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HomeMy WebLinkAboutWTR2703530.84" 43'-4" 4" STRUCTURAL U T RAL NOTES 1. ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM TO BOND BEAMS WITH TWO NO. 5 HORIZONTALLY SHALL BE PROVIDED AT ALL L�0" 1 ►{ S-2 THE REQUIREMENTS OF THE DRAWINGS, SPECIFICATIONS, AND INTERNATIONAL FLOOR AND ROOF LINES AND AT THE TOP OF THE WALL. PROVIDE A BOND -}- -}- I BUILDING CODE (IBC), 2003 EDITION. BEAM WITH TWO NO. 5 HORIZONTALLY OVER ALL OPENINGS, AND EXTEND $ THESE BARS 2' - 0" PAST THE OPENING AT EACH SIDE. ALL BOND BEAMS SHALL $ s00 / 2. DESIGN CRITERIA BE FILLED WITH GROUT. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL $ WALL REINFORCING AT WALL INTERSECTIONS. LAP ALL BARS 40 DIAMETER 2' SNOW LOAD:' 0" MINIMUM, UNLESS NOTED OTHERWISE. �- $" GROUND SNOW LOAD P = 20 PSF On SNOW " SNOW EXPOSURE FACTOR 9 C, = 1.0 MASONRY WALL MINIMUM REINFORCEMENT (UNLESS NOTED OTHERWISE): I 5 -4 THERMAL FACTOR Ct= 1.1 I A B I IMPORTANCE FACTOR I9 = 1.2 WALL VERTICAL HORIZONTAL I I _ I ROOF DESIGN SNOW LOAD 30 PSF THICKNESS BARS BARS FLAT ROOF SNOW LOAD = 24 PSF - 5 ®48" O.C. IN GROUTED BOND BEAM) I I I I Pt 8 #5 ®32 O.C.O C # ( � 4, WIND LOAD: O DD i WIND VELOCITY 85 MPH 9. STRUCTURAL STEEL N/A I ( " I I EXPOSURE C EXPOSURE FACTOR 1, = 1.15 r- 10. WOOD IF.F. - ( � -r- SEISMIC LOAD: F I .F. EL. - 399.40 F.F. EL. 399.40 I IMPORTANCE FACTOR IE= 1.5 SEISMIC DESIGN CATEGORY D FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH DRAIN _ WCLB STANDARD GRADING AND DRESSING RULES FOR WEST COAST LUMBER � I I I I I ACCELERATION SS= 1.5 RESPONSE MODIFICATION FACTOR R - 5 NO. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: SPECTRAL RESPONSE SDS = 1.0 SEISMIC RESPONSE COEFF. CS = 0.3 I I I I I tO Z SITE CLASS D DESIGN BASE SHEAR 26,524 # O I I e SEISMIC USE GROUP III SPECIAL REINF. MASONRY SHEAR WALLS JOISTS HEM -FIR #2 (FB = 850 PSI -BASE) N BEAMS (4N 04 O Z WIDE) HEM -FIR #2 (FB OCCUPANCY CATEGORY IV " 8O C 50 PSI -BASE) I ( I I s �� F BEAMS (6" WIDE) DF #1 (FB = 1350 PSI) I I ALLOWABLE SOIL BEARING PRESSURE 2,000 PSF POSTS AND COLUMNS DF#1 00 STUDS HEM -FIR STUD GRADE '-,4." D IQ C PLATES AND BLOCKING DF (UTILITY GRADE OR BETTER) I - S-2 10 W ? 