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GENERAL PROJECT SPECIFIC DESIGN CRITERIA ENGINEERED WOOD CONSTRUCTION REQUIREMENTS STRUCTURAL STEEL
<br /> 1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2018 EDITION Wind Design Data 2303.1.1 Lumber.Lumber used for load-supporting
<br /> OF THE INTERNATIONAL BUILDING CODE(IBC). ----- - - --- purposes,
<br /> 2. THE ARCHITECT/ENGINEER(ARCH/ENGR)IS NOT RESPONSIBLE FOR THE LOCATION OF Wind Design Speed,Vu=110 MPH,Vasd=85 MPH including end-jointed or edge-glued lumber,machine 1.ALL STRUCTURAL STEEL FABRICATION AND ERECTION SHALL
<br /> PROPERTY LINES AND/OR EASEMENT,SOIL CONDITIONS,MECHANICAL AND Wind Exposure=B
<br /> Wind Importance Factor,Iw=1.0 stress-rated or machine evaluated lumber,shall be CONFORM TO THE SPECIFICATIONS AS STATED IN THE MANUAL OF
<br /> ELECTRICAL WORK,AND THE PRESENCE OF UTILITIES NOT REPORTED TO THE Internal Pressure Coefficient=+/-0.18 identified by the grade mark of a lumber grading or inspection STEEL CONSTRUCTION BY A.I.S.C.SHOP DRAWING SHALL BE
<br /> ARCH/ENGR IN WRITING BY THE OWNER. Ktz=x agency that has been approved by an accreditation body SUBMITTED FOR REVIEW BY ENGINEER.STRUCTURAL STEEL
<br /> 85
<br /> 3. THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS Kd=0. that complies with DOC PS 20 or equivalent.Grading SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS,U.O.N.: it
<br /> SPECIFICALLY RETAINED FOR THAT PURPOSE. seismic Design Data practices
<br /> 4. DRAWINGS SHALL NOT BE SCALED,WRITTEN DIMENSIONS SHALL GOVERN and identification shall comply with rules published by WIDE FLANGE AND WT SHAPES ASTM A992
<br /> =
<br /> CONSTRUCTION. THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO Importance factor 1.0 an agency approved in accordance with the procedures of OTHER SHAPES,RODS,AND PLATES ASTM A36
<br /> CONSTRUCTION AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF Sit= ,S1=.481g
<br /> Site cllassass==D DOCPS 20 or equivalent procedures.In lieu of a grade mark TUBES ASTM A500 GRADE B glBTOM DESIGN S ENGINEERING,INC
<br /> THE ARCH/ENGR SO THAT CLARIFICATION CAN BE MADE. ALL DIMENSIONS RELATED SDS=1.086g,Sol=.481g on the material,a certificate of inspection as to species and PIPE ASTM A53 GRADE B
<br /> TO EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE sic=D grade issued by a lumber-grading or inspection agency
<br /> SUBMITTED TO THE ARCH/ENGR FOR REVIEW PRIOR TO CONSTRUCTION. DIMENSIONS Seismic System=15.Light-frame(wood)walls sheathed with wood structural panels rated meeting the requirements of this section is permitted to be 2.BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325.
<br /> for shear resistance or stee g q
<br /> FOLLOWED BY A+/-SYMBOL SHALL BE FIELD MEASURED AND VERIFIED PRIOR TO Design Base Shear=3.33 kips accepted for precut,remanufactured or rough-sawn lumber, HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS
<br /> COMMENCEMENT, Rs=1.724 and for sizes larger than 3 inches(76 Turn)nominal OF ASTM 325X. BOLT HOLES SHALL BE 1/16"LARGER IN DIAMETER ustom Design and Engineering,In
<br /> 5. DETAILS OF CONSTRUCTION NOT SHOWN OR NOTED SHALL BE CONSIDERED OF THE Anal thickness. THAN THE BOLT,UNLESS OTHERWISE NOTED(U.O.N.)ON THE
<br /> SAME CHARACTER SHOWN FOR SIMILAR CONSTRUCTION,SPECIFICATIONS,WHEN Analysis procedure:ASCE 11.4,11.5&12.8 Approved end-jointed lumber Is permitted to be used DRAWINGS. SSeat Roosevelt Way Ne
<br /> eattle,WA 98115
<br /> PROVIDED,ARE A PART OF THESE DRAWINGS,SEE SPECIFICATIONS FOR MATERIAL interchangeably w.cdengr.com
<br /> AND WORKMANSHIP REQUIREMENTS. with solid-sawn members of the same species Shear Connectors:ASTM A 108,Grades 1015 through 1020, mail: kam r.com r.com
<br /> 6. THE CONTRACTOR SHALL PROVIDE ALL LABOR EQUIPMENT,MATERIAL AND SERVICES Snow Loads and grade. headed-stud type,c0ltl-finished carbon steel;AWS D1.1,Type
<br /> NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WORK AS SHOWN ON THE B.
