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General Structural Notes
<br />(THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.)
<br />CRITERIA.
<br />1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE
<br />INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE ADMINISTRATIVE CODE AMENDMENTS, 2018 EDITION.
<br />2. THE EXISTING STRUCTURE HAS NOT BEEN EVALUATED OR STRENGTHENED TO CONFORM TO CURRENT SEISMIC CODE REQUIREMENTS
<br />AS PART OF THIS PROJECT SCOPE. THE ALTERATIONS SHOWN ARE IN CONFORMANCE WITH SECTION 503.4 OF THE
<br />INTERNATIONAL EXISTING BUILDING CODE (IEBC), 2018 EDITION.
<br />3. DESIGN LOADING CRITERIA:
<br />RISK CATEGORY IBC TABLE 1604.5 . . . . . . . a . . . . . IV
<br />ROOF SNOW LOAD . . . . . . . . . . . . . . . . . . . . . . 30 PSF (Is = 1.2)
<br />ROOF DECK LIVE LOAD . . . . . . . . . . . . . . . . . . 100 PSF
<br />STAIR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . 100 PSF
<br />GUARDRAILS/BALCONY RAILS . . . . . . . . . . . . . . . . . . 50 PEE OR 200 LB CONCENTRATED LOAD
<br />EARTHQUAKE (NONSTRUCTURAL COMPONENTS) . . . . . . . . . . . SEISMIC DESIGN CATEGORY D
<br />Ss = 1. 2R, Si e 0. 49, S®S = 0. B5, SDI e 0.49
<br />IP = 1.5
<br />Rp = 2.5, ap = 2.5, 40 = 2.0
<br />WIND . . . . . . . . . . . . . . . . . . . . . . . 105 MPH, EXPOSURE "B", Kzt = 1.0
<br />WIND (CLADDING/ENCLOSURE ELEMENT DESIGN PRESSURES) . . . 40/24PSF MAX. AT WALLS (LRFD/ASD)
<br />WIND PRESSURES BASED ON LESS THAN 10 SQUARE FOOT TRIBUTARY AREAS NEAR WALL CORNERS OR ROOF EDGES (EXCLUDING
<br />CORNER ZONES AT ROOF). REDUCED DESIGN PRESSURES MAY BE CALCULATED IN ACCORDANCE WITH ASCE 7-16 CHAPTER 30.
<br />SEE DRAWINGS FOR ADDITIONAL LOADING CRITERIA
<br />4. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS
<br />FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL
<br />NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
<br />COORDINATE BUILDING LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC.) AMONGST ALL TRADES, INCLUDING
<br />SHOP FABRICATED ITEMS.
<br />5. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES AND CONDITIONS PRIOR TO COMMENCING ANY WORK AND
<br />PRIOR TO SUBMITTING SHOP DRAWINGS. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE
<br />INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE EXISTING CONDITIONS SHOWN ON THE DRAWINGS ARE BASED
<br />EITHER ON SITE OBSERVATION, ORIGINAL DRAWINGS OR WERE ASSUMED BASED ON EXPECTED CONDITIONS. IF THE EXISTING
<br />CONDITIONS DO NOT CLOSELY MATCH THE CONDITIONS SHOWN ON THE DRAWINGS, OR IF THE EXISTING MATERIALS ARE OF
<br />QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE ENGINEER PRIOR TO COMMENCING ANY WORK.
<br />6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING, BOTH FOR VERTICAL LOADS AND LATERAL STABILITY, FOR THE STRUCTURE
<br />AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS.
<br />7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR
<br />PROCEDURES REQUIRED TO PERFORM THE WORK.
<br />B. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR
<br />APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS
<br />REQUIREMENT.
<br />9. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY
<br />INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED,
<br />SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.
<br />10. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING
<br />MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE
<br />SUPPLIER.
