2721 WETMORE AVE 2019 MARQUEE APARTMENTS Plans 2022-12-02 (2)

rn N , . � 04501 MASONRY VENEER ANCHORED TO MASONRY BACKING 05400 COLD FORMED METAL FRAMING 06100 ROUGH FRAMING : , v �6300 FRAMING NOTES LIGHT GAGE STEEL FRAMING MEMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUFiEAU (WCLIB) � Al-1-ACH VENEER TO MASONRY BACKING WITH WIRE ANCHORS,ADJUSTABLE ANCHORS OR JOINT °GFiADWG AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND ❑ AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD w FRAMING CONNECTORS,ACCESSORIES,AND FASTENERS AS NOTED IN THE PLANS AND DETAILS REINFORCEMENT. MAINTAIN A 4�/2" MAXIMUM DISTANCE BETWEEN THE INSIDE FACE OF THE SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE OR HILTI. EQUIVALFNT HARDWARE MAY VENEER AND TFiE OUTSIDE FACE OF THE MASONRY BACKING. MAINTAIN A MINIMUM 1 INCH AIR FORMED STEEL STFiUCTURAL MEMBERS". MATERIALS SHALL CONFORM TO THE FOLLOWING: w WEATHER AND PROVIDE FURTHER DRYING OF ASSEMBLED FFiAMING TO MINIMIZE WOOD ' v BE USED WITH PRIOR APPROVED BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER SPACE. FOR ADJUSTABLE TWO-PIECE ANCHORS,WIRE ANCHORS OF SIZE W1.7,AND 22 GAGE GAGE ASTM DES MINFY SHRINKAGE POTENTIAL. ALL LUMBEFi EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE CJ o ' W MANUFACTURERS'SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, CORRUGATED SHEET-METAL ANCHORS, PROVIDE AT LEAST ONE ANCHOR FOR EACH 2.0 SQUARE � o0 � 0.0179" (25 GA.) TO 0.0451"(18 GA.) ASTM A653 SS GRADE 33 33 KSI d OR MASONFiY SHALL BE PRESERVATIVE TREATED U.N.O. PER P N. MBER PE I , Q PLACE NALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE SOLID BLOCKING AT FEET OF WALL AFiEA. FOR OTHER ANCHORS PROVIDE AT LEAST ONE ANCHOR FOR EACH 2.625 AND PROPERTIES FOR EACH USE/I OCATION SHALL BE AS FOLLOWS U.N.O. PER PLAN/SCHEDULE: ¢ ALL BEARING POINTS. SEE SECTION 6100 FOR FASTENER REQUIREMENTS AT TREATED LUMBER. SQUAFiE FEET OF WALL AREA. SPACE ANCHOFiS A MAXIMUM OF 32 IN. HORIZONTALLY AND 18 IN. 0.0538" (16 GA.)TO 0.1180" (12 GA.) ASTM A653 SS GRADE 50 50 KSI � � TYPICAL NAILING NOT SHOV�JN PER PLAN, DETAIL, OFi SCHEDULE SHALL CONFORM TO FASTENING VERTICALLY. PROVIDE ADDITIONAL ANCHORS AROUND OPENINGS LARGER THAN 16 IN. IN EITHER SIZE SPECIES Fb Fv Fcp Fc E �� � SCHEDULE PER IBC TABLE 2304,9.1. DIMENSION. SPACE ANCHORS AROUND PERIMETER OF OPENING AT A MAXIMUM OF 3 FEET ON ALL MEMBERS SHALL BE GALVANIZED.ALL MEMBERS SHALL BE STAMPED WITH ICBO � cn � �.° Y CENTER. PLACE ANCHORS WITHIN 12 IN. OF OPENWGS. GRADE (PSI) (PSI) (PSI) (PSI) (PSI) v EVALUATION NUMBER, BASE METAL THICKNESS,AND YIELD STRENGTH. SIZE, SHAPE,AND � N o m NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 2X,3X,4X DOUG FlR-LARCH N0.2 900 180 625 1350 1.6E6 � � Fo��ows: 04502 MASONRY VENEER ANCHORED TO CONCRETE BACKING GAGE SHALL BE AS INDICATED ON THE PLANS. SECTION DESIGNATIONS, SECTION � � � ;4. � P R O P E R T I E S, E T C.A F i E A S S E T F O R T H I N T H E S T E E L S T U D M A N U F A C T U R E F i S A S S O C I A T I O N 6 X D O U G F I R-L A R C H N 0.1 1 2 0 0 1 7 0 6 2 5 1 0 0 0 1.6 E 6 .