6816 EVERGREEN WAY 1999 Plans 2018-01-02 MF Import

... STRUCTURAL NOTES _ (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS). CODE CONCRETE NON-SHRINK GROUT GENERAL 4 ALL MATERIALS, WORKMANSHIP,DESIGN AND CONSTRUCTION SHALL CONFORM TO THE ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED AND PLACED IN NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, DRAWINGS, SPECIFICATIONS AND THE UNIFORM BUILDING CODE(UBC, 1997 ACCORDANCE WITH SECTION 1905 OF THE UBC AND THE AMERICAN CONCRETE STRENGTH OF 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C-109.GROUT CIVIL ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTIN. EDITION.SPECIFICATIONS AND STANDARDS WHERE REFERENCES 011 THE DRAWINGS INSTITUTE'S SPCCIFT:'ATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S CONTRACTOR SHLL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY ENGINEERING ARE TO BE THE LATEST EDITION. (ACI 301). RECOMMENDATIONS. BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION 111 MAIN STREET,SUITE 106 OF THE ARCHITECT BEFORE PROCEEDING. EDMONDS,WASHINGTON 98020 DESIGN LOADS ALL CONCRETE SHALL YE STONE--AGGREGATE CONCRETE HAVING A UNIT WEIGHT OFSTRUCTURAL STEEL PHONE (425)778-8500 APPROXIMATELY 150 POUNDS PER CUBIC FOOT. FAX (425)776-5536 1 CONTRACTOR TO SEE ARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL LIVE LOADS: STRUCTURAL STEEL DESIGN FABRICATION AND ERECTION SHALL BE IN ACCORDANCE DRAWINGS FOR SIZE AND LOCATION OF PIPE,VENT,DUCT AND OTHER OPENINGS ROOF(SNOW LOAD) DT LOADINCONCRETE S' NG •T : 1. ..0 . RIT1;RLO Q WITH THE AISC"SPECIFICATION FOR THE DESIGN,FABRICATION AND ERECTION OF AND DETAILS NOT SHOWN ON THESE DRAWINGS.EXIT FACILITIES (..z5:z.L.„..."- RIFSTRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. PRIVATE DECKS 40 PSF MAXIMUM WATER/ MINIMUM CEMENT CONTENT CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY CORRIDORS 100 PSF TYPE OF CONSTRUCTION f c CEMENT RATIO PER CUBIC YARD PLATES,SHAPES,ANGLES AND RODS SHALL CONFORM TO ASTM A36,Fy= 36,KSI. SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE OFFICE 50 PSF INSTALLED. PARTITIONS 20 PSF ANCHOR BOLTS SHALL CONFORM TO ASTM A307. PARKING 100 PSF SLABS ON GRADE 3000 PSI 0.5 5 1/2 SACK CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT, FOUNDATIONS 3000 PSI 0.5 5 1/2 SACK STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B,Fy=46ksi STRUCTURAL ENGINEER AND BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION OR (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER UBC SECTION 1607). CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL I;OT SATISFY THIS ALL OTHER STRUCTURAL 4000 PSI 0.5 6 1/2 SACK MASONRY REQUIREMEN I. EARTHQUAKE LOADS: C.I.P.CONCRETE CONCRETE MASONF<r'UNITS SHALL BE ASTM C90,MEDIUM WT,TYPE I fm=1500 PSI DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE 2.5001 TH MI,•• •,+UN . C ' T LI D A:eVE M' BE CHANGED IFA CONCRETE MORTAR SHALL CONFORM TO ASTM C 270 TYPE S. CONDITIONS LS ARESHNOT SPECIFICALLY INDICATED FCONSTRUCTION BUT RE SHALLOF A SIMILAR CHARACTER,SUBJECT 1.4R PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER FOR GROUT SHALL CONFORM TO ASTM C 476 f c=2000 PSI TO REVIEW AND APPROVAL, ADETAILS C CET BE USED,SUBJECT APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE.THE PERFORMANCE MIX TO REVIEW BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. SEISMIC COEFFICIENT Ca) .36(ZONE 3,SOIL TYPE D) SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE AGGREGATE,WATER AND IMPORTANCE FACTOR I) 1.00 ADMIXTURES AS WELL AS THE WATER-CEMENT RAT10, SLUMP,CONCRETE HELD AND WELDING ALLOWABLE STRESS D SIGN FACTOR 1.4 SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH UBC SECTION 1904 AND 1905. ', , LEGEND ""�'� STRUCTURE TYPE FACTOR(R) 4.5 WELDING SHALL CONFORM TO AWS 01.1 1996 EDITION. ALL WELDING SHALL BE DONE c,• �+ ALL CONCRETE EXPOSED TO WEATHER OR TO FFEEZING TEMPERATURES SHALL BE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT, MINIMUM FILLET U.