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Specifications (77) p)-o ) -cixC7 Z c)(-( sw t u zi-« RECEIVED STRUCTURAL NOTES - STYRENE CONVERSION, AGILYX, TIGARD, OR MAY 2 2017 CITY OF TIGARD GENERAL BUILDING DIVISION 1. THE GOVERNING CODE IS THE 2014 OREGON STRUCTURAL SPECIALTY CODE(OSSC). 2. RISK CATEGORY II A. IMPORTANCE FACTORS, I SEISMIC—LFRS & NBS 1.0 SEISMIC-COMPONENTS 1.0 3. NEW CONSTRUCTION HAS BEEN DESIGNED FOR THE FOLLOWING LOADS, UNLESS NOTED OTHERWISE: A. DEAD LOADS WEIGHT OF BUILDING MATERIALS EQUIPMENT: SCS SKID ASSEMBLY 20,000 LBS (OPERATING) CONDENSERS 600 LBS (EA OF THREE) SEPARATOR(STAGE 1) 1,891 LBS (EA OF TWO) SEPARATOR(STAGE 2) 929 LBS HEAT EXCHANGER(SKID) 975 LBS :ter '7 VENTURI SEPARATOR 550 LBS ` DAME COOLER 1232 LBS HEAT EXCHANGER(EXT.) 800 LBS R ,� DUST COLLECTOR 1000 LBS '� "1 SHREDDER ASSEMBLY 4950 LBS - • - VENTURI QUENCH SCRUBBER 770 LBS C: r„ TARS TANK 970 LBS �5",v49‘y lr OTHER EQUIPMENT, AS NOTED ON DRAWINGS �s> ALL WEIGHTS NOTED ABOVE ARE OPERATING. ` 'h°r's Ce` 04/02p7 B. LIVE LOADS i z::: 0&/.io,2o4t AREA UNIFORM PSF PLATFORM 60 SKID 100 C. EARTHQUAKE DESIGN DATA: LATITUDE/LONGITUDE =45.4272/-122.7589 SPECTRAL RESPONSE ACCELERATION PARAMETERS MAPPED DESIGN SS 0.974 SDS 0.721 Si 0.423 SDI 0.444 SITE CLASS = D SEISMIC DESIGN CATEGORY= D ANALYSIS PROCEDURE, EQUIVALENT LATERAL FORCE METHOD 4. UNLESS NOTED OTHERWISE, MATERIAL AND DESIGN SPECIFICATIONS CITED HEREIN SHALL BE THOSE CONFORMING TO THE VERSION OF THE APPLICABLE SPECIFICATION OR CODE MOST RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. THESE STRUCTURAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE AISC SPECIFICATIONS. 5. DIMENSIONS SHOWN ON THE SKETCHES ARE BASED ON EXISTING DRAWINGS FURNISHED, AS WELL AS FIELD OBSERVATIONS. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS. REFER DISCREPANCIES BETWEEN OBSERVED CONDITIONS 1 AND THE CONTRACT DOCUMENTS TO THE OWNER OR ENGINEER-OF-RECORD FOR CLARIFICATION PRIOR TO PROCEEDING WITH WORK IN THE AFFECTED AREA. 6. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE REQUIRED ON REINFORCING STEEL AND STRUCTURAL STEEL,AND SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO FABRICATION. SUBMIT ONE SET FOR REVIEW. 7. PRODUCTS AND MATERIALS USED BY THE CONTRACTOR SHALL BE APPLIED, PLACED, ERECTED, OR INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 8. PROVIDE SPECIAL INSPECTION IN ACCORDANCE WITH CHAPTER 17 OF THE OSSC AND THE APPROVED STATEMENT OF SPECIAL INPECTIONS (SEE TABLE). CONCRETE REINFORCING STEEL 1. REINFORCING STEEL FOR CONCRETE: ASTM A615, GRADE 60. 2. REINFORCEMENT THAT IS TO BE WELDED: ASTM A706, GRADE 60. 3. DETAIL, FABRICATE, AND PLACE REINFORCING STEEL IN ACCORDANCE WITH ACI DETAILING MANUAL 315. 4. ACCURATELY AND SECURELY PLACE REINFORCING STEEL. A. DO NOT BEND OR DISPLACE REINFORCING FOR THE CONVENIENCE OF OTHER TRADES, UNLESS APPROVED BY THE ENGINEER OF RECORD. B. SPLAY REINFORCING STEEL AROUND OPENINGS WITH 1" IN 10"SPLAY, UNLESS NOTED OTHERWISE. C. