HomeMy WebLinkAboutB14-0274_S1.1_1440099240.pdf GENERAL NOTES CONCRETE STRUCTURAL STEEL FRAMING LUMBER ABBREVIATIONSz.
8. DO NOT PLACE PIPES, DUCTS OR CHASES IN STRUCTURAL MATL MATERIAL5:1 ';'
1. THESE NOTES SUPPLEMENT ANY PROJECT CONCRETE WITHOUT PRIOR APPROVAL OF THE 1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND 1. ALL TIMBER CONSTRUCTION (LIGHT $ HEAVY SHALL CONFORM AB ANCHOR BOLT
SPECIFICATIONS, WHICH SHALL BE REFERRED INSTALLED IN ACCORDANCE WITHTHE LATEST PROVISION TO ) ALT ALTERNATE MAX ALUM ALUMINUM MECH MECHANICAL
IMUM MA ,
STRUCTURAL ENGINEER. le 11
TO FOR ADDITIONAL REQUIREMENTS. OF THE AISC MANUEL OF STEEL CONSTRUCTION. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC). APPROX APPROXIMATE MIN MINIMUM 08/20/15
9. DETAILS. 2. BOLTED CONNECTIONS SPECIFYING A36, A325 OR A490 2. SILL PLATES SHALL BE TREATED IN ACCORDANCE WITH AWPA ARCH ARCHITECT OR MISC MISCELLANEOUS
A. ALL EXPOSED CORNERS SHALL BE CHAMFERED SHALL BE BEARING TYPE INSTALLED IN ACCORDANCE STANDARD U1 TO THE REQUIREMENTS OF USE CATEGORY 2 ARCHITECTURAL MNFR MANUFACTURER
2. LOCATE EXISTING UTILITIES AND NOTIFY TO 3/4", U.NO. WITH LATEST PROVISION OF THE AISC MANUEL OF STEELMTL METAL
ENGINEER OF EXISTING UTILITIES OR (UC2). BAL BALANCE STUDIO M
B. ANCHOR RODS FOR ALL EQUIPMENT SHALL BE CONSTRUCTION. 3. PROVIDE DOUBLE JOISTS BELOW ALL PARTITIONS PARALLEL BM BEAM N NORTH THIS DOCUMENT SHALL NOT DE
SUBGRADE CONDITIONS. SET BY TEMPLATE. 3. ADEQUATE BRACING SHALL BE INSTALLED TO WITHSTAND TO JOIST DIRECTION; INSTALL BLOCKING AT 16" O.C. BELOW BTM BOTTOM NO OR # NUMBER REPRODUCED,TRANSMITTED,
CONSTRUCTION, WIND, SEISMIC LOADS UNTIL FIELD BO BOTTOM OF NM NON-METAL DISCLOSED OR USED 0 WHOLE
C. BEFORE PLACING ANY CONCRETE, ALL DWGS ALL PARTITIONS THAT ARE PERP TO JOIST DIRECTION. OR IN PART WITHOUT WRITTEN
3. DO NOT PLACE HOLES OR NOTCHES IN CONNECTIONS ARE COMPLETED AND THE STRUCTURE IS 4. LAMINATED VENEER LUMBER (LVL) FLYS SHALL BE 1-3/4" THICK BOG BOTTOM OF STEEL NOM NOMINAL CONSENT BY
SHALL BE CHECKED BY CONTRACTOR TO DETERMINE BRG BEARING NS NEAR SIDE OR NON-SHRINK STUDIO M ENGINEERS, LLC.
STRUCTURAL COMPONENTS THAT ARE NOT SECURE.
