RESIDENTIAL CODE. BRACING THESE WALLS ARE IN PLACE AND HAVE ATTAINED THEIR 28 DAY CONNECTIONS,AND SHALL BE SELECTED OR COMPLETED BY AN USING AN APA APPROVED ADHESIVE AND#8 SCREWS @ 6"ON CENTER AT o W Z STRENGTH. EXPERIENCED STEEL DETAILER UTILIZING ASD LOADS AND PROCEDURES. EACH SHEET PERIMETER AND 12"ON CENTER ELSEWHERE, UNLESS NOTED 4. SEISMIC DESIGN CATEGORY IS BASED ON TABLES 1616.3(1)AND 1616.3(2)OF THE NYS BUILDING CODE.AS PEFR301.2.2, ° U Z 3. ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 4'-0"BELOW FINAL A. FOR NON-COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON OTHERWISE. DETACHED ONE-AND TWO-FAMILY DWELLINGS LOCATED IN SEISMIC DESIGN CATEGORY A, B,ANDIEXEMPT FROM THE W 0 GRADE. REACTION AS DETERMINED FROM AISC UNIFORM LOAD TABLE(UNLESS SEISMIC EQUIREMENTS OF THE CODE. Q Q 4. CONCRETE SHALL BE POURED IN DRY EXCAVATIONS.CONTRACTOR SHALL OTHERWISE NOTED ON PLANS). NOTE SOIL AND WATER CONDITIONS AS SHOWN BY BORINGS AND DEPTHS B. FOR COMPOSITE MEMBERS, PROVIDE CONNECTIONS BASED ON 1.5 x 5. WEATHERING IS DETERMINED BY FIGURE R301.2(3)OF THE NYS RESIDENTIAL CODE. o Ln W N OF FOOTING AS SHOWN ON FOUNDATION PLANS. RE CTIONPLANSFROM AISC UNIFORM LOAD TABLE(UNLESS OTHERWISE NOTED ENGINEERED WOOD PRODUCTS 6. THE DEPTH TO BOTTOM OF FOOTING IS ESTABLISHED BY THE LOCAL JURISDICTION. w CONCRETE C. REINFORCING IS TO BE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE7. TERMITE PROBABILITY IS DETERMINED BY FIGURE R301.2(6)AND BY LOCAL AUTHORITIES. SEE ARCHITECTURAL Q THE SHEAR OR MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE 1. WOOD I-JOISTS: PROVIDE ENGINEERED WOOD I-JOISTS, SIZES AND SERIES DRAWINGS FOR ALL APPROPRIATE DETAILS TO ADDRESS THIS CONDITION. REACTION. FLANGES AND WEB ARE TO BE REINFORCED WHERE THE LOCAL AS SHOWN,AS MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL. 00 1. ALL CONCRETE WORK SHALL CONFORM TO THE ACI FOLLOWING GOVERNING CAPACITY TO SUSTAIN CONNECTION LOAD IS INADEQUATE. INSTALL IN STRICT COMPLIANCE WITH THE MANUFACTURER'S STANDARD8. DECAY PROBABILITY IS DETERMINED BY FIGURE R301.2(7)AND BY LOCAL AUTHORITIES. SEE ARCHITECTURAL STANDARDS. D. CONNECTIONS SHALL BE DESIGNED FOR SHEAR AND ECCENTRICITY, RECOMMENDATIONS AND DETAILS, INCLUDING CONSTRUCTION BRACING, DRAWINGS FOR ALL APPROPRIATE DETAILS TO ADDRESS THIS CONDITION. e W Z A. AMERICAN CONCRETE INSTITUTE(ACI)"BUILDING CODE REQUIREMENTS FOR CONSIDERING THAT THE CONNECTION IS AN EXTENSION OF THE BEAM AND MINIMUM BEARING LENGTHS,WEB STIFFENERS,SQUASH BLOCKS, = Q STRUCTURAL CONCRETE"(ACI 318), LATEST EDITION. PER GOVERNING GIRDERS. BLOCKING, KNOCK-OUTS AND HOLES, ETC. 9. ALL GLAZING TO BE HIGH IMPACT GLAZING. ,c 2 BUILDING CODE 4. MINIMUM WELD SIZE IS 1/4"FILLET UNLESS NOTED OTHERWISE. 2. RIM BOARDS: PROVIDE CONTINUOUS 1-1/4"THICK RIM BOARDS, B. ACI"MANUAL OF CONCRETE PRACTICE", LATEST EDITION 5. ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND TIMBERSTRAND LSL AS MANUFACTURED BY WEYERHAEUSER OR APPROVED CU O EQUAL. INSTALL IN COMPLIANCE WITH THE MANUFACTURER'S n' ° C. CONCRETE REINFORCING STEEL INSTITUTE(CRSI)"MANUAL OF STANDARD INSTALLED WITH NATURAL CAMBER UP. CANTILEVER BEAMS SHALL BE RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMS a z PRACTICE", LATEST EDITION FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES 2. ALL CONCRETE COMPOSITE ON METAL DECK SHALL BE LIGHT WEIGHT CANTILEVER END. 3. MICRO-LAM BEAMS: PROVIDE ENGINEERED BEAMS,SIZES AS SHOWN, CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 6. FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE MICROLLAM LVL OR PARALLAM PSL AS MANUFACTURED BY WEYERHAEUSER DAYS, UNLESS OTHERWISE NOTED. EXPRESS WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. OR APPROVED EQUAL. INSTALL IN STRICT COMPLIANCE WITH THE in 3. ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A 7. WELDING SHALL BE PERFORMED BY CERTIFIED LICENSED,AWS-QUALIFIED MANUFACTURER'S STANDARD RECOMMENDATIONS AND DETAILS. o MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS, UNLESS WELDERS. ELECTRODES SHALL BE AWS 5.1, CLASS E70XX(USE LOW OTHERWISE NOTED. HYDROGEN ELECTRODES FOR A572, GRADE 50 STEEL).WELDING SPECIAL INSPECTIONS 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM ELECTRODES FOR ASTM A276-97 STAINLESS STEEL, GRADE 304, SHALL r A615,GRADE 60 OR A775 EPDXY COATED WHEN CALLED OUT ON PLAN. CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING, ELECTRODE REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI"DETAILS CLASS E304; OR AWS A5.9 FOR GAS METAL ARC WELDING, ELECTRODE 1. INSPECTIONS REQUIRED BY THE LOCAL JURISDICTION SHALL BE AND DETAILING OF REINFORCEMENT', (ACI 315), LATEST EDITION. CLASS ER304, Ft=70 KSI. PERFORMED BY A TESTING AGENCY PROVIDED BY THE OWNER FOR THE 5. REINFORCING STEEL TO BE WELDED TO CONFORM TO ASTM A706 GRADE 60. 