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING STEEL, UNLESS NOTED OTHERWISE: EXPOSURE SIZE/LOCATION COVER CONC. CAST AGAINST EARTH ALL 3" CONC. EXPOSED TO EARTH #6 OR LARGER 2" OR WEATHER #5 OR SMALLER 1-1/2" CONC. NOT EXPOSED TO SLAB,WALL, JOIST 3/4" EARTH OR WEATHER BEAMS &COLUMNS 1-1/2" D. REINFORCING LAP SPLICES: ACI 318, CLASS B, UNLESS NOTED OTHERWISE. E. REINFORCEMENT BARS: DO NOT TACK WELD,WELD, HEAT, OR CUT, UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE ENGINEER OF RECORD. CAST-IN-PLACE CONCRETE 1. CONCRETE MATERIALS A. CEMENT:ASTM C150 TYPE I/II B. FINE AND COARSE AGGREGATES:ASTM C33 C. WATER: POTABLE D. POZZOLANS: ASTM C618 E. ADMIXTURES i. AIR ENTRAINMENT:ASTM C260 ii. CHEMICAL:ASTM C494, C1017 2. CONCRETE MIX A. MIX AND DELIVER IN ACCORDANCE WITH ASTM C94 B. PROVIDE CONCRETE TO THE FOLLOWING CRITERIA: LOCATION COMPRESSIVE MAX W/C MAX. REMARKS STRENGTH fc• RATIO AGGREGATE SOG 4000 0.4 1 1/2" FOOTINGS 4000 NR 1" 2 3. SAMPLES FOR STRENGTH TESTS SHALL BE TAKEN IN ACCORDANCE WITH ACI 318 5.6.TAKE AN ADDITIONAL SAMPLE AND CURE UNDER FIELD CONDITIONS BEFORE TESTING DURING COLD WEATHER CONCRETING. 4. CONCRETE CYLINDER SAMPLING AND TESTING: CONFORM TO ASTM SPECIFICATIONS. ACCEPTANCE OF CONCRETE SHALL BE GOVERNED BY THE PROVISIONS OF ACI 318"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". SUBMIT MIX DESIGNS, WITH COMPLETE STATISTICAL BACKUP, FOR REVIEW. 5. CONCRETE MATERIALS, FORM WORK, MIXING, PLACING,AND CURING CONFORM TO SPECIFICATIONS CONTAINED IN THE ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". 6. CONCRETE FINISHING A. SLAB-ON-GRADE:TROWELED FINISH FOR INTERIOR SLABS. MATCH EXISTING AS A MINIMUM. B. LIGHT BROOM FINISH FOR SURFACES EXPOSED TO THE ELEMENTS. 7. WHERE REQUIRED, BOND NEW CONCRETE TO EXISTING CONCRETE WITH 'WELD- CRETE",AS MANUFACTURED BY LARSON PRODUCTS CORPORATION, OR APPROVED. AS A MINIMUM, ROUGHEN EXISTING CONCRETE SURFACES BY CHIPPING TO A MINIMUM 1/4"AMPLITUDE TO EXPOSE COARSE AGGREGATE. PREPARATION AND APPLICATION IS TO BE IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. POST-INSTALLED ANCHORS IN CONCRETE AND MASONRY: 1. POST-INSTALLED ANCHORS SHALL BE ACCOMPLISHED WITH AN ICC-ES APPROVED ANCHORING SYSTEM. DO NOT CUT OR DAMAGE EXISTING REINFORCING STEEL DURING DRILLING AND INSTALLATION OF ANCHORS. INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND THE APPLICABLE ICC-ES REPORT. 2. THREADED ROD ADHESIVE ANCHORS IN CONCRETE: CONSISTING OF ALL-THREAD ANCHOR ROD, NUT WASHER, AND ADHESIVE SYSTEM.ANCHOR RODS SHALL BE ASTM F1554 GR 36 ZINC PLATED PER ASTM B633 SC1 (INTERIOR CONDITIONS)OR STAINLESS STEEL(EXTERIOR CONDITIONS) PER ASTM F593 CW1/CW2(EQUIVALENT TO AISI TYPE 316), UNLESS NOTED OTHERWISE. ACCEPTABLE ADHESIVE SYSTEM IS THE HILTI HIT-HY 200 ADHESIVE SYSTEM (ESR-3187)AS MANUFACTURED BY THE HILTI FASTENING SYSTEMS, INC., OR APPROVED EQUAL. STRUCTURAL STEEL 1. STRUCTURAL STEEL: SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS UNLESS NOTED OTHERWISE IN THE CONTRACT DOCUMENTS: MEMBERS STRENGTH SPECIFICATION WIDE FLANGE&TEE SHAPES Fy=50 KSI ASTM A992 CHANNELS, ANGLES, PLATES Fy=36 KSI ASTM A36 HOLLOW STRUCTURAL SECTIONS Fy= 50 KSI ASTM A500 GRADE C RAISED PATTERN FLOOR PLATE NA ASTM A786 WELD FILLER METAL E70XX AWS D1.1 2. DETAILING, FABRICATION, ERECTION, IDENTIFICATION,AND PAINTING OF STRUCTURAL STEEL: A. AISC 303: CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. EXCLUDING SECTION 4.4.2. 3. STRUCTURAL STEEL FINISH: PROTECTIVE COATING SYSTEM FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS.AS A MINIMUM, MATCH EXISTING COATINGS ON ADJACENT STRUCTURAL STEEL ELEMENTS. IF IN DOUBT, CONSULT WITH OWNER'S REPRESENTATIVE OR ENGINEER OF RECORD. A. WHERE INDICATED AS HDG: HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM A123.ASSOCIATED CONNECTION MATERIAL SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123 OR A153. 