AND SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE STRESSES: BTW BETWEEN N-S NORTH TO SOUTH
THAT ANCHOR RODS, EMBEDDED STEEL,PIPING 4. ALL SHOP CONNECTIONS SHALL BE WELDED AS Fb_2,600 PSI, Fv_285 PSI, E=1,800,000 PSI. NTS NOT TO SCALE
INDICATED ON THE FOLLOWING DRAWINGS CONDUITS, ELECTRICAL GROUNDING WIRES, AND INDICATED ON THE PLAN BY AN APPROVED FABRICATOR. ••
WITH OUT APPROVAL. SUBMIT PROPOSED 5. SUBMIT ALTERNATE WOOD PRODUCTS TO ENGINEER FOR CC CENTER OF CENTER •• o
VENTILATION BLOCKOUTS ARE PROPERLY INSTALLED. 5. BOLTED CONNECTIONS SHALL BE SNUG TIGHT 3/4"ASTM APPROVAL GIP CAST-IN-PLACE OC ON CENTER o °a
HOLE LOCATIONS FOR REVIEW. A325 HIGH STRENGTH BOLTS U.N.O. CJ CONTROL JOINT OD OUTSIDE DIAMETER cNi ce
10. ANCHOR RODS FOR STEEL FRAMES SHALL BE ASTM PRIOR TO CONST. o
6. WELDING REQUIREMENTS: 6. UNTREATED WOOD MEMBERS SHALL BE IN THE FOLLOWING cJP COMPLETE JOINT OF OUTSIDE FACE v
F1554 GRADE aro W/ HEAVY HEX NUT WASHERS PENETRATION OPNG OPENING
4. THE STRUCTURAL DRAWINGS REPRESENT FINAL (ASTM A563) AND HARDENED WASHERS (GRADE A, A. MIN WELDS: NOT LESS THAN 1/4 FILLET, CONT. U.N.O. CLIMATIC CONDITIONS ONCE ASSEMBLED IN THEIR PERMANENT Q CENTERLINE OPP OPPOSITE
CONDITIONS ONLY. THE STRUCTURE IS B. ALL GROOVE WELDS SHALL HAVE COMPLETE JOINT
ASTM F436). PENETRATION IN ACCORDANCE WITH THE STATE: CLR CLEAR PC PRECAST Q
DESIGNED TO FUNCTION AS UNIT UPON
- MOISTURE CONTENT OF 19 PERCENT OR
COL COLUMN PEN PENETRATION
11. ROUGHEN ALL CONTACT SURFACES BETWEEN WALLS STRUCTURAL WELDING CODE ANSI/AWS D1.1 LESS PERP PERPENDICULAR 0
COMPLETION. THE CONTRACTOR SHALL GONG CONCRETE o
AND FOOTINGS TO 1/4" AMPLITUDE. C. WELD SIZES AND LENGTHS CALLED FOR ON THE - USED UNDER CONTINUOUSLY DRY INTERIOR PLATE 1O o
ADD ALL ERECTION FRAMING. DRAWINGS ARE THE NET EFFECTIVE REQUIRED. CONN CONNECTION LSD W
12. EPDXY DWLS OR RODS SHALL BE FASTENED W/ CONDITIONS CONST CONSTRUCTION
SIMPSON SET XP OR APPROVED EQUAL PER MANUF. INCREASE WELD SIZES IF GAPS EXIST AT THE - SUSTAINED TEMPERATURES SHALL BE 100 CONT CONTINUOUS PLF POUNDS PER LINEAL FOOT M
PAYING SURFACE. COORD COORDINATE PREFAB PREFABRICATED
5. THE STRUCTURE DEFINED IN THE STRUCTURAL DEGREES OR LESS. 0 -
SPECIFICATIONS. USE SIMPSON AT EPDXY FOR GOLD c5J CONSTRUCTION PS PRESTRESSED W
DWGS HAS BEEN DESIGNED ONLY FOR 7. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER 7. PROVIDE CONT. BLOCKING AT THE LOAD BEARING LOCATIONS OF PSF POUNDS PER SQUARE FOOT
/FATHER AJC LICATIOLS PRIOR TO FABRICATIONS. SHOP DRAWINGS SHALL DETAIL JOINT u
LOADS ANTICIPATED ON THE STRUCTURE ALL JOISTS AND RAFTERS CTR CENTER PSI POUNDS PER SQUARE INCH o
13. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER EACH BEAM, APPLICABLE CONNECTION, LAYOUT AND 8. PROVIDE DOUBLE TOP PLATE W/3'-0" MIN STAGGER, TYP U.N.O. PT POINT
DURING ITS SERVICE LIFE. THE CONTRACTOR AND APPROVED PRIOR TO USE. INDICATE SLUMP IN BRACING. USE WELDERS MEETING THE REQUIREMENTS OF DBL DOUBLE W a
SHALL PROVIDE ALL REQUIRED ENGINEERING THE AWS "STANDARDS QUALIFICATION PROCEDURE". DIA. OR 0 DIAMETER Qom' QUANTITY LU z
THE DESIGN.
