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General Structural Notes Continued
<br /> THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS
<br /> MAS O N RY STRUCTURAL
<br /> ENGINEERING
<br /> 35. CONCRETE MASONRY UNIT. WALLS SHALL BE CONSTRUCTED OF 6RADE N, MEDIUM WEIGHT 44. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL I. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR ALL STUD WALLS NOT
<br /> UN I TS, CONFORM I N6 TO ASTM C90, LA I D I N A RUNN I NG BOND. MORTAR SHALL BE BE PERFORMED BY WABO CERT I F I ED WELDERS US I NG E70XX ELECTRODES. WELDERS SHOWN. EXTER I OR WALL STUDS SHALL BE M I N I MUM 20 GAUGE �33 M I LS� SPACED z�z4 Third Avenue-Suite�oo-Seattle,WA 9H121 �
<br /> TYPE °S" CONFORM I NG TO ASTM C270. GROUT SHALL CONFORM TO ASTM C476 AND SHALL BE WABO CERT I F I ED FOR THE WELDS BE I NG PERFORMED. ONLY PREQUAL I F I ED AT 16" 0. C. UNLESS I ND I CATED OTHERWI SE. TWO STUDS M I N I MUM SHALL BE P:z°6•443•6z�z ssfengineers.com
<br /> ATTAIN A MINIMUM COMPRESSIVE STREN6TH OF F' M, WITH A MINIMUM COMPRESSIVE WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO �
<br /> STRENGTH OF 2, 000 PS I, AT 28 DAYS. DES I GN F' M = 2000 PS I. GROOVE WELDS SHALL BE MADE W I TH A F I LLER MATER I AL THAT HAS A M I N I MUM CVN 800S 162-54 HEADERS SHALL BE PROV I DED OVER ALL OPEN I NGS NOT O�f HERWI SE Copyright 2017 Swenson Say Faget-All Rights Reserved
<br /> TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, NOTED. SOLID BLOCKING FOR MULTI-STUD OR STEEL COLUMNS SHALL BE PROVIDED
<br /> STRENGTH SHALL BE VERIFIED BY EITHER THE UNIT STRENGTH METHOD OR PRISM AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS FULL WIDTH
<br /> _ �. , _
<br /> TESTING IN ACCORDANCE WITH TMS-602/ACI-530. 1/ASCE-6 SECTION 1. 4. WHEN � �` BLOCKING AT MID-HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT. � J, s►
<br /> THE FOLLOWING WELDS ARE DESIGNATED DEMAND CRITICAL WELDS AND SHALL BE MADE 9
<br /> VERIFIED BY THE UNIT STRENGTH METHOD, MASONRY UNITS SHALL BE CHOSEN IN �w.���
<br /> WITH FILLER METALS MEETING THE REQUIREMENTS OF AWS D1. 8/D1. 8M CLAUSE 6. 3. J. ALL STUD WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING � ��
<br /> ACCORDANCE WITH TMS-602/ACI-530. 1/ASCE-6, TABLE 2. A. G R O O V E W E L D S �
<br /> BELOW WITH #8 SCREWS AT 24" O. C. OR ATTACHED TO CONCRETE WITN 0. 145" �
<br /> UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWIN6 REINFORCEMENT: B. WELDS AT COLUMN TO BASE PLATE CONNECTIONS. � DIAMETER DRIVE-PINS @ 24" O. C. UNLESS INDICATED OTHERWISE. INDIVIDUAL
<br /> C. BRACE OR GUSSET PLATE CONNECTIONS AT BEAM-TO-COLUMN CONNECTION. MEMBERS OF BUILT-UP POSTS SHALL BE WELDED TO EACH OTHER IN ACCORDANCE � e�, 300c �s
<br /> 4" WALLS 4@ 48" O. C. VERT. 3 16 DIA. WIRE JOINT REINF � " � WITH THE DETAILS. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR �� 1
