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GENERAL PROJECT SPECIFIC DESIGN CRITERIA
<br /> ENGINEERED WOOD CONSTRUCTION REQUIREMENTS STRUCTURAL STEEL
<br /> 1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2015 EDITION Wind Design Data DEFLECTION REQUIREMENTS 2303.1.1 Lumber. Lumber used for load-supporting
<br /> OF THE INTERNATIONAL BUILDING CODE (IBC). CONSTRUCTION LIVE SNOW Wind Design Speed, DEAD + LIVE purposes,
<br /> 2. THE ARCHITECT/ENGINEER (ARCH/ENGR) IS NOT RESPONSIBLE FOR THE LOCATION OF Wind Exposure = B Vu = 110 MPH,
<br /> Vasd = 85 MPH including end-jointed or edge-glued lumber, machine 1. ALL STRUCTURAL STEEL FABRICATION AND ERECTION SHALL U
<br /> PROPERTY LINES AND/OR EASEMENT, SOIL CONDITIONS, MECHANICAL AND Wind Importance Factor, Iw = 1.0 ROOF MEMBERS U360 L/360 L/240 stress-rated or machine evaluated lumber, shall be CONFORM TO THE SPECIFICATIONS AS STATED IN THE MANUAL OF ELECTRICAL WORK, AND THE PRESENCE OF UTILITIES NOT REPORTED TO THE Internal Pressure Coefficient= +/-0.18 (NONTJI) 1/360 L/240 identified by the grade mark of a lumber grading or inspection STEEL CONSTRUCTION BY A.I.S.C. SHOP DRAWING SHALL BE ID
<br /> FLOOR MEMBERS
<br /> FLOOR MEMBERS (TJI) L/480
<br /> ARCH/ENGR IN WRITING BY THE OWNER. Ktz = 1.38 agency that has been approved by an accreditation body SUBMITTED FOR REVIEW BY ENGINEER. STRUCTURAL STEEL SHALL o c Kd = 0.85 WALL MEMBERS U360 L/360
<br /> 3. THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS that complies with DOC PS 20 or equivalent. Grading MEET THE FOLLOWING MINIMUM REQUIREMENTS, U.O.N.: g W
<br /> SPECIFICALLY RETAINED FOR THAT PURPOSE. NOTES: practices =
<br /> Seismic Design Data o o
<br /> 4. DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN 1. L = LENGTH OF THE MEMBER IN INCHES. and identification shall comply with rules published by WIDE FLANGE AND WT SHAPES ASTM A992 [ < g
<br /> CONSTRUCTION. THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO Importance factor= 1.0 2. CANTILEVER MEMBERS, L SHALL BE TAKEN TWICE THE LENGTH. an agency approved in accordance with the procedures of OTHER SHAPES, RODS, AND PLATES ASTM A36 [l o
<br /> OF THE CANTILEVER. a o L
<br /> CONSTRUCTION AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF Ss = 1.29g,S1 = 0.46g DOCPS 20 or equivalent procedures. In lieu of a grade mark TUBES ASTM A500 GRADE B a N. �'
<br /> 3. REFER TO IBC/SBC TABLE 1604.3 FOR ADDITIONAL REQUIREMENTS.
<br /> THE ARCH/ENGR SO THAT CLARIFICATION CAN BE MADE. ALL DIMENSIONS RELATED Site Class = D on the material, a certificate of inspection as to species and PIPE ASTM A53 GRADE B I 43
<br /> SDS = 0.86g, SD1 = 0.47g � o Z �"� )
<br /> TO EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BESDC SOS = D grade issued by slumber-grading or inspection agency ,,�0�r (Gj
<br /> Nil = 0 LiJ rO -a
<br /> E
<br /> SUBMITTED TO THE ARCH/ENGR FOR REVIEW PRIOR TO CONSTRUCTION. DIMENSIONS Seismic System = K. Light frame walls with shear meeting the requirements of this section is permitted to be 2. BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325. J^
<br /> FOLLOWED BY A +/- SYMBOL SHALL BE FIELD MEASURED AND VERIFIED PRIOR TO panels-wood structural panels/sheet steel panels accepted for precut, remanufactured or rough-sawn lumber, HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS V W -N .