� � � NAIL SIZE DIAMETER LENGTH ANCHORED MASONFiY VENEER SHALL BE ATTACHED TO BASE WITH ADJUSTABLE TWO PIECE (SSMA) "PRODUCT TECHNICAL INFORMATION"AND NOTED SUCH AS (600S162-54): �cn � o i ' � 8d 0.131" 2.5" ANCHORS.PROVIDE AT LEAST ONE ANCHOR FOR EACH 2 SQUARE FEET OF WALL AREA. PLACE FIRE RETARDANT TREATED (FRT)IS REQUIRED FOR ALL WOOD MATERIAL AT THE EXTERIOR WALLS. � , � ANCHORS NO MORE THAN 32 INCHES HORIZONTALLY OR 18 INCHES VERTICALLY. PROVIDE 600 DEPTH (1/100 INCH) TNIS INCLUDES THE STUDS, PLATES, BEAMS, HEADERS,AND THE SHEATHING. STRENGTH � ° � W 10d 0.148" 3.0" ADJUSTMENT FACTORS FOR FRT WOOD OBTAINED FROM THE MANUFACTURER MUST BE EQUAL (� "� ?��, � �� A D D I T I O N A L A N C H O F i S A R O U N D O P E N I N G S L A R G E R T H A N 1 6 l N C H E S I N E I T H E R D I R E C T I O N. S STYLE: S-STUQ OR JOIST,T-TRACK, U-CHANNEL, F-FURRING CHANNEL � � �, Q 12 d 0.148 3.25 TO OR GREATER THAN 0.8.ALL FRT WOOD MUST COMPLY WITH IBC SECTION 2303.2 AND LABELED � � �.__ °' 16d 0.162" 3.5" SPACE ANCHOFiS AROUND PERIMETER OF OPENING AT A MAXIMUM OF 3 FEET ON CENTER AND 162 FLANGE WIDTH (1/100 INCH) PER 23032.4. REFER TO ARCHITECTURAL DRAWINGS MORE ADDITIONAL DETAILS ABOUT FRT '''� � � �' � PLACE WITHIN 12 WCHES OF OPENING. PROVIDE W1.7 WIRE JOINT REINFORCEMENT AT A 54 MATERIAL THICKNESS MILS. 1 MIL = 1/1000 INCHES � � `�'�' ^ � � � LUMBER. � �- � � UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS,ANCHOR BOLTS AT SILL MAXIMUM SPACING OF 16 INCHES ON CENTER PER ACI 530, SECTION 6.2. � o � � z PLATES SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES MINIMUM EMBEDMENT INTO CONCRETE FASTENING OF COMPONENTS SHALL BE WITH SELF DRILLING SCREWS OR WELDING.WELDING � � N � � AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO 04503 MASONRY VENEER ANCHORED TO WO�D BACKING OF COLD FORMED METAL FRAMING SHALL BE IN ACCORDANCE WITH AWS D1.4. SCREWS � BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES NOR LESS THAN 4.5 �� SHALL MEET THE REQUIREMENTS OF AISI SPECIFICATION E4,AND SHALLBE ICBO CERTIFIED 0 6 8 0 0 S T R U C T U R A L C O M P O S I T E L U M�E R S C L � �' � `�� `�� ' INCNES FROM EACN END OF THE PIECE.A 3°X3"X1/4"PLATE WASHER SHALL BE PROVIDED FOR ANCHORED MASONRY VENEER SHALL BE IN ACCORDANCE WITH ACI 530-13/ASCE 5-13/TMS � � �'�`2 ��; ALL ANCHOR BOLTS (COUNTERSUNK PLATE WASHERS SHALL NOT BE ALLOWED). 402-13. DESIGN OF ANCHORED VENEER SHALL MEET THE REQUIREMENTS OF ACI 530-05 FOR THE FOLLOWWG LOADS: �� s��4�L��, STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ALL PERTINENT PROVISIONS OF ASTM � SECTION 6.1.5 AND SHALL COMPLY WITH THE PRESCRIPTNE FiEQUIREMENST OF ACI 530-13 D5456 AND SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS MANUFACTURED BY '� � '�" ��`��' #8 SCREW(0.164"DIA.) #10 SCREW(0.190"DIA.) �,�-��' ��-��`£��`��: SECTION 6.2.2 � ILEVEL TRUS JOIST OR APPROVED EQUAL. STORAGE, ERECTION,AND INSTALLATION SHALL BE ��,�� x"_ � r-� ;��,�� MILS