<br />11. LATERAL BRACING AND/OR GRAVITY SUPPORT AND ANCHORAGE OF ALL MECHANICAL OR ELECTRICAL EQUIPMENT SHALL BE
<br />DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON, EXCEPT FOR ELEMENTS SPECIFICALLY
<br />SHOWN AND DETAILED ON THE STRUCTURAL DRAWINGS. THE MECHANICAL/ELECTRICAL CONTRACTOR MUST HIRE THE ENGINEER
<br />AND IS RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF NECESSARY SUPPORTS, BRACING AND
<br />ANCHORAGE. SEISMIC BRACING AND ANCHORAGE DESIGN AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 OF ASCE 7-16.
<br />SEE GENERAL STT UCTURAL NOTE 15 FOR ADDITIONAL INFORMATION.
<br />/2\
<br />12. SHOP DRAWINGS FO REINFORCING STEEL, TRUCTURAL STEEL AND METAL DECKING SHALL BE SUBMITTED TO THE ARCHITECT
<br />AND STRUCTURAL EN RIOR TO FABRICATION OF THESE ITEMS.
<br />13. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE
<br />MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY
<br />ENGINEER OF RECORD. SUBMITTALS SHALL BE SUBMITTED ELECTRONICALLY IN PDF FORMAT.
<br />SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING
<br />SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN
<br />CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED
<br />FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING
<br />SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE
<br />PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED.
<br />14. NOT USED.
<br />STATEMENT OF SPECIAL INSPECTIONS (STRUCTURAL)
<br />15. STATEMENT OF SPECIAL INSPECTIONS e STRUCTURAL ITEMS (SEISMIC DESIGN CATEGORY D
<br />DEFINITIONS:
<br />THE SEISMIC FORCE RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS PRIMARILY OF EXISTING SHEAR WALLS AND
<br />FLOOR/ROOF DIAPHRAGMS AS SPECIFIED ON THE DRAWINGS. SEE THE LEGEND OF PLAN SHEETS FOR ADDITIONAL INFORMATION
<br />DEFINING MEMBER LOCATIONS.
<br />SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY THE OWNER APPOINTED INSPECTION AGENCY IN ACCORDANCE
<br />WITH CHAPTER 17 OF THE IBC WITH REPORTS PER IBC SECTION 1704.2.4 SUBMITTED TO THE OWNER, ARCHITECT,
<br />STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING IS
<br />PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN !BC SECTION 110. SEE TABLES
<br />BELOW FOR ADDITIONAL INFORMATION.
<br />STRUCTURAL ITEMS SPECIAL INSPECTION FREQUENCY IBC REFERENCE
<br />STRUCTURAL STEEL FABRICATION,ERECTION, AND NONDESTRUCTIVE TESTING*
<br />SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY
<br />ASSURANCE (QA) INSPECTION REQUIREMENTS OF AISC 360-16 CHAPTER N. CONTINUOUS INSPECTION SHALL BE PERFORMED AT
<br />"P" TASKS DEFINED IN RISC 360-16; PERIODIC INSPECTION SHALL BE PERFORMED AT "0" TASKS DEFINED IN RISC 360-16.
<br />ADDITIONAL SPECIAL INSPECTION AND TESTING REQUIREMENTS FOR THE STRUCTURAL STEEL SEISMIC SYSTEM SHALL BE PER
<br />AISC 341-16 CHAPTER J AS INDICATED BELOW.