8. SHOP PAINT EXTERIOR EXPOSED STEEL MEMBERS, STEEL MEMBERS NOT FOLLOWING ITEMS: v 6. WELDED WIRE FABRIC(WWF)SHALL CONFORM TO ASTM Al 064,WITH A ENCASED IN CONCRETE OR SPRAY FIREPROOFED,AND ALL STEEL MEMBERS A. STEEL CONSTRUCTION (BC 1704.3,TABLE 1704.3) AT THE EXTERIOR WALL WITH TNEMEC#10-99"OR APPROVED EQUAL"FIELD MINIMUM YIELD STRENGTH OF 65,000 PSI. PAINT ALL EXTERIOR EXPOSED MEMBERS WITH TNEMEC 530 OMNITHANE OR i. WELDING(BC 1704.3.1) 0 0 ,0 7. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES APPROVED EQUAL. ii. DETAILS (BC 1704.3.2) WITH ALL OTHER DISCIPLINES DRAWINGS. MINIMUM CONCRETE BETWEEN 9. LINTELS SHALL BE INSTALLED OVER ALL OPENINGS IN MASONRY WALLS AS iii. HIGH-STRENGTH BOLTING(BC 1704.3.3) ry SLEEVES SHALL BE 6". FOLLOWS: B. CONCRETE CONSTRUCTION(BC 1704.4, TABLE 1704.4) 8. ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI. MASONRY OPENING LINTEL i. MATERIALS(BC 1 9. PROVIDE CLEARANCE FROM FACE OF CONCRETE TO REINFORCEMENT AS 4'-0"OR LESS L4x3-1/2x5/16 LLV C. SOILS (BC 1704.7,TABBLELE 1704.7) 1) 1 FOLLOWS: 4'-1"to 7'-0" L6x3-1/2x5/16 LLV A. SLABS: 3/4" THE TESTING AGENCY FOR THE INSPECTIONS SHALL FILE ALL APPROPRIATE B. BEAMS&COLUMNS: 1-1/2" A. 3-1/2"LEGS ARE HORIZONTAL. FORMS WITH THE BUILDING DEPARTMENT. C. FOOTINGS: 3" B. PROVIDE ONE ANGLE FOR EACH 4"OF WALL THICKNESS. D. EXTERIOR WALLS:2"FOR#6 OR LARGER, 1-1/2"FOR#5 OR SMALLER C. PROVIDE L5x5x5/16 ANGLES FOR 6"THICK WALLS AND PARTITIONS WITH E. INTERIOR WALLS:3/4" OPENINGS UP TO 6-0". 10. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER D. PROVIDE MINIMUM 6"BEARING AT EACH END. FOR REVIEW AND APPROVAL. NO CONCRETE WORK SHALL COMMENCE E. LINTELS OVER 6'-0"SHALL BE FIREPROOFED. WITHOUT APPROVED SHOP DRAWINGS. 10. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL 11. CLEAN AND ROUGHEN TO 1/4"AMPLITUDE ALL EXISTING CONCRETE ENGINEER FOR REVIEW AND APPROVAL. NO FABRICATION OF STEEL SHALL SURFACES TO RECEIVE NEW CONCRETE PRIOR TO PLACEMENT. COMMENCE WITHOUT APPROVED SHOP DRAWINGS. O�_ �1 12. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF 11. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS. � ZRA or, Y0 EQUIPMENT PADS, INSERT AND EMBED ITEMS. CO 13. REINFORCING DOWELS,WATERSTOPS,AND OTHER EMBED ITEMS SHALL BE INSTALLED AND SECURED PRIOR TO CONCRETE PLACEMENT. rn � "WET-SETTING"OF EMBEDDED ITEMS IS NOT PERMITTED. a A v� O' �0 sagas �� sSlo��'�, principal engineer NO project manager JRT drawn by JA2 checked by JRT job no. 15904 date 06/01/2015 revisions: no. date by FOR CONSTRUCTION 50% CONSTRUCTION DOCUMENTS 06/01/2015 GENERAL NOTES S2mOO SILMAN# 15904 I W STANDARD HOOK z Ym w E U gt CONCRETE PIER OR W.W.F. t=-x cn STEEL COLUMN 0, W Z W (SEE PLAN) SAW CUT = �i z p z SLAB REINF. 1-1/2"DEEP m U m U 2"x3"CONT. SLAB ON GRADE (MESH REBAR) n W, W g = = HORIZONTAL REINF, 0 m m F- KEY TO RUN THRU ° ''" ° cx �/ti 244 @ 3"x4'-0"LONG UNINTERRUPTED ° —a x II-x—x 1--1 ADDITIONAL AT ALL _y J REENTRANT CORNERS o co MAXIMUM DISTANCE BETWEEN 2 1 �5�� JOINTS a 51 CONTRACTION JOINTS IN INCHES z v ° IS 36 TIMES SLAB THICKNESS 3 O J O � ° M SLAB EDGE ° ° d ° -- ° W Q t)1N Lu J to SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT ~ ° AT ALL RE- ENTRANT CORNERS WATERSTOP 1 co O TEE-INTERSECTION 6"x6"W2.0 x W2.0 W.W.F. NOTE: MAXIMUM POUR LENGTHS: AIN FM N d FOUNDATION WALL=80'-0" + W m v CONCRETE SLAB NOTES: d ° z U " W Z Z STANDARD HOOK ° o- c U 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING z cn Z �� �J �`� STRIPS WHERE EACH SINGLE STRIP DOES NO EXCEED w a `r Z O 36 TIMES SLAB THICKNESS WIDTH IN INCHES. TYPICAL CONSTRUCTION JOINT IN CONCRETE WALL g wo Cr IIIc I I I I I—III P142, SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A - - w MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLAB 3/4"= 1'-0" cn u THICKNESS.JOINTS SHALL BE SAWED NO LATER THANLLJ Q 6"GRAVEL OR STONE 24 HOURS AFTER CONCRETE IS PLACED. ° Q 3. GRAVEL OR CRUSHED STONE BASE SHALL BE s w UNDISTURBED 10 MIL POLYETHYLENEo COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM � Q SOIL OR FILL VAPOR BARRIER MOISTURE CONTENT. TENSION O SLAB ON GRADE LAP SPLICE o WW Z C/7 co Y i Q CORNER o oC COLUMN, SEE PLAN to O 7 AND COLUMN NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE TABLE. `•n a L TYPICAL SLAB ON GRADE ANCHOR BOLTS, (SEE TYP. DTL.) SCHEDULE 1/2"= 1'-0" BASE PLATE, (SEE TYP.DTL.) " , LA ON GRADELATION JOINT(SEE TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS AND JUNCTIONS OF a NON-SHRINK GROUT,2 0 MIN. CO CRETE SLAB WALLS AND BEAMS � z T.O. SLAB3/4" 11-010 r EL. SEE PLAN '>) x—x—x WALL T.O. FOOTING OR PIERo EL. SEE PLAN DOWELS OR PIER REINF. (SEE PLAN f ANCHOR BOLTS 244 TIES @ 3:O.C.AT TOP OF PIER _2"CLR. AND SCHEDULE) + "' 'T N ISOLATION JOINT 1/2"MIN. REMAINDER AS PER SCHEDULE TYP• PROVIDE TENSION LAP SPLICE (SEE TYPICAL SLAB ON d° = DEFORMED BAR TENSION DEVELOPMENT LENGTH (Ld) PER REBAR SCHEDULE PER DETAIL) D_ ° d FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS ° , CONCRETE SLAB ° 0 B.O. FOOTING 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE � ° x:14Xx x—x— EL. SEE PLAN BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 �> G3"CLR. #3 17 25 15 22 13 20 12 18 NOTES: #4 22 33 19 29 17 26 16 24 e a ° ° 1. PIER SIZE TO BE 3"LARGER THAN COLUMN BASE PLATE ALL ROUND U.N.O.ON #5 28 42 24 36 22 32 20 30 B.O. FTG. o ° d PLAN. SEE PLAN _ III—III—I I- 2. SEE PLAN AND FOOTING SCHEDULE FOR FOOTING SIZE AND REINFORCING. #6 33 50 29 43 26 39 24 35 3. IF PIER HEIGHT IS LESS THAN 2'-6", EXTEND COLUMN DOWELS INTO FOOTING. SEE #7 48 72 42 63 38 56 34 51 v �I I II I I I COLUMN SCHEDULE FOR SIZE AND REINFORCING. M 4. T=SLAB THICKNESS-SEE PLANS. #8 55 83 48 72 43 64 39 59 OF 3"CLR. #9 62 93 54 81 48 72 44 66 NOTES: P� A0 �O 1. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL WITH A MINIMUM BEARING PIER REINFORCING SCHEDULE #10 70 105 61 91 54 81 50 74 � � CAPACITY AS SPECIFIED IN THE GENERAL NOTES. PIER SIZE MIN. VERTICAL BARS CLOSED TIES #11 78 116 67 101 60 90 55 82 2. FOR SIZE, DEPTH AND REINFORCING SEE FOOTING SCHEDULE. m NOTES: 16"x16" 4-#6 CLOSED #4 STIRRUP 10" O.C. 11 6"X20" 646 CLOSED #4 STIRRUP @ 10" O.C. 1. FOR HORIZONTAL REINFORCEMENT WITH 12 IN. OR MORE FRESH CONCRETE TYPICAL SPREAD FOOTING AT CONCRETE WALL casT BELOW IT, Ld SHALL BE 1.3 TIMES THE VALUES GIVEN ABOVE. u�ESaBO� �� 2. FOR EPDXY-COATED BARS: 1/2"= 1'-0" a. WHERE CONCRETE COVER IS LESS THAN 3db, OR CLEAR SPACING IS LESS TYPICAL STEEL COLUMN/PIER AND FOOTING THAN 6db, Ld SHALL BE 1.5 TIMES THE VALUES GIVEN ABOVE. b. WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3db AND CLEAR SPREAD FOOTING SCHEDULE 1/2"= 1'-0" SPACING IS GREATER THAN 6db, Ld SHALL BE 1.2 TIMES THE VALUES GIVEN ABOVE. principal engineer NO CASE I: CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN db, project manager JRT SIZE BOTTOM REINFORCEMENT CLEAR COVER NOT LESS THAN db,AND STIRRUPS OR TIES THROUGHOUT Ld drawn by JA2 MARK LENGTH WIDTH THICKNESS LONG WAY SHORT WAY NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF BARS BEING F3.0 31 - 0" 31 - 011 1' - 0" #5 @ 12" #5 @ 12" DEVELOPED OR SPLICED NOT LESS THAN 2db AND CLEAR COVER NOT LESS THAN db CASE II: OTHER CASES checked by JRT job no. 15904 WALL FOOTING SCHEDULE DEFORMED BAR TENSION LAP SPLICE - CLASS B date 06/01/2015 BOTTOM REINFORCEMENT FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS MARK WIDTH THICKNESS SHORT WAY LONG WAY 3000 PSI CONCRETE 4000 PSI CONCRETE 5000 PSI CONCRETE 6000 PSI CONCRETE WF2.0 21 - 011 1' - 0" #5 @ 12" HOOKED 345 CONT. BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 revisions: WF2.5 21 - 611 1' - 0" #5 @ 12" 345 CONT. #3 22 33 19 28 17 25 16 23 WF4.5 41 - 6" 1' - 0" #5 @ 12" 545 CONT. ADDIIONAL BARS AT #4 29 43 25 37 23 34 21 31 TOPOPENING(2-#5) #5 36 54 31 47 28 42 26 38 WF5.5 5' - 6" 1' - 0" #5 @ 12" 6-#5 CONT. #6 43 65 37 56 34 50 31 46 #7 63 94 54 81 49 73 45 67 STANDARD HOOK. DEVELOPMENT #8 72 107 62 93 56 83 51 76 (TYP.) LENGTH PROVIDE ADDITIONAL BARS #9 81 121 70 105 63 94 57 86 PARALLEL TO SIDES OF #10 91 136 79 118 71 106 64 96 ° OPENING, EQUAL TO AREA OF #11 101 151 87 131 78 117 71 107 ° ° ° d d ° INTERRUPTED BARS 245 MIN. no. date by 2"X"(MIN.) °, ° a ° ° d e - I i II I— DEFORMED BAR COMPRESSION DEVELOPMENT LENGTH (Ldc) DEFORMED BAR COMPRESSION LAP SPLICE FOR CONSTRUCTION FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS FOR NORMAL WEIGHT STONE CONCRETE & UNCOATED BARS o ° 50/ CONSTRUCTION d p , ° d d ° BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI BAR 3000 PSI 4000 PSI 5000 PSI 6000 PSI DOCUMENTS x N ° SIZE CONCRETE CONCRETE CONCRETE CONCRETE SIZE CONCRETE CONCRETE CONCRETE CONCRETE ° ° II�III III III #3 9 8 8 8 #3 12 12 12 12 06/01/2015,�:;...,� .�_ .._:::��_. ._.�..,.�. _.... __ .... _...,_. ° - #4 11 10 9 9 #4 15 15 15 15 SLOPE BY CONTACTOR TO I 8 _ MAINTAIN OIL STABILITY,VERIFY #5 14 12 12 12 #5 19 19 19 19 d ° WITH GEOTECHNICAL ENGINEER -_ - FOR REINF.SEE (1)-#5 BAR ADDITIONAL #6 17 15 14 14 #6 23 23 23 23 —III III III III FOOTING SCHEDULE NOTES: EACH FACE OF WALL #7 20 17 16 16 #7 27 27 27 27 - CONT.WALL FOOTING 1. HOOK ALL BARS INTERRUPTED BY OPENING. #8 22 19 18 18 #8 30 30 30 30 TYPICAL DETAILS G1'-0"MIN. 2. HORIZONTAL BARS TO EXTEND DEVELOPMENT LENGTH BEYOND #9 25 22 21 21 #9 34 34 34 34 OPENING,VERTICAL BARS TO BE FULL STORY HEIGHT. TYPICAL STEPPED WALL FOOTING #10 28 25 23 23 #10 39 39 39 39 1 .. 2 = ,'_0,. TYPICAL OPENING IN CONCRETE WALLS #11 31 27 26 26 #11 43 43 43 43 2 . 1 3/4"= 1'-0" SILMAN# 15904 I I E U COLUMN m oa BASE PLATE, 12"x18"x1"THICK a W O TYP.AT ANCHORS 5/16 I I BRACE TYP.AT COLUMN I I I o ANCHORS 1/4 i M I I I FF E PLATE,12"x12"x1/2"THICK �,BRACE GUSSET PLATE. I I o WSEE TYPICAL DETAIL + 0 MATCH TOP OF PLATE � _ TOP OF PLATEcc TOP OF WALL ° ° ° " , ° J TOP OF WALL ' ° N W m 4 ° MILL BOTTOM OF COLUMN + a (6)3/4"0 HEADED ANCHOR ° RODS. EMBED. 