AND OTHER MEASURES TO ACHIEVE THE 14. MAX WATER/CEMENT RATIO: 0.45 COMPLY WITH AWS D1.1 "STRUCTURAL WELDING CODE DESIGN PARAMETERS DIAL
DIM DIAGONAL z a
DIMENSION RAD OR R RADIUS w =
MEANS, METHODS, AND SEQUENCES OF 8. ALL WELDS SHALL BE E70XXLH TYPICAL UNLESS NOTED DL DEAD LOAD RC REINFORCED CONCRETE z
16. DO NOT ADD WATER IN THE FIELD UNLESS DELIVERY OTHERWISE. PRIME ALL STEEL WITH APPROVED PRIMER. RE OR REF REFER OR REFERENCE O 00
WORK. SUCH ENGINEERING MAY INCLUDE, BUT 1. CODES AND STANDARDS USED IN DESIGN: DN DOWNo 0
STRUCT. WOOD PANELS TOUGH UP PAINT AT EXPOSED BOLTS, WELDS, AND DO DITTO REINF REINFORCE(D)(ING)(MENT) D r,
IS NOT LIMITED TO: RET RETURN v) ::
ABRADED SHOP PAINT AREAS. DTL(S) DETAIL(S) READ REQUIRED
- LAYOUT. 9. STRUCTURAL STEEL MATERIAL: PROVIDE THE FOLLOWING A. INTERNATIONAL CODES (IBC $ IRC) 2012 DWG(S) DRAWING(S)
FLOOR FLAT ROOF B. ASCE 7-10 DWL(S) DOWEL(S) RET REQUIREMENT
- DESIGN FOR FORMWORK, SHORING, AND UNLESS NOTED:
THICKNESS: 3/4" OR AS INDICATED IN THE FOLLOWING DWGS. RO ROUGH OPENING
It
RESHORING. A. WIDE FLANGE AND WT SHAPES: C. ACI 318-11
NAILING: 8d PNU (0.113" clic) (6" / 12") D. AISC 13TH EDITION EA EACH ='�. �������
- DESIGN OF CONCRETE MIXES. -ASTM A992, FY = 50 KSI EE EACH END 5 SOUTH r��ADO CIS ‘1
PANELS SHALL BE T $ G EDGE SUPPORT E. NDS 2011 F
B. HOLLOW STRUCTURAL SECTIONS (HSS): EF EACH FACE (5) SALVAGED p •.
- ERECTION PROCEDURES WHICH ADDRESS SPAN RATING: 24" O.C. ( ) 2. SEISMIC LOADS : SEE 54.0 EJ EXPANSION JOINT SC SLIP CRITICAL i G.G\'' ' e s�o��+
- ROUNDS, ASTM 53 FY = 35 KSIi
STABILITY DURING CONSTRUCTION. GRADING: STURD-I-FLOOR 3. WIND LOADS ELEV ELEVATION SCH SCHEDULE(D) i .� S•Iy�5?(-:...
- WELD PROCEDURES. - RECTANGULAR, ASTM A500 GRADE 'B' STRUCTURE CATEGORY: v'
EMBED EMBEDDED SDW SIMPSON SDW LAG / 4 37
FY = 46 KSI ENGR ENGINEER SEG SECTION i -v .Af , i
- DESIGN OF TEMPORARY BRACING. NOTES: D. 5 M HP SHAPES, PLATES, ANGLES, CHANNELS, A WIND IMPORTANCE FACTOR: 1.0 EQ EQUAL OR EQUALLY SIM SIMILAR `'l l'o •. S # ;��j
1. INSTALL PANELS OVER 2 OR MORE SPANS. BASIC WIND SPEED 5LH SHORT LEG HORIZONTAL ���'r< •••....... $
