Copyrights Stainless Cable Solutions llc

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1 9020 SW Washington Square Dr., Suite 505 Portland, Oregon P: (503) F: (503) STRUCTURAL CALCULATIONS Residential/Commercial Aluminum Guardrail System Solutions LLC 2160 Long St, West Linn, OR Solutions llc Washington Oregon California LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS. DESIGN IS BASED UPON INFORMATION PROVIDED THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No June 18, 2013

2 NO. SHEET NO Page 2 Design Criteria Scope of Work Development and design for an aluminum cable railing system including: Termination post, intermediate post, top rail, rail connecting blocks, cables, end cap, flat infill, base plate, and attachment. General Professional Engineer Stamps State of Oregon State of Washington State of California Building Code Conformance (Meets or Exceeds Requirements) 1997 Uniform Building Code 2000, 2003, 2006, and 2009 International Building and Residential Codes 2010 Oregon Structural Specialty Code and Oregon Residential Specialty Codes 2010 Washington State Building Code 2010 California Building and Residential Codes Additional Design References 2005 Aluminum Design Manual 2008 Building Code Requirements for Structural Concrete (ACI308-08) AISC Steel Construction Manual, 13th Edition 2005 National Design Specification for Wood Construction ASTM E Standard Specification for Permanent Metal Railing Systems and Rails for Buildings Materials (ADM 2005 Table 3.3-1) 6061-T6, T6510, T6511 Extrusions Tensile Ultimate Strength, Ftu = 38 ksi Tensile Yield Strength, Fty = 35 ksi Compressive Yield Strength, Fcy = 35 ksi Shear Ultimate Strength, Fsu = 24 ksi A554 Steel Grade 304/304L Solutions Yield Stress, Fy = 30 ksi llc Tensile Stress, Fu = 75 ksi Type 316 Steel Wire Rope 1x19 Strand Core 1/8" dia. with breaking strength = 1,869-lbs 7x7 Strand Core 1/8 dia. with breaking strength = 1,566-lbs

3 NO. SHEET NO Page 3 Design Criteria Guardrail Loading Conditions Uniform Load Per 2009 IBC , the uniform load shall be applied to the handrail in any direction. This loading is only applicable to commercial projects with public access and is not applicable to residential guardrails. The railing system covered in this package covers all commercial and residential, thus this loading condition shall apply. Concentrated Load Per IBC , the concentrated load shall be applied to the handrail in any direction Per IBC , components including intermediate rails, balusters, and cables shall be designed for a concentrated load applied normal and horizontally over an area of 1ft 2. Per IBC and IRC opening limitations shall not allow the passage of a sphere 4" in diameter through. p = 50 plf P = 200 lbs P = 50 lbs Part Numbers and Descriptions IP100 - SCRS Extruded Aluminum Intermediate Posts Page 4 & 5 TR100 - SCRS Extruded Aluminum Top Rail Page 6 FI200 - SCRS Extruded Aluminum Flat Infill EC100 - SCRS Top Rail End Cap BP100 - SCRS Base Plate Page 7 & 8 SR200 - SCRS Extruded Aluminum Stair Rail Page 9 RCB100 - SCRS Stair Grab Rail Connecting Block Page 10 Steel Wire Rope Page 11 TP100 - SCRS Extruded Aluminum Termination Posts Page 12 Aluminum Guardrail System Summary Solutions llc Total Post/Handrail Height Including Base Plate 42 in Maximum Termination Post Spacing 5'-0" oc Maximum Stair Rail Post Spacing 5'-0" oc Prestressing 255 lbs Spacing (On-Center) 3 1/8"