1'-4".LEAVE ENDS ° 4 ° En ° - ° <� COLUMN,SEE PLANS OR 1 '° = OF RODS UNTHREADED TO °J W Z NOTE: LEVELING PLATES v ° a" ° ° ALLOW PROPER WELD TO BASE NOTE: LEVELING PLATES °° ° " ° ° v (4)3/4"0 HEADED ANCHOR SCHEDULE FOR SIZE o ARE NOT PERMITTED ° " ° " ° PLATE ARE NOT PERMITTED RODS. EMBED. 1'-4".LEAVE o BEARING PLATE W/3/4 QJ Z O ° ° ° 4u " ° a ° ENDS OF RODS UNTHREADED A325 BOLTS (2 EACH SIDE). `� TUBE COLUMN TUBE,ANGLE OR BOA ELLOW PLATEROPER WELD TO W Q LENGTH&WIDTH AS Q REQUIRED, MINIMUM Fill PLATE COLUMN. PLATE THICKNESS TO SEE PLANSF, L6. MATCH FLANGE LLJ FACE OF / THICKNESS OF BEAM C (� Q 5/16 / FULL BEARING REQUIRED AT "' w CONCRETE 5/16 / FULL BEARING REQUIRED AT BELOW. c WALL / EMBED BOLT PLATE.VIBRATE AS REQUIRED TO EMBED BOLT PLATE.VIBRATE AS REQUIRED TO ACHIEVE FULL BEARING. ACHIEVE FULL BEARING. Q w 0 o W Z IL ,. GUSSET PLATE FACE OF = Q �' CONCRETE WALUPIER BASE PLATE BASE PLATE `v Q STIFFENER PLATE EACH a k J SIDE TO MATCH FLANGE THICKNESS OF COLUMN a ABOVE.WELDS TO BEAM `r N —.— WEB SHALL HAVE CAPACITY 2" 2" TO CARRY ENTIRE COLUMN $ TYP. TYP LOAD. r z fi r TYPICAL EMBEDDED COLUMN BASE PLATE AT BRACED FRAME TYPICAL EMBEDDED COLUMN BASE PLATE AT GRAVITY COLUMN TYPICAL STIFFENER PLATE AT BEAM SUPPORTED COLUMN -0" 1"= 1'-0" 1"= 1'-0" � e N O ° n n uti N MILL BOTTOM OF COLUMN STIFFENER PLATE EACH WT SAME SIZE AS STIFFENER PLATE EACH I SIDE.THICKNESS TO COLUMN SECTION SIDE.THICKNESS TO I I COLUMN, SEE PLANS OR I I MATCH COLUMN EACH SIDE MATCH COLUMN SCHEDULE FOR SIZE I I FLANGE BELOW FLANGE BELOW BEARING PLATE W/3/4"0 A325 BOLTS (2 EACH SIDE). LENGTH&WIDTH AS II REQUIRED, MINIMUM PLATE THICKNESS TO MATCH FLANGE I I THICKNESS OF BEAM BELOW. 2 1/2"TYP. 1 2 1/2"TYP. ,` E7�_LZ !k 0 p 00 I I I I STEEL PLATE WITH I STEEL PLATE WITH(4)-3/4"0 A325- ''OF +;"�' (4)-3/4"0 A325-SC I I SC BOLTS(MIN.). MINIMUM PLATE STEEL PLATE WITH ®mow I I (4)-3/4 0 A325-SC WT STIFFENER EACH SIDE TO MATCH BOLTS(MIN.). MINIMUM I THICKNESS TO MATCH FLANGE BOLTS(MIN.). MINIMUM COLUMN ABOVE.WELDS TO BEAM PLATE THICKNESS TO THICKNESS OF BEAM ABOVE — MATCH FLANGE THICKNESS I I PLATE THICKNESS TO WEB SHALL HAVE CAPACITY TO OF BEAM ABOVE I 1 MATCH FLANGE THICKNESS CARRY ENTIRE COLUMN LOAD. I I OF BEAM ABOVE principal engineer NO project manager JRT TYPICAL STIFFENER PLATE AT BEAM SUPPORTED COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL BEAM CONTINUOUS OVER COLUMN drawn by JA2 lit= 1'-0" 11,= 1'-0" 1,1= 1'-0" checked by JRT job no. 15904 date 06/01/2015 SHEAR PLATE DOUBLE ANGLES DOUBLE ANGLES DOUBLE ANGLES CAP PLATE(AT STEEL BEAM STEEL BEAM STEEL BEAM WF STEEL BEAM revisions: COLUMN TOP) ° o o o ° o o o IF REQUIRED FOR ——— I CAPACITY EXTEND PLATE THROUGH COLUMN AISC BOLTS AISC BOLTS AISC BOLTS AISC BOLTS � I no. date by HSS STEEL COLUMN WF STEEL COLUMN WF STEEL COLUMN FOR CONSTRUCTION BEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM , SEE PLANS 50% CONSTRUCTION ` -- DOCUMENTS 1 NOTES: cv o6�oi�2oi5�- LO r � 1. CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC ONLY.THE CONTRACTOR MAY SUBMIT ALTERNATE DETAILS FROM THOSE x G�+�' Cs+ x LO SHOWN ABOVE, BUT IN ANY CASE THE CONTRACTOR IS RESPONSIBLE FOR PRODUCING STEEL SHOP DRAWINGS IN ACCORDANCE '� U) NOTE WITH THE PROJECT GENERAL NOTES AND AISC GUIDELINES.CALCULATIONS SHALL BE SUBMITTED AS REQUIRED IN THE GENERAL = = Pbrace=25 KIPS NOTES AND ELSEWHERE IN THE CONTRACT DOCUMENTS. 2. THE CONTRACTOR SHALL DETAIL THE PROJECT CONNECTIONS FOR THE LOADS AS INDICATED IN THE CONTRACT DOCUMENTS, PER SEE PLANS AISC GUIDELINES.THE SCHEMATIC DETAILS 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 TYPICAL DETAILS DOCUMENTS. 3. PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEAM CONNECTIONS TO PERIMETER BEAMS, UNLESS OTHERWISE NOTED. TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLY TYPICAL BRACE ELEVATION S2mO2 1"= 1'-0" 3/4"= 1'-0" SILMAN# 15904 � I E ca (j_ STEEL COLUMN m / c / NEUTRAL AXIS OF CHANNEL BRACE o W.P. CL OF STEEL BEAM Dc=DEPTH OF COLUMN 3/8"MINIMUM STIFFENER PLATE TOP OF SLAB REFERENCE o BOTH SIDES OF WEB GUSSET PLATE(1/2" LINE M MIN.) / N LINES MUST COINCIDE SEE PLANS FOR BEAM SIZE o W AS SHOWN TYP. 1/4 w MIN. I o O LL. v O AN Now —a I N (/) O1 UJ rn W N V o oWz u CL STEEL BEAM — — — — — — a Z SEE PLAN FOR BEAM I ` P\0p I I W p° ° ° SIZE i i Q Q 0 ° W.P. I I I U rr o W N I IUL Q DC NEUTRAL AXIS OF GUSSET PLATE I I 1 LINES MUST COINCIDE AS I lCD \ \ CHANNEL BRACE CONNECTION TO BEAM TO SHOWN , [) O / BE DESIGNED FOR Pbrace HORIZONTAL COMPONENT H PLUS MOMENT DUE TO ECCENTRICITY(H)x(Db)/(2) b I I \ I E O U) r fl. Z Q z V=Pbrace VERT. I I COMPONENT NEUTRAL AXIS OF CHANNEL I I BRACE I I GUSSET PLATE CONNECTION NOTE: CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC T.O. SLAB H=Pbrace HORIZ. TO BEAM TO BE DESIGNED DETAILS ONLY. IRV — — — — — — — o FOR Pbrace HORIZONTAL COMPONENT COMPONENT H PLUS MOMENT H=Pbrace HORIZ. z COMPONENT NOTES: DUE TO ECCENTRICITY(H)x (z >g NOTE: CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC (Db)/(2) NOTE: Pbrace=25 KIPS 1. DETAIL SPLICE AND PROVIDE MATERIALS IN ACCORDANCE WITH AISC ENGINEERING z DETAILS ONLY. V=Pbrace VERT.COMPONENT FOR STEEL CONSTRUCTION HANDBOOK AND ALL OSHA REQUIREMENTS. A 2. MAXIMUM LENGTH OF COLUMN TO BE LESSER OF 30'-0"OR 2 STORIES. NOTE: Pbrace=25 KIPS 6,� 3. PROVIDE ALIGNMENT PLATES AS REQUIRED FOR COLUMN ERECTION. REMOVE CI ALIGNMENT PLATES AFTER COLUMN IS INSTALLED. o may/ � O � ry 4 w 4�w ry TYPICAL CHANNEL LATERAL CHEVRON BRACE CONNECTION TO BEAM TYPICAL CHANNEL LATERAL BRACE CONNECTION AT COLUMN FLANGE TYPICAL HSS COLUMN SPLICE (2)-1/2"0 A307 THRU-BOLTS; NICK THREADS TO PREVENT BACK-OFF SIMPSON TB1460S COLLATED T'.