<br /> # � 45. METAL FLOOR AND ROOF DECKING SHALL BE IN ACCORDANCE TO THE FOLLOWING: REQUIRED SHEATHING AND STRAP BRACING. WHEN NOT OTHERWISE NOTED, �`�I� �
<br /> AT 8" 0. C. HOR I Z. PROV I DE S I ZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORT I NG STRUCTURE AS
<br /> 6" WALLS #4 @ 48" 0. C. VERT. (2) #4 @ 48" 0. C. HOR I Z. PROV I DE GYPSUM WALLBOARD ON I NTER I OR SURFACES AND GYPSUM SHEATH I NG ON
<br /> 8" WALLS #5 @ 48" O. C. VERT. (2) #4 @ 48" O. C. HORIZ. SHOWN ON THE PLANS. ARC SEAM AND SPOT (PUDDLE) WELDS FOR FIELD ASSEMBLY OF EXTERIOR SURFACES SCREWED TO ALL STUDS, TOP AND BOTTOM TRACKS AND
<br /> METAL DECK SHALL BE MADE WITH MINIMUM E60XX ELECTRODES. DECK ALTERNATES BLOCKING WITH SCREWS AT 12" O. C. TRACK SECTIONS SHALL MATCH THE WALL �
<br /> 10" WALLS #5 @ 40" 0. C. VERT. (2) #5 @ 48" 0. C. HOR I Z. MUST BE CONNECTED ACCORD I NG TO PUBL I SHED I CC-ES CR I TER I A FOR D I APHRAGM STUD 6AUGE, BE UN-PUNCHED AND HAVE AT LEAST 1-1/4" FLANGES. oRAwN. RWG y
<br /> 12" WALLS #5 @ 32" 0. C. VERT. (2) #5 @ 40" 0. C. HOR I Z. SHEARS SHOWN. PROV I DE TEMPORARY SHOR I NG WHERE REQU I RED PER MANUFACTURER' S
<br /> PUBLISHED CRITERIA. K. BRIDGING AND BRACING IS TO BE INSTALLED AT ALL COLD FORMED STEEL DESIGN:
<br /> I N ADD I T I ON, PROV I DE ( 1) #5 (#4 @ 6" AND 4" WALLS) VERT. AT EACH S I DE OF DVM
<br /> OPENINGS, AT WALL CORNERS AND INTERSECTIONS AND AT FREE ENDS OF WALLS AND A. NON-COMPOSITE STEEL FLOOR DECKS SHALL BE DESIGNED AND CONSTRUCTED IN BEARING WALLS. BRIDGING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE CHECKED:
<br /> „ STRUCTURAL PLANS, OR THE CONTRACTOR SHALL EMPLOY A PROFESSIONAL DVM
<br /> (2) #4 (#4 @ 4 WALLS) HORIZ. AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS ACCORDANCE WITH ANSI/SDI-NC1. 0. ENGINEER REGISTERED IN THE STATE OF WASHINGTON TO DESIGN AN ALTERNATE
<br /> OF WALLS AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL REINFORCEMENT B. STEEL ROOF DECK SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH APPROVED:
<br /> BRACING SYSTEM. IF AN ALTERNATE BRACING SYSTEM IS USED, THE CONTRACTOR DJS
<br /> SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT AROUND OPENINGS 2' -0" ANSI/SDI-RD1. 0. SHALL SUBMIT STAMPED DRAWINGS AND CALCULATIONS TO THE ENGINEER OF
<br /> BEYOND FACE OF OPENING. IF 2' -0" IS UNAVAILABLE EXTEND AS FAR AS POSSIBLE C. COMPOSITE SLABS ON STEEL DECKS SHALL BE DESIGNED AND CONSTRUCTED IN RECORD, WHICH DEMONSTRATES THAT THE BRACING SYSTEM WAS DESIGNED TO
<br /> AND HOOK. PROVIDE CORNER BARS TO LAP HORIZONTAL REINFORCING AT CORNERS ACCORDANCE WITH SDI-C. PROVIDE PERMANENT WEAK AXIS BRACING OF THE STUDS UNDER CODE PRESCRIBED
<br /> AND INTERSECTIONS. LAP ALL REINFORCING STEEL 48 BAR DIAMETERS OR 24" LOADS. DOCUMENTATION SHALL BE SUBMITTED FOR REVIEW PRIOR TO
<br /> MINIMUM. 46. COLD-FORMED STEEL FRAMING NOTES--THE FOLLOWING APPLY UNLESS OTHERWISE CONSTRUCTION.
