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"PROJECT SPECIFIC I CRITERIA
<br />GENERAL
<br />1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2015 EDITION
<br />Wind Design Data DEFLECTION REQUIREMENTS
<br />OF THE INTERNATIONAL BUILDING CODE (IBC).
<br />----------------------------------------------------------
<br />CONSTRUCTION LIVE SNOW DEAD LIVE
<br />2. THE ARCHITECT/ENGINEER (ARCH/ENGR) IS NOT RESPONSIBLE FOR THE LOCATION OF
<br />Wind Design Speed, Vu =110 MPH, Vasd = 85 MPH
<br />PROPERTY LINES AND/OR EASEMENT, SOIL CONDITIONS, MECHANICAL AND
<br />= Br os d Exposure
<br />WinROOF MEMBERS L/360 L/360 L/240
<br />ELECTRICAL WORK, AND THE PRESENCE OF UTILITIES NOT REPORTED TO THE
<br />Wind Importance Factor, Iw =1.0 FLOOR MEMBERS (NON TJI) L/360 L/240
<br />Internal Pressure Coefficient = +/- 0,18
<br />ARCH/ENGR IN WRITING BY THE OWNER.
<br />FLOOR MEMBERS (TJI) L/480
<br />KtZ =1.3a
<br />3. THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS
<br />Kd = 0.85 WALL MEMBERS L/36o L/36o
<br />SPECIFICALLY RETAINED FOR THAT PURPOSE.
<br />NOTES:
<br />4. DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN
<br />Seismic Design Data 1. L = LENGTH OF THE MEMBER IN INCHES.
<br />CONSTRUCTION. THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO
<br />Importance factor =1.0 2. CANTILEVER MEMBERS, L SHALL BE TAKEN TWICE THE LENGTH.
<br />CONSTRUCTION AND ANY DISCREPANCIES SHALL RE BROUGHT TO THE ATTENTION OF
<br />Ss =1.30g, S1 = 0.47g OF THE CANTILEVER.
<br />THE ARCH/ENGR SO THAT CLARIFICATION CAN BE MADE. ALL DIMENSIONS RELATED
<br />Site Class = D 3. REFER TO IBC/SBC TABLE 1604.3 FOR ADDITIONAL REQUIREMENTS.
<br />TO EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE
<br />SDS = 0.87g, SD1 = 0.48g
<br />SUBMITTED TO THE ARCH/ENGR FOR REVIEW PRIOR TO CONSTRUCTION. DIMENSIONS
<br />SDC = D
<br />Seismic System = K. Light frame walls with shear
<br />FOLLOWED BY A +/- SYMBOL SHALL BE FIELD MEASURED AND VERIFIED PRIOR TO
<br />panels - wood structural panels/sheet steel panels
<br />COMMENCEMENT.
<br />Design Base Shear = 20.05 kips
<br />5. DETAILS OF CONSTRUCTION NOT SHOWN OR NOTED SHALL BE CONSIDERED OF THE
<br />Cs = 0.134
<br />SAME CHARACTER SHOWN FOR SIMILAR CONSTRUCTION, SPECIFICATIONS, WHEN
<br />R = 6.5
<br />PROVIDED, ARE A PART OF THESE DRAWINGS, SEE SPECIFICATIONS FOR MATERIAL
<br />Analysis procedure: ASCE 11.4, 11.5 & 12.8
<br />AND WORKMANSHIP REQUIREMENTS.
<br />6. THE CONTRACTOR SHALL PROVIDE ALL LABOR EQUIPMENT, MATERIAL AND SERVICES
<br />Snow Loads
<br />NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WORK AS SHOWN ON THE
<br />DRAWINGS AND AS NOTED IN THE SPECIFICATIONS.
<br />Flat -roof snow load, pf = 25.0 psf
<br />7. THE CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR OF
<br />Snow exposure factor, Ce = 1.00
<br />Snow load important factor, /s = 1.00
<br />ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK.