� " SCREW @ 3"O.C. OR `� ��+ ���,°`` ' APPROVED EQUAL MINIMUM SOLID FULL DEPTH BLOCKING; WIDTH, DEPTH TO MATCH (2) PER BLOCKING MEMBER : JOIST/RAFTER principal engineer NO 2'-8" TUBE POST project manager JRT drawn by JA2 O O C O STEEL BEAM AND BOTTOM ® 3/16 checked by JRT PROVIDE 1/2 OAK SHIM WHEN BEARING, SHEAR OR 16"TYPICAL PARTITION WALLS ARE LOCATED ABOVE BEAM OR WHEN BEAM FLANGE WIDTH IS GREATER THAN OR EQUAL TO 8" job no. 06/04 G date 06/01/2015 BOLT LAYOUT DETAIL A-A 1/2"0 COUNTER-BORED,A307 BOLTS, STAGGERED TOP AND BOTTOM; SEE DETAIL A-A a _ 2'-8" PLAN revisions: T.O.JOIST NOTE:AT TJI FRAMING, PROVIDE FULL DEPTH WEB BLOCKING AT ANGLE LOCATION. _ Q L3x3x1/4 SOLID FULL DEPTH 7_7 7 BLOCKING;AS REQUIRED T.O.STL. BM. ll, G16"TYPICAL IRV BOLT LAYOUT DETAIL A-A TUBE COLUMN N 1/2"DIAMETER THREADED ROD AT I WOOD FLOOR JOIST/ROOF RAFTER _ BLOCKING. AT EDGE STEEL MEMBERS, WELD THREADED RODS TO WEB OF W (2)-1/2"0 A307 THRU-BOLTS, no. date by ]a SHAPE TO(CONNECT CONTINUOUS N NICK THREADS TO TJI/LVL FLOOR JOISTS WEB BLOCKING TO BEAM. LEAVE END PREVENT BACK-OFF OF ROD UNITHREADED TO ALLOW FOR WEB BLOCKING AT TJI JOISTS WELD. FOR CONSTRUCTION PSL OR ANTHONY POWER TJI'S, SEE PLAN. BLOCKING IN BEAM BLOCKING TWO ADJACENT BAYS AT 4'-0" Q TYP SIMPSON FACE MOUNTED HANGER O.C.,TYPICAL AT ALL NEW W SHAPE, SEE 50% CONSTRUCTION (IUT @ WOOD FLOOR FINISHES. PARALLEL STEEL CONDITIONS PLANS 3/16 DOCUMENTS M1 U @ STONE/TILE FLOOR FINISHES) A-A TJI'S, SEE PLAN 06/01/2015 TYPICAL LVL/TJI TO STEEL MEMBER JOISTS PARALLEL TO EDGE BEAMS AT CUBE UPPER LEVEL TYPICAL STEEL TUBE COLUMN BRACING AT WOOD FRAMED FLOORS 1 1/2"= 1'-0" 1 1/2"= 1'-0" 1 1/2"= 1'-0" TYPICAL DETAILS S2mO3 SILMAN# 15904 I I G u aUi EMBEDDED BASE PLATE. c SEE TYPICAL DETAILS w I #4 CONTINUOUS NOSING BAR BRACE POST I ABOVE, SEE PLANI EMBEDDED BASE PLATE. 5"SLAB ON GRADE.SEE o I SEE TYPICAL DETAIL TT TYPICAL DETAILS — ARCHITECTURAL #4 CONTINUOUS NOSING BAR 3 5/16 I I 5"SLAB ON GRADE, FINISH I I 5/16 ARCHITECTURAL i SEE TYPICAL DETAIL FINISH + I #4@12"O.C. ico #5 CONTINUOUS o W I RUN BAR A MINIMUM OF 12" BARS EXTERIOR 5"SLAB ON �`+ Ln PAST TRANSITION,TYPICAL ONGRADE , SEE TYPICAL # THIS SHEET � - - DETAIL u'o 4 cc O X °X X°-�—Xzr—X °X "' ° ° ° a d ° ° '�/� (6-)d° X X /� —��2.�d CD N v EXTEND BARS INTO °d d d ° d ° ° W 1"1 SLAB ABOVE d 4 dd d d ° d #4@12"O.C. 4 �< ° z d oU cn #5@12"O.C. EACH ° 1'-0" d RIGID INSULATION. d ° • °• `r Z O d WAY, EACH FACE ° d SEE ARCHITECTURAL SEE 6/S3.00 FOR d ° d W Z #5 @ 12"O.C. EACH WAY, ° THROUGHOUT WALL BALANCE OF ° Q EACH FACE THROUGHOUT d ° d „ � � ° m #4 12 O.C. EACH = WALL ° INFORMATION ° ° e d 1/2 COMPRESSIBLE FILLER � ° @Loin o Q ° 4 WAY EACH FACE o W N -v d A ° d o a . FOOTING REINFORCEMENT, DOWELS TO MATCH d W SEE SCHEDULE VERTICAL BARS ° •d DOWELS TO MATCH ° d ° d `a Q VERTICAL BARS ° d ° °FOOTING REINFORCEMENT. SEE SCHEDULE g' ce ILLZ e ° ° ° a° '° U Vl CC ° d e ° ° a co 7L G d ° ° ° d ° .° d a e e ° • '� .d • ° ° • ° d °Q d . ° ° • ° .° G d d ° ° d ° L O a d � � � Z � d e on Ll r��, ,LI [---I I I- SEE PLAN AND SCHEDULE ON S2.01 SEE PLAN AND SCHEDULE - -- ON S2.01 z 1 BRACE FRAME FOOTING - EXTERIOR LOCATIONS r2 BRACE FRAME FOOTING - INTERIOR LOCATIONS 3 FROST WALL AT AT TRANSITION TO EXTERIOR s „_ , „ „_ , „ „_ S3,00 1 - 1-0 S3.00 1 - 11-01, � o S3.00 1 - 1-0N #4 CONTINUOUS ° '° NOSING BAR M g 5"SLAB ON GRADE, #4 @ 12"O.C. SEE TYPICAL DETAIL ARCHITECTURAL FINISH #4 CONTINUOUS NOSING EXTERIOR 5"SLAB BAR #4 CONTINUOUS NOSING BAR 5"SLAB ON GRADE. ON GRADE.SEE SEE TYPICAL DETAILS TYPICAL DETAILS X ° X X^ X EXTEND BAR INTO °Q —°° ° d X ° dXdXXXe X X XX % X° X-4 X X SLABABOVE ° d ° C9LS�` 4O8p0 d d d e ° �� 4 71 QG1�P � 44 • ' • a -#4 @ 12O.C. EACH #4 12"O.C. EACH 8" 4WAY EACH FACE d WY EACH FACE 0D 8" RIGID INSULATION. SEE ARCHITECTURAL #4@12"O.C. EACH Si 1/2"COMPRESSIBLE WAY, EACH FACE FILLER ' 61—A— A-6—� • ° • FOOTING REINFORCEMENT, LU d ° SEE SCHEDULE ° FOOTING REINFORCEMENT, DOWELS TO MATCH DOWELS TO MATCH SEE SCHEDULE a 8., d VERTICAL REINFORCING VERTICAL REINFORCING a a z principal engineer NO ° project manager JRT d e ° °' drawn by JA2 ° O d o Author • ° r checked by Checker ° job no. 15904 a ° • • I IEEI JEEI I I date 06/01/2015 2'-0" r• — 2--0" revisions: 4 FROST WALL FOOTING AT COVERED TERRACE 5 TYPICAL EXTERIOR FROST WALL FOOTING 6 TYPICAL INTERIOR FROST WALL FOOTING S3.00 1111= 11-01. S3.00 111= 11-01, "= 1'-0" S3.00 1" no. date by FOR CONSTRUCTION . j 50% CONSTRUCTION DOCUMENTS x.K_... .06/01/2015 FOUNDATION SECTIONS S100 SILMAN# 15904 I AMA" I�—S F ,o E 5C 1'(/Yl a� C7-7 ` LOW GO - 1-1\I=1 I I- R1 ■■■� 3 - _.... R1-A 3 LOW SLOPE MEMBRANE M 075419 PVC ROOF MEMBRANE _.