4 NO. SHEET NO Page 4 IP100 - SCRS Extruded Aluminum Intermediate Posts Extruded Aluminum Post Input Post Spacing, s = (See Page 3) Applied Load At Top, P = Unbraced Length, LB = Post Area, Ap = Compressive Modulus of Elasticity, E = Compression Section Modulus, SC = Moment of Inertia, Ix > Iy = Torsion Constant, J = Clear Height of Shear Area, h = Thickness of Shear Area, t = 5 ft 250 lbs in in² ksi in³ in⁴ in in in Compression in Beams, Extreme Fiber, Gross Section, Tubular Shapes 6061-T6 (ADM 2005 Table 2-21 Section 14) Slenderness, S = 7.9 Allowable Stress, S S1 = 21 ksi Controls Slenderness Limit, S1 = 123 Allowable Stress, S1<S<S2 = ksi Slenderness Limit, S2 = 1680 Allowable Stress, S S2 = ksi Allowable Bending Stress, Fb = 21 ksi Allowable Moment, SC*Fb = Mallow = kip-in Applied Moment, P*LB = Mapplied = kip-in OK Deflection Check, ΔMAX = LB/12 (ASTM E ) Allowable Deflection, Δallow = in Solutions llc Applied Deflection, PLB 3 /3EI = Δapplied = in OK Shear in Elements, Gross Section 6061-T6 (ADM 2005 Table 2-21 Section 20) Allowable Stress, S S1 = 12 ksi Controls Slenderness Limit, S1 = 36 in³ Allowable Stress, S1<S<S2 = ksi Slenderness Limit, S2 = 64 in³ Allowable Stress, S S2 = ksi Allowable Shear Stress, Fs = 12 ksi Allowable Shear, Ap*Fs = Vallow = kips Applied Shear, P = Vapplied = kips OK

5 NO. SHEET NO Page 5 IP100 - SCRS Extruded Aluminum Intermediate Posts Core Mounted Posts Bearing Check Existing Concrete Strength, f'c = 2500 psi Vapplied = kips (See Page 4) Mapplied from post = kip-in (See Page 4) Mapplied from shear = kip-in Mtotal = kip-in Depth of Concrete Blockout, dblockout = in Distance Bottom of Blockout to Applied Pu, dcompb = in Distance from Applied Pu to Top of Concrete, dcompt = in Width of Post, dterm = in Loaded Area, A1 = in² Area of the Lower Base of Largest Fulcrum, A2 = in² Compression Load at Blockout, Pu = kips Strength Reduction Factor, Ø = 0.65 (Per ACI ) Concrete Bearing Strength, fb = 5282 psi (Per ACI ) Maximum Applied Compression Load, fbmax = 2500 psi OK < 5282 psi Core Mounted Posts Edge Distance Check Distance from Center of Post to Edge of Concrete, ca1 = in Distance from Post Face to Edge of Concrete, cpost = in Thickness of Concrete, ha1 = in Projected Concrete Failure Area, AVco = in² (Per ACI D D-23) Projected Concrete Failure Area, AVc = in² (Per ACI D D-23) Shear Strength Modification Factor, ψed,v = 1.00 (Per ACI D.6.2.6) Cracked Concrete Modification Factor, ψc,v = 1.00 (Per ACI D.6.2.7) Cracked Concrete Modification Factor, ψh,v = 1.59 (Per ACI D.6.2.8) Lightweight Concrete Factor, λ = 1.00 (Per ACI ) Basic Concrete Breakout Strength, Vb = kips (Per ACI Solutions D.6.2.2) llc Nominal Concrete Breakout Strength, Vcb = kips (Per ACI D D-21) Max Nominal Concrete Breakout Strength, Vmax = kips OK < kips Use 4,000psi Non-Shrink Grout in Min 3"SQx4"Deep Blockout or 3" Diax4"Deep Hole with 4 ½" Min Edge Distance (No Rebar) or 1 ¼" Min Edge Distance when #3 or Larger Slab Edge Rebar Present Check Top Connection Note: Lateral loads on top rail bears directly on post side. Only uplift loads affecting attachment are considered. Diameter of Screw, dscrew = in Thickness of Post, tpost = in Area of Engaged Post in Shear, AVpost = in² Number of Screws in Shear = 4 Factor of Safety on Screw Connections, ns = 3.00 Tensile Ultimate Strength of Member Not in Contact with Screw Head, Ftu2 = 38 ksi Shear Strength of Screw, Vscrew = kips OK > kips