<br /> DRAWINGS AND AS NOTED IN THE SPECIFICATIONS. Flat-roof snow load,pf=25.0 psf 2303.1.2 Prefabricated wood I-joists.Structural capacities
<br /> 00 Ce=1.
<br /> 7. THE CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR OF Snow exposure factor, and design provisions for prefabricated wood I-joists 3.ALL WELDING SHALL COMPLY TO AWS 01.1,LATEST EDITION.
<br /> snowANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK. Thermlal oad factor.
<br /> important f,poor,Is=1.00
<br /> shall be established and monitored in accordance with CONTRACTOR SHALL SUBMIT WELD PROCEDURE SPECIFICATIONS
<br /> B. TEMPORARY BRACING AND SHORING NECESSARY TO SUPPORT ANY PORTION OF THE ASTM D 5055. FOR EACH TYPE OF WELD JOINT TO ENGINEER AND SPECIAL
<br /> STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. Gravity Loads* INSPECTOR FOR REVIEW PRIOR TO START OF WORK.
<br /> 2303.1.3 Structural glued-laminated timber.Glued-laminated
<br /> FOUNDATIONS Roof Dead Load=15 psf+5 psf(SOLAR PANELS) timbers shall be manufactured and identified as required 4.ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT HAS A
<br /> 1. REFER TO GEO-TECHNICAL DATA BELOW FOR THE PROJECT DESIGN Roof Live Load=25 psi in AITC At 90.1 and ASTM D 3737. MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT MINUS
<br /> Floor Live Load(Office) 20 DEGREES F.,AS DETERMINED BY AWS CLASSIFICATION OR
<br /> PARAMETERS.GEOTECHNICAL ENGINEER SHALL VERIFY PLACEMENT OF (O )=50 psf 2303.1.4 Wood structural panels.Wood structural panels, MANUFACTURER CERTIFICATION. CD
<br /> FILLS AND FOUNDATIONS
<br /> PRIOR TO PLACEMENT OF FILLS. Floor Live Load(Residential)=40 psf,Balcony&Roof Decks=60 psf N
<br /> 2, SPECIFIED CONCRETE MIX AS FOLLOWS: Floor live Load(Corridor)=100 psf when used structurally(including those used for siding,roof W
<br /> Partition Loads=10 psf(residentiah and wall sheathing,subflooring,diaphragms and built-up 5.ALL STRUCTURAL WELDS SHALL BE PERFORMED BY WELDER V L U pp
<br /> Partition Loads=20 psi(office) members),shall conform to the requirements for their type ACCEPTABLE TO THE ARCH/ENGR.CERTIFICATIONS SHALL BE Z M
<br /> Floor Dead Loads=12 osf(residential) in DOC PS 1 or PS 2.Each panel or member shall be SUBMITTED TO THE ARCH/ENGR AND THE BUILDING OFFICIAL. L U
<br /> CONCRETE MIX At rest earth pressure=60 pcf identified MUST BE WABO CERTIFIED. 0
<br /> TYPE OF COMPRESSION STRENGTH *As Applicable for grade and glue type by the trademarks of an approved
<br /> CONSTRUCTION @ 28 DAYS,PSI MAX W/C RATIO ENTRAINED AIR SACK MIX testing and grading agency.Wood structural panel 6.Nonmetallic,Shrinkage-Resistant Grout: Premixed,nonmetallic, W =
<br /> WOOD CONSTRUCTION(CARPENTRY) components shall be designed and fabricated in accordance noncorrosive,nonstaining grout containing selected silica sands,
<br /> SL IN ER OR) 3000 with the applicable standards listed in Section 2306.1 and pordand cement,shrinkage compensating agents,plasticizing and �.
