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Project Information 1/29/2010 Page 5 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Shallow Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Geotechnial Report Reference Letter from Earth Consulting Incorporated Dated December 3, 2008 Vault Geometry Wall - A Length 112.00 ft - Interior Dimensions Width Cell 1 25.00 ft - Interior Dimensions Cell 2 25.00 ft - Interior Dimensions Lid Thickness 1.04 ft Soil grade over vault Max. 499.00 ft Wall Height 6.50 ft Min. 499.00 ft Design W.S. 495.50 ft Freeboard 1.00 ft Under Side of Vault Lid 496.50 ft Soil Cover 1.46 ft - Maximum Top of Vault Lid 497.54 ft 1.46 ft - Minimum Vault Bottom 490.00 ft Footing Drain Elevation 490.50 ft - Footing drain not required. Watertable at 18.5' bgs. Soils well drained Loading Criteria AASHTO Loading H20 [H20, H25, 45 kip] Surcharge 71 psf - Equiv uniform Live Loading Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) Equivalent Loading 70 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design 16 kip - H20 rear axle wheel load. 6 ft. wheel spacing. Geotechnical Design Values 9 Depth - grade to BOV Allowable Soil Bearing 18.00 ft. load width Native Soil 4,000 psf 1,778 plf - where pressures overlap Struct'l Fill 4,000 psf 71 psf - (Int Wall) w equiv at overlap 142 psf - (Ext Wall) w equiv at overlap EFP active Drained 35 pcf EFP active Saturated 85 pcf EFP passive 250 pcf EFP uniform - seismi 33 psf 8 Seismic load of 8 x wall height / 1.6. Actual seismic load facto EFP uniform - gravity psf Uniform pressure of 0 x wall height. Live load factor = 1.6 Friction Coeff. 0.25 Soil Density 130 pcf Lid Density 84 pcf (84 pcf =HCP, 150 = Concrete) Material Strengths Concrete Walls 3,000 psi Footings 3,000 psi Lid 3,000 psi Reinforcing Steel Rebar 60,000 psi WWM 40,000 psi 09-118 Muckleshoot - West Vault - shallow 2-span.xls 1 1/29/2010 8:16 AM

Project Information 1/29/2010 Page 6 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Shallow Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Exterior Walls Wall - A Soil grade over vault 499 ft Wall Thickness 8.00 in Wall Height 6.50 ft Concrete Strength Rebar Grade 3,000 psi 60,000 psi Soil Pressure top 190 psf Wall ht 6.50 ft @ ftg lin 400 psf bott to ftg drain 0.50 ft base 443 psf Design Values Service Factored 1.6 Moment 1,609 lb-ft 2,574 lb-ft good number R top 864 lb 1,383 lb R bot 1,117 lb 1,786 lb Reinforcing Horizontal Reinforcing Options: Rho Horiz #4 @ 12 in o/c rho = 0.0020 #5 @ 18 in o/c rho = 0.0020 #6 @ 18 in o/c rho = 0.0025 Crack Control z - limit to 145 k/in Vertical Reinforcing Options: fs [ksi] dc [in] Ac [in2] z [k/in] Design Sol'n #4 @ 19 in o/c 24 1.8125 68.875 120 OK 4/3*rho #5 @ 29 in o/c 24 1.8125 105.125 138 OK #6 @ 42 in o/c 24 1.8125 152.25 156 no good #7 @ 57 in o/c 24 1.8125 206.625 173 no good Wall Shear Footing dowel #5 Slab dowel #5 Shear, Vn, at top of wall 1.84 kips/ft Shear, Vn, at base of wall 2.38 kips/ft Wall top: One-way shear, Vc, with dowels 4 inches from inside wall face 5.26 kips/ft Wall Base: One-way shear, Vc, with dowels 2 inches from inside wall face 7.89 kips/ft Check Dtl Footing dowel shear with friction coefficient = 1.0 & #5 dowel 18.60 kips/bar Wall Top: Place #5 dowels 4 inches from inside wall face. Wall Base: Place #5 dowels 2 inches from inside wall face. Space dowels at 34 o/c max. Space dowels at 39 o/c max. 09-118 Muckleshoot - West Vault - shallow 2-span.xls 2 1/29/2010 8:16 AM