-....._ __. .. ..._......__... R1 075419 COVER BOARD to W ` 07 5419 POLYISO INSUL TAPERED(R-10,MIN.2") 061600 PLYWOOD SHEATHING PER STRUCTURAL u 061000 WD.FRAMING PER STRUCTURALo� 0 -"" 072119 R-24 FOAMED-IN-PLACE INSULATION 072100 R-21 BATT INSULATION N 092900 5/8"GYPSUM WALL BOARD " (/') ai / \ R1-A PLANTED TRAY: E- % ! \� 070870 6"GREEN ROOF MODULAR TRAY SYSTEM con V } 075419 EPDM SLIP SHEET LU z 7. u Z W ROOF ASSEMBLIES o SCALE: 1 1/2"= 1'-0" u? W N LA- DC Q Oo C-n LL 0� z = Q � oC ,�■r■■� o �, 0 F5 F4 F3 F2 F1 Or—r/ r' a Z � UPPER LEVEL THINSET TILE UPPER LEVEL WOOD MAIN LEVEL THINSET TILE OVER MAIN LEVEL WOOD OVER CONCRETE CONCRETE SLAB ON GRADE CONCRETE SLAB ON GRADE W/ T SLAB ON GRADE W/ HYDRONIC ONIC 071900 WATER REPELLENT(AS REQ'D) f- 09 6400 WOOD FLOORING PER FINISH SCHED. fQ. „ ' - GRADE PER STRUC YDR 09 3014 TILE PER FINISH SCHEDULE - - — ---" 09 6400 ROSIN PAPER SLIP SHEET 4 071900 WATER REPELLENT AS REQ D _ d�.� - 09 6400 WOOD FLOORING(PER FINISH SCHED.) a RETE LAB N T. �=_� � �<� �_.�� � ( ) �, 03 3000 VAPOR RETARDER �r 09 3005 THINSET MORTAR i '�` �� 061624 RADIANT PLYWOOD PANEL SUBFLOORING v a 093014 FLOOR TILE(PER FINISH SCHEDULE) a 09 6400 ROSIN PAPER SLIP SHEET - 312000 DRAINAGE COURSE PER CIVIL I a 09 3005 LIQUID MEMBRANE WATERPROOFING 061600 PLYWOOD SUBFLOOR PER STRUCTURAL 09 3005 THINSET MORTAR 312000 PREPARED SUBGRADE PER CIVIL 1 �\ 093005 1/2"CEMENT BACKER BOARD /` 09 8116 ACOUSTIC BATT INSULATION °a 061600 2 LAYERS 518"FLOATING PLY SUBFLR. r / ° 093005 LIQUID MEMBRANE WATERPROOFING ( ) / 061600 PLYWOOD SUBFLOOR PER STRUCTURAL I 061000 FRAMING PER STRUCT. - 093005 - - — 03 3000 CONCRETE SLAB ON GRADE PER STRUCT. n j \ CEMENT BACKER BOARD _ 238316 07 2100 R-38 BATT INSULATION j 09 2900 5/8"GYPSUM WALL BOARD 1- I.....,- - 03 3000 O �_.. RADIANT HYDRONIC HEAT \ / C NCRETE SLAB ON GRADE PER STRUCT. 1 _ 033000 VAPOR RETARDER 4. Yx� . . FI-A GARAGE FLOOR ASSEMBLY: J� ku, .. . El, \ 061000 FRAMING PER STRUCTURAL \ ; ! ? 23 8316 RAIDIANT HYDRONIC HEAT r -y " ' ' Y 09 2900 5/8"GYPSUM WALLBOARD � : � - �, ��"�; ., .:_.��. .,�.,_� � ,K4� '� -�'`� O7 2100 2 (R-10)RIGID INSULATION _" � =� �..._,�..-• \ / r 033000 VAPOR RETARDER ... ��. . :c�:�` _� i1if( ii-�\i \, ( : ' „ �� ,. �, ;. 312000 DRAINAGE COURSE PER CIVIL - _ 071900 CLEAR SEALER,WATERIOIL REPELLENT � �SZ , 5 072100 2 (R-10)RIGID INSULATION 312000 PREPARED SUBGRADE PER CIVIL - - *COMPLY WITH TCNA RH135 --- . _.. I ,L��-I-I-I- --�\ l312000 DRAINAGE COURSE PER CIVIL 312000 PREPARED SUBGRADE PER CIVIL =III- I I-III-1 I I-)I I-i I "' -RT *COMPLY WITH TCNA RH111 FLOOR ASSEMBLIES SCALE: 1 1/2"= 1'-0" W. I principal architect TK project manager CG drawn by KN,ER -- checked by 1I job no. 13054.03 \I �' % date 9/3/2014 JUN 2 9 20Z revisions: P2 P1 W3 W2 W1 O TYPICAL PARTITION TYPICAL PARTITION RICHLITE PANEL WITH TILE RICHLITE PANEL WITH GWB _RICHLITE PANEL (2-SIDES) INTERIOR INTERIOR INTERIOR INTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR EXTERIOR 1 06-24-15 Wall Revision 071900 WATER REPELLENT(AS REQ'D) =�.;, 09 2900 5/8"GYPSUM WALL BOARD 074643 RICHLITE PHENOLIC WALL PANEL 074643 RICHLITE PHENOLIC WALL PANEL 074643 RICHLITE PHENOLIC WALL PANEL SCHEDULE }\, 061000 2x4 WD FRAMING _\;l 07 4643 318"AIRSPACE 093104 TILE(PER FINISH "T� 074643 3/8"AIRSPACE 074643 3/8"AIRSPACE no. date by }<� 09 3005 THIN SET MORTAR ) \ 072100 ACOUSTIC BATT INSULATION �, 072729 FLUID-APPLIED WEATHER BARRIER 072729 FLUID-APPLIED WEATHER BARRIER 072729 FLUID-APPLIED WEATHER BARRIER 09 3005 LIQUID MEMBRANE WATERPROOFING = 09 2900 5/8"GYPSUM WALL BOARD i 061600 PLYWOOD SHEATHING PER STRUCT. 061600 PLYWOOD SHEATHING PER STRUCT. �J 09 3005 1/2"CEMENT BACKER BOARD \ \ 061000 2X WOOD FRAMING PER STRUCT. - \ 061600 PLYWOOD SHEATHING PER STRUCT. 061000 2X WOOD FRAMING PER STRUCT. / 061000 2X WOOD FRAMING PER STRUCT. j-< 061000 2x4 WD FRAMING `` P1-A ASSEMBLY: - 07 2100 R-21 BATT INSULATION = 07 2100 R-21 BATT INSULATION 061600 PLYWOOD SHEATHING PER STRUCT. FOR CONSTRUCTION SAME AS ABOVE EXCEPT I ;, 07 2100 VAPOR RETARDER �-" 07 2100 ACOUSTIC BATT INSULATION , 07 2100 VAPOR RETARDER 072729 FLUID-APPLIED WEATHER BARRIER \ 09 2900 5/8"GYPSUM WALLBOARD �'' 061000 2x6 WD FRAMING \� 09 3005 1/2" CEMENT BACKER BOARD \�� 09 2900 5/8"GYPSUM WALL BOARD i 074643 318"AIRSPACE 093005 LIQUID MEMBRANEWATERPROOFING 074643 RICHLITE PHENOLIC WALL PANEL PERMIT SET P2-A ASSEMBLY: SAME AS ABOVE EXCEPT V .