- SURVEYING TO VERIFY CONSTRUCTION AND OTHER STEEL NOT IDENTIFIED: EQ SP EQUALLY SPACED
TOLERANCES. 2. GLUE SHEATHING TO THE FLOOR FRAMING USING ASTM A36,FY = 36 KSI (3 - SECOND GUST WIND SPEED): 90 MPH EQUIP EQUIPMENT SLV SHORT LEG VERTICAL �k►��`ON�. G\�
CONSTRUCTION ADHESIVES CONFORMING WITH APA EXPOSURE CATEGORY: C ES EACH SIDE SP SPACE(S)
- EVALUATION OF TEMPORARY LOADS ON 10. PROVIDE FULL DEPTH Sib" THICK WEB STIFFENER PLATES AT EW EACH WAY SP A SPACE AL
SPECIFICATION AFG-01 OR ASTM D 3488. 4. SNOW LOADS
STRUCTURE DUE TO EQUIPMENT AND 3. FASTEN 3/" THICK SUBFLOOR PANELS WITH 6D RING OR GROOVE EACH SIDE OF ALL BEAMS AT ALL BEARING POINTS. E-W EAST WEST SPEC SPECIFICATION
OFFSET PLATES TO MEMBER ENDS AT END CONDITIONS GROUND SNOW LOAD: 93 PSF EXIST EXISTING SPRT SUPPORT
MATERIALS DURING CONSTRUCTION. SHANK NAILS OR 8D COMMON NAILS AT 12" O.G. AT PANEL ONLY. FLAT ROOF SNOW LOAD: 75 PSF EXP EXPANSION SS STAINLESS STEEL
- SUPPORT FOR OTHER LOADS NOT INTERMEDIATE SUPPORTS AND 6" O.C. AT EDGES. SNOW EXPOSURE FACTOR, Ce: 1.0 EXT EXTERIOR STD STANDARD
IDENTIFIED ON DESIGN DRAWINGS. 4. MAINTAIN MOISTURE CONTENT SPECIFICATION LIMITES STATED BY FASTEN ERS CONNECTORS SLOPE FACTOR, Cs: STIFF STIFFENER
MANUF. - non sliding areas: 1.0 FAB FABRICATE STL STEEL
5. STAGGER PANEL JOINTS. 1. WOOD CONNECTIONS SHALL CONFORM TO IBC 2009 F - sliding areas: 1.0 FABR FABRICATOR STR STRUCTURALFF FINISHED FLOOR SYM SYMMETRICAL
G. NOTIFY STRUCTURAL ENGINEER OF 6. PROVIDE AN EXPANSION SPACE PER MANUF. SPEC. COORDINATE FASTENING SCHEDULE 2304.9.1. NAILS SHALL BE COMMON THERMAL FACTOR, Ct: 1.1 N
CONDITIONS NOT CONSTRUCTED PER PANEL LAYOUT W/ SPACING. WIRE NAILS (RING SHANKED FOR ROOF AND FLOOR). SNOW LOAD IMPORTANCE FACTOR : 1.0 FIN FINISH(ED) T TOP
CONTRACT DOCUMENTS PRIOR 7. ORIENTATE STRONG AXIS NORMAL TO SUPPORTING MEMBERS. 2. LAG SCREWS SHALL BE STARTED BY WRENCH, NOT SNOW DENSITY; 26.1 PCF FLG FLANGE T 5 B TOP AND BOTTOM
FLR FLOOR THK THICK OR THICKNESS
8. ALL PANELS SHALL BE APA RATED, EITHER EXPOSURE 1 OR HAMMER. SOAP SCREWS FOR EASE OF INSTALL. PROVIDE SNOW DRIFTING PER ASCE 7-10 SEC 7.7. W
TO PROCEEDING WITH CORRECTIVE WORK.