Project Information 1/29/2010 Page 7 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Shallow Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Exterior Footing - Under Plank Ends Wall - A Soil grade over vault 499 ft Footing Thickness 8.00 in Wall Height 6.50 ft Wall Thickness 8.00 in Tributary Width 12.5 ft Concrete Strength Rebar Grade 3,000 psi 60,000 psi Design Loads Service Service Factored Dead Soil 190 psf 2,496 plf 3,495 plf Lid 88 psf 1,152 plf 1,613 plf Wall 650 plf 910 plf Ftg weight 193 plf 271 plf Soil wedge at heel 780 plf 1,092 plf Live Surchar 142 psf 1,873 plf 3,183 plf 7,144 plf 10,564 plf Width 1.79 ft Use 2.00 ft Forces at top of wall Soil Bearing Service 3,572 psf DL 3,648 plf Factored 5,282 psf LL 1,873 plf - uniform load Moment Mu 1.2 kip-ft Shear Vu 1.8 kips Vn 2.1 kips Vc Shear OK, calculation not required, cone shear failure. Reinforcing Longitudinal Reinforcing Options: 2 #4 1.336 plf <--------- 2 #5 2.086 plf 1 #6 1.502 plf Transverse Reinforcing Options: #4 @ 34 in o/c #5 @ 52 in o/c #6 @ 75 in o/c #7 @ 102 in o/c Transverse reinforcing not required. Cone shear failure. 09-118 Muckleshoot - West Vault - shallow 2-span.xls 3 1/29/2010 8:16 AM

Project Information 1/29/2010 Page 8 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Shallow Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Interior Footing Wall - B Soil grade over vault 499 ft Footing Thickness 11.25 in Wall Height 6.50 ft Wall Thickness 8.00 in Tributary Width 25 ft Concrete Strength Rebar Grade 3,000 psi 60,000 psi Design Loads Service Service Factored Dead Soil 190 psf 4,866 plf 6,812 plf Lid 88 psf 2,246 plf 3,144 plf Wall 650 plf 910 plf Ftg weight 340 plf 476 plf Live Surchar 71 psf 1,825 plf 3,103 plf 9,927 plf 14,445 plf Width 2.48 ft Use 2.50 ft Forces at top of wall Soil Bearing Service 3,971 psf DL 7,112 plf Factored 5,778 psf LL 1,825 plf - uniform load Moment Mu 2.4 kip-ft Wall Compressive Stress at Mid-height Shear Vu 2.6 kip P service 9,262 plf Vn 3.0 kip fa 96 psi Vc 11.3 Shear OK, calculation Fa 180 psi Reinforcing Longitudinal Reinforcing Options: 4 #4 2.672 plf <--------- 2 #5 2.086 plf 2 #6 3.004 plf Transverse Reinforcing Options: #4 @ 27 in o/c #5 @ 42 in o/c #6 @ 60 in o/c #7 @ 81 in o/c Transverse reinforcing not required. Cone shear failure. 09-118 Muckleshoot - West Vault - shallow 2-span.xls 4 1/29/2010 8:16 AM

