1 STRUCTURAL DESIGN CALCULATIONSCOUNTY OF IMPERIAL CALIFORNIATABLE OF CONTENTS GRAVITY LOADS SECTION PROPERTIES ALLOWABLE STRESSES ALLOWABLE SHEAR SHEARWALL PANEL SCHEDULE TIMBER BEAM DESIGN SEISMIC FORCES/WIND FORCES FLOOR SHEARWALL DIAGRAM LATERAL LOADS ROOF DIAPHRAGM DESIGN SHEARWALL DESIGN CONTINUOUS FOOTING DESIGN DESIGN CRITERIA AND SPECIFICATIONS A. CODE: 2003 International Building Code B. SEISMIC: ZONE _ FAULT_____ TYPE__ Distance ____ C. WIND: Basic wind speed __ __ D. SOILS: Allowable soil bearing pressure _____ psf E. LUMBER: douglas Fir-Larch, 1. 2X Joists & Rafters-#2 or Better 2. 4X, 6X, 8X Beams & Headers- #1 orBetter 3. Plates, Blocking & Studs Stud Grade or Better F. GLUED-LAMINATED BEAM: Combination: 24 F- V4 Species: DF/DF PARALLAM BEAM: Truss Joist MacMillan, Parallam PSL MICROLLAM BEAM: Truss Joist MacMillan, Microllam LVL G.
2 CONCRETE: Non- Monolithic Pour Foundation System, All slab-on-grade/ continuous footing/ pads / pole footing _ _ _ _ _ _ f c= 2500 psi All STRUCTURAL concrete/ retaining wall / column / beam / _ _ _ _ _ _ f c= 3000 psi H. STEEL: ASTM A36, Fy = 36 ksi for STRUCTURAL Steel ASTM A615, Gr, 40 for #3 & 4, for # 5 and larger rebar steel ASTM A53, Gr. B for Pipe Steel ASTM A500, Gr. BB for Tube SteelI. CONCRETE BLOCK: ASTM C90, Grade N medium weight, Solid grouted all cells J. COLD FORM STEEL: ASTM A570-79 for 18 through 25 Gauge ASTM A570-79 Gr 50 for 12 through 16 Gauge K. WOOD CONSTRUCTION CONNECTOR: SIMPSON Strong-Tie or Approved Equal L.
3 TRUSS CALCULATIONS : Provided by: _____ It is the full intention of the Engineer that these CALCULATIONS conform to the International Building Code, 2003 edition. These CALCULATIONS shall govern the STRUCTURAL portion of the working drawings. However, where any discrepancies occur between these CALCULATIONS and the working drawings, the Engineer shall be notified immediately so proper action may be taken. The STRUCTURAL CALCULATIONS included here are for the analysis and DESIGN of primary STRUCTURAL system. The attachment of non- STRUCTURAL elements is the responsibility of the architect or designer, unless specifically shown otherwise. The Engineer assumes no responsibility for work not a part of these CALCULATIONS . When STRUCTURAL observation or field investigation the Engineer is required, the architect/ contractor shall make separate arrangements with the Name Job #S5161 ROOFLive Load=Dead LoadRoof cover=1/2" Plywood Shuttering= psfRoof Framing= psf1/2" Drywall Ceiling= psfInsulation= psfTotal Load=35 psfEXTERNAL WALLDead Load2x stud wall= psf1/2" Plywood Panel= psf1/2" Drywall= psf7/8" Stucco= psInsulation= psfTotal= psfINTERNAL WALLDead Load2x stud wall= psf3/8" Plywood Panel= psf(2)-1/2" Drywall= psfMisc= psfTotal= psfGRAVITY LOADS10 psf (for tile)20 psf (for pitch 4.)