<br />Thermal factor, Ct = 1.00
<br />B. TEMPORARY BRACING AND SHORING NECESSARY TO SUPPORT ANY PORTION OF THE
<br />STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR.
<br />Gravity Loads*
<br />FOUNDATIONS
<br />Roof Dead Load = 15 psf + 5 psf (SOLAR PANELS)
<br />1. REFER TO GEO-TECHNICAL DATA BELOW FOR THE PROJECT DESIGN
<br />Roof Live Load = 25 psf
<br />Floor Live Load (Office) = 50 psf
<br />PARAMETERS. GEOTECHNICAL ENGINEER SHALL VERIFY PLACEMENT OF
<br />Floor Live Load (Residential) = 40 psf, Balcony & Roof Decks � 60 psf
<br />FILLS AND FOUNDATIONS PRIOR TO PLACEMENT OF FILLS.
<br />Floor live Load (Corridor) = 100 psf
<br />2. SPECIFIED CONCRETE MIX AS FOLLOWS:
<br />Partition Loads = 10 psf (residential)
<br />Partition Loads = 20 psf (office)
<br />Floor Dead Loads ®12 psf (residential)
<br />CONCRETE MIX
<br />At rest earth pressure = 60 pcf
<br />TYPE OF COMPRESSION STRENGTH
<br />MAX WIC RATIO ENTRAINED AIR SACK MIX
<br />*As Applicable
<br />CONSTRUCTION @ 28 DAYS, PSI
<br />- -
<br />WOOD CONSTRUCTION ( A E T
<br />SLAB ON GRADE
<br />3000
<br />(INTERIOR)
<br />REFERENCE STANDARD: WOOD FRAMING SHALL CONFIRM TO THE REQUIREMENTS OF THE FOLLOWING STANDARDS:
<br />SLAB ON GRADE
<br />3000 0.45 5%
<br />(EXTERIOR)
<br />NFPA - NATIONAL DESIGN FOR WOOD CONSTRUCTION
<br />BASEMENT WALL 2500 0.50 51/2
<br />ANSI/TPI - NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION,
<br />FOOTINGS 2500 0.50 5 1/2
<br />MATERIAL
<br />CONT. FOOTINGS 2500 0.50 5 1/2
<br />SAWN LUMBER
<br />USE SIZE SPECIES/GRADE MIN. DESIGN
<br />3. CONCRETE REINFORCEMENT SHALL CONFORM TO ASTM A615, AND PER BELOW.
<br />VALUE
<br />REBAR ® PER ASTM A615
<br />STUD 2 X 4,2 X 6, 3 X 4, 3 X 6 HEM -FIR (N) Fb = 775 psi
<br />Fc = 925 psi
<br />#4 & LESS GRADE 40
<br />Fb = 775 psi
<br />Sill Plate 2 X 4; 2 X 6, 3 X 4, 3 X 6 HEM -FIR (N)
<br />Fc = 925 psi
<br />#5 & GREATER GRADE 60
<br />Post / Columns 4 x DOUG-FIR #1 Fc = 1350 psi
<br />COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS:
<br />Post/ Column 6 x DOUG-FIR #1 Fc = 1000 psi
<br />FOOTINGS & RETAINING WALLS (CAST 3
<br />AGAINST SOIL) 3"COVER
<br />Fb = 850 psi
<br />JOISTS 2 X 8 TO 2 X 12 HEM -FIR (N} #2 Fv= 95 psi
<br />SURFACES EXPOSE TO EARTH OR WEATHER 2" COVER
<br />Fb = 850 psi
<br />Beam &Headers 4 x 6 To 4 x 12 HEM -FIR (N) #1
<br />Fv= 95 psi
<br />COLUMNS &BEAMS 1 2" COVER
<br />SLABS & INTERIOR WALLS 2" COVER
<br />Glue -Laminated Beams (GLB) Top Fiber Btm Fiber stress Fc (Com ression
<br />4. FOUNDATION WALL SHALL EXTEND 6" ABOVE FINISHED GRADE.