Project Information 1/29/2010 Page 9 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Shallow Cells Buoyancy Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Vault Geometry Length Width Lid Thickness Soil grade over vault Under Side of Vault Lid Vault Bottom Soil Cover Wall Height Allowable Water Table Potential uplift 113.3 ft - outside dim. 52.0 ft - outside dim. 1.04 ft 499.00 ft 496.50 ft 490.00 ft 1.46 ft - Maximum 6.5 ft 490.5 ft 183,283 lb - per foot of vault length Walls 214,933 lb perimeter only Lid 42,972 lb Soil Cover 1,117,278 lb Footings 66,142 lb perimeter only Floor 4.5 in thick 331,500 lb 1,772,825 lb Soil Column 16.00 in proj 515,840 lb Total am'nt of ftg that ext'ds beyond the ext wall face. Accounts for both sides of the vault. Accounts for dry soil above ftg drain only. Ratio 12.49 Max.footing drain Elev. 490.50 ft <--------- Floor Slab Design Gross Uplift 31.1 psf Slab Weight 56.3 psf Net Uplift -25.2 psf No net uplift on floor slab Flexure Mu = -3.14375 k-ft/ft d = 2.25 in As (transverse) #4 @ 24 in MD OR #5 @ 38 in MD Transverse As (long) #4 @ 24 in MD Transverse Alternate: 6x6-W2.9XW2.9 WWM (dia = 0.192 in, area = 0.058 in2/ft) at MD Slab Shear Vu = -0.5 klf V n = -0.58 klf Vc = 2.95 klf Shear capacity adequate. 09-118 Muckleshoot - West Vault - shallow 2-span.xls 5 1/29/2010 8:16 AM

Project Information 1/29/2010 Page 10 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Deep Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Geotechnial Report Reference Letter from Earth Consulting Incorporated Dated December 3, 2008 Vault Geometry Wall - C Length 112.00 ft - Interior Dimensions Width Cell 1 25.00 ft - Interior Dimensions Cell 2 25.00 ft - Interior Dimensions Lid Thickness 1.04 ft Soil grade over vault Max. 499.00 ft Wall Height 12.25 ft Min. 499.00 ft Design W.S. 495.50 ft Freeboard 1.00 ft Under Side of Vault Lid 496.50 ft Soil Cover 1.46 ft - Maximum Top of Vault Lid 497.54 ft 1.46 ft - Minimum Vault Bottom 484.25 ft Footing Drain Elevation 485.25 ft - Footing drain not required. Watertable at 18.5' bgs. Soils well drained Loading Criteria AASHTO Loading H20 [H20, H25, 45 kip] Surcharge 43 psf - Equiv uniform Live Loading Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) Equivalent Loading 70 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design 16 kip - H20 rear axle wheel load. 6 ft. wheel spacing. Geotechnical Design Values 14.75 Depth - grade to BOV Allowable Soil Bearing 29.50 ft. load width Native Soil 4,000 psf 1,085 plf - where pressures overlap Struct'l Fill 4,000 psf 43 psf - (Int Wall) w equiv at overlap 87 psf - (Ext Wall) w equiv at overlap EFP active Drained 35 pcf EFP active Saturated 85 pcf EFP passive 250 pcf EFP uniform - seismi 61 psf 8 Seismic load of 8 x wall height / 1.6. Actual seismic load facto EFP uniform - gravity psf Uniform pressure of 0 x wall height. Live load factor = 1.6 Friction Coeff. 0.25 Soil Density 130 pcf Lid Density 84 pcf (84 pcf =HCP, 150 = Concrete) Material Strengths Concrete Walls 3,000 psi Footings 3,000 psi Lid 3,000 psi Reinforcing Steel Rebar 60,000 psi WWM 40,000 psi 09-118 Muckleshoot - West Vault - deep 2-span.xls 1 1/29/2010 8:18 AM