INCHES GAGE SHEAR (LBS.) PULLOUT(LBS.) SHEAR (LBS.) PULLOUT PER MANUFACTUFiER SPECIFICATIONS. ALL MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED 06500 WOOD SHEATHING 05100 STRUCTURAL STEEL ��BS�� HOLES WITHOUT PRIOFi ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS SHALL BE N � SUBMI�ED PER THE FiEQUIREMENTS OF SECTION 1005. ALLOWABLE DESIGN MATERIAL STRUCTURAL WOOD SHEATNING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 18 0.0188 25 66 39 -- -- � ��'�? N DESIGN, FABFiICATION,AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE PROPERTIES SHALL BE AS FOLLOWS (ALL UNITS ARE IN PSI): � � ` (r � AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH 33 0.0346 20 164 72 177 84 r� 2�t, r EXTERIOR GLUE (CDX . ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION"AISC � `��r��,"' p ) 4 3 0.0 4 5 1 1 8 2 4 4 9 4 2 6 3 1 0 9 O F i I E N T A T I O N F b Fv Fc(perp) Fc E `� � � <- � , 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS". MATERIALS SHALL BE IN � `� - �� SHALL HAVE THE FOLLOWING Tf-IICKNESS, SPAN RATING,AND FASTENING UNLESS NOTED ACCORDANCE WITH THE FOLLOWING UNO: 54 O.Q566 16 344 118 370 137 TIMBERSTRAND LAMINATED STRAND LUMBER (LSL) �� : � � `� � : OTHERWIS�PER PLAN: � �� ro � � �� 68 0.0713 14 -- -- 523 173 COLUMN 1700 400 680 1400 1,300,000 ��, �, ; �°�� STRUCTURAL W SHAPES ASTM A-992 Fy = 50 KSI g7 0.1017 12 -- -- 523 173 PLANK 1900 150 435 1400 1,300,000 " *-�� EDGE FIELD � <� S, M,AND C SHAPES ASTM A-36 Fy = 36 KSI BEAM 2325 310 800 2050 1,550,000 6' `If� , '' ROOF: 23/32°APA RATED 8d AT 6° 8d AT 12�� 05800 SLRS - STEEL CONNECTIONS, JOINTS AND FASTENERS �� `��s "� � STURD-I-FLOOR OSB 40/20 STEEL ANGLES ASTM A-36 Fy = 36 KSI RIM 2325 310 800 2050 1,550,000 T&G PLATE MATERIAL ASTM A-36 Fy = 36 KSI CONNECTIONS, JOISTS AND FASTENERS THAT ARE PART OF THE SEISMIC LOAD RESISTING MICROLLAM LAMINATED VENEER LUMBER (LVL) FLOOR 23/32"APA RATED 10d AT 6" 10d AT 12" STRUCTURAL PIPE ASTM A-53 GRADE B Fy = 36 KSI SYSTEM (SLRS)AS INDICATED W THE CONSTRUCTION DOCUMENTS SHALL COMPLY WITH AISC BEAM 2600 285 2510 2510 1,900,000 �-�---m--�--- STURD-I-FLOOR OSB 40/20 STRUCUTRAL HSS ASTM A-500 GRADE B Fy = 46 KSI 360-10 SPECIFICATION CHAPTER J AND WITH THE ADDITIONAL REQUIREMENTS BELOW. PARALLAM PARALLEL STRAND LUMBEFi (PSL) _ ' L T&G STEEL BOLTED JOINTS COLUMN 2400 NA NA 2500 1,800,000 u� o . HEADED STUDS ASTM A-108 EXTERIOR WALLS: 15/32"APA RATED 10d AT 6" 10d AT 12" ALL BOLTS SHALL BE PRETENSIONED HIGH STRENGTH BOLTS AND SHALL MEET THE BEAM 2900 290 750 2900 2,000,000 Q °' c�•i : HIGH STRENGTH BOLTS ASTM A-325N BEARING TYPE (SNUG TIGHT) TYP. UNO �EQUIREP�IENTS FOR SLIP-CRITICAL FAYING SURFACES IN ACCORDANCE WITH AISC 360-10 � N o S HEARWALLS: 1 5/32"APA RATED (SEE S12 0) FiE: PLAN AND RE: PLAN AND SCHED. A S T M A-3 2 5 S C A T S E I S M i C L O A D R E S I S T I N G S Y S T E M � SCHED. (IE:DRAG STRUTS ETC.) SPECIFICATION SECTION J3.8 WITH A CLASS A SURFACE. 