International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL


 Sabina Long
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1 PROJECT International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL EXP. 11/30/2014 STRUCTURAL CALCULATIONS July 24, 2014 BOWMAN, BARRETT & ASSOCIATES INC. CONSULTING ENGINEERS FAX
2 COMP. BY DATE CHKD. BY DATE SNOWDRIFT BOWMAN, BARRETT & ASSOCIATES, INC. CONSULTING ENGINEERS 130 EAST RANDOLPH STREET CHICAGO, ILLINOIS SHEET OF JOB NO. FILE NAME:snowdrift.mcd P g 30. psf Wall Height: h r 30. ft C e 1 I 1.0 D 0.13 ft. P g 14. pcf D = 17.9 pcf P f C. e I. P g P f = 30 psf h b P f D h b = 1.68 ft h r h b = 16.9 > 2.0 must consider snow drift h b W b 35. ft length of roof see code reduct W b P h d g ft. reduct h d1 = 2.04 ft ft psf h d2 h r h. b reduct h d2 = ft h d if h d1 < h d2, h d1, h d2 h d = 2.04 ft Drift only P d h. d D P d = psf Total snow load P m D. h d h b P m = psf W d1 4. h d W d1 = 8.15 ft W d2 4. h r h b W d2 = ft W d if W d1 < W d2, W d1, W d2 W d = 8.15 ft
3 COMP. BY DATE CHKD. BY DATE SNOWDRIFT BOWMAN, BARRETT & ASSOCIATES, INC. CONSULTING ENGINEERS 130 EAST RANDOLPH STREET CHICAGO, ILLINOIS SHEET OF JOB NO. FILE NAME:snowdrift.mcd P g 30. psf Wall Height: h r 30. ft C e 1 I 1.0 D 0.13 ft. P g 14. pcf D = 17.9 pcf P f C. e I. P g P f = 30 psf h b P f D h b = 1.68 ft h r h b = 16.9 > 2.0 must consider snow drift h b W b 150. ft length of roof see code reduct W b P h d g ft. reduct h d1 = 4.25 ft ft psf h d2 h r h. b reduct h d2 = ft h d if h d1 < h d2, h d1, h d2 h d = 4.25 ft Drift only P d h. d D P d = 76 psf Total snow load P m D. h d h b P m = 106 psf W d1 4. h d W d1 = ft W d2 4. h r h b W d2 = ft W d if W d1 < W d2, W d1, W d2 W d = ft
4 Floor Type: roof Floor Map Steel Code: ASD 9th Ed W10x12 W8x15 W8x W10x12 12K1 12KCS1 14K1 14KCS1 28KCS4 28KCS3 28KCS3 W21x44 W10x12 28KCS3 26KCS2 26KCS2 26KCS2 W10x12 20KCS2 16KCS2 1 A B B.8 C C.8 D E F G H
5 Floor Type: roof Floor Map Steel Code: ASD 9th Ed A B B.8 C C.8 D E F G H
6 Floor Type: roof Floor Map Steel Code: ASD 9th Ed L1 L P1 P1 4 P1 P1 P1 P A B B.8 C C.8 D E F G H
7 Floor Map Page 2/2 Steel Code: ASD 9th Ed. Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf snow Unreducible Line Loads Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft L1 CMU ABOVE Unreducible WINDOW Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips Type kips kips kips P1 RTU Unreducible
8 Floor Type: roof Floor Map Steel Code: ASD 9th Ed M2 M3 5 4 M3 3 2 M1 M1 M2 1 A B B.8 C C.8 D E F G H
9 Floor Map Page 2/2 Steel Code: ASD 9th Ed. Snow Loads Label Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf snow Drift snow2 Drift
10 Gravity Beam Design Steel Code: ASD 9th Ed. Floor Type: roof Beam Number = 40 SPAN INFORMATION (ft): IEnd (0.00,1.00) JEnd (29.16,1.00) Beam Size (Optimum) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL Snow Snow Snow Snow Snow Snow Snow Snow Snow 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL NonR NonR Snow Snow NonR SHEAR: Max V (DL+LL) = kips fv = 3.93 ksi Fv = ksi MOMENTS: Span Cond Lb Cb Tension Flange Compr Flange kipft ft ft fb Fb fb Fb Center Max Controlling REACTIONS (kips): Left Right DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) at ft = L/D = 935 Live load (in) at ft = L/D = 389 Net Total load (in) at ft = L/D = 275
11 Standard Joist Selection Floor Type: roof Beam Number = 42 SPAN INFORMATION (ft): IEnd (7.84,1.00) JEnd (7.84,39.90) Joist Size (User Selected) = 28KCS4 Total Beam Length (ft) = LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL NonR NonR NonR NonR NonR Snow Snow Snow NonR Snow NonR DESIGN VALUES: Design Allowable Max Uniform Load: (lbs/ft) Max Point Load: (kips) Max Shear: (kips) Max Moment: (kipft) MOMENTS: Span Cond kipft ft Center Max REACTIONS (kips): Left Right DL reaction Max +LL reaction Max +total reaction
12 Standard Joist Selection Page 2/2 DEFLECTIONS: Dead load (in) = L/D = 2160 Live load (in) = L/D = 500 Total load (in) = L/D = 406
13 Beam Summary Steel Code: ASD 9th Ed. STEEL BEAM DESIGN SUMMARY: Floor Type: roof Bm # Length +M M Seff Fy Beam Size Studs ft kipft kipft in3 ksi W10X W8X W8X W8X W8X W10X W8X W8X W8X W10X W8X W8X W8X W8X W8X W8X W21X W8X W8X24 u W8X W10X W8X15 u * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User.