4 12 or greater)2003 INTERNATIONAL BUILDING CODE 465 WOODTABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITHFRAMING OF douglas -FIR-LARCH, OR SOUTHERN PINEaFOR WIND OR SEISMIC LOADINGPANEL GRADECOMMONNAIL SIZEOR STAPLEfLENGTHAND GAGEMINIMUMFASTENERPENETRATIONIN FRAMING(inches)MINIMUMNOMINALPANELTHICKN ESS(inch)MINIMUMNOMINAL WIDTHOF FRAMINGMEMBER(inches)BLOCKED DIAPHRAGMSUNBLOCKED DIAPHRAGMSF astener spacing (inches) at diaphragm boundaries (allcases) at continuous panel edges parallel to load(Cases 3, 4), and at all panel edges (Cases 5 and 6)bFasteners spaced 6 max. Atsupported edgesb6421/2c2cCase 1(No unblocked edges orcontinuous joints parallel to load)All otherconfigurations(Cases 2, 3, 4, 5 and 6)Fastener spacing (inches) at other panel edges(Cases 1, 2, 3 and 4)b6643 STRUCTURAL IGrades6de11/45/162185250375420165125321 028042047518514011/216 Gage121552053103501351053175230345390155 1158d13/83/82270360530600240180330040060 067526520011/216 Gage121752353504001551153200265395450175 13010dd11/215/32232042564073028521533604 8072082032024011/216 Gage121752353504001551203200265395450175 130 Sheathing,single floorand othergradescovered inDOC PS 1and PS 26de11/45/162170225335380150110319025038 043017012511/216 Gage121401852753151259031552053103501401 056de11/43/82185250375420165125321028042 04751851408d13/8224032048054521516032703 60540610240180(continued)
5 Double diagonally sheathed lumber diagonally sheathed lumber dia-phragms shall be constructed of two layers of diagonalsheathing boards at 90 degrees ( rad) to each other onthe same face of the supporting members. Each chordshall be considered as a beam with uniform load per footequal to 50 percent of the unit shear due to diaphragm ac-tion. The load shall be assumed as acting normal to thechord in the plan of the diaphragm in either direction. Thespan of the chord or portion thereof shall be the distancebetween framing members of the diaphragm, such as thejoists, studs and blocking that serve to transfer the as-sumed load to the sheathing. The shear capacity of doublediagonally sheathed diaphragms of Southern pine orDouglas fir-larch shall not exceed 600 plf (8756 kN/m) ofwidth. The shear capacity shall be adjusted by reductionfactors of for framing members of species with a spe-cific gravity equal to or greater than but less and for species with a specific gravity of lessthan , as contained in the NDS.
6 Nailing of diagonallysheathed lumber diaphragms shall be in accordance withTable Gypsum board diaphragm diaphragm ceilings shall be in accordance with Sec-tion Shear sheathing joints in shear walls shall oc-cur over studs or blocking. Adjacent panel sheathing joints shalloccur over and be nailed to common framing members (see Sec-tion for limitations on shear wall bracing materials). Wood STRUCTURAL panel shear allow-able shear capacities for wood STRUCTURAL panel shear wallsshall be in accordance with Table These capacitiesare permitted to be increased 40 percent for wind walls are permitted to be calculated by principles ofmechanics without limitations by using values for nailstrength given in the NDS and wood STRUCTURAL panel designproperties given in the Lumber sheathed shear and doublediagonally sheathed lumber diaphragms are permitted usingthe construction and allowable load provisions of and Particleboard shear DESIGN shear ca-pacity of particleboard shear walls shall be in accordance2003 INTERNATIONAL BUILDING CODE 467 WOODTABLE continuedRECOMMENDED SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURALPANEL DIAPHRAGMS WITH FRAMING OF douglas -FIR-LARCH,OR SOUTHERN PINEaFOR WIND OR SEISMIC LOADINGFor SI.
7 1 inch = mm, 1 pound per foot = For framing of other species: (1) Find specific gravity for species of lumber in AFPA National DESIGN Specification. (2) For staples find shear value from tableabove for STRUCTURAL I panels (regardless of actual grade) and multiply value by for species with specific gravity of or greater, or for all other spe-cies. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Ad-justment Factor = [1-( - SG)], where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than Space fasteners maximum 12 inches along intermediate framing members (6 inches where supports are spaced 48 inches ).c. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where nails are spaced 2 inches or 21/2inches Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where both of the following conditions are met: (1) 10dnails having penetration into framing of more than 11/2inches and (2) nails are spaced 3 inches or 8d is recommended minimum for roofs due to negative pressures of high Staples shall have a minimum crown width of7 WALL PANEL SCHEDULE MARK WALL TYPE & NAIL SPACING (COMMON OR BOX) ALLOWABLE SHEAR,PLFANCHOR BOLTS (12 LONG OR 15 FOR 2- POUR) UPPERFLOOR SILL NAILING75/8 Drywall, blocked, with 6d cooler nails @ at edges and field.