Project Information 1/29/2010 Page 11 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Deep Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Exterior Walls Wall - C Soil grade over vault 499 ft Wall Thickness 10.00 in Wall Height 12.25 ft Concrete Strength Rebar Grade 3,000 psi 60,000 psi Soil Pressure top 219 psf Wall ht 12.25 ft @ ftg lin 613 psf bott to ftg drain 1.00 ft base 698 psf Design Values Service Factored 1.6 Moment 8,181 lb-ft 13,089 lb-ft good number R top 2,216 lb 3,545 lb R bot 3,115 lb 4,984 lb Reinforcing Horizontal Reinforcing Options: Rho Horiz #4 @ 10 in o/c rho = 0.0020 #5 @ 15 in o/c rho = 0.0020 #6 @ 22 in o/c rho = 0.0025 Crack Control z - limit to 145 k/in Vertical Reinforcing Options: fs [ksi] dc [in] Ac [in2] z [k/in] Design Sol'n #4 @ 6 in o/c 24 1.8125 21.75 82 OK rho #5 @ 10 in o/c 24 1.8125 36.25 97 OK #6 @ 14 in o/c 24 1.8125 50.75 108 OK #7 @ 19 in o/c 24 1.8125 68.875 120 OK Wall Shear Footing dowel #5 Slab dowel #5 Shear, Vn, at top of wall 4.73 kips/ft Shear, Vn, at base of wall 6.65 kips/ft Wall top: One-way shear, Vc, with dowels 4 inches from inside wall face 7.89 kips/ft Check Dtl Wall Base: One-way shear, Vc, with dowels 2 inches from inside wall face 10.52 kips/ft Check Dtl Footing dowel shear with friction coefficient = 1.0 & #5 dowel 18.60 kips/bar Wall Top: Place #5 dowels 4 inches from inside wall face. Wall Base: Place #5 dowels 2 inches from inside wall face. Space dowels at 20 o/c max. Space dowels at 18 o/c max. 09-118 Muckleshoot - West Vault - deep 2-span.xls 2 1/29/2010 8:18 AM

Project Information 1/29/2010 Page 12 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Deep Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Exterior Footing - Under Plank Ends Wall - C Soil grade over vault 499 ft Footing Thickness 8.00 in Wall Height 12.25 ft Wall Thickness 10.00 in Tributary Width 12.5 ft Concrete Strength Rebar Grade 3,000 psi 60,000 psi Design Loads Service Service Factored Dead Soil 190 psf 2,528 plf 3,539 plf Lid 88 psf 1,167 plf 1,633 plf Wall 1,531 plf 2,144 plf Ftg weight 193 plf 271 plf Soil wedge at heel 1,119 plf 1,566 plf Live Surchar 87 psf 1,157 plf 1,967 plf 7,695 plf 11,120 plf Width 1.92 ft Use 2.00 ft Forces at top of wall Soil Bearing Service 3,847 psf DL 3,694 plf Factored 5,560 psf LL 1,157 plf - uniform load Moment Mu 0.9 kip-ft Shear Vu 1.4 kips Vn 1.6 kips Vc Shear OK, calculation not required, cone shear failure. Reinforcing Longitudinal Reinforcing Options: 2 #4 1.336 plf <--------- 2 #5 2.086 plf 1 #6 1.502 plf Transverse Reinforcing Options: #4 @ 42 in o/c #5 @ 65 in o/c #6 @ 93 in o/c #7 @ 127 in o/c Transverse reinforcing not required. Cone shear failure. 09-118 Muckleshoot - West Vault - deep 2-span.xls 3 1/29/2010 8:18 AM

Project Information 1/29/2010 Page 13 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Deep Cells Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Interior Footing Wall - D Soil grade over vault 499 ft Footing Thickness 12.00 in Wall Height 12.25 ft Wall Thickness 10.00 in Tributary Width 25 ft Concrete Strength Rebar Grade 3,000 psi 60,000 psi Design Loads Service Service Factored Dead Soil 190 psf 4,898 plf 6,857 plf Lid 88 psf 2,260 plf 3,165 plf Wall 1,531 plf 2,144 plf Ftg weight 399 plf 558 plf Live Surchar 43 psf 1,121 plf 1,906 plf 10,209 plf 14,629 plf Width 2.55 ft Use 2.75 ft Forces at top of wall Soil Bearing Service 3,712 psf DL 7,158 plf Factored 5,320 psf LL 1,121 plf - uniform load Moment Mu 2.4 kip-ft Wall Compressive Stress at Mid-height Shear Vu 2.4 kip P service 9,045 plf Vn 2.9 kip fa 75 psi Vc 11.3 Shear OK, calculation Fa 180 psi Reinforcing Longitudinal Reinforcing Options: 4 #4 2.672 plf <--------- 3 #5 3.129 plf 2 #6 3.004 plf Transverse Reinforcing Options: #4 @ 29 in o/c #5 @ 45 in o/c #6 @ 65 in o/c #7 @ 88 in o/c Transverse reinforcing not required. Cone shear failure. 09-118 Muckleshoot - West Vault - deep 2-span.xls 4 1/29/2010 8:18 AM