<br /> SHOWN ON THE PLANS: '
<br /> FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS 47. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST-IN-PLACE
<br /> BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS A. COLD FORMED STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON CONCRETE SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A-29, AND —
<br /> CONTA I N I NG RE I NFORCEMENT FOR ALL GROUT POURS OVER 5 FEET I N HE I GHT. UN I TS A I S I S 100-12, "NORTH AMER I CAN SPEC I F I CAT I ON FOR THE DES I GN OF A-108 AND SHALL BE WELDED I N CONFORMANCE W I TH A. W. S. D 1. 1. REvisiorvs:
<br /> MAY BE LAID TO THE FULL HEI6HT OF THE GROUT POUR AND GROUT SHALL BE PLACED COLD-FORMED STEEL STRUCTURAL MEMBERS, AND ON THE 2012 NORTH AMERICAN � Foundation only
<br /> IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 5 FEET. ALL PREPARATION STANDARDS FOR COLD FORMED STEEL FRAMING, INCLUSIVE. 2 PermitComments 7/11/2017
<br /> AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE INTERNATIONAL Building Permit �
<br /> BUILDING CODE AND TMS602/ACI530. 1/ASCE 6. B. THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL � Comments 7/11/2017
<br /> FABRICATION AND ERECTION ACTIVITY THROU6H THE USE OF AN INDEPENDENT
<br /> REINFORCING STEEL SHALL CONFORM TO ASTM A615 ( INCLUDING SUPPLEMENT S1), TESTING AGENCY AND/OR A QUALIFIED REPRESENTATIVE OF THE STEEL
<br /> GRADE 60, FY = 60, 000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL CERTIFICATION FROM THE
<br /> THE DRAWINGS SHALL BE GRADE 40, FY = 40, 000 PSI. GAUGE STEEL MANUFACTURER OR SHALL SUBMIT TENSILE TESTS AND .
<br /> GALVANIZATION TESTS TO THE ENGINEER OF RECORD TO VERIFY THE ADEQUACY OF
<br /> STEEL THE GAUGE MATERIALS.
<br /> C. COLD-FORMED STEEL FRAMING MEMBERS INDICATED ON PLAN SHALL BE IN
<br /> 36. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: ACCORDANCE WITH THE "2015 IBC-SSMA PRODUCT TECHNICAL GUIDE" PUBLISHED �
<br /> BY THE STEEL STUD MANUFACTURERS ASSOCIATION, AND SHALL COMPLY WITH DPD: :
<br /> A. AISC 360 AND SECTION 2205. 2 OF THE INTERNATIONAL BUILDING CODE. ICC-ES REPORT ESR-3064P.
<br /> B. APRIL 14, 2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
<br /> BRIDGES AMENDED AS FOLLOWS: AS NOTEO IN THE CONTRACT DOCUMENTS, BY THE DESIGNATION: 600 S 200 - 54
<br /> DELETION OF PARAGRAPH 4. 4. 1, AND REVISE REFERENCE FROM "STRUCTURAL DEPTH MEMBER FLRNGE MATERIAL
<br /> DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3. 1. STYLE WIDTH THICKNESS(MILS)
<br /> C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM F3125 GRADE A325 OR D. MATERIAL: •
<br /> GRADE A490 BOLTS.
<br /> METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS
<br /> 37. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: FOLLOWS:
<br /> TYPE OF MEMBER ASTM SPECIFICATION FY ASTM A653, GRADE 50 FY = 50 KSI 12, 14, AND 16 GAUGE
<br /> ASTM A653, GRADE 33 FY = 33 KSI 18 AND 20 GAUGE �
<br /> A. WIDE FLANGE SHAPES A992 50 KSI
<br /> B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI WHERE NOTED, PAINTED STUDS SHALL CONFORM T0: ASTM A570, GRADE E,
<br /> C. OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI FY=KSI. ALL 8 AND 10 6AGE MATERIAL SHALL CONFORM T0: ASTM A36, FY=36
<br /> (NOTED GRADE 50 ON PLANS) KSI
<br /> D. PIPE COLUMNS A53 (E OR S, GR. B) 35 KSI E. THE DESIGN OF INTERIOR COLD FORMED STEEL NON-BEARING WALLS, SOFFITS, � '
<br /> E. STRUCTURAL TUB I NG A500 (GR. B) OR ASTM A 1085 PROJECT TITLE:
<br /> -SQUARE OR RECTAN�ULAR 46 KSI CEILINGS AND OTHER MISCELLANEOUS FRAMING AND CONNECTIONS TO STRUCTURE
<br /> -ROUND 42 KSI SHAL� BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL CONFORM TO THE CH C BSB
<br /> F. CONNECTION BOLTS F3125 GRADE A325-N REQUIREMENTS OF THE ARCHITECTURAL DRAWINGS. DESIGN AND DETAILING SHALL
<br /> (3/4" ROUND, UNLESS SHOWN OTHERWISE) BE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER REGISTERED IN THE BSB CE NTER
<br /> STATE OF WASHINGTON AND STAMPED DRAWINGS AND CALCULATIONS SHALL BE
<br /> SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION. 4205 Rucker Avenue .