06900 PREFABRICATED WOOD I-.JOIST � o ` FIRE�ETARDANT TREATED (FRT) SHEATHING SHALL BE USED AT EXTERIOR WALLS. FRT THE FAYING SURFACES FOR END PLATE MOMENT CONNECTIONS ARE PERMITTED TO BE SHEATHING OBTAINED FROM THE MANUFACTURER SHALL HAVE THE DESIGN SHEAR VALUE ANCHOR RODS ASTM F1554 Gr.36 Fy = 36 KSI COATED WITH COATINGS NOT TESTED FOR SLIP RESISTANCE OFi WITH COATINGS WITH A PREFABRICATED WOOD I-JOIST SHALL CONFORM TO ALL PERTINENT PROVISIONS OF ASTM D ADJUSTMENT FACTOR OF 0.8 OR GREATER. .ALL ROOF SHEATHING PANELS SHALL BE INSTALLFD WOOD CONNECTION BOLTS ASTM A-307 GRADE A SLIP COEFFICIENT LESS THAN THAT OF A CLASS A FAYING SURFACE. 5055 AND BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS MANUFACTURED BY ILEVEL TRUS FACE GRAIN PERPENDICULAR TO SUPPORTS ANQ IN A STAGGERED PATTERN UNLESS NOTED JOIST OR APPROVED EQUAL. STORAGE, ERECTION,AND INSTALLATION SHALL BE PER OTHERWIS=PER PLAN. BLOCKING AT INTERMEDIATE FLOOFi AND Fi00F SHEATHING JOINTS BOLTS SHALL BE INSTALLED IN STANDARD HOLES OR IN SHORT-SLOTTED HOLES MANUFACTURER SPECIFICATIONS. JOIST FLANGES SHALL NOT BE CUT. DRILLED HOLES IN WEB SHALL NOT BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL WELDING ELECTRODES E7018CVN 70'# @-20 40'# @ 70 DEG.F. PERPENDICULAR TO THE APPLIED LOAD. FOR BRACE DIAGONALS, OVERSIZE HOLES SHALL SHALL BE PER MANUFACTURER REQUIREMENTS. SHOP DRAWINGS SMALL BE SUBMITTED PER BE BLOC�ED AT ALL FDGES WITH 2X OR 3X FRAMING PFR SHEARWALL SCHEDULE. DEG. F. BE PERMITTED WHEN THE CONNECTION IS DESIGNED AS A SLIP CRITICAL JOINT AND THE THE REQUIREMENTS OF SECTION 1005. DESIGN LOADING AND DEFLECTION CRITERIA SHALL BE � � OVERSIZED HOLE IS IN ONE PLY ONLY. ALTERNATE HOLE TYPES AS SPECIFIED PER AISC DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE 358-10 "PREQUALLIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT AS FOLLOWS: � � '� WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION "AISC FRAMES FOR SEISMIC APPLICATIONS'ARE ACCEPTABLE AS NOTED IN THE CONSTRUCTION TOP CNORD LNE LOAD SEE LIVE LOADS IN SECTION 1003 � w ' L' � 06700 STRUCTURAL GLUED LAMINATED TIMBER 360-10 SPECtFICATION FQR STRUCTURAL STEEL BUILDINGS". MATERIALS SHALL BE IN DOCUMENTS. � z U � ACCORDANCE WITH THE FOLLOWING UNO: TOP CHORD DEAD LOAD 12 PSF p GLU�D LP,MINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTfON DEMAND CRITICAL WELDS BO�OM CHORD DEAD LOAD 0 PSF Q � ' (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER ALL WELDING SHALL CONFORM TO THE AWS D1-1 "STRUCTURAL WELDING CODE"AND AISC WHERE WELDS ARE SPECIFIED AS DEMAND CRITICAL WELDS (DCW) WITHIN THE LIVE LOAD DEFLECTION L/480 z APPLIED IMMEDIATE�Y AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE 341-10 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"APPENDIX W, ALL CONSTRUCTION DOCUMENTS THEY SHALL BE MADE WITH A FILLER METAL CAPABLE OF o m - SUBMITTED PER THE REQUIREMENTS OF SECTION 1005. DESIGN MATERIAL PROPERTIES SNALL BE WELDING SHALL BE PFRFORMED 8Y A WASHINGTON ASSOCIATION OF BUILDING OFFICIA�S PROVIDING A MINIMUM CHARPY V-NOTCH (CVN)TOUGHNESS OF 20 FT-I B AT-20° F AS 