6816 EVERGREEN WAY 2012 Plans 2018-01-02 MF Import (2)

6!NESAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) M 26. PRECAST PRESTRESSED CONCRETE UNITS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE 33. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM WEIGHT UNITS CONFORMING TO 31. OPEN WEB STEEL JOISTS(INCLUDING BRIDGING)SHALL CONFORM TO IBC SECTION 2206 AND THE LOADS AND SPANS SHOWN ON THE PLANS.MANUFACTURER SHALL DESIGN FOR SPECIAL CONDITIONS AT ASTM C10,LAID IN A RUNNING BOND. LINEAR SHRINKAGE SHALL NOT EXCEED 0.065%.MORTAR SHALL BE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE(SJI),LATEST EDITION,FOR THE JOIST SERIES DESIGNATED OPENINGS AND BLOCK OUTS SHOWN ON STRUCTURAL,ARCHITECTURAL,AND MECHANICAL DRAWINGS.DESIGN TYPE "5" IN ACCORDANCE WITH IBC SECTION 2103.5.GROUT SHALL CONFORM TO IBC REQUIREMENTS AND ON THE PLANS AND THE LOADING BELOW(EXCEPT AS SHOWN ON THE LOAD DIAGRAMS DESIGNATED ON THE AND FABRICATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS FOR ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 25 DAYS,DESIGN F'm e 1500 PSI.FULL PLANS): THE UNIT FURNISHED AND ACI 318.SUBMIT COMPLETE DESIGN CALCULATIONS AND SHOP DRAWINGS FOR STRESSES ARE REQUIRED.STRENGTH SHALL BE VERIFIED BY THE UNIT STRENGTH METHOD IN ACCORDANCE REVIEW PRIOR TO FABRICATION.ALL SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A WITH IBC SECTION 2105.2.2.1. LIVE(SNOW)LOAD 25 PSF REGISTERED PROFESSIONAL ENGINEER,STATE OF WASHINGTON. DEAD LOAD 12 PSF UNLESS NOTED OTHERWISE,PROVIDE THE FOLLOWING REINFORCEMENT: TOTAL LOAD 31 P5F o Z PRECAST CONCRETE MEMBERS SHALL BE ADEQUATELY BRACED UNTIL ALL FINAL CONNECTIONS HAVE BEEN LL COMPLETED IN ACCORDANCE WITH THE PLANS.CONTRACTOR SHALL PROVIDE ANY EXTRA REINFORCEMENT, WALL THICKNESS VERTICAL BARS HORIZONTAL BARS NET WIND UPLIFT(ENCLOSED BUILDINGS) 12 PSF INSERTS,LIFTING DEVICES,PRESTRESSING,ETC.,REQUIRED FOR HANDLING AND ERECTION. S" WALLS *5® 48" O.G. (2)*4 @ 45"D.C. MAXIMUM TOTAL DEFLECTION SHALL BE LESS THAN OR EQUAL TO L/240 OF THE TOTAL SPAN AND MAXIMUM 21. NON-SHRINK GROUT SHALL BE NON-METALLIC CONFORMING TO ASTM C-1101 AND BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE IN ADDITION,PROVIDE(2)*5 VERT.AT EACH SIDE OF OPENINGS,AT WALL CORNERS AND INTERSECTIONS AND LIVE LOAD DEFLECTION SHALL BE LESS THAN OR EQUAL TO L/360 OF THE TOTAL SPAN.PROVIDE tCS M MANUFACTURER'S PUBLISHED RECOMMENDATIONS.GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE AT FREE ENDS OF WALLS AND(2) *4 HORIZ.AT ELEVATED FLOOR AND ROOF LEVELS,AT TOPS OF WALLS AND ADDITIONAL TRUSSES(AS REQUIRED)TO CARRY ALL CONCENTRATED LOADS AND MECHANICAL UNITS. ❑ 0 MATERIAL ON WHICH IT 15 PLACED(5000 PSI MINIMUM). ABOVE AND BELOW ALL OPENINGS, ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EXTEND REINFORCEMENT AROUND OPENINGS 2-0"BEYOND FACE OF OPENING. IF 2'-0" 15 UNAVAILABLE,EXTEND EMBEDDED IN CONCRETE OR MASONRY UNLESS DETAILED OTHERWISE. JOIST MANUFACTURER SHALL CHECK A5 FAR AS POSSIBLE AND HOOK.PROVIDE CORNER BARS TO LAP HORIZONTAL REINFORCING AT CORNERS ROOF JOIST AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD 14NGHORASE AND INTERSECTIONS.UNLESS NOTED OTHERWISE,LAP ALL REINFORCING STEEL IN CMU 48 BAR DIAMETERS,2'-0" AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES(SEE DESIGN CRITERIA NOTE FOR WINDe-‘11. 