14 Beam Summary Page 2/2 Steel Code: ASD 9th Ed. JOIST SELECTION SUMMARY: Floor Type: roof Standard Joists: Joist # Length WDL WLL WTL Joist K K1 Constant Shear Joists: Joist # Length Wmax Pmax Vmax Mmax Joist KCS KCS KCS KCS KCS KCS4 u KCS KCS KCS KCS KCS3 * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User.
15 Title : Job # Dsgnr: Date: 9:58AM, 24 JUL 14 Description : Scope : Rev: User: KW , Ver 5.8.0, 1Dec2003 (c) ENERCALC Engineering Software Description Masonry Lintel Design Page design.ecw:calculations General Information Code Ref: ACI , 1997 UBC, 2003 IBC, 2003 NFPA 5000 f'm 1,500.0 psi Clear Span 9.00 ft Rebar Size 5 Fs 24,000.0 psi Lintel Depth 2.00 ft # Bars E/F 1 Em = f'm * Thickness 8.00 in Top Clear in Special Inspection End Fixity FixFix Btm Clear in Seismic Factor Bar Spacing in # Bar Sets 2 Wall Wt Mult Load Duration Factor Block Type Medium Wt Live Loads Not Included with Wind/Seismic Applied Loads Distributed Loads... DL LL Start X End X # k/ft 0.50 k/ft ft ft Wind Load 0.00 psf Moments & Shears Vertical Loads DL Only DL + LL DL + Wind/Seismic + (LL) Lateral Loads Wind Seismic Equiv. Solid Thick in Summary Moment Shear Actual Allowable Actual Allowable kft psi kft psi kft psi Wall Wt 4.74 kft 4.74 kft psi psi psf E 1350,000.0 psi n Span= 9.00ft, Depth= 2.ft, Thick= 8.00inMedium Weight Block, Special Inspection Using 2 bar sets of 1 #5 bars spaced 3.000in apart, Ends are FixFix Combined Stress Ratios DL + LL (shear governs) : 1.00 DL + Wind (+ LL) (shear governs) DL + Seismic (+ LL) (shear governs) : 1.00 Combined Stress Results... Vertical Lateral : Combined DL + LL fb/fb : 1.00 fv/fv : 1.00 DL + Wind (+ LL) fb/fb : 1.00 fv/fv : 1.00 DL + Seismic (+ LL) fb/fb : 1.00 fv/fv : 1.00 Design Values Vertical Strength Allowable Stresses As in2 Masonry Fb... k:(np^2+2np)^.5np f'm (.5 if w/o sp insp) psi np Steel 24, psi j = 1  k/ Masonry Fv M:mas=Fb k j b d^2/2 * LDF kft f'm^.5 * (.5 if w/o sp insp) psi M:Stl = Fs As j d kft Lateral Strength As k:(np^2+2np)^.5np np j = 1  k/ in M:mas=Fb k j b d^2/2 * LDF 4.74 kft M:Stl = Fs*As*j*d*LDF 6.00 kft Lintel OK
16 Title : Job # Dsgnr: Date: 9:58AM, 24 JUL 14 Description : Scope : Rev: User: KW , Ver 5.8.0, 1Dec2003 (c) ENERCALC Engineering Software Description Lintel L4 Concrete Rectangular & Tee Beam Design Page design.ecw:calculations General Information Code Ref: ACI , 1997 UBC, 2003 IBC, 2003 NFPA 5000 Span 6.00 ft f'c 3,000 psi Depth in Fy 60,000 psi Width in Concrete Wt pcf Seismic Zone End Fixity 0 PinnedPinned Beam Weight Added Internally Live Load acts with Short Term Reinforcing Center of Beam... Count Size 'd' from Top Left End of Beam... Count Size 'd' from Top Right End of Beam... Count Size 'd' from Top # in #1 in #1 in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI C.2 Uniform Loads Dead Load Live Load Short Term Start End # k k k ft ft # k k k ft ft Summary Span = 6.00ft, Width= 7.50in Depth = 16.00in Maximum Moment : Mu kft Allowable Moment : Mn*phi kft Maximum Shear : Vu 4.70 k Allowable Shear : Vn*phi k Maximum Deflection in Max Left 4.86 k Max Right 4.86 k Beam Design OK Shear Stirrups... Stirrup Section in2 Region ft Max. Spacing Not Req'd Not Req'd Not Req'd in Max Vu k Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. C1 Mu, Eq. C2 Mu, Eq. Center kft kft 8.27 kft 4.13 Left End 0.00 kft 0.00 kft 0.00 kft 0.00 Right End 0.00 kft 0.00 kft 0.00 kft 0.00 kft Shear... Vn*Phi Vu, Eq. C1 Vu, Eq. C2 Vu, Eq. Left End k 4.70 k 3.53 k 1.76 Right End k 4.64 k 3.48 k 1.74 k Deflection Deflections.... Upward.. Downward. DL + [Bm Wt] in at ft in at ft DL + LL + [Bm Wt] in at ft in at ft DL + LL + ST + [Bm Wt] in at ft in at ft Right DL + [Bm Wt]] k k DL + LL + [Bm Wt] k k DL + LL + ST + [Bm Wt] k k