6 NO. SHEET NO Page 6 TR100 - SCRS Extruded Aluminum Top Rail Extruded Aluminum Rail Input Post Spacing, s = 5 ft Left/Right to Centroid, ccenter = in (See Page 3) Applied Load At Top, P = 250 lbs Section Modulus Top, Sxx = in³ Unbraced Length, LB = 5'-0" x 12" " = in Section Modulus Bottom, Sxx = in³ Compressive Modulus of Elasticity, E = ksi Section Modulus, Syy = in³ Rail Area, Ar = in² Torsion Constant, J = in Moment of Inertia x, Ixx = in⁴ Clear Height of Shear Area, h = in Moment of Inertia y, Iyy = in⁴ Thickness of Shear Area, t = in Top of Member to Centroid, ctop = in Bottom of Member to Centroid, cbott = in Compression in Beams, Extreme Fiber, Gross Section, Tubular Shapes 6061-T6 (ADM 2005 Table 2-21 Section 16) Slenderness, S = 14.3 Allowable Stress, S S1 = 21 ksi Controls Slenderness Limit, S1 = 21 Allowable Stress, S1<S<S2 = ksi Solutions llc Slenderness Limit, S2 = 33 Allowable Stress, S S2 = ksi Applied Moment, P*LB/4 = MAPPLIED = kip-in Allowable Bending Stress, Fb = 21 ksi Vertical Compressive Stress Applied, CVert = ksi OK Horizontal Compressive Stress Applied, CHoriz = ksi OK Vertical Loading Diagram Tension in Beams, Extreme Fiber, Net Section, Flat Elements in Uniform Tension (ADM 2005 Table Section 2) Tensile Yield Strength, Fty = 35 ksi Factor of Safety on Yield Strength, ny = 1.65 Allowable Tensile Stress, F = 21 ksi Tensile Ultimate Strength, Ftu = 38 ksi Factor of Safety on Ultimate Strength, nu = 1.95 Coefficient for Tension Members, kt = 1.00 Allowable Tensile Stress, F = 19 ksi Controls Vertical Tensile Stress Applied, TVert = ksi OK Horizontal Tensile Stress Applied, THoriz = ksi OK Horizontal Loading Diagram Deflection Check (Worst Case), ΔMAX = LB/12 (ASTM E ) Allowable Deflection, ΔALLOW = in Applied Deflection, PLB 3 /48EI = ΔAPPLIED = in OK Shear in Elements, Gross Section 6061-T6 (ADM 2005 Table 2-21 Section 20) Allowable Stress, S S1 = 12 ksi Controls Slenderness Limit, S1 = 36 in³ Allowable Stress, S1<S<S2 = ksi Slenderness Limit, S2 = 64 in³ Allowable Stress, S S2 = ksi Allowable Shear Stress, Fs = 12 ksi Allowable Shear, Ap*Fs = VALLOW = kips Applied Shear, P = VAPPLIED = kips OK