<br /> COMMENCEMENT. Design Base Shear= 12.85 kips and for sizes larger than 3 inches (76 mm) nominal OF ASTM 325X. BOLT HOLES SHALL BE 1/16" LARGER IN DIAMETER Dv E
<br /> 5. DETAILS OF CONSTRUCTION NOT SHOWN OR NOTED SHALL BE CONSIDERED OF THE Cs = 0.132 thickness. THAN THE BOLT, UNLESS OTHERWISE NOTED (U.O.N.) ON THE
<br /> R = 6.5
<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.
<br /> PROVIDED, ARE A PART OF THESE DRAWINGS, SEE SPECIFICATIONS FOR MATERIAL interchangeably
<br /> AND WORKMANSHIP REQUIREMENTS.
<br /> with solid-sawn members of the same species Shear Connectors: ASTM A 108, Grades 1015 through 1020,
<br /> 6. THE CONTRACTOR SHALL PROVIDE ALL LABOR EQUIPMENT, MATERIAL AND SERVICES Snow Loads and grade. headed-stud type,cold-finished carbon steel; AWS D1.1, Type B.
<br /> NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WORK AS SHOWN ON THE
<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 /> Snow exposure factor,Ce = 1.00 and designprovisions forI-joists3. ALL WELDING SHALL COMPLY TO AWS D1.1, LATEST EDITION.
<br /> 7. THE CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR OF Snow load important factor,Is = 1.00 9 prefabricated wood
<br /> ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK. Thermal factor,Ct= 1.00 shall be established and monitored in accordance with CONTRACTOR SHALL SUBMIT WELD PROCEDURE SPECIFICATIONS
<br /> 8. 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. I_- W
<br /> 2303.1.3 Structural glued-laminated timber. Glued-laminated Ili z Cr)
<br /> 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 0 J CD
<br /> Roof Live Load = 25 psf in AITC A190.1 and ASTM D 3737. MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT MINUS 20
<br /> 1. REFER TO GEO-TECHNICAL DATA BELOW FOR THE PROJECT DESIGN Floor Live Load (Office) = 50psf • DEGREES F., AS DETERMINED BY AWS CLASSIFICATION J z CO
<br /> OR CDPARAMETERS. GEOTECHNICAL ENGINEER SHALL VERIFY PLACEMENT OF Floor Live Load (Residential) = 40 psf, Balcony & Roof Decks = 60 psf 2303.1.4 Wood structural panels.Wood structural panels, MANUFACTURER CERTIFICATION. W
<br /> FILLS AND FOUNDATIONS PRIOR TO PLACEMENT OF FILLS. Floor live Load (Corridor) = 100 psf when used structurally (including those used for siding, roof Q
<br /> CD C.D
<br /> Partition Loads = 10 psf (residential) and wall sheathing, subflooring, diaphragms and built-up 5. ALL STRUCTURAL WELDS SHALL BE PERFORMED BY WELDER z
<br /> 2. SPECIFIED CONCRETE MIX AS FOLLOWS: Partition Loads = 20 psf (office) members), shall conform to the requirements for their type ACCEPTABLE TO THE ARCH/ENGR. CERTIFICATIONS SHALL BE
<br /> in DOC PS 1 or PS 2. Eachpanel or member shall be CC
<br /> Floor Dead Loads = 12 psf (residential) SUBMITTED TO THE ARCH/ENGR AND THE BUILDING OFFICIAL. MUST I~-.