06910 SHRINKAGE OF WOOD FRAMING � � AS FOLLOWS: (WABO)AND AMERICAN WELDING SOCIETY(AWS) CEFiTIFIED WELDERS. RLL COMPLETE DETERMWED BY THE APPROPRIATE AWS CLASSIFICATION TEST MEATHOD OR � � PENETRATION (CP) WELDS SHALL BE ULTRASONICALLY TESTED. ALL FILLET WELDS SHALL MANUFACTUFiER CERTIFICATION,AND 40 FT-LB AT 70° F AS DETEFiMINED BY AISC 341-10 SHRINKAGE IN WOOD FRAMING IS DUE TO�OSS OF MOISTURE CONTENT AND TO COMPRESSION USE COMBINATION SYMBOL SPECIES BE VISUALLY INSPECTED RE: S1.04. APPENDIX X OR OTHER APPROVED MEATHOD,WHEN THE STEEL FRAME IS NORMALLY OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL,AND MECHANICAL SYSTEMS ° SIMPLE SPAN BEAM 24F-V4 DF/DF STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO WEATHER SHALL BE HOT DIPPED ENCLOSED AND MAINTAINED AT A TEMPERATURE OF 50° F OR HIGHER. AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH � Q W GALVANIZED AFTEFi FABFiICATION IN COMPLIANCE WITH ASTM A-123. ALL FIELD WELDS PER FLOOR WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING CONTINUOUS BEAM 24F-V8 DF/DF EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED ZINC-RICH PAINT SMAW ELECTRODES CLASSIFIED IN AWS A5.1 AS E7018 OR E7018-X, SMAW ELECTRODES PROCESS TO THE FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL CANTI�EVER BEAM 24F-V8 DF/DF COMPLYING WITH ASTM A-780. CLASSIFIED IN AWS A5.5 AS E7018-C3L OR E8018-C3,AND GMAW SOLID ELECTRODES ARE BUT WILL NOT ELIMINATE SHRWKAGE. W � a, " EXEMPTED FROM PRODUCTION LOT TESTING WHEN THE CVN TOUGHNESS OF THE F- o o ' ALL STFiUCTURAL STEEL TO RECEIVE ONE SHOP COAT OF PAINT(PRIME COA�. PROVIDE A � Q N �' `° UNEXPOSED GLUED LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED ELECTRODE EQUALS OR EXCEEDS 20FT-LB AT A TEMPERATURE NOT EXCEEDING-20° F AS � s w 0 0 � • MINIMUM FRY-FILM THICKNESS OF ONE MIL. PREPARE SURFACE TO MEET REQUIREMENTS DETERMINED BYAWS CLASSIFICATION TEST MEATHODS. THE MANUFACTURER'S 06920 STRUCTURAL FINGER JOINTED LUMBER �o � � � N o o � o OTNERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER... OF SSPC-SP2. TOUCHUPS OF ABRASIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR. � � r o c� o m CERTIFICATE OF COMPLIANCE SHALL BE CONSIDEREQ SUFFICIENT EV�DENCE OF MEETING cn UNO. THIS REQUIREMENT. STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMI�ED TO BE USED INTERCHANGEABLY � � � � � WITH SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER m C� p Q >.. JOINTED LUMBER SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE p z Q c� w o 0 o w ,_- � MINIMUM DCW AT MOMENT FRAMES: -� u� c� cn � �n o c� � o "PRODUCT STANDARD PS 20-99". LUMBER CLASSI�IED AS STUD USE ONLY SHALL BE LIMITED TO 06400 JOIST AND BEAM HANGERS 6�I OO PRESERVATIVE TREATED WOOD PRODUCTS DEMAND CRITICAL NJELDS SHALL BE PROVIDED AS A MINIMUM AT SPECIAL AND VERTICA�APPLICATIONS ONLY. LUMBER WITH CERTIFIED EXTERIOR JO�NTS IS NOT RESTRICTED INTERMEDIATE MOMENT FRAMES AT THE FOLLOWING CJP GROOVE WELDS: TO ANY TYPE OF LOADING. JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON PRESEFiVATIVE TREATED WOOD SHALL BE REQUIRED FOR: 1. WELDS OF BEAM FIANGES TO COLUMNS STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVED BY ENGINEER OF 2. WELDS OF SINGLE PLATE SHEAR CONNECTIONS TO COLUMNS RECORD. JOIST AND BEAM HANGEFiS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR... ALL WOOD THAT FOFiMS THE STRUCTURAL SUPPORT OF THE BUI�DING, BALCONIES PORCHES, 3. WELDS OF BEAM WEBS TO COLUMNS 08100 EPDXY A[�HESIVE ANCHORS OR SIMILAR PERMANENT BUILDING APPUFiTUENCES THAT ARE EXPOSED TO THE WEATHER 4. COLUMN SPLICE WELDS, INCLUDING COLUMN BASES - MEMBER SIZ� HANGERS WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG QR OTHER COVERING TO CONCRETE ti , PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN DEMAND CRITICAL WELDS AS A MINIMUM SHALL BE PROVIDED AT ORDINARY MOMENT EPDXY SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG-TIE SET-XP EPDXY ADHESIVE. i SAWN LUMBER "U"SERIES TO MATCH LUMBEFi SIZE MEMBEFiS. FRAMES PER ITEMS 1, 2,AND 3 ABOVE. ANCHOR ROD,THREADED ROD, OR REINFORCING DIAMETER AND EMBEDMENT PER PLAN. AS A I-JOISTS PER 6/S9.0 MINIMUM DCW AT ECCENTRICALLY BRACED FRAMES: MINIMUM PERIODIC SPECIAL INSPECT�ON IS REQUIRED PER SECTION 4.4 OF ESR-2508. GLB&SC�BEAMS PER 13/S9.0 ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1. CJP GROOVE WELDS BETWEEN LINK BEAMS AND COLUMNS MASONRY ' FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2, WELDS THAT JOIN THE WEB PLATE TO FLANGE PLATES IN BUILT UP EBF LINK BEAMS EPDXY SPEC�FIED IN THE DRAWINGS SHALL BE SIMPSON STRONG-TIE SET EPDXY ADHESIVE POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE 3. CJP GROOVE WELDS AT COLUMN SPLICES CONSISTING OF SET 1.7, SET22, SET56, SET-PAC OR SET-PAC-EZ CARTRIGE SYSTEMS. ANCHOR SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EAftTH. EXCEPT: ROD,THREADED ROD OR REINFORCING DIAMETER AND EMBEDMENT PER PLAN. OPTI-MESH PROTECTED ZONE PLASTIC SCREEN TUBES SHALL BE USED IN UN-GROUTED CONCRETE OR BRICK MASONRY 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ABOVE THE WHERE A"PROTECTED ZONE" IS SPECIFIED WITHIN THE CONSTRUCTION DOCUMENTS IT WALLS. STEEL SCREEN TUBES SHALL BE USED WITH UNREINFORCED BRICK MASONRY WALLS. SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. SHALL COMPLY WITH THE FOLLOWING: AS A MINIMUM PERIODIC SPECIAL INSPECTION IS REQUIRED PER SECTION 4.4 OF ESR-1772. 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHW THE BUILDING 1. WITHIN THE PROTECTED ZONE, DISCONTWUITIES CREATED BY FABRICATION OR 08200 EXPANSION ANCHORS PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES ERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS,AIR-ARC GOUGING AND � FROM EXPOSED GROUND AND SEPARATED THEFiEFROM BY AN IMPERVIOUS MOISTURE THERMAL CUTTING SHALL BE REPAIRED AS REQUIRED BY THE ENGINEER OF REC�RD. CONCRETE BARRIER. 2. WELDED SHEAR STUDS AND DECKING ATTACHMENTS THAT PENETRATE THE BEAM EXPANSION ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG-TIE � FLANGE SHALL NOT BE PLACED ON BEAM FLANGES WITHIN THE PROTECTED ZONE. 