•:2.5(0.36)(1.0) AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO UBC STANDARD WELD SIZE SHALL BE PER TABLE 5.8 IN AWS STRUCTURAL WELDING CODE,1996 EDITION. SYMBOLS ABBREVIAl10NS Ca 8 1.4(4.5) 0.14 W 19-4.TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH UBC TABLE 19-A-1. �, W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER UBC SECTION 1630.1. REINFORCING STEEL O WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY is;rr 9 CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OFsjaN�. GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN DIRECTION OF FRAMING ALT. ALTERNATE 11.1 WIND LOADS: ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING A.B. ANCHOR BOLT DESIGN WIND PRESSURE(P),P=CeCgQs1 REINFORCING STE SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED < > EXTENT OF FRAMING BM. BEAM : 7 6 BASIC WIND SPEED 80 MPH A-6).5,AND SHALL BE GRADE 60(Fy=6000 PSI),UNLESS NOTED OTHERWISE. BARS.WELDING WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. DOT. BOTTOM ' EXPOSURE B A706(Fy=60,000 PSI)SHALL BE USED AlT CMU BOUNDARY ELEMENTS. in 0 COLUMNS BRG. BEARING IMPORTANCE FACTOR 1.0ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS P CENTEui�E D •:RIC ALL ONFORM TO AS • :5. --I o 'r o 1 • FABRIC (WABO)CERTIFIED WELDERS. COL.BEARING ON BEAM OL. COLUMN SEE PLANS FOR ADDITIONAL DESIGN LOADS. IN SHEETS NOT ROLLS. CONC. CONCRETE REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN PLYWOOD BEAM CONTINUOUS OVER SUPPORT CONT. CONNECTION CONT. CONTINUOUS ACCORDANCE WITH SP66(94)AND ACI 318R-95.PROVIDE ELBOW BARS TO LAP 5- 5 CMU WALL DBL. DOUBLE SPECIAL INSPECTION HORIZONTAL WALL AND FOOTING REINFORCEMENT AT ALL CORNERS AND PLYWOOD SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR 0 I"ifAMETER INTERSECTIONS.LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS.UNLESS STRUCTURAL II WITH EXTERIOR GLUE IN CONFORMANCE WITH UBC STANDARD 23-2 ///r/i, SHEAR WALL DIM. DIMENSION CONCRETE CONSTRUCTION,MASONRY CONSTRUCTION AND REINFORCING STEEL SHALL RECEIVE OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS OR 23-3. DIR. DIRECTION SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1701 OF THE UBC AND THE PROJECT SHALL BE PER SCHEDULE. DWG. DRAWING SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ARCHITECT LtinII:=1f lf_ NATIVE SOIL DM.. DOWEL ..ti ECT 'S Q ;i1-ir�r,n=ir EA. EACH AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL TEST RESULTS. MECHANICAL SPLICING OF REINFORCING BARS,WHERE INDICATED ON THE DRAWINGS, N. �=�."� " - — SHALL BE BY AN ICED APPROVED SYSTEM,SHALL DEVELOP 125%OF THE SPECIFIED ALL NAILS SHALL BE COMMON. NAILING SCHEDULE SHALL BE PER 1997 UBC TABLE 'i'a s! GRANULAR FILL EL. ELEVATION YIELD STRENGTH OF THE BAR,AND SHALL BE INSTALLED IN ACCORDANCE WITH THE •• r'- •`• E.W. EACH WAY SHOPNO.23-II-B-1 UNLESS OTHERWISE NOTED ON PLANS. DRAWINGS MANUFACTURER'S RECOMMENDATIONS. SrTRUCTURAL STEEL EXP. EXPANSION iJ ri/J Jl JJ SHOP DRAWINGS FOR REINFORCING STEEL,STRUCTURAL STEEL, i 3• S 1 1a J FIN. FOUNDATION OPEN WEB STEEL JOISTS SHALL BE SUBMITTED TO THE STRUCTURAL MINIMUM LAPS AND EiIBEDMENT 5"`� ��S PLYWOOD SHEATHING FIN. FINIFLOSR HED ENGINEER FOR REVIEW PRIOR TO THE FABRICATION OF THESE ITEMS. HEADED STUDS FOR CONNECTION OF STRUCTURAL STEEL TO CONCRETE SHALL BE MANUFACTURED SW_ SHEAR WALL SEE SCHEDULE ,FLR. FOOTING UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS ( ) GLB GLUE-LAMINATED BEAM 1 ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN SHALL BE AS TABULATED BELOW: FROM MATERIAL CONFORMING