The URL can be used to link to this page

Home My WebLink AboutR-394945m co O 6 w U N U7 J U) N N C� Lu Y Q rn O M N O N n M O i U7 O O Ln (n i U) O 0 L O U N N 0 Q O c N L L U x x x x x x J O c tj 4- L rp L 4J U P L J L U x 0 cm c O c N O U O cYi M M U N 0 L m O N P. STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: STRUCTURE SELF WEIGHT LIVE LOADS: TRAFFIC 250 PSF, HS-20 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND TABLE 1705.3. ��:Lyre��l►��x.�:r•�►rr•�:irure�x•�.u��:�v��y:ra�■ �:reel►u�r.�e�:a.>ti►�:a�y�xyre��i►��x.�:r•�►�re� ��:r �:Ir•��u STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FOUNDATIONS: SOILS REPORT: REPORT NO: 20181376.003A PREPARED BY: KLEINFELDER DATED: JAN 20, 2020 ALLOWABLE PILE CAPACITY: 10 TONS (PER GEOTECH) LATERAL EARTH PRESSURE (MANHOLES): AT -REST ABOVE GROUND WATER: 65 PCF AT -REST BELOW GROUND WATER: 96 PCF DESIGN GROUND WATER DEPTH: 6' BELOW GRADE LATERAL EARTH PRESSURE (CULVERT PENETRATION & STRONGBACK): AT -REST ABOVE GROUND WATER: 65 PCF + ANY APPLICABLE SURCHARGE AT -REST BELOW GROUND WATER: 34 PCF + HYDROSTATIC PRESSURE IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS. REFER TO GEOTECHNICAL REPORT FOR SPECIFICS. 4" 0 PIPE PILING INSTALLATION 4" SCHEDULE 160 UNCOATED PIPE SHALL CONFORM TO ASTM A53 GRADE A, FY = 35 KSI (MIN) PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL WITH REFUSAL CRITERIA DETERMINED BASED ON HAMMER SIZE SELECTED BY THE CONTRACTOR, AND A STATIC LOAD TEST PROGRAM. REFER TO GEOTECHNICAL REPORT. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f'c = 4000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS THE BARS ALL BARS TOP BARS BARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. PIPE SECTIONS SHALL BE CONNECTED WITH COMPRESSION FITTED SLEEVE COUPLERS. REFER TO GEOTECHNICAL CONCRETE COVER ON REINFORCING FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY REPORT. SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" SHALL BE DISTRIBUTED TO THE CONTRACTOR, ENGINEER AND BUILDING OFFICIAL. CONCRETE SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS SHORING (WHERE REQUIRED) X GEOTECH ENGINEER EXCAVATION & FILL & COMPACTION X GEOTECH ENGINEER PIPE PILING INSTALLATION X PILING REFUSAL VERIFICATION X CONCRETE REINFORCING PLACEMENT X CONCRETE TEST SPECIMENS X CONCRETE PLACEMENT X EPDXY ANCHORS X STRUCTURAL STEEL FABRICATION & ERECTION X ALL WELDING X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE STRUCTURAL ENGINEER AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. REINFORCING STEEL 2. CONCRETE MIX DESIGN 3. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ENGINEER OF RECORD AND CONTRACTOR HAVE BEEN RECEIVED. O 6 ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 1 03/15/23 JGG RECORD DRAWINGS NO. DATE BY REVISION NOTICE 0 % 1 IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING IS NOT TO SCALE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD WALLS 4000 PSI 0.50 6 SACK N/A ELEVATED SLABS 4000 PSI 0.50 6 SACK N/A BEAMS 4000 PSI 0.50 6 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. 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 CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. NON -SHRINK GROUT NON -SHRINK GROUT SHALL BE CEMENT -BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. IVIK �E C 0 D DES GNED JEG D �Al�� V G S DRAWN JGG SEE IIOUE DIM CHECKED COYER SHEFU murra,!sm�rth CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION. UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER, EARTH, OR MOISTURE SHALL BE HOT DIP GALVANIZED. WELDING WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. EXISTING STRUCTURE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING STRUCTURE DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED. i • RENTON DOWNTOWN � UTILITY IMPROVEMENTS PROJECT GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECTTO REVIEW AND APPROVAL BY THE ENGINEER. LEGEND DEFINITION SYMBOL DEFINITION SYMBOL NATIVE SOIL STRUCTURAL STEEL I I e=l I e_l I �_l I GRANULAR FILL RATED SHEATHING CONCRETE WALL ABBREVIATIONS (A) ABOVE ANCHOR BOLT GLIB GLUE -LAMINATED BEAM HORIZONTAL AB HORIZ ALT ALTERNATE ARCHITECT HSS HOLLOW STRUCTURAL SECTION ARCH KIP KING POST (B) BELOW KSI KIPS PER SQUARE INCH ANGLE MECHANICAL BD BAR DIAMETER L BLKG BLOCKING MECH BM BEAM BOTTOM MF MOMENT FRAME BOT MTL METAL BRING BEARING BETWEEN NS NEAR SIDE BTWN OC ON CENTER CJP COMPLETE JOINT PENETRATION CLEAR OPP OPPOSITE CLR PL PLATE CMU CONCRETE MASONRY UNIT PLCS PLACES COL COLUMN PSI POUNDS PER SQUARE INCH CONC CONCRETE PSF POUNDS PER SQUARE FOOT CONN CONNECTION CONTINUOUS P/T POST TENSIONED CONT PT PRESSURE TREATED COORD COORDINATE DOUBLE REINF REINFORCING REQUIRED DBL REQ'D DIET DETAIL SCHED SCHEDULE DIA DIAMETER SIM SIMILAR DIM DIMENSION SOG SLAB ON GRADE DIR DIRECTION STD STANDARD EA EACH STIFF STIFFENER ELEV ELEVATION STL STEEL ES EACH SIDE SYMM SYMMETRICAL EX EXISTING SW SHEARWALL EXP EXPANSION TOC TOP OF CONCRETE FLR FLOOR TOS TOP OF STEEL FDN FOUNDATION TOW TOP OF WALL FTG FOOTING TYP TYPICAL FS FAR SIDE UNO UNLESS NOTED OTHERWISE VERTICAL GC GENERAL CONTRACTOR VERT WF WIDE FLANGE RECORD DRAWING THESE RECORD DRAWINGS HAVE BEEN PREPARED BASED ON CONSTRUCTION RECORDS AND AS -BUILT INFORMATION PROVIDED BY OTHERS. CG ENGINEERING HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION. STRUCTURAL NOTES R-394945 SHEET SD-50 45 of 121 L PROJECT NO.: 18-2251 I SCALE: AS SHOWN I DATE: MARCH 2O23