7 NO. SHEET NO Page 7 BP100 - SCRS Base Plate Tension Capacity of Screw (ADM ) Note: 5/16"-18 x 2" 6-Lobe Flat Head Floorboard Thread Cutting Screw, Type F, Black Phosphate and Oil MAPPLIED = kip-in (Page 4) Number of Screws in Tension = 2 Resisting Moment Arm, Center of Screw to Compression Face, larm = in Tension Applied, Papplied = kips Thread Stripping Area of Internal Thread Per Inch, Asn = Depth of Full Thread Engagement into t2, tcmin = Tensile Ultimate Strength of Member Not in Contact with Screw Head, Ftu2 = Nominal Pull-Out Strength, Pnot = in² in 38 ksi kips (Eq ) Thickness of Member in Contact with Screw Head, t1 = in Tensile Yield Strength of Member in Contact with Screw Head, Fty1 = 35 ksi Nominal Screw Head Diameter Abs Min, D = in t1/d = 0.66 >1.1 Use 1.1 Nominal Pull-Over Strength, Pnov = kips (Eq ) Ultimate Tensile Strength of Screw, Fu = 120 ksi Note: Use AISC for tensile strength of Tensile Stress Area of Screw, At = in² screw, NOT ADM 2005 Nominal Tensile Strength of a Screw, Pnt = kips Solutions llc Factor of Safety on Screw Connections, ns = 3.00 Ω = 2.00 Pull-Out Strength, Pnot/ns = kips OK > kips Pull-Over Strength, Pnov/ns = kips OK > kips Tensile Strength, Pnt/Ω = kips OK > kips Shear Capacity of Screw (ADM ) VAPPLIED = kips (TP-1) Number of Screws in Shear = 4 Shear Applied, Vapplied = kips Per Screw Tensile Ultimate Strength of Member in Contact with Screw Head, Ftu1 = 38 ksi Note: 1/2 of depth subtracted from t1 Factor of Safety on Ultimate Strength, nu = 1.95 as screw is countersunk Check 1) Screw Shear and Bearing Strength, PV = kips (Eq ) Thickness of Member Not in Contact with Screw Head, t2 = in Check 2) Screw Shear and Bearing Strength, PV = kips (Eq ) Check 3) Screw Shear and Bearing Strength, PV = N/A (Eq ) Nominal Shear Strength of a Screw, Pss = kips Check 4) Screw Shear and Bearing Strength, PV = kips (Eq ) Minimum Screw Shear and Bearing Strength, PVmin = kips OK > kips

8 NO. SHEET NO Page 8 BP100 - SCRS Base Plate Base Plate Anchorage (Lag Screws) Per 2005 National Design Specification for Wood Construction Applied Moment at TP100, Mapplied = kip-in (Page 4) Edge of Baseplate to Centerline of Tension Anchorage, lanc = in Number of Screws in Tension = 2 Applied Tension at Anchor Bolt/Screw, Tapplied = kips Vapplied = kips (Page 4) Number of Screws in Shear = 4 Solutions llc Shear Applied, Vapplied = kips Per Screw Lag Screw Reference Withdrawl Design Value (G=0.43, D=3/8"), W = 243 lbs (Per Table 11.2A) Penetration Depth, d = in Allowable Lag Screw Tension, Tallowable = kips OK > kips Lag Screw Reference Lateral Design Value (G=0.43, D=3/8"), Z = 160 lbs (Per Table 11K) Allowable Lag Screw Shear, Vallowable = kips OK > kips Use (4) ⅜" Dia SS304 Lag Screws with 6" Min Penetration into Min (1) 6x6 or (2) 3x6 Hem-Fir #2 (1.5" Min Edge Distance) Base Plate Anchorage (Thru-Bolts) Per 2005 National Design Specification for Wood Construction Bolt diameter = in Diameter of washer = in Area of Bearing under washer = in² Washer bearing, F c perp = 405 psi (Per Table 4A) Allowable Thru-Bolt Tension, Tallowable = kips OK > kips Lag Screw Reference Lateral Design Value (G=0.43, D=3/8"), Z = 160 lbs (No Thru-Bolt Values < 1/2" In NDS - Use Table 11K) Allowable Thru-Bolt Shear, Vallowable = kips OK > kips Use (4) ⅜" Dia SS304 Thru-Bolts with Min 2" Dia Heavy Washer into Min (1) 6x or (2) 3x Hem-Fir #2