TO ASTM A 108 AND SHALL BE WELDED IN CONFORMANCE WITH AWS HORIZ. HORIZONTAL CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE REQUIREMENTS. C_ COLUMN MARK(SEE SCHEDULE) MAX. MAXIMUM CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT DEVELOPMENT LENGTH TENSION LAP LENGTH OFOOTING MARK(SEE SCHEDULE) MIL METAL PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS ADHESIVE ANCHORS MIN. MINIMUM AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS l CHEVRON BRACING NTS. NOT TO SCALE o <m DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF BASE ANCHOR MINIMUM ALLOWABLE ALLOWABLE O.C. ON CENTER t= o'a ASSEMBLY AND FOR PERFORMING THE WORK IN A SAFE MANNER. #3 19 14 25 19 MATERIAL SIZE EMBEDMENT TENSION SH AR PL. PLATE 6, au. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS 18 24 24 32 24 CONC. 1/2"ROD 4 1/2" 2,880 1,940 PSL PARALLAM c. Q. 5/8" REINF. REINFORCING V> �``' IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS S 29 29 38 29 CONC. 5/8"ROD 5 4,795 3,040 w a. #6 35 35 46 35 CONC. 3/4"ROD 6 3/4" 6,700 4,380 SCHED. SCHEDULE a cc.O_ SIM. SIMILAR RESPONSIBLE FORCODE CONFORMANCE. #7 62 62 81 62 CONC. #4 BAR 6" 4,415 2,780 --- , " STD. STANDARD Q,c SHOP DRAWINGS SHALL BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO #8 72 72 ' 94 72 CONC. #5 BAR 7 1/2" 6,580 4,415 STL, STEEL REVIEW BY THE ENGINEER. #9 81 81 106 81 CONC. #6 BAR 9" 9,200 6,335 SYMM. SYMMETRICALa ,-- CONC. #7 BAR 10 1/2" 12,195 8,640 TYP. TYPICAL o 0 SOLDIER PILE WALL_ NOTES: 1. ALL LENGTHS ARE IN INCHES. 1 THESE VALUES ARE BASED ON THE POWER-FAST EPDXY INJECTION GEL BY POWERS RAWL. T.D.C. TOP OF CONCRETE Y 2. "TOP BARS"ARE HORIZONTAL REINFORCEMENT SO PLACED THAT 2 ROD STEEL IS A36, fy=36 ksi Fu=58ksi T.O.W. TOP OF WALL NO MORE THAN 4 FEET OF EXCAVATION SHALL BE EXPOSED BEFORE INSTALLJNG LAGGING. MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBERU.N.O. UNLESS NOTED OTHERWISE a 3 REBAR STEEL IS A615, fy=60ksi Fu=90ksi BELOW THE BAR. VERT. VERTICAL I 4)ALLOWABLE SHEAR AND TENSION CONCRETE SHALL NOT BE ALLOWED TO FREE-FALL TO THE BOTTOM OF THE DRILLED LOADS ARE THE LESSER OF THE BOND STRENGTH W.W.F. WELDED WIRE FABRIC DESIGN: OR THE STEEL STRENGTH. FU HOLE,BUT EITHER BE TREMIED OR PUMPED INTO THE HOLE. CONCRETE COVER ON REINFORCING 5)EXISTING CONCRETE IS ASSUMED TO HAVE A COMPRESSIVE STRENGTH,f'c=2,000 psi DRAWN: SK TIMBER LAGGING SHALL BE HEM-FIR#2,Fb= 1,020 PSI,Fv=70 PSI.ALL LAGGING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CHECK: CCC SHALL BE PRESSURE TREATED IN ACCORDANCE WITH UBC 2303.1,ITEM 3. CONCRETE EXPOSED TO EARTH AND WEATHER: OPEN VEB,TI +ffi JOB NO: 98072 DRAINAGE MATTING TO BE MIRADRAIN OR ENKADRAIN OR APPROVED EQUAL #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" OPEN WEB STEEL JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH THE STEEL JOIST REFER TO SOILS REPORT FOR ADDITIONAL INFORMATION. INSTITUTE(SJI)AND AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AISC), "STANDARD CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SPECIFICATIONS FOR OPEN WEB STEEL JOISTS"AND'LOAD TABLES". LIVE LOAD DEFLECTIONS SLABS,WALLS AND JOISTS 1" SHALL BE LIMITED TO 1/360 OF SPAN. FOUNDATIONS COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1" ALL OPEN WEB JOISTS SHALL HAVE HORIZONTAL OR DIAGONAL BRIDGING SPACED IN ACCORDANCE SOILS REPORT: J-142 BY ZIPPER ZEMAN ASSOCIATES,INC.DATED SEPTEMEBER 11,1998 CONCRETE WALL REINFORCING WITH SJI AND AISC. PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED POWDER-ACTUATED)FASTENERS SHALL NOT BE DRIVEN THROUGH ANY PART OF AN OPEN WEB ALLOWABLE SOIL PRESSURE: 2500 PSF JOIST WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. 