<br />SHOP AND FIELD WELDING CONTINUOUS/PERIODIC (QA PER AISC 360 CH. N5.4) 1705.2.1
<br />HIGH STRENGTH BODING CONTINUOUS/PERIODIC (QA AISC 360 CH. N5.6) 1705.2.1
<br />MATERIAL VERIFICATION PERIODIC 1705.2.1
<br />(IDENTIFICATION MARKS AND MANUFACTURER'S TEST REPORTS)
<br />CONCRETE (SEE GENERAL STRUCTURAL NOTE 20 FOR ADDITIONAL REQUIREMENTS**
<br />CONCRETE PLACEMENT*** CONTINUOUS TABLE 1705.3 ITEM 5)6&7
<br />A2 =1705.3ITEM
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<br />REINFORCINGPLACEMENT PERIODIC AND PRIOR TO ALL POURS TABL
<br />EXPANSION BOLTS, INSERTS PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE TABLE 1705.3 ITEM 4
<br />& CONCRETE SCREWS WITH APPROVED ICC-ES REPORTS
<br />EPDXY GROUTED RODS OR REBAR PERIODIC INCLUDING INSPECTION OF EMBEDMENT TABLE 1705.3 ITEM 4,
<br />DEPTH AND HOLE CLEANLINESS PRIOR TO ALL ACI 318®14 SECTION 17.8
<br />INSTALLATIONS (CONTINUOUS FOR UPWARDLY INCLINED ANCHORS)
<br />* STRUCTURAL STEEL QUALITY ASSURANCE INSPECTIONS, EXCEPT NONDESTRUCTIVE TESTING, MAY BE WAIVED IF APPROVED BY
<br />THE OWNER AND BUILDING OFFICIAL FOR WORK PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO
<br />PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1704.2.5.1.
<br />** EXCEPTIONS 1 THRU 5 PER IBC SECTION 1705.3 SHALL NOT APPLY TO CONCRETE WORK ON THIS PROJECT.
<br />*** FREQUENCY OF CONCRETE LABORATORY TESTING SHALL BE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12.2 UNLESS
<br />OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS.
<br />**** THE EXCEPTION FOR SHEATHING FASTENED AT A SPACING GREATER THAN 4"®e SHALL NOT APPLY TO WOOD OR METAL
<br />FRAMING ON THIS PROJECT.
<br />SEISMIC DESIGN REQUIREMENTS PERIODIC SPECIAL INSPECTION
<br />ARCH, MECH, & ELEC ITEMS (ASCE 7-16 CHAPTER 13) AS SPECIFIED PER IBC CHAPTER 17
<br />EXTERIOR CLADDING ASCE 7-16 SECTION 13.5.3 REQUIRED FOR WALL FRAMING, FOR
<br />FASTENING OF VENEER OR CLADDING
<br />EXCEEDING 5 PSF (IBC 1705.12.5)
<br />LIFE SAFETY COMPONENTS INCLUDING ASCE 7-16 SECTION 13.6 AND REQUIRED FOR VERIFICATION OF
<br />FIRE PUMPS, EMERGENCY GENERATORS, IBC 1705.13.2 CERTIFICATE OF COMPLIANCE LABEL
<br />SMOKE EVACUATION FANS, AND ON COMPONENT (IBC 1705.12.4)
<br />COMPONENTS WITH HAZARDOUS COMBUSTIBLE,
<br />OR HIGHLY TOXIC CONTENTS
<br />(Ip=1.5 PER ASCE 7-16 SECTION 13.1.3)
<br />INSTALLATION AND ANCHORAGE OF ASCE 7-16 SECTION 13.6 AND REQUIRED (IBC 1705.12.4 &
<br />1705.12.6)
<br />SPRINKLER SYSTEMS, FIRE PUMPS, IBC 1705.13.2
<br />EMERGENCY GENERATORS, COMPONENTS
<br />WITH HAZARDOUS, COMBUSTIBLE, OR
<br />HIGHLY TOXIC CONTENTS
<br />(Ip=1.5 PER ASCE 7-16 SECTION 13.1.3)
<br />ALL OTHER MECHANICAL AND ASCE 7=16 SECTION 13.6 NOT REQUIRED
<br />ELECTRICAL COMPONENTS
<br />STRUCTURAL OBSERVATION IN ACCORDANCE WITH IBC SECTION 1704.6 WILL BE PERFORMED BY THE STRUCTURAL ENGINEER OF
<br />RECORD DURING CONSTRUCTION AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM.
<br />STRUCTURAL OBSERVATION CONSISTS OF VISUAL OBSERVATION FOR GENERAL CONFORMANCE TO THE CONSTRUCTION DOCUMENTS
<br />AND DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY SECTIONS 110, 1704, OR OTHER
<br />SECTIONS OF THE IBC.