17 Title : Job # Dsgnr: Date: 9:58AM, 24 JUL 14 Description : Scope : Rev: User: KW , Ver 5.8.0, 1Dec2003 (c) ENERCALC Engineering Software Description Lintel L4 Concrete Rectangular & Tee Beam Design Page design.ecw:calculations Section Analysis Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis in in in a = beta * Xneutral in in in Compression in Concrete k Sum [Steel comp. forces] Tension in Reinforcing k Find Max As for Ductile Failure... XBalanced in in in Xmax = Xbal * in in in amax = beta * Xbal in in in Compression in Concrete k Sum [Steel Comp Forces] Total Compressive Force k AS Max = Tot Force / Fy in in in2 Actual Tension As OK OK OK Additional Deflection Calcs Neutral Axis in Mcr kft Igross 2, in4 Ms:Max DL + LL 7.29 kft Icracked in4 R1 = (Ms:DL+LL)/Mcr Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 7.29 kft Fr = 7.5 * f'c^ psi R2 = (Ms:DL+LL+ST)/Mcr Z:Cracking k/in I:eff... Ms(DL+LL) 2, in4 I:eff... Ms(DL+LL+ST) 2, in4 Eff. Flange Width 7.50 in ACI Factors ACI C1 & C2 DL ACI C1 & C2 LL ACI C1 & C2 ST...seismic = ST * : (per ACI , applied internally to entered loads) ACI C2 Group Factor ACI C3 Dead Load Factor ACI C3 Short Term Factor Add''l "1.4" Factor for Seismic Add''l "0.9" Factor for Seismic
18 Title : Job # Dsgnr: Date: 9:53AM, 24 JUL 14 Description : Scope : Rev: User: KW , Ver 5.8.0, 1Dec2003 (c) ENERCALC Engineering Software Description Bearing wall Masonry Wall Design Page design.ecw:calculations General Information Code Ref: ACI Loads Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Uniform Load Dead Load Live Load Load Eccentricity Roof Load Design Values ft 5.00 ft 8.0 in 5 48 in in 1, #/ft #/ft Center Seismic Factor Calc of Em = f'm * Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load #/ft #/ft f'm Fs No Special Inspection Rebar Only Medium Weight Block Equivalent Solid Thickness Wind Load 1, ,000.0 psi psi in psf E 1,350,000 psi Rebar Area in2 np j n : Es / Em Radius of Gyration in k / kj Wall Weight psf Moment of Inertia in4 Max Allow Axial Stress = 0.25 f'm (1(h/140r)^2) * SpInsp psi Allow Masonry Bending Stress = 0.33 f'm * SpInsp = psi Allow Steel Bending Stress = 24, psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in# lbs psi psi psi DL + LL 0.0 1, DL + LL + Wind 4, , , DL + LL + Seismic 2, , , Between Base & Top of Wall DL + LL 0.0 1, DL + LL + Wind 6, , , DL + LL + Seismic 3, , , Summary 14.00ft high wall with 5.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress OK Allowable OK Max. Axial Only Compressive Stress psi Allowable OK Max Steel Bending Stress Allowable , psi 336, OK
19 Title : Job # Dsgnr: Date: 9:53AM, 24 JUL 14 Description : Scope : Rev: User: KW , Ver 5.8.0, 1Dec2003 (c) ENERCALC Engineering Software Description Bearing wall Masonry Wall Design Page design.ecw:calculations Final Loads & Moments Wall Weight Mid Ht lbs Dead Load Top of Wall 0.00 in# Dead Load Mid Ht 0.00 in# Live Load Top of Wall 0.00 in# LiveLoad Mid Ht 0.00 in# Maximum Allow Moment for Applied Axial Load = 4, in# Maximum Allow Axial Load for Applied Moment = 8, lbs Wind Mid Ht 6, in# Seismic Mid Ht 3, in# Total Dead Load 1, lbs Total Live Load 0.00 lbs