41 "" MINIMUM. CRITERIA.JOIST BOTTOM CHORD EXTENSIONS AND TOP CHORD "'b 28. EXPANSION BOLTS INTO CONCRETE SHALL BE STRONG-BOLT 2 WEDGE ANCHOR",A5 MANUFACTURED ) G 0 D ERECTION BOLT HOLES SHALL BE PROVIDED '�,, �p BY SIMPSON STRONG-TIE ANCHOR SYSTEMS. INSTALL IN STRICT ACCORDANCE WITH I.G.G.REPORT NO. ALL CELLS ARE TO BE SOLID GROUTED. ALL REINFORCEMENT SHALLAT ALL COLUMNS TO MEET OSHA REQUIREMENTS. ��% ' I�/-3/ BE IN PLACE PRIOR TO GROUTING AND ESR-3031 INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N.SUBSTITUTIONS PROPOSED BY SHALL BE HELD AT TOP,BOTTOM AND 112 BAR DIAMETERS(MAX)O.G.PER AGI 530,GROUT POURS SHALL NOT ,% ` zsss3 CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH I.G.G.REPORTS INDICATING EQUIVALENT OR GREATER EXCEED 5 FEET IN HEIGHT UNLESS A TEST PANEL IS CONSTRUCTED BY THE MASON AND APPROVED BY THE THE MANUFACTURER OF THE OPEN WEB STEEL JOISTS SHALL BEA MEMBER OF THE SJI AND SHALL FURNISH .� !. TO THE BUILDING OFFICIAL A CERTIFICATE INDICATING COMPLIANCE WITH IBC SECTION 2206 AND WHICH slo LOAD CAPACITIES.SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. STRUCTURAL ENGINEER.PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT FOR ALSO IDENTIFIES THE JOISTS DELIVERED FOR THIS SPECIFIC PROJECT. ALL GROUT POURS OVER 5 FEET IN HEIGHT.PROVIDE 11/2 IN.GROUT KEYS BETWEEN EACH POUR. 21. EXPANSION BOLTS INTO GROUT FILLED CMU SHALL BE "WEDGE-ALL",AS MANUFACTURED BY SIMPSON DETAILED DRAWINGS INDICATING CHORD AND WEB SIZES AND ALL CONNECTIONS SHALL BE SUBMITTED FOR STRONG-TIE ANCHOR SYSTEMS. INSTALL IN STRICT ACCORDANCE WITH I.C.G.REPORT NO.ESR-13q6o E INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N.SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL X= EACH JOIST TYPE TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO FABRICATION. BE SUBMITTED FOR REVIEW WITH I.G.G.REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 40. JOIST SUPPLIERS NOTE: THE JOIST CONFIGURATIONS, INCLUDING SPACING,DEPTH AND MEMBER SIZES = 0 34. STRUCTURAL STEEL DESIGN,FABRICATION,AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS c iS ca. a) OF THE A.I.S.C.SPECIFICATIONS AND GORES: SHOWN ON THE DRAWINGS, INDICATE THE DESIRED JOIST CONFIGURATIONS AND ARE TO BE COMPLIED WITH m 30. DRIVE PINS,SHOT PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE LOW VELOCITY TYPE WHEREVER POSSIBLE. IF A JOIST MANUFACTURER 15 UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED ¢ rn ,- FASTENERS A5 MANUFACTURED BY HILTI CORPORATION.WHEN CALLED FOR IN THE DRAWINGS,PROVIDE THEA. AISC-STEEL CONSTRUCTION MANUAL, 13TH EDITION WITH THE TRUSS CONFIGURATION INDICATED,THE MANUFACTURER 15 TO SUBMIT WRITTEN NOTICE TO THAT ._>Q ci FA coAFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR BID. o APPROPRIATE FASTENER A5 NOTED IN THE TABLE BELOW FOR EACH GIVEN APPLICATION. INSTALL IN B. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. v E N N STRICT ACCORDANCE WITH I.G.G.REPORTS NO.ESR-2261 FOR THE X-U FASTENERS AND ESR-2311 FOR THEN G. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. >IFA DIFFERENT SYSTEM 15 PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL FRAMING OR as X-CP FASTENERS.MINIMUM EMBEDMENT IN CONCRETE SHALL BE I"UNLESS OTHERWISE NOTED.MAINTAIN AT DETAILS,SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF THE OWNER,ARCHITECT,AND `~ w LEAST 3" TO NEAREST CONCRETE EDGE AND 4" CENTER TO CENTER SPACING.SUBSTITUTIONS PROPOSED BY 35. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH I.G.G.REPORTS INDICATING EQUIVALENT OR GREATER STRUCTURAL ENGINEER. LOAD CAPACITIES. TYPE OF MEMBER ASTM SPECIFICATION Fy IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND JOIST MANUFACTURER TO VERIFY THE WEIGHT I LTJ I ,I AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS. IT SHALL BE `�= FASTENER ALLOWABLE SHEAR ALLOWABLE TENSION A. WIDE FLANGE SHAPES A112 50 KSI APPLICATION TYPE CAPACITY(LBS) CAPACITY(LBS) B. ALL OTHER SHAPES ASS 36 KSI NOTED IN THE JOIST MANUFACTURER'S BID WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR G � MECHANICAL UNITS. C. PLATE A36 OR A512 36 K51 (MIN) LT.GAUGE STEEL-20 GA. X-U 21 PS 515 110 165 D. PIPE SECTIONS A53(TYPE E OR 5,GRADE B) 35 KSI JOIST SHOP DRAWINGS WILL NOT BE REVIEWED WITHOUT CALCULATIONS STAMPED BY A STRUCTURAL = (33 MILS) MIN. -TO E. STRUCTURAL TUBING(SQUARE OR RECTANGULAR) A500(GRADE B) 46 KSI ENGINEER LICENSED IN THE STATE OF WASHINGTON. Lv CONCRETE(2000 PSI MIN.) F. ANCHOR BOLTS F1554(GRADE 36)OR 36 KSI (EMBEDDED IN MASONRY OR CONCRETE) F1554(GRADE 55,SUPP.51) 55 K51 41. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C.AND A.W.S.STANDARDS AND SHALL BE , ��_ LT.GAUGE STEEL-43 $ 33 X-U 11 P8 TH 445 560 G. CONNECTION BOLTS A325-N 12 K51 PERFORMED BY W.A.B.O.CERTIFIED WELDERS USING E10 XX ELECTRODES.ONLY PREQUALIFIED WELDS(AS ' ' -- - MILS(18 $ 20 GA) TO (1/8"ROUND,UNLESS SHOWN OTHERWISE) DEFINED BY A.161.5.)SHALL BE USED.WELDING OF GRADE 60 REINFORCING BARS(IF REQUIRED)SHALL BE STRUCT.STEEL(3/16 MIN. H. HEADED SHEAR STUDS AIDS 41 KSI PERFORMED USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS(IF REQUIRED) T011/16" MAX) I. THREADED RODS A36 36 K51 SHALL BE PERFORMED USING E1OXX ELECTRODES. LT.GAUGE STEEL- 11,68 X-U 11 P8 TH 120 535 SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE SHALL NOT BE ALLOWED WITHOUT PRIOR APPROVAL OF SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS.WELDS SHOWN ON DRAWINGS ARE $ 54 MILS(12,14 $ IS THE ENGINEER.STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSIONED POINTS.ALL STEEL ANCHORS MINIMUM SIZES. INCREASE WELDS SIZE TO AWS MINIMUM SIZES BASED ON PLATE THICKNESS.MINIMUM WELDING GA) -TO STRUCT.STEEL AND TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED.ALL SHALL BE 3/16-INCH. THE WELDS SHOWN ARE FOR THE FINAL CONNECTIONS.FIELD WELD ARROWS ARE SHOWN (3/16" MIN.T011/16" MAX) STEEL TO BE FIREPROOFED SHALL BE LEFT UNPAINTED.ALL OTHER STEEL SHALL HAVE ONE COAT OF WHERE A FIELD WELD 15 REQUIRED BY THE STRUCTURAL DESIGN,THE CONTRACTOR 15 RESPONSIBLE FOR APPROVED SHOP PAINT. DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE THE STRUCTURAL LT.GAUGE STEEL -ALL GA. X-U 11 PS TH 350 315 STEEL DELIVERY AND ERECTION. -TO STRUCT.STEEL(3/4" STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO WEATHER OR EARTH SHALL BE HOT-DIPPED him!I AND GREATER) GALVANIZED AFTER FABRICATION IN COMPLIANCE WITH ASTM A123.GALVANIZE BOLTS AND SIMILAR 42. METAL FLOOR AND ROOF DECKING--PROVIDE SIZE,TYPE,GAUGE,AND ATTACHMENT TO THE IIIIIIIIIIIIIIIIM THREADED FASTENERS EXPOSED TO WEATHER OR EARTH IN ACCORDANCE WITH ASTM A153.ALL FIELD SUPPORTING STRUCTURE AS SHOWN ON THE PLANS.ALTERNATES MUST BE CONNECTED ACCORDING TO LT.GAUGE STEEL -20 GA. X-U 32 P8 515 220 225 WELDS EXPOSED TO WEATHER OR EARTH SHALL BE COATED WITH BRUSH APPLIED ZINC RICH PAINT PUBLISHED I.G.C.CRITERIA FOR DIAPHRAGM SHEARS SHOWN.PROVIDE SHORING WHERE REQUIRED PER (33 MILS) MIN. -TO COMPLYING WITH ASTM AlSO(GALVACON OR EQUIVALENT). MANUFACTURER'S PUBLISHED CRITERIA.ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL QUANTUM GROUTED CMU DECK INSTITUTE. A MINIMUM OF TWO BOLTS ARE REQUIRED FOR ALL CONNECTIONS.ALTERNATE CONNECTIONS TO THOSE CONSULTING ENGINEERS 31. EPDXY-GROUTED ITEMS(THREADED RODS OR REINFORCING BAR) INTO CONCRETE SHALL BE SHOWN ON THESE DRAWINGS WILL REQUIRE PRIOR APPROVAL OF THE ENGINEER. 43. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST IN PLACE CONCRETE INSTALLED USING "SET-XP"ADHESIVE ANCHOR A5 MANUFACTURED BY SIMPSON STRONG-TIE ANCHOR SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A108 AND SHALL BE WELDED IN 1511 THIRD AVENUE SYSTEMS. INSTALL IN STRICT ACCORDANCE WITH I.G.G.REPORT NO.ESR-2505, INCLUDING STANDARD ALL MEMBERS ARE TO BE ERECTED WITH THE NATURAL MILL CAMBER OR INDUCED CAMBER UP,UNLESS CONFORMANCE WITH A.W.S.REQUIREMENTS. SUITE 323 EMBEDMENT REQUIREMENTS U.O.N.SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR OTHERWISE NOTED ON THE DRAWINGS.BEAM CAMBER ON THE DRAWINGS 15 THE UPWARD CAMBER REQUIRED SEATTLE,WA 98101 REVIEW WITH I.G.G.REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES.SPECIAL INSPECTION IN THE BEAM A5 DELIVERED TO THE JOBSITE.CONTRACTOR TO CONSIDER CAMBER LOSS, IF ANY,DUE TEL 206.957.3900 OF INSTALLATION IS REQUIRED.RODS SHALL BE ASTM A36 UNLESS OTHERWISE NOTED. SHIPPING AND HANDLING. 44. DEFORMED BAR ANCHORS(DBA)SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING DIVISION, FAX 206.957.3901 TRW ASSEMBLIES AND FASTENERS GROUP(OR EQUIVALENT).ANCHORS SHALL BE MADE FROM COLD www.quantumce.com 32. EPDXY-GROUTED ITEMS(THREADED RODS OR RE I NFORC I NG BAR) INTO GROUT FILLED CMU SHALL BE THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT ROLLED,DEFORMED STEEL CONFORMING TO ASTM A416. INSTALLED USING "SET"ADHESIVE ANCHOR A5 MANUFACTURED BY SIMPSON STRONG-TIE ANCHOR SYSTEMS. INCLUDE,BUT ARE NOT LIMITED TO,ERECTION ANGLES,LIFT HOLES,AND OTHER AIDS,WELDING PROCEDURES, INSTALL IN STRICT ACCORDANCE WITH I.G.C.REPORT NO.ESR-1112, INCLUDING STANDARD EMBEDMENT REQUIRED ROOT OPENINGS,ROOT FACE DIMENSIONS,GROOVE ANGLES,BACKING BARS,COPES,SURFACE ' REQUIREMENTS U.O.N.SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ROUGHNESS VALUES AND UNEQUAL PARTS. }— I.C.G.REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES.SPECIAL INSPECTION OF 0 o cn LU INSTALLATION 15 REQUIRED.RODS SHALL BE ASTM A36 UNLESS OTHERWISE NOTED. 36. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE B> _, rn OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. o 0 z Z 31. ALL A-325 CONNECTION BOLTS SHALL BE INSTALLED TO THE SNUG-TIGHT CONDITION PER AISC ¢ ¢ SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS IN STRICT ACCORDANCE WITH o. (� Z THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS.ALL NUTS SHALL CONFORM TO ASTM A565. ALL —�, w 1 0 WASHERS SHALL CONFORM TO ASTM F436 OR ASTM F151 TYPE 325.ALL BOLT HOLES SHALL BE STANDARD a, c, <[ w N SIZE UNLESS OTHERWISE NOTED. •L Q aa) w i-: ' 38. ALL A-301 CONNECTION BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR 3 ® w w SELF-LOCKING NUTS.ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS OTHERWISE NOTED. �' 0/ (0w Z <t LL CD w 0 U,,' Drawing: a .5. S s1 . 1 L 6816 Evergreen Way— B1206-014 Job Number. 12104.01