<br /> CONCRETE MIX At rest earth pressure = 60 pcf identified BE WABO CERTIFIED. < W
<br /> *As Applicable for grade and glue type by the trademarks of an approved LL--
<br /> TYPE OF COMPRESSION STRENGTH pp
<br /> MAX W/C RATIO ENTRAINED AIR SACK MIX testing and grading agency. Wood structural panel 6. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, Q CO W
<br /> CONSTRUCTION @ 28 DAYS, PSI
<br /> WOOD CONSTRUCTION (CARPENTRY) components shall be designed and fabricated in accordance noncorrosive,nonstaining grout containing selected silica sands, � N
<br /> SLAB ON GRADE with the applicable standards listed in Section 2306.1 and W
<br /> (INTERIOR) 3000 pp portland cement, shrinkage compensating agents, plasticizing and
<br /> SLAB ON GRADE REFERENCE STANDARD: WOOD FRAMING SHALL CONFIRM TO THE REQUIREMENTS OF THE FOLLOWING STANDARDS: identified by the trademarks of an approved testing and water-reducing agents, complying withASTM C 1107, of consistency W
<br /> 3000 0.45 5%
<br /> (EXTERIOR) inspection suitable for application, and a 30-minute working time.
<br /> NFPA- NATIONAL DESIGN FOR WOOD CONSTRUCTION agency indicating conformance with the applicable
<br /> BASEMENT WALL 2500 0.50 51/2 ANSI/TPI - NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION.
<br /> standard. In addition, wood structural panels when 7. UNLESS NOTED OTHERWISE, DRILLED CONCRETE ANCHORS AND CC
<br /> FOOTINGS 2500 0.50 51/2 MATERIAL
<br /> permanently SELF-DRILLING ANCHORS SHALL BE BY MN RAMSET/REDHEAD.
<br /> exposed in outdoor applications shall be of exterior CONCRETE INSERTS, COIL LOOP INSERTS AND FERRULE LOOP W
<br /> CONT. FOOTINGS 2500 0.50 51/2 SAWN LUMBER type, except that wood structuralpanel roof sheathingex- oLL
<br /> p INSERTS SHALL BE BY BURKE. APPROVED EQUALS MAY BE -
<br /> USE SIZE SPECIES/GRADE MIN. DESIGN posed to the outdoors on the underside is permitted to be SUBSTITUTED. a cc
<br /> 3. CONCRETE REINFORCEMENT SHALL CONFORM TO ASTM A615, AND PER BELOW. VALUE interior
<br /> STUD 2 X 4, 2 X 6, 3 X 4, 3 X 6 HEM-FIR(N) Fb = 775 psi type bonded with exterior glue, Exposure 1. N
<br /> REBAR - PER ASTM A615 Fc = 925 psi r
<br /> #4&LESS GRADE 40 Sill Plate 2 X 4,2 X 6, 3 X 4,3 X 6 HEM-FIR (N) FcFb = 775 psi
<br /> = 775 psi CO
<br /> #5&GREATER GRADE 60
<br /> Post/Columns 4 x DOUG-FIR#1 Fc = 1350 psi 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 JOISTS 2 X 8 TO 2 X 12 HEM-FIR (N) #2 Fb = 850 psi 1 . CONCRETE SPECIMEN TESTING AND PLACING OF
<br /> AGAINST SOIL) Fv= 95 psi 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 /> C1)
<br /> Fv= 95 psi 2. STEEL REINFORCEMENT PLACING PER IBC TABLE 1704.4. W
<br /> COLUMNS&BEAMS 1 i'COVER
<br /> SLABS&INTERIOR WALLS 4'COVER Glue-Laminated Beams (GLB) Top Fiber Btm Fiber stress Fc (Compression) 0
<br /> o
<br /> 3. STRUCTURAL STEEL WELDING AND BOLT PLACEMENT PER Z c
<br /> 4. FOUNDATION WALL SHALL EXTEND 6" ABOVE FINISHED GRADE. 24F-V4 1200 psi 2400 psi IBC 1704.3.3, STRUCTURAL WELDING PER IBC 1704.3.1. ALL
<br /> 5. FOUNDATION PLATES SHALL BE PRESSURE TREATED (PT) HF 2. 24F-V8 2400 psi 2400 psi WELDING, SHOP OR FIELD SHALL BE PERFORMED BY WABO
<br /> 6. INSTALL FOUNDATION ANCHOR BOLTS 4' ON CENTER (UNO) AND EMBED A MINIMUM CERTIFIED WELDERS. Q .y E
<br /> 7" IN CONCRETE. Parallam Beams (PSL) - 2.0E 2900 psi 2900 psi 2900 psi** = °C c.'