EXTERIOR RATED AND SHALL BE SUITABLE FOR STRUCTURAL USE LEAD Et CLEARANCE HOLES FOR LAGS OVER 3/8" DIA. SLIDING SNOW PER ASCE 7-10 SEC 7.9. FFS FARND FOUNDDE ATION THD THREAD ti)
TL TOTAL LOAD(NO WAFERBOARD OR PARTICLE BOARD). OSB PANELS ARE CLEARANCE HOLES SHALL MATCH THE SHANK DIA. DO NOT 5. LIVE LOADS FT FOOSIQ Z
OR FEET
7. OMMISSIONS OR CONFLICTS BETWEEN THE TO TOP OF O
ACCEPTABLE. SPLIT WOOD MEMBERS. - DECK : 40 PSF FTG FOOTING TOC TOP OF CONCRETE
CONTRACT DRAWINGS AND OR 3. METAL ATTACHMENTS FOR FRAMING SHALL BE AS Z. DEAD LOADS FV FIELD VERIFY TOF TOP OF FOOTING
FOUNDATIONSTOPS TOPPING
SPECIFICATIONS SHALL BE BROUGHT TO THE MANUFACTURED BY SIMPSON STRONG TIE. FILL ALL - DECK: 40 PSF TOS TOP OF STEEL
ATTENTION OF THE ENGINEER PRIOR TO CONNECTOR FASTENER HOLES IN CONFORMANCE WITH THE 7. LATERAL LOAD RESISTING SYSTEM : GALV GALVANIZED TOW TOP OF WALL 0
PROCEEDING WITH ANY WORK INVOLVED. 1. ALL FTGS SHALL BE PLACED ON FIRM, NATURAL, MANUF. SPECS. - CMU AND LANDSCAPE GROUTED BLOCK GR GRADE TR TREAD 0 O
4. POWDER ACTUATED FASTENERS SHALL BE DS/EDS 8. FOUNDATION GR BM GRADE BEAM TRANS TRANSVERSE
UNDISTURBED SOIL COMPACTED £ TESTED BACK FILL FASTENERS AS MANUFACTURED BY HILTI OR APPROVED EQUAL. - GEOTECH: N/A TYP TYPICAL 0
8. OBSERVATION VISITS TO THE SITE BY THE WITH PRIOR APPROVAL OF THE GEOTECHNICAL ENGINEER. 5. DRILLED IN ANCHOR BOLTS IN CONCRETE AND MASONRY - REPORT: N/A HD HOLD DOWN
STRUCTURAL ENGINEER DOES NOT RELIEVE THE 2. CONTRACTOR SHALL PROTECT EXCAVATION AND SHALL BE ADHESIVE RESIN ANCHORS TYPE HY-150 AS MANUF. - DATE: N/A HDAS HEADED ANCHOR ULT ULTIMATE
STUD UNO UNLESS NOTED sTC
CONTRACTORS RESPONSIBILITY FOR THE DIRECT SITE DRAINAGE TO AVOID DETERIORATION OF BY HILTI OR APPROVED EQUAL. - MAX BRG: 1500 PSF HORIZ HORIZONTAL OTHERWISE W O
MEANS, METHODS, TECHNIQUES,SEQUENCES SUBSTRATES PRIOR TO FOUNDATION PLACEMENT. 6. FASTENERS AND CONNECTORS IN CONTACT WITH - EQ. LAT. FLUID PRESSURE: 50 PSF HT HEIGHT V)
FOR PROCEDURE OF CONSTRUCTION, PRESERVATIVE TREATED WOOD AND FIRE RETARDANT WOOD - COEF. OF FRICTION: 0.40 ASSUMED VERT VERTICAL J
FOOTINGS SHALL BE BELOW THE FROST DEPTH ID INSIDE DIAMETER VIF VERIFY IN FIELD
SHALL BE OF HOT DIPPED ZING COATED GALV. STEEL OR - MIN REQ'D. CONC. STRENGTH: 3,500 PSI
OR THE SAFETY PRECAUTIONS AND THE SPECIFIED BY THE GEOTECH. IF INSIDE FACE O Z V
PROGRAMS INCIDENT THERETO, APPROVED EQUAL. THE COATING WT. SHALL BE IN THE - FROST: 48" IN INCH W/ WITH
3. A REPRESENTATIVE OF THE SOILS ENGINEER SHOULD MINIMUM OF ASTM A 653, TYP 0195 OR IN ACCORDANCE - PASSIVE PRESSURE: 300 PCF ASSUMED INCL INCLUDED W/O WITHOUT J
OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO WITH THE TREATED WOOD OR CONNECTOR MANUF. INT INTERIOR WD WIDTH OR WOOD J
9. DO NOT SCALE DRAWINGS. CONTACT ARCH. RECOMMENDATIONS. JT JOINT WF WIDE FLANGE J Q
CONCRETE PLACEMENT TO EVALUATE BEARING WP WORKING POINT
OR ENGR REGARDING REQ'D DIMENSIONS. CONDITIONS. PROVIDE FOUNDATION DRAIN AND 7. ANCHOR RODS IN WOOD PLATES SHALL BE ASTM A36 TYP K KIPS OR WATER PROOFING V