- 093104 TILE(PER FINISH SCHEDULE) 061000 2x6 WD FRAMING '~�� 071900 WATER REPELLENT(AS REQ'D) \` 9J3/2014 *COMPLY WITH TCNA 244C *COMPLY WITH TCNA 244C ASSEMBLIES ASSEMBLIES - ROOFS. FLOORS, WALLS SCALE: 1 1/2"= V-0" A0m1 I O2 3 4 O 6 24'-0" 10'-0" 32'-0" 16'-0* 14'-0" E i o U Vf A3.00 I I I 1 I I 2 1 c A3.11 A4.00 I h 6'-7" 2 3 i A p - — — - -- -- - - - - - -------- -- - ----- --- - -...._----- - -- -- - - ---.._. ------- _...._.---- Lu _.._. - -- ----- - I- ---- - -- - - p N I ! I ! t7 v 1 .�O ....... .. ...... .. I t " O tD T Z j 10 ............ N j cn 4 `o L* Ol W2 0 - 1 + W 9 <A5. 1 a V .— o W Z 1 _ BATH ( j 102 o z Z O LU j�e P1 Q Q Cn HALL 5 A5. 7 ���rMIM� F- w ' EXERCISE 1o1s 1 101 8 o Q 2 p : A MECHANICAL A o j 1 <A5.03> 3 101A < 4 Z M 4 U = Q 4 3 I A4.00 LANDING 1 I v M N _ I - -VI I I 1318" I o I A3.01 � _ 2 2 L 2 A3.10 1 <A5.02> 3 i 4 A3.00 I I 2 STAIR 1 I I 100 - - - I (11 I 24'-0" 24'-0" W2 { 5'_0" 6'-5" 8'-0" Q 3 2 A4.01 A4.01 I W. 2 " A4.00 W1 ' L-- ---�--- --- — --- -- FOF NE'I3 A 2 I W2 I o STORAGE � � mii W1 principal architect TK I SLOPE project manager CG � 104.1 103A.1 drawn by KN,ER NORTH GARAGE SITTING 103 104 i 4 — AREA 4 checked by COVERED N A4.00 2 MECHANIC L 2 TERRACE job no. 13054.03 ! F1 1 A5.01 3 1 > 1 A5.00 3 i ® date 9/3/2014 A3.10 6 4 4 i `O 5 <A5.01> I F1-A �/ F2 revisions: 8 CV I W1 I 2 A4.01 i ( 103.1 -...... .--------------.....__. ._ -- - ----.._.. - - --. __.. _ ._. ------ - - - --...- . ------._......_...._._.-..-- ------ - _. ....---..._...._.......... -... --- - -- - __-... ... .. . .. q 2 06-24-15 Wall Revision I 1 12-01-14 North Enclosed Area 24'-0" 8'-0" 4'-0" no. date by j I A3.01 I — 2 1 1 FOR CONSTRUCTION i A3.11 PERMIT SET 5'-0" 6'-5" 12'-7" 9/3/2014 MAIN LEVEL PLAN NOTES � �'-o" MAIN LEVEL FLOOR 1. VERIFY ALL DIMENSIONS IN FIELD PRIOR TO PLAN COMMENCING CONSTRUCTION. 2. U.N.O.,ALL DIMENSIONS ARE TO GRIDLINE,F.O.FRAMING OR TRUFNO 0 1' 2' 3' 4' 8' 12' F.O.CONCRETE. PROJECT NORTH === 3. WHERE GRIDLINE COINCIDES WITH EXTERIOR WALLS, GRIDLINE=F.O.CONCRETE OR F.O.FRAMING U.N.O. A2ml I 241-0" 101-0" 32'-0" 16'-0" 5 114'-0" 6 E r2 A3.11 A4.00 LAJ Al 15'-5* ----------- --- -------- --------------------------- V- uJ - - - - - - - - - - - - - - - CiJ Cn Lu CV 4i O CD co ui GUEST BEDROOM 5. 7> 3 (EAS-0 LL.J rn 204 N C' 4 6 P1 ........... V+ z LLJ 'All 5 A5.06 7 BATHN zo C9 Lu 8 5 A5.07> 7 o Ln LLJ 8 .................................... C) C5 !? P2 LL. Z cli co CM ta 41-0" u 3 LANDING a 2 0 A4.00 z OPEN TO BELOW C? A3.01 2 2 2 � -�10 1 3 4 LIVING 203 2 'All 3 2 1 A�O6> 3 A4.01 A4.01 00 4 A/�C W, fi21 F . ........ -------------- .... ... ...... ------------- - ----------------------.......... ----------------- 0 . .. ....................... ............. ......- ............... ..... ........ 2 WAD 10 MECHANICAL 10 9 CA5O7101Z NF- F- P2 12 W2 Ix41-0" . .......... PLANTED ROOF BELOW P2 principal architect TK project manager W3 CG W2 drawn by KN,ER P1 _^4 c ec e y BATH A4.00 0 202 <F>5 job no. 13054.03 date 913/2014 Lu GUEST 10 ...... ................ BEDROOM 00 : (WEST) 9 A5.05>11 C-2-01 12 2 revisions: ................. 1 .0 �A5 3 6 CLOSET 201 A 5 �A:505> 7 4 W2 C� ZD - - - - - - - - - - - - - - ............................................. ------------- ...........----------------- - ----- 1 06-24-15 Wall Revision W2 I Aln o. date by 8 151-5. '-7" A3.11 FOR CONSTRUCTION PERMIT SET 9/3/2014 UPPERNOTES ��_��EL �ILA�N .. UPPER LEVEL FLOOR 1. VERIFY ALL DIMENSIONS IN FIELD PRIOR TO PLAN COMMENCING CONSTRUCTION. U" 2. U.N.O.,ALL DIMENSIONS ARE TO GRIDLINE,F.O.FRAMING OR OR), 0 1 2' 3' 4' 8' 12' F.O.CONCRETE. & 3. WHERE GRIDLINE COINCIDES WITH EXTERIOR WALLS, PROJECT NORTH GRIDLINE=F.O.CONCRETE OR F.O.FRAMING U.N.O. A2m2O E 1 24'-0" 2 10'-0" 3 32'-0" 4 16-0" 5 14'-0" 6 Y lo L 2 LOU c A3.11 A4.00 1 a . i M Ln ROOF AND OVERFLOW I I o Q ' • SLOPE DRAIN,TYP. ?1/4:12 CO `D �- V r- I I � o W z MM 00 U INTERNAL ROOF DRAIN Q z O O LINES BELOW,TYP. D Q SLOPE­­. _: :_ _� SLOPE-; (SHOWN AS DASHED) ca 114:12 . I I i y Ln v~i a co u = Q SLOPE -s 1/4:12. u 3 C pA4.00 0 1 j'- SLOPE ,.1.1/4:12, 1 is lf. I A3.01 2 If , 11 I 2 A3.10 i 2 SLOPE : _' SLOPE.';:.. : 1/4:12 O O 1/4:12 :' '. I SLOPE j ROOF DRAIN LINES BELOW,TYP. I (SHOWN AS DASHED) 2 A4.00 . . f l l / d -1 ,I / t�O� �ti� N SLOPE \ ,SLOPE / y 1 \ /), 1 , \: 111 I SLOPE / 1/4:12 SLOPE' / \ / 1/4:12 _ \ 1111 1/4:12 / \\ ' 1 \\ 1/4:12 I , \.�. 1 Principal architect TK I I project manager CG ROOF AND OVERFLOW drawn by KN,ER SLOPE 1 I I DRAIN,TYP. SLOPE - ''. .O _ O_O T 1/4:12 - O Y 1 O y LL O , 4 SLOPE SLOPE 4 1/4:12 - - = - I 1 SLOPE SLOPE I I SLOPE I checked by N O - - - - - - - - ' A4.00 PLANTED ROOF -�� PLANTED ROOF 1/4:12 I 1!4:12 :SLOPE.` _ O 1 1 1/4:12 1/4:12 O I 1/4;12 LL O job no. 13054.03 1/4:12, / 1 \ date 9/3/2014 A3.10 11 I II I SLOPE, revisions: 1/4:12 i SLOPE 1 1 1 \ { / , SLOPEI 1 1 \ I. 1 / SLOPE \ 1/4:121 1 I j /\\ 1 // 1/4:12 11 1 1 ., \\ I // . 