20 Title : Job # Dsgnr: Date: 10:22AM, 24 JUL 14 Description : Scope : Rev: User: KW , Ver 5.8.0, 1Dec2003 (c) ENERCALC Engineering Software Description Continuous footing General Footing Analysis & Design Page design.ecw:calculations General Information Code Ref: ACI , 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined f'c Fy Concrete Weight Overburden Weight 4,000.0 psf , ,000.0 psi psi pcf 0.00 psf Dimensions... Width along XX Axis Length along YY Axis Footing Thickness Col Dim. Along XX Axis Col Dim. Along YY Axis Base Pedestal Height ft ft in in in in Min Steel % Rebar Center To Edge Distance 3.50 in Applied Vertical Load... Dead Load k...ecc along XX Axis in Live Load k...ecc along YY Axis in Short Term Load k Creates Rotation about YY Axis Creates Rotation about XX Axis Applied Moments... left & right) top & bot) Dead Load Live Load Short Term kft kft kft Creates Rotation about YY Axis kft kft kft Creates Rotation about XX Axis Applied Shears... left & right) top & bot) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 2.00ft x 1.00ft Footing, 12.0in Thick, w/ Column Support x 12.00in x 48.0in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1, ,700.0 psf Max Mu kft per ft Allowable 4, ,000.0 psf Required Steel Area in2 per ft "X' Ecc, of Resultant in in "Y' Ecc, of Resultant in in XX Min. Stability Ratio No Overturning :1 YY Min. Stability Ratio No Overturning Footing Design Shear Stresses... Vu Vn * Phi 1Way psi 2Way psi Shear Forces ACI C1 ACI C2 ACI C3 Vn * Phi TwoWay Shear 0.92 psi 0.56 psi 0.37 psi psi OneWay Shears... Left 0.00 psi 0.00 psi 0.00 psi psi Right 0.00 psi 0.00 psi 0.00 psi psi Top 0.00 psi 0.00 psi 0.00 psi psi Bottom 0.00 psi 0.00 psi 0.00 psi psi Moments ACI C1 ACI C2 ACI C3 Ru / Phi As Req'd Left 0.28 kft 0.17 kft 0.11 kft 4.3 psi 0.26 in2 per ft Right 0.28 kft 0.17 kft 0.11 kft 4.3 psi 0.26 in2 per ft Top 0.00 kft 0.00 kft 0.00 kft 0.0 psi 0.02 in2 per ft Bottom 0.00 kft 0.00 kft 0.00 kft 0.0 psi 0.02 in2 per ft
21 Title : Job # Dsgnr: Date: 10:22AM, 24 JUL 14 Description : Scope : Rev: User: KW , Ver 5.8.0, 1Dec2003 (c) ENERCALC Engineering Software Description Continuous footing General Footing Analysis & Design Page design.ecw:calculations Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 1, , , , psf DL + LL + ST 1, , , , psf Factored Load Soil Pressures ACI Eq. C1 2, , , , psf ACI Eq. C2 1, , , , psf ACI Eq. C3 1, , , , psf ACI Factors ACI C1 & C2 DL ACI C1 & C2 LL ACI C1 & C2 ST...seismic = ST * : (per ACI , applied internally to entered loads) ACI C2 Group Factor ACI C3 Dead Load Factor ACI C3 Short Term Factor Used in ACI C2 & C Add''l "1.4" Factor for Seismic Add''l "0.9" Factor for Seismic
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Masonry Wall 6.0  MASONRY WALL ANALYSIS AND DESIGN ================================================================================ Job ID : Job Description : Designed By : ================================================================================
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