<br />CONTRACTOR STATEMENT OF RESPONSIBILITY: CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY IN
<br />ACCORDANCE WITH IBC SECTION 1704.4 TO THE BUILDING OFFICIAL AND OWNER PRIOR TO CONSTRUCTION ACKNOWLEDGING THE
<br />SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.
<br />ANCHORAGE.
<br />16. EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING INSTALLED IN STRICT ACCORDANCE WITH THE ICC-ES
<br />REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS: "KWIK BOLT TZ" AS MANUFACTURED BY HILTI, INC. (ICC-ES NO.
<br />1917); OR "STRONG -BOLT 2" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. (ICC-ES NO. 3037), OR "POWER®
<br />STUD+ SD2" AS MANUFACTURED BY DEWALT (ICC-ES NO. 2502). SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE
<br />SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION,
<br />SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC193. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION
<br />BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS
<br />SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH
<br />REINFORCING STEEL ® DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL.
<br />UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING NOMINAL EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE:
<br />HILTI KWIK BOLT TZ:
<br />3/8" EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . 2 5/16"
<br />1/2" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . 3 5/8"
<br />5/8" EXPANSION BOLTS . . . . . . . . . . . . . . . . . . 4 7/16"
<br />3/4" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . 5 5/16"
<br />SIMPSON STRONG -BOLT 2:
<br />3/8" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . 2 7/8"
<br />1/2" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . 3 7/8"
<br />5/8" EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . 5 1/8"
<br />3/4" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . 5 3/4"
<br />DEWALT/POWERS POWER-STUD+SD2:
<br />3/8" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . 2 3/B"
<br />1/2"0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . 3 3/4"
<br />5/8" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . 4 7/8"
<br />3/4" 0 EXPANSION BOLTS . . . . . . . . . . . . . . . . . . . . . . 5 3/4"
<br />17. EPDXY -GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL DE ONE OF THE FOLLOWING INSTALLED IN
<br />STRICT ACCORDANCE WITH THE ICC®ES REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED
<br />REQUIREMENTS: "SET-XP" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. (ICC-ES NO. 2508); OR "HIT-HY 200"
<br />AS MANUFACTURED BY HILTI, INC. (ICC-ES NO. 3187), "SAFE -SET" INSTALLATION WITH HOLLOW CARBIDE DRILL BIT IS
<br />PERMITTED; OR "PURE110+" AS MANUFACTURED BY DEWALT (ICC-ES NO. 3298), OR "AC200+" AS MANUFACTURED BY DEWALT
<br />(ICC-ES NO. 4027). SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS
<br />INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE
<br />CRITERIA AC308. SPECIAL INSPECTION OF EPDXY -GROUTED ANCHOR INSTALLATION IS REQUIRED. NOTIFY ENGINEER IF
<br />ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL e DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT
<br />PRIOR APPROVAL. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED
<br />TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL IN CONFORMANCE TO ACI 318-14 SECTION 17.8.2.2. HOLES
<br />SHALL BE HAMMER DRILLED AND DRY.
<br />EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST -IN -PLACE ANCHOR BOLTS, THREADED RODS,
<br />OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. FIELD FIXES OR OTHER CONDITIONS
<br />NOT ADDRESSED IN THE DOCUMENTS MUST BE SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER, INCLUDING EMBEDMENT
<br />DEPTHS.
<br />UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT CONCRETE:
<br />3/8"0 ROD OR #3 BAR . . . . . . . . . . . . . . . . . . 4"
<br />1/2"0 ROD OR #4 BAR . . . . . . . . . . . . . . . . . . . . . 5"
<br />5/8"0 ROD OR #5 BAR . . . . . . . . . . . . . . . . . . . 7"
<br />3/4"0 ROD OR #6 BAR . . . . . . . . . . . . . . . . . . . 9"
<br />7/8"0 ROD OR #7 BAR . . . . . . . . . . . . . . . . . . 12"
<br />1"0 ROD OR #8 BAR . . . . . . . . . . . . . . . . . 15"
<br />18. CONCRETE SCREW ANCHORS SHALL BE ONE OF THE FOLLOWING INSTALLED IN STRICT ACCORDANCE WITH THE ICC-ES REPORTS
<br />INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED REQUIREMENTS: "TITEN HD" AS MANUFACTURED BY
<br />SIMPSON STRONG -TIE COMPANY (ICC-ES NO. 2713); OR "KWIK HUS-EZ" AS MANUFACTURED BY HILTI, INC. (ICC-ES NO.