6000 PSF FOR FOOTINGS BEARING ON OTHERWISE(GRADE 60): VERY DENSE OR HARD GLACIAL TILL THICKNESS REINFORCING PLACEMENT SEE JOIST SCHEDULE ON SHEET S-6 FOR ADDITIONAL DESIGN LOADS. PER SOILS REPORT. LATERAL EARTH PRESSURE: •' 'DINED 42 ' 6"WALLS 4®13"O.C. EACH WAY CENTERED Q 8 WALLS 5 0 15 O.C. EACH WAY CENTERED 10"WALLS 4 0 16"O.C. EACH WAY, EACH FACE klIALOM CANTILEVER SOLDIER PILE RETAINING WALLS ARE DESIGNED FOR Ah ACTIVE PRESSURE OF CONCRETE GENERAL NOTES METAL FLOOR AND ROOF DECKING SHALL CONFORM TO DISI"SPECIFICATION FOR THE DESIGN OF 15 PCF FOR TEMPORAPY CONDITIONS AT TIMBER LAGGING&40 PCF FOR PERMANENT COLD-FORMED STEEL STRUCTURAL MEMBERS"AND THE STEEL DECK INSTITUTE. CONDITIONS AND AN ALLOWABLE PASSIVE PRESSURE OF 300 PCF. VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP FOOTING 'AL R IR DISTURBED SOIL OR 12" COM' CTED STRUCTURAL OF FRAMED SLABS. IN ADDITION,THERE SHALL BE A HORIZONTAL BAR AT A METAL DECK SHALL CONFORM TO ASTM A 446 GRADE A OR A792 GRADE 33,MINIMUM YIELD STRESS FILL AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY FOOTING ELEVATIONS MAXIMUM OF 3 INCHES FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. 33,000 PSI. SIZE,TYPE,GAUGE AND ATTACHMENT SHALL BE AS NOTED BELOW UNLESS NOTED SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ;THERWISE. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER. 1 ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION BE ESTABLISHED BY THE CONTRACTOR.FOOTINGS SHALL BE CENTERED COLUMNS SPLICE AT EACH SIDE,OR BEND ONE SIDE OVER TO PROVIDE TENSION SPLICE. OR WALLS ABOVE,UNLESS NOTED OTHERWISE. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED W THE ON-SITE NATIVE SILTY SANDS MAY BE USED FOR STRUCTURAL FILL A5 NOTED IN IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME MINIMUM SECTION PROPERTIES >- Z I- THE SOILS REPORT.IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. Q SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS LOCATION GAGE IMD1H DEPTH SECTION MODULUS MOMENT OF INERTIA O Z WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS CO 10%FINES(PASSING THE#200 SIEVE). AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS,FLOORS AND ROOF.UNLESS ROOF 20 36" 1 1/2' 0.271 IN^3 FT 0.233 IN^4 FT Q Z Z INDICATED OTHERWISE,REINFORCE AROUND OPENINGS GREATER THAN 16"IN EITHER / / �"W m Q DIRECTION WITH 2-#5 EACH SIDE AND 1 -#5 x 4'- 0"DIAGONAL AT EACH _ FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING CORNER.EXTEND BARS 2'-0"BEYOND EDGE OF OPENING.IF 2'-0"IS FLOORS 20 36" 2" 0.361 IN",3/FT 0.423 I;1^4/FT 0 IX -1 Q �/ EIGHT(8)INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% UNAVAILABLE,EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING 0 OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557-78. INTERRUPTED BY OPENINGS. W 3 ROOF DECK SHALL BE VERCO TYPE HSB-36 AND FLOOR DECK SHALL BE VERCO TYPE W2 0> " ~ BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB FORMLOK UNLESS NOTED OTHERWISE ON PLANS. z W 0 PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES.JOINT LOCATIONS TO BE D w i PROVIDE DAMPPROOFiNG AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO APPROVED BY THE ARCHITECT.PROVIDE ADDITIONAL CONTROL JOINTS AT INSIDE p c�D W , k (RE-ENTRANT)CORNERS TO NEXT ADJACENT CONTROL JOINT.IF JOINTS ARE SAWCUT, 0 CO W I- I EARTH. SAWCUT AS SOON AS PRACTICAL,BUT NO LATER THAN 24 HRS.AFTER SLAB PLACEMENT. 1 WHERE NO REINFORCEMENT IS OTHERWISE INDICATED: PROVIDE4 0 18"O.C. HOOKED DOWELS TO TOP OF CONCRETE SLABS FROM PERIMETER CONCRETE SHEET: WALLS AND BEAMS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT B6.033) UNLESS SO DET: ED OR APPRI i D BY E STRUCTURAL ENGIN R. • Siiimil SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.ALL EXPOSED CORNERS SHALL HAVE 3/4"CHAMFER U.N.O. 0 6816 Evergreen Way OF: 13 SHEETS • • r 1 - ,.