1/4:12 \\ (I .._...._..._._.___.__..._....... --- - _ - - - - - - -- O A I I I I no. date by 1 A3.01 A3.11 1 FOR CONSTRUCTION i - 1 PERMIT SET 9/3/2014 � ROOF PLAN NOTES 1. VERIFY ALL DIMENSIONS IN FIELD PRIOR TO ROOF PLAN COMMENCING CONSTRUCTION. 2. U.N.O.,ALL DIMENSIONS ARE TO GRIDLINE,F.O.FRAMING OR TRUFIVO 0 V 2' 3' 4' 8' 12' RTy F.O.CONCRETE. PROJECT NORTH 3. WHERE GRIDLINE COINCIDES WITH EXTERIOR WALLS, GRIDLINE=F.O.CONCRETE OR F.O.FRAMING U.N.O. A2m3O E C002 C B O �, LAJ A2 A 2 T.O.PARAPET 123'-2" ......................... .......... ------------------------------ ................ T.O.UPPER ROOF 122 -9 Ln PTD.STEEL BEAM PER li STRUCTURAL Ln PTD.STEEL ANGLE PER 25 STRUCTURAL V) rn LLJ fn C24 26 ILLJ z < Z 0 LLJ ER EGR'Et < �Jii S, ........... EGRES in I.— UPPER LEVEL F.F. LLJ v) 11 l'-6" U-� LA- to PTD.STEEL BEAM PER +-7 (D STRUCTURAL u— z 0) CL MAIN LEVEL F.F. 1001-01, THERMALLY BROKEN STEEL FRAMED DOORS AND WINDOWS 2 NORTH ELEVATION SCALE: 1/4" 1'-0" 4 T.O.PARAPET OF 123'- T.O.UPPER ROOF 122'-911 principal architect TK project manager CG drawn by KN,ER PLANTED ROOF PTD.STL BEAM checked PER STRUCTURAL job no. 13054.03 date 9/312014 Z� T.O.LOWER ROOF 111 revisions: - 101, .......... -- -- ---------- UPPER LEVEL F.F. 1111611 411 ",SLIDING BARN DOOR OPEN Revision 2 06-24-15 Wall Revis BREEZEWAY -01 1 12 -14 North Enclosed Area no. date by 4, MAIN LEVEL F.F. MAIN LEVEL F.F �JIEQ/ TION FOR CONSTRUC 1001-01, ......... 1001-01, ............ PERMIT SET 9/3/2014 EAST SCALE: ELEVATION NORTH & EAST EXTERIOR ELEVATIONS 06 NORTH L F 71 A A3mOO E C002O td A B (K) 2 O T.O.PARAPET C-7 2" Cn ...... ...................... .......... .......... ....... ...... ................ ....... ......... ......................... ........... ..... ------------- .......... ....... T.O.UPPER ROOF Lu 122'-9" V) D PTD.STEEL BEAM PER STRUCTURAL "7 Cp C !3 Lu M Lu z PLANTED ROOF ro U 0 Ui C) N, Ln LU T.O.LOWER ROOF -4L-,f ........... UPPER LEVEL F.F ........ --- ---- .......... ill - 1011 PTD.STEEL BEAM LL. PER STRUCTURAL z f Aft %Nor CCn 4 12OPEN �13 14 15 C= 1CL BREEZEWAY 7 MAIN LEVEL Ff MAIN LEVEL F.F. - ---------------A 1001-01, 1001-01, SOUTH ELEVATION �VA�Tl 0�N _0 9,E6 AAW) W, 2 4 05 6 Or /2\ T.O.PARAPET 123'-2" --- ...... ...... ....................... T.O.UPPER ROOF rincipal architect TK 122'-9" Project manager CG drawn by KN,ER PTD STL BEAM PER STRUCTURAL i checked by job no. 13054.03 date 9/3/2014 2 2� PLANTED Z� revisions: PTD STL BEAM PER STRUCTURAL T.O.LOWER ROOF UPPER LEVEL F.F. --- ---------------- .... ---- —- ................ ................... 111'-6" 1111- 10 PTD STL BEAM PER STRUCTURAL 2 06-24-15 Wall Revision 10 p 1 12-01-14 North Enclosed Area � OPEN date by no. • 1011 FOR CONSTRUCTION ? CONC.TERRACE Ohl PERMIT SET. MAIN LEVEL F.F. MAIN LEVEL F.F. PER STRUCTURAL ... ........ ............... . ................ -1!!� 9/3/2014 1001-01, 1001-01, SOUTH & WEST EXTERIOR WEST TION ELEVATIONS 2� 10 A 1 2 E fA M C T.O.PARAPET AM 123'-2" T.O.UPPER ROOF 122'-9" e LLJ 7 0 LIVING STAIR Ln 203 100 -rD Q�D UD to rn UJ rn Lu z UPPER LEVEL F.F. 6 2F " 0 Ln LU cn LA. < EXERCISE 0 0 101 Cn LL- z 0 rn o ZLO III MAIN LEVEL F.F. ........................... ....... ...... 1001-011 SECTION 2 O 2 4 6 T.O.PARAPET 123'-2" L ............ 00! D A A I T.O.UPPER ROOF N. O�A 122'-9" 0 GUEST BEDROOM • 05A (WEST) BATH CjKD 2 principal architect TK project manager CG T.O.LOWER ROOF UPPER LEVEL F.F. ......... drawn by KN,ER - 101, 11 70 7 checked by job no. 13054.03 date 91312014 GARAGE MECHANIC revisions: Q�D . ........... MAIN LEVEL F.F. MAIN LEVEL F.F. OL 1001-01, 1001-01 2 06-24-15 Wall Revision 1 12-01-14 North Enclosed Area no. date by FOR CONSTRUCTION PERMIT SET 9/3/2014 BUILDING SECTIONS (77 A3ml 0 E D o o A C003 C—, 2 LAJ A2 T.O.PARAPET 123'-2" . ........ ........................... ........ —-----. ....... —----- .... ..................... ........ .0.UPPER ROOF 44� 122'-9" sts 'S at' j,47"T:�4 L co u .............. M is ................. cm 0 GUEST LIVING GUEST BEDROOM 203 BEDROOM to C !3 (EAST) (WEs T) Lu C�D CKD .............. Q3 o Lu z < fi 0 UPPER LEVEL F F uJ < X . 7 1111-611 -x� 0) L40 Y'A Y� Y %WOO LU < ................... .. ... . ... .......- ZL 0 ILL Z EXERCISE 101 C/) F- Ce 0 M iJ MAIN LEVEL F F ................. ....... 1001-01, )�E SECTION AT GUEST�HO�USE�. sc AlP 0 COB C D aED An W. T.O.PARAPET -2" ........ ....................... ....... .. ........ T.O.UPPER ROOF 122'-911SOF NC ............. ......... .. principal architect TK project manager CG drawn by KN,ER PLANTED ROOF checked by job no. 13054.03 date 9/3/2014 T.O.LOWER ROOF ......... ........ .......................... UPPER LEVEL F.F. 77- revisions: 2 GARAGE 103 (UNCONDITIONED)(UNCONDITIONED) 2 06-24-15 Wall Revision 1 112-01-14 North Enclosed Area nodate by 1001-01, FOR CONSTRUCTION PERMIT,SET EL-1 9/3/2014 �T IqN �TH R�OU�GH �GA I�AG�E SCA BUILDING SECTIONS _0 A3m 11