<br /> SLAB ON GRADE REFERENCE STANDARD:WOOD FRAMING SHALL CONFIRM TO THE REQUIREMENTS OF THE FOLLOWINF STANDARDS: identified by the trademarks of an approved testing and water-reducing agents,complying wfthASTM C 1107,of consistency Y 00 w
<br /> (EXTERIOR) 3000 0.45 5% NFPA-NATIONAL DESIGN FOR WOOD CONSTRUCTION inspection suitable for application,and a 30-minute working = OG
<br /> BASEMENT WALL L L l 25oD 0.50 51/2 ANS(/TPI-NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, agency indicating conformance with the applicable time.
<br /> standard.In addition,wood structural panels when 7.UNLESS NOTED OTHERWISE,DRILLED CONCRETE ANCHORS AND �_ o
<br /> FOOTINGS 2500 0.50 51/2 MATERIAL permanently SELF-DRILLING ANCHORS SHALL BE BY ITW RAMSET/REDHEAD. m a co W
<br /> CONT.FOOTINGS 2500 0.50 5 1/2
<br /> SAWN LUMBER exposed in outdoor applications shall be of exterior CONCRETE INSERTS,COIL LOOP INSERTS AND FERRULE LOOP w
<br /> type,except that wood structural panel roof sheathing ex- INSERTS SHALL BE BY BURKE.APPROVED EQUALS MAY BE s
<br /> 3.CONCRETE REINFORCEMENT SHALL CONFORM TO ASTM A615,AND PER BELOW. USE SIZE SPECIES/GRADE MIN.VALUE DESIGN posed to the outdoors on the underside is permitted to be SUBSTITUTED. FIE
<br /> interior
<br /> REBAR-PER ASTM A615 STUD 2 X 4,2 X 6,3X 4,3 X 6 HEM-RR(N) Fc Fb=775 psi si type bonded with exterior glue,Exposure 1.
<br /> #4&LESS GRADE 40 Sill Plate 2X4,2X6,3X4,3X6 HEM-RR(N) Fb=775 psi
<br /> #5&GREATER GRADE 60 ) Fc=925 psi o
<br /> Post/Columns 4x DOUG-FIR#1 Fc=1350psi
<br /> STRUCTURAL TESTS AND INSPECTIONS
<br /> COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS: Post/Column 6 x DOUG-FIR#1 Fc=1000 psi (Where applicable)
<br /> FOOTINGS&RETAINING WALLS(CAST 3"COVER Fb=850 psi 1. CONCRETE SPECIMEN TESTING AND PLACING OF
<br /> AGAINST SOIL) JOISTS 2X 8 TO 2 X 12 HEM-RR(N)#2 Fv=95 psi I REINFORCED CONCRETE PER IBC SECTION 1704.4
<br /> SURFACES EXPOSE TO EARTH OR WEATHER 2'COVER Beam&Headers 4 x 6 To 4 x 12 HEM-FIR(N)#1 Fb=850 psi
<br /> COLUMNS&BEAMS 1 t„COVER Fv=95 psi 2. STEEL REINFORCEMENT PLACING PER IBC TABLE 1704.4. UJ
<br /> SLABS&INTERIOR WALLS a'COVER Glue-Laminated Beams(GLB) Too Fiber Btm Fiber stress Fc(Compression) 3. STRUCTURAL STEEL WELDING AND BOLT PLACEMENT 0 -
<br /> 4. FOUNDATION WALL SHALL EXTEND 6"ABOVE FINISHED GRADE. 24F-V4 1200 psi 2400 psi PER IBC 1704.3.3,STRUCTURAL WELDING PER IBC 1704.3.1. z
<br /> 5. FOUNDATION PLATES SHALL BE PRESSURE TREATED(PT)HF 2. 24F-V8 2400 psi 2400 psi ALL WELDING,SHOP OR FIELD SHALL BE PERFORMED BY J
<br /> 6. INSTALL FOUNDATION ANCHOR BOLTS 4'ON CENTER(LINO)AND EMBED A MINIMUM Parallam Beams(PSL)-2.2E 2 WABO CERTIFIED
<br /> "
<br /> 7"IN CONCRETE. 900 DS1 c)-20E 2900 psi** WELDERS.