<br />24F-V4 1200 psi 2400 psi
<br />5. FOUNDATION PLATES SHALL BE PRESSURE TREATED (PT) HF 2.
<br />24F-V3 2400 psi 2400 psi
<br />6. INSTALL FOUNDATION ANCHOR BOLTS 4' ON CENTER (UNO) AND EMBED A MINIMUM
<br />7" IN CONCRETE.
<br />Parallam Beams (PSL) - 2.0E 2900 psi 2900 psi 2900 psi*
<br />7. INSTALL WATER PROOFING MATERIALS ON FOUNDATION WALL SUPPORTING SOIL.
<br />"WHERE PSL COLUMNS ARE REQ'D PER PLAN, USE ONLY PSL BEAMS WITH (E=2.0 X 106) - 2.OE
<br />3. ALL FOOTING EXCAVATIONS SHALL BE NEXT AND AS CLOSE TO FOOTING DIMENSIONS
<br />Roof Sheathing - 32 inch DOC PS-1 or PS-2 (APA Performance rated) 32/16 span rating with Exposure I glue.
<br />AS PRACTICABLE.
<br />9. ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED
<br />Sub -Floor Sheathing - 4 inch DOC PS-1 or PS-2 (APR Performance rated) Sturd-I-Floor 24-in o/c rating with Exposure I glue.
<br />NATIVE SOILS OR ENGINEERED FILLS AT OR EXCEEDING DEPTHS SHOWN ON THE
<br />Wall structural panels - Refer to Table 1 for thickness. 32/16 index rating - 5 ply with Exposure I glue.
<br />DRAWINGS. ALL SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH
<br />CHAPTERS 13 OF THE IBC.
<br />REPLACE SPLIT MEMBERS AND PREDRILL HOLES WHERE NAILING MAY CAUSE WOOD
<br />TO SPLIT,
<br />METAL FRAMING CLIPS, HANGERS, ETC. SHALL BE SIMPSON STRONG TIE. NAILING
<br />GEOTECHNICAL
<br />SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL
<br />-- - -
<br />PROVIDED FOR EACH PUNCHED HOLE. WHERE NAILS ARE TO BE FURNISHED BY THE
<br />MANUFACTURER, THEY SHALL BE USED IN PLACE OF COMMON NAILS.
<br />IN ABSENCE OF GEOTECHNICAL ANALYSIS, THE FOLLOWING DESIGN CRITERIA IS USED:
<br />BOLTS IN NOT PRESSURE TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS
<br />SOIL BEARING PRESSURE: 1500 PSF
<br />OF SIZES SHOWN ON DRAWINGS, CONFORMING TO ASTM A307. LENGTH OF BOLTS
<br />SHALL NOT PROJECT LESS THAN 1/16" OR MORE THAN 1/2" BEYOND THE END OF NUT.
<br />ACTIVE EARTH PRESSURE (RETAINING WALLS): 35 PCF
<br />BOLT HOLES IN WOOD SHALL BE 1/32" MIN. 1/16" MAX. LARGER THAN THE BOLT
<br />AT REST EARTH PRESSURE (BASEMENT WALLS): 60 PCF
<br />PASSIVE PRESSURE: 350 PCF
<br />DIAMETER. PROVIDE STANDARD CUT OR MALLEABLE IRON WASHER UNDER BOLT
<br />FRICTION COEFFICIENT: 0.35
<br />HEAD AND NUT WHERE THEY WOULD BEAR ON WOOD. NUTS SHALL BE TIGHTENED
<br />WHEN PLACED AND RETIGHTENED BEFORE CONCEALMENT.
<br />WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS,
<br />AND PRESSURE TREATED.