9 NO. SHEET NO Page 9 SR200 - SCRS Extruded Aluminum Stair Rail Extruded Aluminum Rail Input Post Spacing, s = 5 ft Left/Right to Centroid, ccenter = in (See Page 2) Applied Load At Top, P = 250 lbs Section Modulus Top, Sxx = in³ Unbraced Length, LB = 6'x12"-2.25" = in Section Modulus Bottom, Sxx = in³ Compressive Modulus of Elasticity, E = ksi Section Modulus, Syy = in³ Rail Area, Ar = in² Torsion Constant, J = in Moment of Inertia x, Ixx = in⁴ Clear Height of Shear Area, h = in Moment of Inertia y, Iyy = in⁴ Thickness of Shear Area, t = in Top of Member to Centroid, ctop = in Bottom of Member to Centroid, cbott = in Compression in Beams, Extreme Fiber, Gross Section, Tubular Shapes 6061-T6 (ADM 2005 Table 2-21 Section 16) Slenderness, S = 25.6 Allowable Stress, S S1 = 21 ksi Solutions llc Slenderness Limit, S1 = 21 Allowable Stress, S1<S<S2 = ksi Controls Slenderness Limit, S2 = 33 Allowable Stress, S S2 = ksi Applied Moment, P*LB/4 = MAPPLIED = kip-in Allowable Bending Stress, Fb = 19 ksi Vertical Compressive Stress Applied, CVert = ksi OK Horizontal Compressive Stress Applied, CHoriz = ksi OK Vertical Loading Diagram Tension in Beams, Extreme Fiber, Net Section, Flat Elements in Uniform Tension (ADM 2005 Table Section 2) Tensile Yield Strength, Fty = 35 ksi Factor of Safety on Yield Strength, ny = 1.65 Allowable Tensile Stress, F = 21 ksi Tensile Ultimate Strength, Ftu = 38 ksi Factor of Safety on Ultimate Strength, nu = 1.95 Coefficient for Tension Members, kt = 1.00 Allowable Tensile Stress, F = 19 ksi Controls Vertical Tensile Stress Applied, TVert = ksi OK Horizontal Tensile Stress Applied, THoriz = ksi OK Horizontal Loading Diagram Deflection Check (Worst Case), ΔMAX = LB/12 (ASTM E ) Allowable Deflection, ΔALLOW = in Applied Deflection, PLB 3 /48EI = ΔAPPLIED = in OK Shear in Elements, Gross Section 6061-T6 (ADM 2005 Table 2-21 Section 20) Allowable Stress, S S1 = 12 ksi Controls Slenderness Limit, S1 = 36 in³ Allowable Stress, S1<S<S2 = ksi Slenderness Limit, S2 = 64 in³ Allowable Stress, S S2 = ksi Allowable Shear Stress, Fs = 12 ksi Allowable Shear, Ap*Fs = VALLOW = kips Applied Shear, P = VAPPLIED = kips OK

10 NO. SHEET NO Page 10 ### Check Fascia Mount Note: Uses (2) #10-12x1 1/2" Phillips Pan Head Sheet Metal Screws - Type A, 18-8 Steel Diameter of Screw, dscrew = in Thickness of Post, tpost = in Area of Engaged Post in Shear, AVpost = in² Number of Screws in Shear = 2 Factor of Safety on Screw Connections, ns = 3.00 Tensile Ultimate Strength of Member Not in Contact with Screw Head, Ftu2 = 38 ksi Shear Strength of Screw, Vscrew = kips OK > kips Note: Uses (2) #10-16x3/4" Phillips Pan Head Self Drilling Screw Zinc #3 Point Diameter of Screw, dscrew = in Thickness of Post, tpost = in Area of Engaged Post in Shear, AVpost = in² Number of Screws in Shear = 2 Factor of Safety on Screw Connections, ns = 3.00 Tensile Ultimate Strength of Member Not in Contact with Screw Head, Ftu2 Solutions = 38 ksi llc Shear Strength of Screw, Vscrew = kips OK > kips Check Stair Rail Adapter Note: Uses (2) #10-16x3/4" Phillips Pan Head Self Drilling Screw Zinc #3 Point See Check Above Note: Uses (2) #10-16x3/4" Phillips Pan Head Self Drilling Screw Zinc #3 Point See Check Above Applied Shear, Vbase = Vconn = Vapplied = kips (TP-1) Distance from Center of Bolt to Face of Base, larm = in Applied Moment, Mapplied = kip-in Distance from Edge of Base to Center of Screw, lbase = in Applied Tension, Tapplied = kips Diameter of Screw, dscrew = in Thickness of Post, tpost = in Area of Engaged Post in Shear, AVpost = in² Number of Screws in Shear = 2 Factor of Safety on Screw Connections, ns = 3.00 Tensile Ultimate Strength of Member Not in Contact with Screw Head, Ftu2 = 38 ksi Shear Strength of Screw, Vscrew = kips OK > kips