<br /> 7. INSTALL WATER PROOFING MATERIALS ON FOUNDATION WALL SUPPORTING SOIL. **WHERE PSL COLUMNS ARE REQ'D PER PLAN, USE ONLY PSL BEAMS WITH (E=2.0 X 106) - 2.0E 4. MASONRY CONSTRUCTION SHALL BE INSPECTED & NAILS SHALL NOT BE DRIVEN CLOSER TOGETHER THAN 1/2 THEIR LENGTH NOR CLOSER TO (-
<br /> EVALUATED IN ACCORDANCE OF SECTION 1704.5.2 AND PER THE EDGE OF MEMBER THAN V4 THEIR LENGTH. NAILING NOT NOTED BELOW OR ON PLANS C...)8. ALL FOOTING EXCAVATIONS SHALL BE NEXT AND AS CLOSE TO FOOTING DIMENSIONS Roof Sheathing -32 15 •inch DOC PS-1 or PS-2 (APA Performance rated) 32/16 span rating with Exposure I glue. SHALL BE A MINIMUM OF 2 NAILS AT EACH CONTACT, 8d FOR I x AND 16d FOR 2x J
<br /> AS PRACTICABLE. MASONRY NOTES ON THESE DRAWINGS (WHERE MATERIAL Lu
<br /> 9. ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED Sub-Floor Sheathing - inch DOC PS-1 or PS-2 (APA Performance rated)Sturd-I-Floor 24-in o/c rating with Exposure I glue. APPLICABLE).
<br /> 4 JOIST OR RAFTERS AT ALL BEARING- TOE NAIL 3 I Od
<br /> NATIVE SOILS OR ENGINEERED FILLS AT OR EXCEEDING DEPTHS SHOWN ON THE Wall structural panels Refer to Table 1 for thickness. 32/16 index rating -5 ply with Exposure I glue. JOIST OR RAFTERS TO SIDES OF STUD: C ) z
<br /> DRAWINGS. ALL SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH z o 2x8 MEMBER OR SHALLOWER 3-1 Gd
<br /> REPLACE SPLIT MEMBERS AND PRE-DRILL HOLES WHERE NAILING MAY CAUSE WOOD D/3 0 HOLE FOR EACH ADDITIONAL FOUR(4) INCHES IN DEPTH 1-1 Gd
<br /> CHAPTERS 18 OF THE IBC. N 1/3 SPAN (EACH END OF BEAM) DOUBLE JOISTS, RAFTERS, AND HEADERS 2-1 6d AT 1 2" 0.C.
<br /> TO SPLIT. D
<br /> \ BLOCKING BETWEEN JOIST OR RAFTERS: eA7L41,
<br /> �METAL FRAMING CLIPS, HANGERS, ETC. SHALL BE SIMPSON STRONG TIE. NAILINGITO JOIST OR RAFTER-STOE NAILS, EACH SIDE, EACH END 2-1Od �• _
<br /> SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL �� -T TO JOIST OR RAFTERS BEARINGS TOE NAILS, EACH SIDE 2-1 Od `' r., t� ~
<br /> GEOTECHNICAL PROVIDED FOR EACH PUNCHED HOLE. WHERE NAILS ARE TO BE FURNISHED BY THE �, BLOCKING BETWEEN STUDS, TOE NAILS, EACH END 2-I Od �� ;� - ca o
<br /> ._� o BUILDUP CORNER STUDS 16d AT 1 2" O.C. yy� Ci
<br /> IN ABSENCE OF GEOTECHNICAL ANALYSIS, THE FOLLOWING DESIGN CRITERIA IS USED: MANUFACTURER, THEY SHALL BE USED IN PLACE OF COMMON NAILS. . r,�, 2" SUBFLOOR TO JOIST OR GRIDER, BLIND AND FACE NAIL I Gd AT 1 6" O.C. ��
<br /> BOLTS IN NOT PRESSURE TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS JOIST ■ BEAM TOP PLATE OR SOLE PLATE TO STUD, END NAIL 2-1 Gd AT 2x4, -A 1 �-
<br /> OFSIZES SHOWN ON DRAWINGS, CONFORMING TO ASTM A307. LENGTH OF BOLTS NO LIMIT R N 3-16d AT 2x6 ,o G 36923 .s.4w�
<br /> SOIL BEARING PRESSURE: 1500 PSFTOE NAIL 4-8d �� `ORAL '
<br /> SHALL NOT PROJECT LESS THAN 1/16" OR MORE THAN 1/2" BEYOND THE END OF NUT. DOUBLED STUDS, FACE NAIL I Gd AT 1 2" O.C. SSIOivAL --
<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 6d AT 16" O.C.