<br />REPORT PREPARED BY:
<br />STRUCTURAL MEMBERS SHALL NOT BE NOTCHED, CUT OR OTHERWISE ALTERED FOR
<br />DUCTS, PIPES, ECT, WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
<br />ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42" HIGH X 241, WIDE
<br />UNLESS SPECIFICALLY NOTED ON PLANS.
<br />t
<br />2303.1.1 Lumber. Lumber used for load -supporting
<br />purposes,
<br />including end -jointed or edge -glued lumber, machine
<br />stress -rated or machine evaluated lumber, shall be
<br />identified by the grade mark of a lumber grading or inspection
<br />agency that has been approved by an accreditation body
<br />that complies with DOC PS 20 or equivalent. Grading
<br />practices
<br />and identification shall comply with rules published by
<br />an agency approved in accordance with the procedures of
<br />DOCPS 20 or equivalent procedures. In lieu of a grade mark
<br />on the material, a certificate of inspection as to species and
<br />grade issued by a lumber -grading or inspection agency
<br />meeting the requirements of this section is permitted to be
<br />accepted for precut, remanufactured or rough -sawn lumber,
<br />and for sizes larger than 3 inches (76 mm) nominal
<br />thickness.
<br />Approved end -jointed lumber is permitted to be used
<br />interchangeably
<br />with solid -sawn members of the same species
<br />and grade.
<br />30 _Prefabricated capacities
<br />and design provisions for prefabricated wood I -joists
<br />shall be established and monitored in accordance with
<br />ASTM D 5055.
<br />2303.1.3 Structural glued -laminated e
<br />timbers shall be d- -required
<br />in AITC Al .
<br />2303.1.4 1o., structural panels.Wood
<br />e used structurally (including
<br />those used
<br />and wallsheathing, subflooring,built-up
<br />conformmembers), shall to the a o.. their type
<br />in DOC PS 1 or PS 2. Each panel or member
<br />identified
<br />for grade and glue type by the trademarks of an approved
<br />testing and grading agency. Wood structural panel
<br />�• - .�
<br />e applicable listed r
<br />identified by -approved
<br />- inspectionconformanceency indicating a applicable
<br />permanentlystandard. In addition, wood structural panels when
<br />exposed outdoor be of exterior
<br />type,structural panel
<br />posed to the outdoors on the undersideis permitted
<br />interior
<br />type bonded with exterior glue, Exposure 1.
<br />4, MASONRY CONSTRUCTION SHALL BE INSPECTED &
<br />EVALUATED IN ACCORDANCE OF '.- PER
<br />MASONRY NOTES ON DRAWINGS
<br />NAILS SMALL NOT BE DRIVEN CL05ER TOGETHER THAN %2 THEIR LENGTH NOR CLOSER TO
<br />THE EDGE OF MEMBER THAN �/4 THEIR LENGTH, NAILING NOT
<br />NOTED BELOW OR ON PLANS
<br />SHALL BE A MINIMUM OF 2 NAILS AT EACH CONTACT, rid FOR I x AND I Gd FOR 2x
<br />MATERIAL
<br />JOIST OR RAFTERS AT ALL BEARING- TOE NAIL
<br />3-1 Od
<br />J015T OR RAFTERS TO SIDES OF STUD:
<br />2x8 MEMBER OR SHALLOWER
<br />3-1 Gd
<br />FOR EACH ADDITIONAL FOUR (4) INCHES IN DEPTH
<br />I -I Gd
<br />DOUBLE JOISTS, RAFTERS, AND HEADERS
<br />2-1 Gd AT 1 2" O.C.
<br />BLOCKING BETWEEN JOIST OR RAFTERS:
<br />TO JOIST OR I:AFTE�5TOE NAILS, EACH SIDE, EACH END
<br />2-1 Od
<br />TO JOIST OR RAFTERS BEARINGS -TOE NAILS, EACH 51DE
<br />2-1 Od
<br />BLOCKING BETWEEN STUDS, TOE NAILS, EACH END
<br />2-1 Od
<br />BUILDUP CORNER STUDS
<br />I Gd AT 1 2" U.C.