DEWATERING AS RECOMMENDED BY THE SOILS (6" MIN EMBEDMENT) SPACED AT 48" O.C.U.N.O. WWF WELDED WIRE FABRIC W
10. DO NOT BACKFILL AGAINST WALLS THAT 8. ALTERNATE CONNECTORS AND FASTENERS MAY BE USED L OR LG LENGTH
ENGINEER. AFTER APPROVAL BY OUR OFFICE. CHANGE IN SCOPE AND LL LIVE LOAD W x H WIDTH x HEIGHT W
EXTEND TO FRAMING SYSTEMS UNTIL FLOOR 4. CONCRETE TOLERANCES: MODIFICATION FEES MAY APPLY. LLH LONG LEG HORIZ. On O
OR ROOF SYSTEMS BRACING THOSE WALLSLLV LONG LEG VERT
A. TOP OF WALL IN RELATION TO BOTTOM OF 9. THREADED RODS SHALL BE F1554 GR. 36, U.N.O.
ARE IN PLACE. 3% 10. WHERE SPECIFIED, A307 RODS SHALL BE GRADE B WITH A563 LT WT LIGHT WEIGHT
WALL (PLUMB): WITHIN 1 , OR OF THELVL LEVEL OR LAMINATED
GRADE A HEX NUTS AND F844 WASHERS. VENEER LUMBERS
WALL HEIGHT, WHICHEVER IS LESS. 11. BOLTED OR LAGGED CONNECTIONS INTO WOOD MEMBERS
CONCRETE B. TOP OF WALL LEVELNESS: 3/4" WITHIN A GIVEN SHALL INCLUDE A563 HEAVY HEX NUTS AND F436 WASHERSN
RUN OF WALL (1.i " O.D. MIN). MASONRY NOTES CONT'D. DWG SYMBOLS
1. ALL CONCRETE SHALL ATTAIN 4,000 PSI COMPRESSION C. BELOW GRADE SURFACES: ANOMALIES SHALL 12. WHERE SPECIFICATION CALLS FOR "BOLT" DO NOT SUBSTITUTE
STRENGTH WITHIN 28 DAYS UNLESS NOTED. CONCRETE NOT EXCEED PLUS OR MINUS 12". W/ THREADED ROD. ///// : STEP IN FLOOR OR SLAB
PUT UNDER LOAD PRIOR TO THE 28 DAY CURE PERIOD SHALL D. SURFACES TO RECEIVE PLASTER, STUCCO OR 13. INSTALL MSTC28 (3"x28") STRAPS @ALL WOOD TOP PLATE //////
BE BREAK TESTED AND VERIFIED BY AN INDEPENDENT 3RD WAINS COATING: ANOMALIES SHALL NOT BREAKS (ON TOP SURFACE), TYP U.N.O. B. REINFORCE ALL CORNERS AND JAMBS WITH
: COLUMN, SEE SCHEDULE
MINIMUM 1-#4 VERTICAL, FULL HEIGHT,
•CONTRACTOR SHALL SUBMIT BREAK TESTS TO ENGINEER OF EXCEED PLUS OR MINUS 14". SPECIAL INSPECTIONS UNLESS OTHERWISE NOTED. OR PLAN CALLOUT
RECORD. E. SLAB ON GRADE LEVELNESS: THE GAP UNDER C. REINFORCE ALL BOND BEAMS WITH 2-#4 _ _ _ _ : EDGE OF FLOOR OR ROOF
2. USE TYPE II PORTLAND CEMENT (ASTM - C150) WITH 5% AIR A MANUALLY PLACED 10' STRAIGHTEDGE 1. SPECIAL INSPECTIONS SHALL BE PROVIDED PER IBC 2009 SECTION CONTINUOUS, UNLESS OTHERWISE NOTED. SHEATHING
ENTRAINMENT. CONCRETE AGGREGATE TO BE NORMAL LOCATED ANYWHERE ON THE SLAB SHALL NOT 1704. THE LIST BELOW IS A SUMMARY OF REQUIRED TESTS. EXTEND FULL HEIGHT WALL REINFORCING
WEIGHT STONE. EXCEED %4" IN 90% OF THE SAMPLES A. SOILS: CONTINUOUS THROUGH INTERMEDIATE BOND BEAMS. 1 r : HANGER
3. PERFORM ALL CAST - IN - PLACE CONCRETE WORK IN MEASURED, OR 3/8" IN 100% OF THE - SUBGRADE AND FILL BENEATH PAD D. PROVIDE CONTINUOUS HORIZONTAL LADDER
ACCORDANCE WITH THE LATEST EDITION OF TYPE DUR-O-WALL REINFORCING @ 16"
SAMPLES MEASURED. LEVEL PLACEMENT FOOTINGS SUPPORTS. 3-11. 7/8 LVL : MEMBER CALLOUT
BSTRUCTURAL STEEL: UNLESS OTHERWISE NOTED. LAP JOINTS
B."SPECIFICATION FOR STRUCTURAL CONCRETE FOR DURING MEASUREMENT SHALL BE AS DEFINED IN - FIELD WELDING MINIMUM 8"
BUILDINGS," AGI - 301, UNLESS NOTED OTHERWISE. AGI 117 SECTION 4.8.6.2.3 90 0, OR 45 DEGREE E. PROVIDE THE FOLLOWING COVER: 11. 7/8" TJI 210 1
( - SNUG TIGHT BOLTED JOINTS (PERIODIC) ONE BAR DIAMETER OVER ALL BARS, BUT NOT : JOIST CALLOUT
PROVIDE HOT OR GOLD WEATHER PROTECTION PER AGI - ROTATIONS). @ 16" O.C., TYP.