3. SLAB AND FOUNDATION LEDGERS DF #2 I I �- I N I LL A. ALL FOUNDATIONS SHALL BE FOUNDED A MINIMUM OF 18" BELOW FINAL UNLESS OTHERWISE NOTED NAILING SHALL BE PER I.B.C. G+ I I FINISH GRADE, AND SHALL BE INSPECTED TO CONFIRM THE ALLOWABLE SOIL NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS, AND I I S-2 E BEARING PRESSURE BY THE NGINEER PRIOR TO CONSTRUCTING CONCRETE I FORMS AND/OR PLACING REINFORCING STEEL. ANY EXCESS OR SOFT MATERIAL OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF STRONG -TIE AS DETERMINED BY THE ENG NEER SHALL BE REMOVED AND REPLACED WITH CONNECTORS MANUFACTURED BY THE SIMPSON COMPANY, SAN LEANDRO, I I S-2 CLEAN GRAVEL COMPACTED -0 95 PERCENT (ASTM D 1557) OR A FOUR -SACK CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE !! CAPACITIES AND ARE APPROVED BY THE ENGINEER. $ I PORTLAND CEMENT LEAN CONCRETE MIX. SUBSTITUTED PROVIDED THAT THEY HAVE iCBO APPROVAL FOR EQUAL LOAD s B. IF THE CONTRACTOR, DURING THE COURSE OF SITE WORK, DISCOVERS AN1' s J $ o SOIL CONDITION THAT IS NOI VISIBLY CONSISTENT WITH THE ALLOWABLE SOIL ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE 00 I r t " BEARING PRESSURE, HE/SHE SHALL NOTIFY THE ENGINEER. CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC, LATEST EDITION. I I r C. ALL NEW STRUCTURAL. FILL hATERIAL SHALL BE PLACED IN 8" THICK LOOSE ALL WOOD STUD WALLS SHALL HAVE TREATED WOOD BEARING PLATES WHERE / f LIFTS, AND COMPACTED TO /,T LEAST 95 PERCENT OR LABORATORY MAXIMUM IN CONTRACT WITH CONCRETE ATTACHED WITH 5/8-INCH DIAMETER ANCHOR DENSITY, AS DETERMINED BY THE MODIFIED PROCTOR TEST (ASTM D 1557). BOLTS AT 4' - 0" O.C., UNLESS NOTED OTHERWISE. y 1 7' O I D. SEE SPECIFICATIONS FOR SL<,B FINISH DETAILS. ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR MASONRY 4" ,'-$~ _ 0 I DRAIN SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE IN ACCORDANCE I I E SEE DRAWINGS FOR LOCATIONS OF DOOR OPENINGS AND FOR THRESHOLD WITH AWPS FDN AND BEAR THAT QUALITY MARK - p L_ 4" VENEER DETAIL 1 SCALE: 1"=1'-0" - REQUIREMENTS NOT SHOWN.s 00 4" VENEER 24" WOOD HAILERS SHALL BE ATTACHED TO STRUCTURAL STEEL WITH 1/2 - INCH 00 4. SHOP DRAWINGS DIAMETER MACHINE BOLT AT 24-INCH O.C. STAGGERED, I $ $ "� (LOCATION) PROVIDE WASHERS UNDER ALL BOLTS IN CONTACT WITH WOOD. PRIOR TO ANY FABRICATION, ALL SHOP DRAWINGS FOR REINFORCING STEEL SHALL BE $ s r d' � a SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL BE r4_1 0i:0 �s REVIEWED BY THE GENERAL GONTRACTOR BEFORE SUBMITTAL. SUPPLIERS ATTACH TIMBER JOISTS TO FLUSH HEADERS AND BEAMS WITH SIMPSON "U" INVOLVED IN THE DESIGN AND FABRICATION OF ITEMS SUCH AS WOOD SERIES METAL JOIST HANGERS TO SUIT THE JOIST SIZE. 4" TRUSSES, GLULAMS, ETC. SH \LL SUBMIT CALCULATIONS AND DRAWINGS BEARING THE SEAL AND SIGI`'ATURE OF A WASHINGTON STATE REGISTERED FASTENERS INSTALLED IN PRESERVATIVE -TREATED WOOD SHALL BE HOT -DIP STRUCTURAL ENGINEER