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Home My WebLink AboutTED4003776.17* 7,pyls SHEET NOT AS eale r General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2012 EDITION) AS ADOPTED BY KING COUNTY. 2. DESIGN LOADING CRITERIA A. VERTICAL LOADS ON VAULT LID: LIVE LOADS: HS20-44 PER AASHTO STANDARD SPECIFICATIONS DEAD LOADS: SOIL COVER . . . . . . . . . . . . . . . . . . . 1' -0" M I N TO 2' -0" MAX VERIFY SOIL COVER DEPTH OVER THE PRECAST PLANKS WITH THE PERMITTED SET OF CIVIL DRAWINGS. NOTIFY THE PLANK MANUFACTURER AND ENGINEER OF ANY DISCREPANCY PRIOR TO CONSTRUCTION. mi onmis im GLOBAL SEISMIC: SITE CLASS: C R = 4.0 FOR ORDINARY REINFORCED CONCRETE SHEAR WALLS Sds = 0.900 SEISMIC DESIGN CATEGORY: D WALLS AND FOUNDATION: SOIL DESIGN PARAMETERS LISTED BELOW ARE ASSUMED AND SHALL BE FIELD VERIFIED BY A GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION: ALLOWABLE BEARING PRESSURE . . . . . . . . . . . . . . . . 3,000 PSF AT -REST SOIL PRESSURE . . . . . . . . . . . . . . . . . . . 50 PCF EFD ACTIVE SOIL PRESSURE . . . . . . . . . . . . . . . . . . . 35 PCF EFD SEISMIC SURCHARGE . . . . . . . . . . . . . . . . . . . . . . . 8H PSF TRAFFIC SURCHARGE (VERTICAL) . . . . . . . . . . . . . . . . . 250 PSF SOIL DENSITY , 125 PCF 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. BACKFILL MAY BE PLACED AGAINST THE VAULT WALLS 7-DAYS AFTER PLACEMENT OF THE CONCRETE IN THE PLANK VOID FILL AND PERIMETER CLOSURE OF THE HOLLOW -CORE PLANK. BACKFILL MAY BE PLACED PRIOR TO 7-DAYS IF CONCRETE CYLINDER BREAKS INDICATE A MINIMUM CONCRETE COMPRESSIVE STRENGTH OF 3,000 PST, 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE CIVIL AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 7. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE CIVIL AND THE STRUCTURAL ENGINEER. 8. SUBMIT SUFFICIENT COPIES OF SHOP DRAWINGS TO THE ENGINEER FOR THE FOLLOWING: 1. REINFORCING STEEL 2. PRECAST CONCRETE PANELS 3. METAL BAR GRATING DO NOT FABRICATE PRIOR TO ENGINEER'S APPROVAL. ALL SHOP DRAWINGS SUBMITTED TO THE ENGINEER SHALL BEAR THE STAMPED APPROVAL OF THE CONTRACTOR. CONCRETE (�10.AL,L CONSTRUCTION JOINTS SHALL BE PROVIDED WITH WATERSTOPS. 11. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906 AND ACI 301, INCLUDING TESTING PROCEDURES. 28-DAY STRENGTHS AND MIX CRITERIA SHALL BE AS FOLLOWS TYPE OF CONSTRUCTIONS 28-DAY STRENGTH (F'c) MAX W/C RATIO A. FOOTINGS AND SLAB 3000 PSI 0.53 B. WALLS 3000 PSI 0.53 C. PLANK VOID FILL 3000 PSI* 0. 53* * STRENGTH AND W/C RATIO LISTED ARE A MINIMUM. MIX SHALL MEET PLANK MANUFACTURERS SPECIFICATIONS. 12. CONCRETE PERFORMANCE MIX SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO CONSTRUCTION. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.6. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS, CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 13. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE ACT 318 TABLE 4.2.1 MODERATE EXPOSURE. 14. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-08, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 15. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER). . . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) . 1-1/2" 4" SLAB ON GRADE . . . . . . . . . . . . . . . . . . . . . . . . 1-1/2' 16. CAST -IN -PLACE CONCRETE: VERIFY WITH CIVIL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN ALL CONCRETE WALLS. 17. PLANK JOINT GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL MEET PLANK MANUFACTURER'S SPECIFICATIONS. GEOTECHNICAL 18. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLYTHE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL VAULT WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. QUALITY ASSURANCE 19. 9. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT 20 SPECIFICATIONS AND SECTION 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE CIVIL ENGINEER, AND RETAINED BY THE OWNER. THE CIVIL ENGINEER, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION: 21 CONCRETE CONSTRUCTION PER TABLE 1704.4 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER SOILS REPORT 22. PRECAST HOLLOW CORE CONCRETE PLANKS PRECAST HOLLOW CORE PLANKS TO BE DESIGNED AND MANUFACTURED BY CONCRETE TECHNOLOGY CORPORATION (OR APPROVED MANUFACTURER). PRECAST HOLLOW CORE PLANKS SHALL BE CONSIDERED A DEFERRED SUBMITTAL. PLANK DESIGN SHOP DRAWINGS AND CALCULATIONS, INCLUDING DIMENSIONS, DESIGN LOADS, AND DETAILS SHALL BE STAMPED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. THE MANUFACTURER SHALL INSTALL ALL BLOCKOUTS REQUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO OTHER PENETRATIONS ARE PERMITTED WITHOUT PRIOR APPROVAL OF THE PLANK MANUFACTURER. ALL JOINTS SHALL BE GROUTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. PRECAST HOLLOW CORE PLANKS SHALL BE DESIGNED TO CARRY THE DESIGN LOADS ONLY AFTER VAULT CONSTRUCTION IS COMPLETE, ALL DESIGN CONCRETE AND GROUT STRENGTHS HAVE BEEN ACHIEVED AND ALL COVER HAS BEEN PLACED OVER THE VAULT WITHIN THE SPECIFIED LIMITS. ALLOWABLE UNIFORM LOADS ON THE BARE PLANK MAY BE OBTAINED FROM THE PLANK MANUFACTURER. METAL BAR GRATING 23. METAL BAR GRATING AND SUPPORT BEAM DESIGN SHALL BE PROVIDED BY THE SUPPLIER. DESIGN CALCULATIONS, SHOP DRAWINGS, AND MATERIAL SPECIFICATIONS SHALL BE PROVIDED FOR REVIEW PRIOR TO INSTALLATION. 24. DESIGN REQUIREMENTS A. LOADING: SEE DESIGN CRITERIA FOR LOADING REQUIREMENTS B. FINISH: ALL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED C. END BEARING: DESIGN OF BEARING ANGLE AND EMBED SHALL BE PROVIDED BY THE GRATING SUPPLIER S ENS N SAY EA ET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax; 206.443.4870 www.swensonsayfaget.com SN01 DRAWN: RWG DESIGN: RJA CHECKED: RJA APPROVED: ABB REVISIONS: / ' \ Review Response Sept. 17, 2014 / 2\\ Review Response Oct. 22, 2015 377617 PROJECT TITLE: Talbot & 55th Ave Plat Detention Vault S 192nd St. Renton, WA 98055 CIVIL: Insight Engineering Co. P.O. Box 1478 Everett, WA 98206 PH 425.303.9363 FX 425.303.9362 ISSUE Permit SHEET TITLE: General Notes 0 C a SCALE: N/A DATE: February 24, 2014 PROJECT NO: LL 10192-2014-01-00 SHEET NO: uj 0 hNO: OF SHEETS: m c c m z 71 z M T 0 0 m a 0 coc con A• Z z m M CD M_ �m fU z z cn 0 A M 0 0 D z N D 0 0 3i z M A Z G� 9 m M