11 NO. SHEET NO Page 11 Steel Wire Rope Check Deflection Note: A min load of 50psf shall be applied to a 4" sphere. Spacing and deflection of the cables shall not allow the sphere to pass through. Diameter of, D = in Intermediate Post Spacing, L = 5 ft Prestress Force, Fps = 255 lbs Sphere Diameter, Db = in Initial Spacing, So = in Termination Post Spacing, LT = 30 ft Load Applied to Sphere, wsphere = 50.0 psf Projected Area of Sphere, Asphere = in² Impact Factor, if = 2.00 Force Applied to Sphere, Fxsphere = lbs Solutions llc Spread at Pass-Thru = Db+Dcable, Smax = in Final Spacing, Sfinal = Seq = in Deflection at Pass-Thru = (Smax-So)/2, Δ'max = in Deflection, Δ = Δeq = in Applied Angle = asin((so+2δ)/(db+d)), θ = 88.7 Force Applied to, T = F = lbs Maximum Deflection = (Db+D-So)/2, Δmax = in Modulous of Elasticity, E = ksi Moment of Inertia, I = in⁴ Cross Sectional Area, A = in² Extensible, Flexible, Pef = lbs Flexural Bending, Pb = lbs Prestressing, Pps = lbs Force in Resisting Sphere, Fxcable = P = lbs OK 1/8" Diameter 1x19 Strand Core Breaking Strength = 1869 lbs 1/8" Diameter 7x7 Strand Core Breaking Strength = 1566 lbs Controls (OK < 310lbs)

12 NO. SHEET NO Page 12 TP100 - SCRS Extruded Aluminum Termination Posts Extruded Aluminum Post Input Post Spacing, s = 5 ft Prestress Force, Fps = 255 lbs Initial Spacing, So = in Unbraced Length = 42" - 1" - 3/8", LB = in Distributed Load, w = 81.6 lb-in Post Area, Ap = in² Compressive Modulus of Elasticity, E = ksi Compression Section Modulus, SC = in³ Moment of Inertia, Ix > Iy = in⁴ Torsion Constant, J = in Clear Height of Shear Area, h = in Thickness of Shear Area, t = in Moment From Code Point Load, Mpnt = kip-in (Page 4) Moment From Prestress, Mpstr = kip-in Controls TP100 Design Compression in Beams, Extreme Fiber, Gross Section, Tubular Shapes 6061-T6 (ADM 2005 Table 2-21 Section 14) Slenderness, S = 8.2 Allowable Stress, S S1 = 21 ksi Controls Slenderness Limit, S1 = 123 Allowable Stress, S1<S<S2 = ksi Slenderness Limit, S2 = 1680 Allowable Stress, S S2 = ksi Allowable Bending Stress, Fb = 21 ksi Allowable Moment, SC*Fb = Mallow = kip-in Applied Moment, w*lb 2 /8 = Mapplied = kip-in OK Deflection Check, ΔMAX = LB/12 (ASTM E ) Allowable Deflection, Δallow = in Solutions llc Applied Deflection, PLB 3 /3EI = Δapplied = in OK Shear Elements, Gross Section 6061-T6 (ADM 2005 Table 2-21 Section 20) Allowable Stress, S S1 = 12 ksi Controls Slenderness Limit, S1 = 36 in³ Allowable Stress, S1<S<S2 = ksi Slenderness Limit, S2 = 64 in³ Allowable Stress, S S2 = ksi Allowable Shear Stress, Fs = 12 ksi Allowable Shear, Ap*Fs = Vallow = kips Applied Shear, P = Vapplied = kips OK

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