<br /> 7. INSTALL WATER PROOFING MATERIALS ON FOUNDATION WALL SUPPORTING SOIL. WHERE PSL COLUMNS ARE REDID PER PLAN,USE ONLY PSL BEAAMSMS D WITH(E=20 X 10. . 4. MASONRY CONSTRUCTION SHALL BE INSPECTED& NAILS SHALL NOT BE DRIVEN CLOSER TOGETHER THAN V2 THEIR LENGTH NOR CLOSER TO
<br /> 8.ALL FOOTING EXCAVATIONS SHALL BE NEXT AND AS CLOSE TO FOOTING DIMENSIONS EVALUATED IN ACCORDANCE OF SECTION 1704.5.2 AND PER THE EDGE OF MEMBER THAN A THEIR LENGTH, NAILING NOT NOTED BELOW OR ON PLAN W
<br /> Roof Sheathing -t 5 inch DOC PS-1 or PS-2 APA Performance rated 32/16 span ratio with Exposure I glue. SHALL BE A MINIMUM OF 2 NAILS AT EACH CONTACT,86 FOR I x AND I Gd FOR 2x uJ Z
<br /> AS PRACTICABLE. 3P ( ) p 9 D MASONRY NOTES ON THESE DRAWINGS(WHERE MATERIAL c
<br /> 9.ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED Sub-Floor Sheathing- 9 inch DOC PS-1 or PS-2(APA Performance rated) Sturd-I-Floor 24-in o/c rating with Exposure I glue. APPLICABLE). I.1J
<br /> DRAWINGS.ALL
<br /> NATIVE SOILS ENGINEERED FILLS T OR EXCEEDING DEPTHS SHOWN THE Wall structural Danels-Refer to Table 1 for thickness.32/16 index rating-5 ply with Exposure I glue. JOIST OR RAFTERS TO SIDES OF STUD:
<br /> DRAW SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH c 2x8 MEMBER OR 5HALLOWER 3-1 Gd
<br /> CHAPTERS 18 OF THE IBC. REPLACE SPLIT MEMBERS AND PRE-DRILL HOLES WHERE NAILING MAY CAUSE WOOD D/3 0 HOLE z FOR EACH ADDITIONAL FOUR(4)INCHES IN DEPTH I-I Gd
<br /> TO SPLIT. N 1/3 SPAN(EACH END OF BEAM) DOUBLE JOISTS,RAFTERS,AND HEADERS 2-1 Gd AT 12"O.C.
<br /> BLOCKING BETWEEN J015T OR RAFTERS:
<br /> METAL FRAMING CLIPS,HANGERS,ETC.SHALL BE SIMPSON STRONG TIE, NAILING TO J015T OR RAFTEWOE NAILS,EACH SIDE,EACH END 2-1 Od
<br /> SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL _T TO J015T OR RAFTERS BEARING_rTOE NAILS,EACH SIDE 2-1 Od ��~ 4 �{
<br /> GEOTECHNICAL BLOCKING BETWEEN STUDS,TOE NAILS,EACH END 2-1 Od
<br /> PROVIDED FOR EACH PUNCHED HOLE.WHERE NAILS ARE TO BE FURNISHED BY THE BUILDUP CORNER STUDS I Gd AT 12"O.C. Pz N
<br /> MANUFACTURER,THEY SHALL BE USED IN PLACE OF COMMON NAILS. 0 2"5UBFLOOR TO JOINT OR GRIDER,BLIND ANCFACE NAIL I Gd AT I G"O.C.