PRIOP TO FABRICATION. SHOP DRAWINGS BEARING ZINC -COATED GALVANIZED 13'-4" 30'-O" 4" VENEER DETAIL THE SEAL OF A WASHINGTON REGISTERED STRUCTURAL ENGINEER SHALL ALSO BE SUBMITTED TO THE_ BUILDING DEPARTMENT FOR THEIR REVIEW PRIOR TO 11. PLYWOOD CONSTRUCTION. PLYWOOD ROOF SHEATHING SHALL BE (5/8) WITH PANEL INDEX (32/16) AND SHALL CONFORM TO APA C-D INTERIOR GRADE WITH EXTERIOR GLUE 5. INSPECTION CONCRETE CONSTRUCTION, AND MASONRY CONSTRUCTION SHALL BE PLYWOOD NAILING: (USE UNLESS GREATER NAILING IS DETAILED OR SPECIFIED.) SUPERVISED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING FOUNDATION AND FLOOR PLAN CODE, SECTIONS 1704 AND 1707, BY A QUALIFIED TESTING AGENCY. SCALE: 1 4"=V-0" FOR 5/8-INCH PLYWOOD ROOF: 10d COM. - 6" O.C. AT SHEET EDGES, 12" O.C. AT INTERIOR SUPPORTS. 6. CONCRETE 12. PREFABRICATED WOOD ROOF TRUSS DESIGN CRITERIA CONCRETE SHALL BE DESIGNED IN ACCORDANCE WITH ACI 318-02. ALL REFERENCE DATA USED FOR PAST PERFORMANCE DESIGN SHALL HAVE A. ROOF TRUSS SPACING = 2'0" O.C. MAXIMUM 1 Yi» X 24" WIDE INSULATION BOARD CONTAINED THE SAME ADMIX FURE BRAND AS THAT USED IN THE MIX » » SUBMITTED. CONCRETE SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 B. LOADS: TOP CHORD LIVE LOAD = 30 PSF 1 h2 X 24 WIDE INSULATION BOARD CONTINUOUS AROUND PERIMETER OF TYPE I OR TYPE 11, COARSE 4ND FINE AGGREGATE ASTM C-33, WATER CLEAN TOP CHORD DEAD LOAD = 10 PSF CONTINUOUS AROUND PERIMETER OF BUILDING (TYP.) #5 ® 32" VERTICAL j AND POTABLE, AND POZZOLF_Y TYPE A (WATER REDUCING), TYPE D (WATER BOTTOM CHORD DEAD LOAD = 7 PSF .) 32" VERTICAL (TYPICAL FOR ALL WALLS) BUILDING (TYPI REDUCING AND RETARDING), TYPE E (WATER REDUCING AND ACCELERATING), TOTAL DESIGN LOAD = 47 PSF #5 L OR TYPE B OR F (SECOND CR THIRD GENERATION SUPERPLASTICIZER) ADMIXTURE ASTM C 494, AN) SHALL BE READY -MIXED IN ACCORDANCE C. CONNECTION PLATES SHALL BE ICBO APPROVED. " " (TYPICAL FOR ALL WALLS) 4" CONCRETE VENEER BLOCK WITH ASTM C-94 UNLESS OIHERWISE APPROVED. ADD TO ALL CONCRETE 6 X 6 - W2.9 X W2.9 WWF EXPOSED TO WEATHER MICRCAIR OR MBVR AIR ENTRAINING AGENT TO ATTAIN D. TRUSSES SHALL BE DESIGNED AND STAMPED BY A PROFESSIONAL ENGINEER : 5 PERCENT x 1 PERCENT EN )-RAINED AIR, BY VOLUME, CONFORMING TO ASTM C- REGISTERED IN THE STATE OF WASHINGTON. O a 4» 260. o » J 6" X 6" W2.9 Q E. SHOP DRAWINGS SHOWING ROOF TRUSS LAYOUT, TRUSS DETAILS, I 4a #5 DOWELS ® 16 (SPLICED X W2.9 WWF C" -' .