<br /> AT REST EARTH PRESSURE (BASEMENT WALLS): 60 PCF WIRES, CONDUITS AND PIPES TOP PLATES, LAPS (410 MINIMUM), FACE NAIL 12-1 Gd
<br /> PASSIVE PRESSURE: 350 PCF DIAMETER. PROVIDE STANDARD CUT OR MALLEABLE IRON WASHER UNDER BOLT TOP PLATES, INTERSECTIONS, FACE NAIL 2-1 Gd
<br /> HEAD AND NUT WHERE THEY WOULD BEAR ON WOOD. NUTS SHALL BE TIGHTENED CONTINUOUS HEADER TO STUD, TOE NAIL -8d
<br /> FRICTION COEFFICIENT: 0.35 WHEN PLACED AND RETIGHTENED BEFORE CONCEALMENT. HOLES IN BEAMS & JOISTS 4CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL 3-16d
<br /> CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL 3-1 Gd PROJECT #
<br /> WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS, CEILING JOIST LEDGER-FACE NAIL TO STUDS:
<br /> AND PRESSURE TREATED. 2x4 AND 2x6 2-1 Gd
<br /> REPORT PREPARED BY: STRUCTURAL MEMBERS SHALL NOT BE NOTCHED, CUT OR OTHERWISE ALTERED FOR 2x R TOO D T STUUDSS::T 2x 12 3-1 Gd
<br /> DUCTS, PIPES, ECT. WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 2x8 MEMBER OR SHALLOWER 3-1 Gd v3 _2379
<br /> FOR EACH ADDITIONAL 2" I-I Gd
<br /> ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42" HIGH X 24"WIDE
<br /> UNLESS SPECIFICALLY NOTED ON PLANS.
<br /> PRESSURE TREATING: SHEET NO
<br /> ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH 0.25 POUNDS PWE CUBIC CITY OF EVERETT
<br /> FOOT OF WATERBORNE (ACZA) PRESERVATIVES IN ACCORDANCE WITH AWPA PRESSURE-TREATMENT REVIEWED FOR PERMIT
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<br /> RETENTIONS FOR WESTERN SPECIES ONLY AND THE CORRESPONDING AWPB QUALITY ASSURANCE
<br /> PROCEDURE ASSOCIATED WITH THE AWPA STANDARD. PRODUCTS SHALL BEAR THE AWPB MARK. BOLTS ; t i r . ‘,,,,..
<br /> ' II!=1 1)
<br /> NAILS & SCREWS USED IN EXTERIOR APPLICATIONS, OR IN PRESSURE TREATED MATERIAL SHALL BE A-`
<br /> HOT-DIPPED GALVANIZED (PER ASTM A153) OR STAINLESS STEEL . HOLD DOWN DEVICES COATED WITH L 'I�af Z 4 4, 71/. .
<br /> L ? � Y
<br /> CORROSION PROTECTION PER ASTM A123. CITy Op
<br /> Per►nif FeRE
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