Project Information 1/29/2010 Page 14 of 65 Muckleshoot Indian Tribe Project Number 09-118 West Detention Vault West Vault City of Auburn Deep Cells Buoyancy Trevor Stiff ESM Consulting Engineers, Inc. 33915 1st Way South #200 Federal Way, WA 98003 (253) 838 6113 Vault Geometry Length Width Lid Thickness Soil grade over vault Under Side of Vault Lid Vault Bottom Soil Cover Wall Height Allowable Water Table Potential uplift 113.7 ft - outside dim. 52.5 ft - outside dim. 1.04 ft 499.00 ft 496.50 ft 484.25 ft 1.46 ft - Maximum 12.3 ft 485.3 ft 371,179 lb - per foot of vault length Walls 508,885 lb perimeter only Lid 43,513 lb Soil Cover 1,131,339 lb Footings 66,467 lb perimeter only Floor 4.5 in thick 335,672 lb 2,085,876 lb Soil Column 14.00 in proj 743,457 lb Total am'nt of ftg that ext'ds beyond the ext wall face. Accounts for both sides of the vault. Accounts for dry soil above ftg drain only. Ratio 7.623 Max.footing drain Elev. 485.25 ft <--------- Floor Slab Design Gross Uplift 62.2 psf Slab Weight 56.3 psf Net Uplift 6.0 psf << Design floor reinforcing for net uplift >> Flexure Mu = 0.74375 k-ft/ft d = 2.25 in As (transverse) #4 @ 23 in MD OR #5 @ 36 in MD Transverse As (long) #4 @ 24 in MD Transverse Alternate: 6x6-W2.9XW2.9 WWM (dia = 0.192 in, area = 0.058 in2/ft) at MD Slab Shear Vu = 0.11 klf V n = 0.12 klf Vc = 2.95 klf Shear capacity adequate. 09-118 Muckleshoot - West Vault - deep 2-span.xls 5 1/29/2010 8:18 AM

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ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.01 Date: 1/29/2010 Time: 8:50:04 AM File: 09-118 CB-1 V 1- PROJECT TITLE MIT Vault #2 - CB-1 1.1 DESIGN STRIP CB-1 shear 2 - MEMBER ELEVATION [ft] 18.58 MIT West Vault - Permit Submittal 1/29/2010 Page 25 of 65 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 2 3#5X18'0" 5.4 ADAPT selected 1 4#5X19'0" 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in 2 ] required provided max 0 0.6 1.2 0.00 6.2 Bottom Bars 1.8 2.4 max 2.01 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] 11.5-11.5 7.2 User-selected Bar Size # Legs: 7.3 Required area [in 2 /ft] 8 - LEGEND 0.32 0.24 0.16 0.08 0.00.31 9 - DESIGN PARAMETERS 9.1 Code: ACI f'c = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES

1/29/2010 Page 26 of 65 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT-RC FOR REINFORCED CONCRETE BEAM/SLAB DESIGN Version 4.01 AMERICAN (ACI-318-99/UBC-1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306-2400, Fax: (650)364-4678 Email: Support@AdaptSoft.com, Web site: http://www.adaptsoft.com DATE AND TIME OF PROGRAM EXECUTION: Jan 29,2010 At Time: 8:50 PROJECT FILE: 09-118 CB-1 V P R O J E C T T I T L E: MIT Vault #2 - CB-1 CB-1 shear 1 - G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS... MODULUS OF ELASTICITY for BEAMS/SLABS... 3000.00 psi 3122.00 ksi CREEP factor for deflections for BEAMS/SLABS... 2.00 CONCRETE WEIGHT... SELF WEIGHT... REINFORCEMENT: YIELD Strength... Minimum Cover at TOP... Minimum Cover at BOTTOM... ANALYSIS OPTIONS USED: Structural system... Moment of Inertia over support is... Effective flange width consideration... NORMAL 150.00 pcf 60.00 ksi 1.00 in 1.00 in BEAM NOT INCREASED NO 2 - I N P U T G E O M E T R Y Page 2 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI

1/29/2010 Page 27 of 65 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S F TOP BOTTOM/MIDDLE P O FLANGE FLANGE REF MULTIPLIER A R LENGTH WIDTH DEPTH width thick. width thick. HEIGHT left right N M ft in in in in in in in -1-----3----4-------5-------6-------7------8------9------10----11-----12----13-1 1 18.58 12.00 24.00 -.50.50.50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in --1-------2---------3-------4-------5-----6---------7-------8-------9----10--- 1.00.00.00.00 (1).00.00.00 (1) 2.00.00.00.00 (1).00.00.00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends...(standard)... = 1 Hinged at near end, fixed at far end... = 2 Fixed at near end, hinged at far end... = 3 Fixed at near end, roller with rotational fixity at far end.. = 4 3 - I N P U T A P P L I E D L O A D I N G <---CLASS---> <--------------TYPE-------------------> D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM Page 3 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT

1/29/2010 Page 28 of 65 Li= LINE LOAD Intensity ( From... To ) ( M or C...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k...ft) k/ft -1-----2------3--------4----------5--------6---------7-------8---------9------ 1 L C 18.00 1.00 1 L C 18.00 7.00 1 D P 1.365 13.00 18.58 1.365 1 D P.225.00 13.00.225 1 SW U.00 18.58.300 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. ) ( M O M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) -1-----2------3---------4------------5-------6-----------7-------8------------ 1 L C 18.00 1.00 1 L C 18.00 7.00 1 D P 1.365 13.00 18.58 1 D P.225.00 13.00 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only SPAN AREA I Yb Yt in^2 in^4 in in -1-------------2----------------3---------------4-------------5----- 1 288.00.1382E+05 12.00 12.00 Note: Page 4 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI --- = Span/Cantilever is Nonuniform, see block 4.2

1/29/2010 Page 29 of 65 5 - D E A D L O A D M O M E N T S, S H E A R S & R E A C T I O N S < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(l)* midspan M(r)* SH(l) SH(r) --1---------2---------------3--------------4--------------5-----------6------- 1.00 32.40.00-5.83 10.28 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k-ft) -> --1---------------2----------------Lower columns----upper columns----- 1 5.83.00.00 2 10.28.00.00 6 - L I V E L O A D M O M E N T S, S H E A R S & R E A C T I O N S <-- 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE--> SPAN max min max min max min left right -1-------2---------3--------4--------5---------6---------7--------8--------9-- 1.00.00 89.42.00.00.00-28.25 7.75 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> <-------- 6.3 COLUMN MOMENTS (k-ft) --------> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min --1-----------2----------3------------4----------5------------6----------7---- 1 28.25.00.00.00.00.00 2 7.75.00.00.00.00.00 Page 5 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L) 10.1 FACTORED DESIGN MOMENTS (k-ft)