� • #5 DOWELS ® 16" J (SPLICED MATERIALSDIMENSIONS, AND STRESS DIAGRAMS SHALL BE SUBMITTED FOR REVIEW. (V J W� #5 VERTICAL) W 5 VERTICAL MINIMUM F'C MAXIMUM NORMAL SLUMP W/C `� • • # ) USE 28 DAYS AGGREGATE INCHES MAXIMUM RATIO F. ROOF TRUSSES ARE NOT STABLE UNLESS PROPERLY BRACED DURING FOOTINGS 3.000 11/2" 5" 0.50 F.F. EL. 399.40 ERECTION. ERECTION BRACING IS THE RESPONSIBILITY OF THE CONTRACTOR. i0 RETAINING WALLS 3,000 Y4" 4" 0.46 G. PROVIDE ALL PERMANENT BRACING AS REQUIRED BY MANUFACTURER. F.F. EL. 399.40 X X- X - 4 " SLAB 3,000 'Y4" 4" 0.46 13. GENERAL NOTES 7. REINFORCING STEEL REINFORCING STEEL SHALL CONFORM TO ASTM A 615-00, GRADE 60, FY=60,000 A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185-01, AND SHALL BE PRECAUTIONS AND THE METHODS, TECHNIQUES, AND SEQUENCES OFPROCEDURES REQUIRED TO PERFORM HIS WORK. 6X6-W 2.9 x W 2.9. O Z B. IF ANY ERRORS OR OMISSIONS APPEAR IN THESE DRAWINGS, - CMU BLOCK REINFORCING STEEL SHALL B,__ DETAILED (INCLUDING HOOKS AND BENDS) IN b SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE .: ACCORDANCE WITH ACI 315 AND 318. LAP ALL CONTINUOUS REINFORCEMENT ENGINEER IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING » � 6" COMPACTED 30 BAR DIAMETERS OR 1' - 6" MINIMUM. PROVIDE CORNER BARS AT 6 COMPACTED rj STRUCTURAL FILL 4 • ' WITH THE WORK, OR ACCEPT FULL RESPONSIBILITY FOR COSTS TO RECTIFY ° " ALL WALL INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR SAME. STRUCTURAL FILL -#4 4 -#4 CONT. 1' - 6" MINIMUM. LAP ADJ/,CENT MATS OF WELDED WIRE FABRIC 8 INCH EQ a: CUNT. MINIMUM AT SIDES AND END`;. HORIZ. C. VERIFY AND COORDINATE ALL DIMENSIONS, OPENINGS IN FLOORS, WALLS EQ HORIZ. 6 MIL VAPOR BARRIER a WALLS AND SLABS: PROVIDI= A MINIMUM OF TWO N0. 5 BARS ABOVE, BELOW AND ROOF WITH OTHER DRAWINGS. 6 MIL VAPOR BARRIER ° AND ON EACH SIDE OF ALL JPENINGS. EXTEND HORIZONTAL BARS AT LEAST D. BOTTOM OF FOOTING ELEVATIONS SHOWN ON BUILDING ELEVATIONS ARE �- » a •` #4 DOWELS ® 24" 2� e O LAP DISTANCE AND VERTICAL BARS THE FULL STORY, OR BOTH, AS FAR AS MINIMUM DIMENSIONS, AND MAY BE CHANGED BY THE ENGINEER TO ACHIEVE #4 DOWELS ® 24" 2 4 L� POSSIBLE AND HOOK. PROVIDE ONE NO. 5 BAR 4' - 0" LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. PROVIDE FOUR NO. 5 BARS DIAGONAL TOP AT REQUIRED 2000 PSF SOIL BEARING PRESSURE, 48 d EACH EXTERIOR CORNER OF BUILDING SLABS. PROVIDE CORNER BARS TO E. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE MATCH HORIZONTAL REINFOR ,EMENT AND REFER TO TYPICAL DETAILS FOR " " ti o PLACEMENT. AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN $ 12 4 Q o COMPLETED IN ACCORDANCE WITH THE PLANS. $" O N o N F. ALL STRUCTURAL SYSTEMS THAT ARE TO BE COMPOSED OF COMPONENTS TO $" COVER CONCRETE BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING » 24" USE MINIMUM MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN 3 -#4 CONT. 24 ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 3 -#4 CONT. FOOTINGS AND OTHER UNFOF MED SURFACES, EARTH FACE 3" " G. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS CONSTRUCTION. WALL SECTION FORMED SURFACES INDIRECT CONTACT WITH EARTH 2B v, WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF WALL SECTION A BEAMS, COLUMNS, AND SURFACES EXPOSED TO WEATHER CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE - SCALE: 1 /2"=V-0" - o (TO TIES AND STIRRUPS) 1Y2" SCALE: 1/2 =1 -©' 1 SLABS AND WALLS (INTERIOR FACE) Y4" ENGINEER. 8. MASONRY 14. CRANE (HAND -CHAIN OPERATED)W 353008 HOLLOW CORE CONCRETE BLOCK: CONCRETE MASONRY UNIT WALLS SHALL BE LIFTING CAPACITY 1 TON Call i CONSTRUCTED OF GRADE "N' UNITS CONFORMING TO ASTM C90-75, AND SHALL MAX. WHEEL LOAD NOT LB r o D DOCUMENT O C A, NOTE ' ®� C before you VERTICAL IMPACT NOT APPLICABLE G G' V ' V G T m ^� BE LAID UP IN TYPE "S" MORTAR (F' C=1, 800 PSI), AND SHALL BE REINFORCED LATERAL FORCE NOT APPLICABLE o N AND ANCHORED AS SHOWN ON THE DRAWINGS. DESIGN F'M=1,500 PSI. ALL o VERTICAL BARS AND OTHER =MBEDDED ITEMS SHALL BE GROUTED SOLID IN LONGITUDINAL FORCE NOT APPLICABLE DRAWINGS C-2 C-3 C-5 AND C-% HAVE BEEN MODIFIED TO D= Q CELLS. GROUT USED FOR FILING CELLS AND BOND BEAMS SHALL CONFORM TO UBC REQUIREMENTS AND SHALL ATTAIN A MINIMUM COMPRESSIVE REFLECT CONSTRUCTION RECORDS. WORK SHOWN ON w STRENGTH OF 2,000 PSI. PROVIDE NO. 5 FULL HEIGHT EACH SIDE OF ALL w o OPENINGS AND AT DISCONTIt UOUS ENDS OF ALL MASONRY WALLS. GROUT THE REMAINING DRAWINGS IS BELIEVED TO HAVE BEEN Q ALL WALLS SOLID FULL HEIGHT. z CONSTRUCTED PER THE BID DOCUMENTS 1601 2nd Avenue Suite 1000 Seattle, WA 98101 m p. 206,441.1855 I f. 206.448.7167 FC7E o w Civil I Structural I Planning I Survey An Engineering Services Company PaCeengrS COnI g. 1-800-424-5555 UNDERGROUND SERVICE (USA) SCALE: NTS It CA 4" VENEER VENEER DETAIL SCALE: NTS MAX. (FILL WITH MORTAR) C7 y 11 °CD O l o � 7n Dn ' O z HOT DIP GALVANIZED METAL TIES 16" O.C. VERT. 24" O.C. HORZ. 4" CONCRETE VENEER BLOCK VENEER DETAIL SCALE: 1"=1'-0" SKYWAY WATER AND SEWER DISTRICT DATE AUG. 2004 DIMMITT BOOSTER STATION JOB NUMBER 11909 RENTON AVENUE SOUTH DESIGNED By 04192.00 SEATTLE, WA. 98178 DRAFTED MTF P03231_S-1.DWG CHECKED (206) 772-1580 PLAN, STRUCTURAL NOTES, SECTION SHEET S-1 of SCALE AS SHOWN n- SYM REVISION DATE BY APP D jf� . � � ) '_ `-