<br />2" 5UBFLOOR TO JOIST OR GRIDER, BLIND AND FACE NAIL
<br />I Gd AT I G" O.C.
<br />TOP PLATE OR SOLE PLATE TO STUD, END NAIL
<br />2-1 Gd AT 2x4,
<br />3-1 Gd AT 2xG
<br />TOE NAIL
<br />4-5d
<br />DOUBLED STUDS, FACE NAIL
<br />I Gd AT 1 2" O.C.
<br />DOUBLED TOP PLATES, FACE NAIL
<br />2-1 Gd AT I G" O.C.
<br />TOP PLATES, LAPS (4'0" MINIMUM), FACE NAIL
<br />1 2-1 Gd
<br />TOP PLATES, INTERSECTIONS, FACE NAIL
<br />2-1 Gd
<br />CONTINUOUS HEADER TO STUD, TOE NAIL
<br />4-5d
<br />CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL
<br />3-1 Gd
<br />CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL
<br />3-1 Gd
<br />CEILING J015T LEDGER -FACE NAIL TO STUDS:
<br />2x4 AND 2xG
<br />2-1 Gd
<br />2x8 AND UP TO 2x 12
<br />3-1 Gd
<br />LEDGER TO STUDS:
<br />2x8 MEMBER OR SHALLOWER
<br />3-1 Gd
<br />FOR EACH ADDITIONAL 2"
<br />1-1 ed
<br />SHAPES,WIDE FLANGE AND WT SHAPES ASTM A992
<br />OTHER i. AND - ASTM A36
<br />TUBESPIPE ASTM A53 GRADE B
<br />2. BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325.
<br />HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS
<br />OF ASTM 325X. BOLT HOLES SHALL BE 1/16" LARGER IN DIAMETER
<br />THAN THE BOLT, UNLESS OTHERWISE NOTED (U.O.N.) ON THE
<br />DRAWINGS.
<br />Shear Connectors: ASTM A 103, Grades 1015 through 1020,
<br />headed -stud type,cold-finished carbon steel; AWS D1.1, Type B.
<br />3. ALL WELDING SHALL COMPLY TO AWS D1.1, LATEST EDITION.
<br />CONTRACTOR SHALL SUBMIT WELD PROCEDURE SPECIFICATIONS
<br />FOR EACH TYPE OF WELD JOINT TO ENGINEER AND SPECIAL
<br />INSPECTOR FOR REVIEW PRIOR TO START OF WORK.
<br />5. ALL STRUCTURAL WELDS SHALL BE
<br />PERFORMED
<br />BY
<br />A; -
<br />SUBMITTED TO THE ARCH/ENGR AND THE BUILDING OFFICIAL. MUST
<br />! CERTIFIED.
<br />6. Nonmetallic, Shrinkage -Res stantrout:Premixed,
<br />noncorrosive, nonstaining grout containing selected silica sands,
<br />poriland cement,shrinkage compensating agents, plasticizing and
<br />workingwater-reducing agents, complying withASTM C 1107, of consistency
<br />suitable for application, and a 30-minute
<br />7. UNLESS NOTED OTHERWISE, DRILLED CONCRETE ANCHORS AND
<br />SELF -DRILLING ANCHORS SHALL BE BY ITW RAMSET/REDHEAD,
<br />CONCRETE
<br />COIL LOOP INSERTS AND FERRULE LOOP
<br />INSERTS A,L BE BY BURKE. APPROVED BE
<br />D/3 D HOLE
<br />1
<br />N
<br />MI
<br />- ALLOWABLE AREA FOR
<br />WIRES, CONDUITS AND PIPES
<br />HOLES IN BEAMS & JOISTS
<br />
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