3 4. WELDING SHALL CONFORM TO AWS D1.1: STRUCTURAL WELDING CODE-STEEL. A. WELDERS SHALL BE QUALIFIED FOR THE WORK THEY WILL BE DOING AND SHALL HAVE CURRENT AWS CERTIFICATIONS. B. COMPLETE JOINT PENERATION GROOVE WELDS: i. REMOVE RUN-OFF TABS AFTER WELD IS COMPLETE. ii. REMOVE BACKING BARS WHERE REQUIRED BY DETAIL. iii. FILLER METAL SHALL HAVE A SPECIFIED CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT+40°F. 5. HIGH STRENGTH BOLTS, MATERIAL,AND INSTALLATION: CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS ISSUED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. A. HIGH STRENGTH BOLTS:ASTM F3125 GRADE A325 TYPE 1. i. INSTALLED TO A SNUG-TIGHTENED CONDITION IN STANDARD HOLES WITH THREADS NOT EXCLUDED FROM SHEAR PLANES UNLESS NOTED OTHERWISE. ii. PRETENSIONED JOINTS, WHERE INDICATED:SHALL HAVE ALL BOLTS INSTALLED WITH THE MINIMUM PRETENSION SPECIFIED IN THE REFERENCED STANDARD. iii. SLIP-CRITICAL CONNECTIONS, WHERE INDICATED: CLASS A FAYING SURFACE WITH SLIP CHECKED AT FACTORED-LOAD LEVEL, B. ALTERNATIVE-DESIGN FASTENERS: MAY BE USED ONLY WHEN APPROVED BY THE ENGINEER OF RECORD. i. THE FASTENER MANUFACTURER SHALL SUBMIT PRODUCT INFORMATION AND INSTALLATION AND INSPECTION INSTRUCTIONS. 6. BOLT HEADS OR NUTS BEARING ON SLOPING FLANGES: INSTALL WITH BEVELED WASHERS. 7. ERECTION AIDS SUCH AS BOLTS, CLIPS, SHIMS, SEATS OR ANY OTHERS REQUIRED TO FACILITATE THE CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR TO DESIGN AND PROVIDE. ERECTION AIDS SHALL BE REMOVED AND DAMAGED SURFACES REPAIRED WITH PROTECTIVE COATINGS TOUCHED UP IN THE FIELD AFTER STEEL ERECTION. 8. BRACING SHALL HAVE A MINIMUM OF TWO BOLT CONNECTIONS, UNLESS NOTED OTHERWISE. BOLT CROSS BRACING AT INTERSECTIONS WITH TWO BOLT MINIMUM FOR WT AND ONE BOLT FOR ANGLES. PROVIDE FILLER PLATE BETWEEN CROSS BRACES, AS REQUIRED. 9. REPAIR DAMAGE TO SHOP COATINGS BY FIELD WELDS, FLAME CUTTING, OR HANDLING SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS. 10. HAND RAIL/GUARD RAIL: PIPE 1'/ STD, UNLESS NOTED OTHERWISE, FINISHED SMOOTH AND NEAT. 11. PLATES SHALL BE BENT TRANSVERSE TO THE DIRECTION OF FINAL ROLLING. NONSHRINK GROUT 1. CEMENTITIOUS GROUT: A. NONSHRINK GROUT CONFORMING TO ASTM C1107. GROUT SHALL BE PRE- PACKAGED, PRE-BLENDED, AND NON-METALLIC. B. HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 8,000 PSI AND ALLOWABLE HEIGHT CHANGE PER ASTM C827, MAXIMUM =4%, MINIMUM = 1% C. ROUGHEN CONCRETE SUBSTRATE WITH A BUSH HAMMER TO A MINIMUM 1/4" AMPLITUDE,WASH CLEAN,AND SATURATE WITH WATER FOR 24 HOURS PRIOR TO GROUT PLACEMENT. REMOVE STANDING WATER PRIOR TO GROUT PLACEMENT. D. SURFACES IN CONTACT WITH GROUT SHALL BE FREE OF OIL, GREASE, LAITANCE,AND OTHER CONTAMINANTS. 4 E. CUT BACK GROUT THAT IS ABOVE THE UNDERSIDE OF THE BASEPLATE TO LOWER EDGE OF THE BASEPLATE AND TAPER DOWN TO THE CONCRETE SUBSTRATE AT A 45 DEGREE ANGLE. F. ANCHOR SLEEVES: GROUT PRIOR TO PLACING GROUT BENEATH BASEPLATE ONLY WHERE REQUIRED. G. STEEL SURFACES IN CONTACT WITH GROUT TO HAVE A SSPC-SP3 POWER TOOL CLEANING TABLE #1 - STATEMENT OF SPECIAL INSPECTIONS REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC 1. MATERIAL VERIFICATION OF HIGH-STENGTH BOLTS, NUTS, AND WASHERS: A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS AND SPECIFIED IN THE APPROVED X CONSTRUCTION DOCUMENTS. B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED X 2. INSPECTION OF HIGH-STRENGTH BOLTING: A. SNUG-TIGHT JOINTS X B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN- OF-NUT WITH MATCHMARKING,TWIST-OFF BOLT OR X DIRECTION TENSION INDICATOR METHODS OF INSTALLATION. C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN- OF-NUT WITHOUT MATCHMARKING OR CALIBRATED X WRENCH METHODS OF INSTALLATION. 