8 (*175)5/8 @ 6 (*5/8 @ 3 ) ---DBL SIDED 16d @ 16 (*16d @ 8 ) 87/8 stucco over paper backed lath w/11 galv. Nail @ 6 at top and bottom plates, edge of wall and in field .see note # 3 below. 1805/8 @ 6 16d @ 8 103/8 CDX plywood or OSB w/8d nails @ 6 at edges and @ 12 in field. See note # 5 below. 260(*520)5/8 @ 4 (*5/8 @ 2 )---IF DBL SIDED16D @ 6 (*16d @ 3 ) 113/8 CDX plywood or OSB w/8d nails @ 4 at edges and @ 12 in field .USE 3X FOUNDATION SILL PLATE & 3X STUDS AND BLOCKS AT ADJACENT PANELS. 380(*760) 5/8 @ 4 (*5/8 @ 2 )---IF DBL SIDED16D @ 4 (*16d @ 2 ) 123/8 CDX plywood or OSB w/8d nails @ 3 at edges and @ 12 in field .USE 3X FOUNDATION SILL PLATE & 3X STUDS AND BLOCKS AT ADJACENT PANELS. 490(*980)5/8 @ 3 (*5/8 @ )---IF DBL SIDED 16D @ (*2-16d @ )133/8 CDX plywood or OSB w/8d nails @ 2 at edges and @ 12 in field .USE 3X FOUNDATION SILL PLATE & 3X STUDS AND BLOCKS AT ADJACENT PANELS.
9 640(*1280)5/8 @ 18 (*5/8 @ 14 )---IF DBL SIDED 16D (*2-16d @ )14 Str. 1 plywood w/10d nails @ 2 of edges and @ 12 in field. USE 3X FOUNDATION SILL PLATE & 3X STUDS AND BLOCKS AT ADJACENT (*1740)5/8 @ 20 (*5/8 @ 10 )---IF DBL SIDED 16D @2 (*2-16d @ 2 ) NOTES:1. ( * ----) in the table designates that shear wall sheating is to be applied on both faces of wall. 2. All plywood edges must be blocked with 2x solid blocking. Field nailing shall be 12 for stud spaced at 16 and 6 otherwise. 3. Paper hacked self-furring expanded metal lath with ICBO approval. allowable shear values exceed 350 plf, foundation sill plates and all framing members interior bearing and non- bearing footing s shall have 7/32 shot pins @ 32 & 48 anchor bolt shall have plate wahers a minimum of 2 x2 x3/16 CALCULATIONSBM#1-16' GARAGE 'W1=35 PSF*((8'/2)+2')= *((1'/2)+2')= *((4'/2)+2')=140 PLFBM#2-HDR AT REAR OF MASTER BEDROOMPW2W3W15'W1=35 * 4'=140 PLFW2=35 * 6'=210 PLFW3=35 * '= PLF=545 PLFP=35* 4' *14'=1960 LBSD escriptionBM#1-16' GARAGE Timber Beamal InformationCalculations are designed to 1997 NDS and 1997 UBC Requirements4x14 1, 1, End FixitySection NameCenter Spanft.
10 LuftBeam WidthinLeft Cantileverft..LuftBeam DepthinDouglas Fir - Larch, Cantileverft..LuftFb Base AllowksiFv AllowpsiFc AllowpsiWood DensitypcfEpsiBm Wt. Added to LoadsSawnMember TypeLoad Dur. FactorTrapezoidal Loads #1 DL @ Left#/ftDL @ Right#/ftLL @ Left#/ftLL @ Right#/ftStart LocftEnd Locft @ Left#/ftStart LocDL @ Right#/ftEnd Loc#/ft#/ftftLL @ Left#2ftLL @ Right @ Left#/ftDL @ Right#/ft#/ft#/ft#3ftLL @ LeftEnd LocStart LocftLL @ RightSummaryMax Stress Ratio : 1 Span= , Beam Width = x Depth = , Ends are Pin-PinAllowable k-ftMaximum Shear * kAllowable kBeam DESIGN OKMaximum Moment k-ftShear: @ Left kMax. Positive Moment k-ftat ft @ Right kMax. Negative Moment ftCamber: in @ LeftMax @ Left Support k-ft @ Center inMax @ Right Support k-ft @ Right M allow DL kMax psifv 1, psiFv psiRight DL kMax kDeflectionsCenter LoadTotal LoadDeflection in ft LoadTotal LoadDeflection in in in @ Center @ Left in @ Right inCamber ( using * Defl ).