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN STRONG-BOLT WEDGE ANCHOR. ANCHOR DIAMETER AND EMBEDMENT PER PLAN. IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. DECKING ARCH SPOT WELDS AS REQUIRED TO SECTURE DECKING SHALL BE PERMITTED. INSTALLATION PER SECTION 4.3 OF ESR-1771. AS A MINIMUM PERIODIC SPECIAL INSPECTION IS 3. WELDED, BOLTED, SCREWED OR SHOT-IN Al-fACHMENTS FOR PEFiIMITER EDGE REQUIRED PER SECTION 4.4 OF ESR-1771. " 4. LEDGERS AND FURRING ATTACNED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING OR OTHER CONSTRUCTION MASONRY � 2 MASONRY WALLS BELOW GRADE. SHALL NOT BE PLACED WITHIN THE PROTECTED ZONE EXPANSION ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE HILTI KWIK BOLT TZ. ANCHOR PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS'ASSOCIATION (AWPA) CONTINUITY PLATES AND STIFFENERS DIAMETER AND EMBEDMENT PER PLAN. AS A MINIMUM PERIODIC SPECIAL INSPECTION IS � SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. CORNERS OF CONTINUITY PLATES AND STIFFENERS PLACED IN THE WEBS OF FiOLLED REQUIRED PER SECTION 4.4 OF ESR-1917. ALL FASTENRS (NAILS, BOLTS,ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH SHAPES SHALL BE CLIPPED AS DESCRIBED BELOW: 08300 SCREW ANCHORS TREATED LUMBER SHALL BE CORROSION RESISTANT AS FOLLOWS: 1. ALUNG THE WEB THE CLIF SHALL BE DETAILED SO THAT THE CLIP EXTENDS A DISTANCE SBX/DOT/ZINC ACQ-C,ACQ-D OF AT LEAST 1 '/2° BEYOND THE PUBLISHED K DETAIL DIMENSION FOR TNE ROLLED SHAPE. CONCRETE � ; ENVIRONMENT BORATE MCQ CA-B, CBA-A ACZA SCREW ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG-TIE TITEN HD. ; , 2. ALONG THE FLANGE THE CLIP SHALL BE DETAILED SO THAT THE CLIP DOES NOT ANCHOFi DIAMETER AND EMBEDMENT PER PLAN. AS A MINIMUM PERIODIC SPECIAL INSPECTON t/� i INTERIOR PLATES G90 G90 HDG SS EXTEND A DISTANCE OF�/2" BEYOND THE PUBLISHED K1 DETAIL DIMENSION. IS REQUIRED PER SECTION 4.4 OF ESR-2713. � � EXTERIOR PLATES N/A HDG SS SS 3. THE CLIP SHALL BE DETAILED TO FACILITATE SUITABLE WELD TERMINATIONS FOR BOTN MASONRY � � EXTERIOR EXPOSED... N/A HDG SS SS THE FLANGE WEL.D AND THE WEB WELD. SCREW ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STFiONG-TIE TITEN HD. _ ('�+ � <n ANCHOR DIAMETER AND EMBEDMENT PER P�AN. INSTALL PER SECTION 4.0 OF ESR-1056. DO � z WHERE: 4. IF A CURVED CLIP IS USED, IT SHALL HAVE A MINIMUM RADIUS OF�/2". NOT INSTALL WITHIN 1 �/a" OF HEAD JOWT(RE: "FIGURE 2 OF ESR-1056). AS A MINIMUM PEFiIODIC � dJ '� � 1. G90 = ZINC GALVANIZED FINISH CONTAINING 0.90oz OF ZINC PER sqft ALL SIDES. 5. AT THE COLUMN WEB/FLANGE JUNCTURE WELD TABS SHALL NOT BE FiEMOVED. SPECIAL INSPECTON IS REQUIRED PER SECTION 4.2 OF ESR-1056. � � Q ¢ N � 2. HDG = HOT-DIP GALVANIZED AFTER FABRICATION WITH MIN. COATING OF 2.Ooz OF ZINC PEFi �, � 00 � sqft ALL SIDES. � � � � � 3. SS = STAINLESS STEEL OF TYPE 303,304, 305 OR 316 � � � � � . � � � � �, : , � � � � L . _ � �, � : � cv �, � � °° N W " � � � � � � _ � o �� � ._ � L .. @ N � r N y � � . c� U :