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL: A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO X CONFORM TO AISC 360. B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE X APPROVED CONSTRUCTION DOCUMENTS. C. MANUFACTURER'S CERTIFIED TEST REPORTS. X 4. INSPECTION OF WELDING: A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: X 1) COMPLETE AND PARTIAL JOINTPENETRATION GROOVE X WELDS. 2) MUTLIPASS FILLET WELDS X 3) SINGLE-PASS FILLET WELDS >5/16". X 5 4) PLUG AND SLOT WELDS. X 5) SINGLE PASS FILLET WELDS<_5/16" X REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC 1. INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT. - X 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH STRUCTURAL STEEL(SEE INSPECTION OF - - WELDING ITEM 5B.) 3. INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE. (SEE NOTE 7) - X 4. VERIFYING USE OF REQUIRED DESIGN MIX. - X 5. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR X CONTENT TESTS,AND DETERMINE THE TEMPERATURE OF THE - CONCRETE. 6. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR X PROPER APPLICATION TECHNIQUES. - 7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING X TEMPERATURE AND TECHNIQUES. - 8. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND - X STRUCTURAL SLABS. 9. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS X OF THE CONCRETE MEMBER BEING FORMED. - NOTES: 1. SPECIAL INSPECTOR:A QUALIFIED PERSON WHO DEMONSTRATES HIS COMPETENCE,TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OWNER. 2. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: A. OBSERVES THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPLICABLE DESIGN DRAWINGS AND SPECIFICATIONS. B. FURNISHES INSPECTION REPORTS TO THE AUTHORITY HAVING JURISDICTION, ENGINEER,AND OTHER DESIGNATED PERSONS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION,THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND AUTHORITY HAVING JURISDICTION. C. SUBMITS A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS,TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE GOVERNING CODE. 3. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR REGARDING SPECIAL INSPECTION: A. THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SPECIAL INSPECTOR WHEN ITEMS NOTED ABOVE ARE TO BE INSPECTED. B. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE SPECIAL INSPECTOR ACCESS TO ITEMS REQUIRING SPECIAL INSPECTION. 6 4. THE TERM "CONTINUOUS,"AS STATED ABOVE, SHALL MEAN THE SPECIAL INSPECTOR IS ON THE SITE AND IN THE GENERAL AREA, AT ALL TIMES, OBSERVING THE WORK REQUIRING SPECIAL INSPECTION. 5. THE TERM"PERIODIC" MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN CONFORMANCE WITH APPROVED PERMIT PLANS AND SPECIFICATIONS. 6. SPECIAL INSPECTION IS NOT REQUIRED WHEN WORK IS PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH OSSC SECTION 1704.2.5.2. AND WHEN THE REQUIREMENTS OF OSSC 1705.2 ARE MET. 7. POST-INSTALLED ANCHORS FOR CONCRETE AND MASONRY SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION SERVICES REPORT(ICC ESR). 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