305R OR 30612. F. FORMED WALL SURFACES: SHALL NOT VARY LESS THAN 3/". WHEN THE MASONRY IS AGAINST
4. REINFORCED STEEL SHALL CONFORM TO ASTM A615: FROM THE COMMON PLANE BY PLUS OR MINUS 1/2". MASONRY NOTES SOIL, THE MIN COVERAGE SHALL BE 1. %a" I I : OVERFRAMING (U.N.O.) SCALE: I, -.wlv
#3 AND SMALLER....GRADE 40. L _ _I
6. CONSTRUCTION:
#4 AND LARGER ....GRADE 60. A. USE RUNNING BOND U.N.O. : PAD FOOTING CALLOUT GENERAL
5. HORIZONTAL REINFORCED STEEL SHALL BE MADE 1. MASONRY UNIT DESIGN, MANUFACTURE AND B. ALL CELLS W/ STEEL REINF. OR EMBEDS OF ANY
INSTALLATION SHALL CONFORM TO THE STANDARDS TYPE SHALL BE GROUTED SOLID. NOTES
CONTINUOUS BY LAPPING BARS A MINIMUM OF 32 BARS SET BY THE MASONRY INSTITUTE OF AMERICA. Q : DETAIL CALLOUT
DIAMETERS AT ALL SPLICES AND PROVIDED CORNER BARSC. ALL WALLS BELOW GRADE SHALL BE GROUTED SOLID. Viir
2. BLOCK: LIGHTWEIGHT GRADE N, TYPE 1, D. GROUT ALL REINFORCED CELLS AND BOND BEAMS SOLID.
U.N.O.. FABRICATION AND INSTALLATION OF FM = 1500 PSI E. CONTROL JOINTS SHALL NOT EXCEED 40' O.C. T.O. ( ) : TOP OF FOOTING CALLOUT
REINFORCED STEEL SHALL CONFORM TO AGI - 315. 3. MORTAR: TYPE N OR 5, 1800 PSI MIN (ASTM F. ALL CAST IN PLACE EMBEDS AND PLATES 96'-1. 7/8
O. PROVIDE ACCESSORIES NECESSARY TO PROPERLY C270). TEST AND SAMPLE PER ASTM C 109. SHALL BE FLUSH TO THE FACE OF MASONRY
SUPPORT REINFORCING AT THE POSITION SHOWN ON THE 4. GROUT: 9" SLUMP W/ 2000 PSI COMPRESSIVE U.N.O. 0 : PLAN NOTE CALLOUT AUGUST 14, 20 15
STRENGTH AT 28 DAYS
DOCUMENT. 5. REINFORCEMENT G. FILL VOIDS AND GROUT CELLS SOLID A MIN. T.O.( )
7. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING MORE DISTANCE OF 24" BENEATH AND 12" EACH : TOP OF FLOOR CALLOUT
A. REINFORCING BARS TO BE DEFORMED BARS, SIDE OF MEMBER REACTIONS AND ALL -IF
99'-11"
THAN 0.05% CHLORIDE IONS OR THIOCYANATES ARE NOT MINIMUM YIELD STRENGTH = 40 KSI. LAP CONCENTRATED POINT LOADS.
PERMITTED. REINFORCING BAR SPLICES 40 BAR 4:12 : ROOF SLOPE
DIAMETERS UNLESS OTHERWISE NOTED. H. SPECIAL INSPECTION NOT REQUIRED. \./
: COLUMN TAG IDENTIFIER