<br /> IN ABSENCE OF GEOTECHNICAL ANALYSIS THE FOLLOWING DESIGN CRITERIA IS USED: BOLTS IN NOT PRESSURE TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS JOIST z _ BEAM TOP PLATE OR SOLE PLATE TO STUD,END NAIL 2-1 Gd AT 2x4, r
<br /> NO LIMIT 3-1 Gd AT 2xG 36997 �y
<br /> OF SIZES SHOWN ON DRAWINGS,CONFORMING TO ASTM A307. LENGTH OF BOLTS TOE NAIL 484 RE015[p12
<br /> SOIL BEARING PRESSURE: 2000 PSF SHALL NOT PROJECT LESS THAN 1/16,OR MORE THAN 1/2"BEYOND THE END OF NUT. DOUBLED STUDS,FACE NAIL I Gd AT 12"O.C.
<br /> ACTIVE EARTH PRESSURE(RETAINING WALLS): 35 PCF BOLT HOLES IN WOOD SHALL BE 1/32"MIN.1/16"MAX.LARGER THAN THE BOLT ALLOWABLE AREA FOR DOUBLED TOP PLATES,FACE NAIL 2-1 Gd AT I G"O.C.
<br /> AT REST EARTH PRESSURE(BASEMENT WALLS): 60 PCF WIRES,CONDUITS AND PIPES TOP PLATES,LAPS(40"MINIMUM),FACE NAIL 12-1 Gd
<br /> DIAMETER. PROVIDE STANDARD CUT OR MALLEABLE IRON WASHER UNDER BOLT TOP PLATES,INTERSECTIONS,FACE NAIL 2-1 Gd 4/18/2022
<br /> FRICTVE ION COEFFICIENT: 350 PCF 0.35 HEAD AND NUT WHERE THEY WOULD BEAR ON WOOD. NUTS SHALL BE TIGHTENED HOLES IN BEAMS &JOISTS CONTINUOUS
<br /> G�o1sT"LEPAPs ov°RSPARTITIONS,FACE NAIL 3 6d PROJECT#
<br /> WHEN PLACED AND RETIGHTENED BEFORE CONCEALMENT. CEILING JO15T TO PARALLEL RAFTERS,FACE NAIL 3-1 Gd
<br /> WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS, CEILING J015T LEDGEPtFACE NAIL TO STUDS:
<br /> AND PRESSURE TREATED. 2x4 AND 2xG 2-1 Gd2x8 AND UP TO 2x 12 3-1 Gd
<br /> REPORT PREPARED BY: STRUCTURAL MEMBERS SHALL NOT BE NOTCHED,CUT OR OTHERWISE ALTERED FOR LEDGER TO STUDS: Y3-2 9 71
<br /> DUCTS,PIPES,ECT.WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 2x8 MEMBER OR SHALLOWER 3-1 Gd
<br /> ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42"HIGH X 24"WIDE FOR EACH ADDITIONAL 2" 1-I Gd
<br /> UNLESS SPECIFICALLY NOTED ON PLANS.
<br /> PRESSURE TREATING:
<br /> SHEET NO
<br /> ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH 0.25 POUNDS PWE CUBIC
<br /> FOOT OF WATERBORNE(ACZA)PRESERVATIVES IN ACCORDANCE WITH AWPA PRESSURE-TREATMENT CITY OF E'%L'1 E 7
<br /> RETENTIONS FOR WESTERN SPECIES ONLY AND THE CORRESPONDING AWPB QUALITY ASSURANCE REVIEWED F('I-' PUT S1 . 0
<br /> PROCEDURE ASSOCIATED WITH THE AWPA STANDARD. PRODUCTS SHALL BEAR THE AWPB MARK. BOLTS,
<br /> NAILS&SCREWS USED IN EXTERIOR APPLICATIONS,OR IN PRESSURE TREATED MATERIAL SHALL BE
<br /> HOT-DIPPED GALVANIZED(PER ASTM At 53)OR STAINLESS STEEL. HOLD DOWN DEVICES COATED WITH
<br /> CORROSION PROTECTION PER ASTM A123.
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