<br />3027); OR "SCREW -BOLT+" AS MANUFACTURED BY DEWALT (ICC-ES NO. 3889). SUBSTITUTES PROPOSED BY CONTRACTOR
<br />SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN
<br />ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC193. SPECIAL INSPECTION IS REQUIRED FOR ALL
<br />CONCRETE SCREW ANCHOR INSTALLATION. CONCRETE SCREW ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED
<br />ANCHOR BOLTS OR EXPANSION BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF
<br />SCREW ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL ® DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS
<br />WITHOUT PRIOR APPROVAL.
<br />RENOVATION.
<br />19. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL
<br />BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES.
<br />DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION
<br />LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF (40 PSF AT ROOFS).
<br />A. ALL NEW OPENINGS THROUGH EXISTING MASONRY OR CONCRETE WALLS, SLABS, AND BEAMS SHALL BE
<br />ACCOMPLISHED BY SAWCUTTING WHEREVER POSSIBLE. UNLESS OTHERWISE NOTED, ALL NEW OPENINGS SHALL
<br />BE SAWCUT NEAT AND CLEAN; NO OVERCUTTING AT OPENING CORNERS SHALL BE ALLOWED. AS R€QUIR€D,
<br />CORE DRILL CORNERS AND CHIP, GRIND OR CUT THE CORNERS TO PROVIDE THE REQUIRED DIMENSIONS.
<br />B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS.
<br />C. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING, IF POSSIBLE. HOLES UP TO 1" MAY BE
<br />ROTOHAMMERED.
<br />EXISTING REINFORCING SHALL BE SAVED UNLESS OTHERWISE NOTED. SAW CUTTING; DRILLING, OR CORING SHALL NOT CUT
<br />EXISTING REINFORCING WHICH IS TO BE SAVED.
<br />A2� CONCRETE.
<br />20. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 318-14 CHAPTER 26 AND ACI
<br />301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c = 4,500 PSI.
<br />ALL CONCRETE SHALL BE EXPOSURE CLASSES F1, S0, W0, Cl PER ACI 318-14 TABLES 19.3.1.1 AND 19.3.2.1.
<br />CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE
<br />ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE
<br />AMOUNTS OF CEMENT, CEMENTITOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE
<br />WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318-145
<br />CHAPTER 26 AND 27. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION
<br />PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY
<br />FOR SPECIFIED PERFORMANCE.
<br />21. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, fy = 60,000 PSI.
<br />22. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-18 AND 318-14.
<br />LAP ALL CONTINUOUS REINFORCEMENT(5 AND SMALLER) 40 BAR DIAMETERS OR 2'4" MINIMUM. PROVIDE CORNER BARS AT
<br />ALL WALL INTERSECTIONS. LAP CORNER BARS (#5 AND SMALLER) 40 BAR DIAMETERS OR 2'®0" MINIMUM.
<br />NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR
<br />APPROVED BY THE STRUCTURAL ENGINEER.
<br />23. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT
<br />ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON
<br />WHICH IT IS PLACED (6,000 PSI MINIMUM).
<br />GENERAL STRUCTURAL --
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<br />FLOORS2.05 FIFTH FRAMING
<br />S2.06 SIXTH FLOOR III FRAMING �
<br />S5.01 DETAILS
<br />S5.02 DETAILS
<br />REVISIONS
<br />1 ADD. #1 07/29/2021
<br />2 ADD. #2 11/12/2021
<br />11/12
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<br />DATE
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<br />11/12/2021 1:35:22 PM CARevit Local\2020\BH-5-6 FLOOR_STRUCRTURAL_R20_alejandraiWXZSS.rvt
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