<br /> 38. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED Everett, WA 98203
<br /> SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL F. ACCESSORIES SHALL BE OF THE TYPE, SIZE, AND SPACING SHOWN ON THE
<br /> PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, FY = 35 KSI. DRAWINGS OF A MINIMUM 16 GAUGE MATERIAL UNLESS OTHERWISE SPECIFIED.
<br /> STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 42 KSI FASTENING OF COMPONENTS SHALL BE BY WELDIN� OR SCREWING OR BY OTHER
<br /> (ROUND), FY = 46 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL MEANS OF FASTENING AS INDICATED ON THE DRAWINGS. PROVIDE MISCELLANEOUS —
<br /> CONFORM TO ASTM A307. CLIP ANGLES, LEDGERS, AND ACCESSORIES OF A MINIMUM 16 GAUGE OR THE ARCHITECT: .
<br /> THICKNESS OF THE MATERIAL BEING FASTENED, WHICHEVER IS GREATER, FOR AWI
<br /> 39. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF CONNECTIONS AND BEARING CONDITIONS NOT OTHERWISE NOTED IN THE DRAWINGS.
<br /> THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE ArChiteCtu ral Werks, In c.
<br /> 40. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CONNECTION: WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS 11416 98th Ave N E, Suite 200
<br /> SHALL BE TOUCHED UP WI TH A Z I NC-R I CH PA I NT. Kirkland, WA 98033
<br /> CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT PH 425 823 2244 �
<br /> SYSTEM, UNLESS OTHERWISE NOTED. G. SCREWS: ALL SCREWS (REFERRED TO AS TEK) SHALL BE SELF-TAPPING
<br /> 41. SHOP PRIME ALL STEEL EXCEPT: SELF-DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY HILTI
<br /> KWIK-FLEX ( ICC-ES ESR-2196), OR APPROVED EQUAL. THE MINIMUM SCREW
<br /> �
<br /> A. STEEL ENCASED IN CONCRETE. SIZE/TYPE/POINT SHALL BE #8-18 (#2 POINT) OR #10-16 (#2 POINT) FOR issuE:
<br /> B. SURFACES TO BE WELDED. USE IN 20 GAUGE THROU6H 16 GAUGE, AND #10-16 {#3 POINT) OR #12-14 (#2 •
<br /> C. CONTACT SURFACES AT HIGH-STRENGTH BOLTS. OR #3 POINT) FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. SCREWS B u ild i n g Pe r m it
<br /> D. MEMBERS TO BE GALVANIZED. FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A
<br /> E. MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. POSITIVE SHEATHING-TO-METAL CONNECTION. ALL SCREW CONNECTIONS SHALL BE �
<br /> F. SURFACES TO RECE I VE SPRAYED F I REPROOF I NG. MADE FROM THE L I GHTER MATER I AL I NTO THE HEAV I ER MATER I AL UNLESS NOTED SHEET TITLE:
<br /> G. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. OTHERWISE. SCREWS SHALL HAVE A MINIMIJM PROJECTION OF 3 THREADS THROUGH
<br /> THE LAST MATERIAL JOINED AND SHALL HAVE MINIMUM EDGE DISTANCES AND G e n e ral .
<br /> 42. ALL ASTM F3125 A325-N CONNECT I ON BOLTS NEED ONLY BE T I GHTENED TO A SNUG CENTER-TO-CENTER SPAC I NG OF 1-1/2 AND 3 SCREW D I AMETERS, RESPECT I VELY. Stru ctu ra I N otes
<br /> TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A ALL SCREWS SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A
<br /> JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN CORROSIVE-RESISTANT COATING. THE SCREW MANUFACTURER SHALL PROVIDE C o n tin u e d
<br /> IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTLEMENT, S�
<br /> WRENCH. UPON REQUEST.
<br /> 43. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR H. WELDING OF COLD-FORMED METAL FRAMING SHALL CONFORM TO AWS D1. 3 AND DATE:
<br /> A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE SHALL BE PERFORMED BY WABO CERTIFIED WELDERS QUALIFIED TO PRODUCE THE May 4, 2017
<br /> EMBEDDED END. SPEC I F I ED CLASSES OF WELD. PROJECT N0:
<br /> 11221-2017-01
<br /> SHEET N0:
<br /> •
<br /> NO: OF SHEETS: ,
<br />
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