1/29/2010 Page 30 of 65 <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1.00 79.16 197.37 45.36.00 36.72 Note: * = face of support 10.2 FACTORED REACTIONS 10.3 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1 56.19 8.16.00.00.00.00 2 27.57 14.39.00.00.00.00 11 - M I L D S T E E L Top bar extension beyond where required... 12.00 in Bottom bar extension beyond where required... 12.00 in 11.1 - M I L D S T E E L - T O T A L S T R I P 11.1.1 TOP STEEL SELECTION AT MID-SPAN BOTTOM STEEL AT MID-SPAN (in^2) <-- SELECTION --> (in^2) <-- SELECTION --> SPAN ( ULT MIN*) NO SIZE LENGTH ( ULT MIN*) NO SIZE LENGTH --1-------2-------3------4---5------6-----------7-------8------9--10-----11--- 1 (.00.00) ( 2.01.91) 7 # 5 x 19'-0" 11.1.2 TOP STEEL SELECTION AT SUPPORTS BOTTOM STEEL AT SUPPORTS Page 6 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI (in^2) <-- SELECTION --> (in^2) <-- SELECTION --> JOINT ( ULT MIN*) NO SIZE LENGTH ( ULT MIN*) NO SIZE LENGTH --1-------2-------3------4---5------6-----------7-------8------9--10-----11--- 1 (.00.00) (.00.00) 2 (.00.00) (.00.00) 11.1.3 TOTAL WEIGHT OF REBAR = 138.7 lb AVERAGE = 7.5 psf

1/29/2010 Page 31 of 65 Note: Min* = Minimum rebar listed under column 3 and 8 is calculated based on either "rho min = 200/fy" or "1.33*Area of reinforcement for strength (listed under column 2 and 7)" Number of bars listed under column 4 is based on either area of bar under column 2 or column 3, whichever is larger. Number of bars listed under column 9 is based on either area of bar under column 7 or column 8, whichever is larger. 11.4 - S E L E C T I O N O F R E B A R 11.4.1 STEEL PROVIDED ------------------------------------------------------ SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in^2] --1----2-----3------4----5-------6---------7---------- 1 1 B 4 # 5 x 19'0" 1.24 1 2 B 3 # 5 x 18'0" 0.93 ------------------------------------------------------ Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. Refer to steel disposition tables and PTsum graphical display for positioning of bars. 11.4.2 STEEL DISPOSITION - TOP BARS ------- ----------- TOP STEEL ----------------- SPAN ID LOCATION NUM BAR LENGTH [ft] --1---- --2------3----- ---4----5------6------- 11.4.3 STEEL DISPOSITION - BOTTOM BARS Page 7 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI ------- -------- BOTTOM STEEL ----------------- SPAN ID LOCATION NUM BAR LENGTH [ft] --1---- --2------3----- ---4----5------6------- 1 1 RIGHT 4 # 5 x 18'9" 1 2 RIGHT 3 # 5 x 17'10" ------- --------------- ----------------------- 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS

1/29/2010 Page 32 of 65 LEGEND : Concrete = NORMAL weight (full shear allowed for) d... = distance of compression fiber to centroid of tension rebar #3@... = spacings of two-legged #3 stirrups, (fy= 60000. psi) ***** means no stirrups are required Mu, Vu.. = factored moments and shears CASES.. Vc = 1 ACI eqn 11-6 governs 2 min permissible value of 2(fc)^1/2 governs (ACI eqn 11-3) 3 max permissible value of 3.5(fc)^1/2 governs Av = 1 no reinforcement required 2 min reinforcement required (ACI eqn 11-14), for beams only 3 stirrup required by analysis (ACI eqn 11-15) SPAN = 1 LENGTH = 18.58 ft (Net span from.00 to 18.58 ft ) X d Vu Mu RATIO Av # 4@ CASES X/L ft in k k-ft Vu/íVc in^2/ft in Vc Av REMARKS --1-----2-------3-------4----------5-------6------7------8-----9-10------11----.00.00 22.69-56.19.00 2.22.32 11.5 (2 3).05.93 22.69-55.51 51.89 2.17.31 11.5 (1 3).10 1.86 22.69-24.22 76.88.96.12 11.5 (2 2) BEAMS ONLY.15 2.79 22.69-23.54 99.07.93.12 11.5 (2 2) BEAMS ONLY.20 3.72 22.69-22.86 120.62.90.12 11.5 (2 2) BEAMS ONLY.25 4.64 22.69-22.18 141.54.87.12 11.5 (2 2) BEAMS ONLY.30 5.57 22.69-21.49 161.82.85.12 11.5 (2 2) BEAMS ONLY.35 6.50 22.69-20.81 181.48.82.12 11.5 (2 2) BEAMS ONLY.40 7.43 22.69 10.47 187.27.41.00 ***** (2 1) Page 8 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI.45 8.36 22.69 11.16 177.23.44.00 ***** (2 1).50 9.29 22.69 11.84 166.55.47.00 ***** (2 1).55 10.22 22.69 12.52 155.23.49.00 ***** (2 1).60 11.15 22.69 13.20 143.28.52.12 11.5 (2 2) BEAMS ONLY.65 12.08 22.69 13.89 130.70.55.12 11.5 (2 2) BEAMS ONLY.70 13.01 22.69 14.58 117.48.58.12 11.5 (2 2) BEAMS ONLY.75 13.94 22.69 16.74 102.93.66.12 11.5 (2 2) BEAMS ONLY.80 14.86 22.69 18.91 86.37.75.12 11.5 (2 2) BEAMS ONLY.85 15.79 22.69 21.08 67.79.83.12 11.5 (2 2) BEAMS ONLY.90 16.72 22.69 23.24 47.21.92.12 11.5 (2 2) BEAMS ONLY.95 17.65 22.69 25.41 24.61 1.00.12 11.5 (2 3) 1.00 18.58 22.69 27.57.00 1.09.12 11.5 (2 3)

1/29/2010 Page 33 of 65 Page 9 (09-118 CB-1 V) ADAPT-RC V- 4.01 ACI 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete`s modulus of elasticity... Ec = 3122.00 ksi Creep factor... K = 2.00 Values in parentheses are (span/max deflection) ratios <...DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE...> SPAN DL DL+CREEP LL DL+LL+CREEP -1--------2--------------------4---------------5---------------6------ 1.05.14( 1583).26( 866).40( 560)

ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.01 Date: 1/29/2010 Time: 8:52:58 AM File: 09-118 CB-1 M 1- PROJECT TITLE MIT Vault #2 - CB-1 1.1 DESIGN STRIP CB-1 flexure 2 - MEMBER ELEVATION [ft] 18.58 MIT West Vault - Permit Submittal 1/29/2010 Page 34 of 65 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 1 4#5X19'0" 2 4#5X16'0" 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in 2 ] required provided max 0 0.7 1.4 0.00 6.2 Bottom Bars 2.1 2.8 max 2.43 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] 11.5-11.5 7.2 User-selected Bar Size # Legs: 7.3 Required area [in 2 /ft] 8 - LEGEND 0.24 0.18 0.12 0.06 0.00.21 9 - DESIGN PARAMETERS 9.1 Code: ACI f'c = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES

1/29/2010 Page 35 of 65 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT-RC FOR REINFORCED CONCRETE BEAM/SLAB DESIGN Version 4.01 AMERICAN (ACI-318-99/UBC-1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306-2400, Fax: (650)364-4678 Email: Support@AdaptSoft.com, Web site: http://www.adaptsoft.com DATE AND TIME OF PROGRAM EXECUTION: Jan 29,2010 At Time: 8:52 PROJECT FILE: 09-118 CB-1 M P R O J E C T T I T L E: MIT Vault #2 - CB-1 CB-1 flexure 1 - G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS... MODULUS OF ELASTICITY for BEAMS/SLABS... 3000.00 psi 3122.00 ksi CREEP factor for deflections for BEAMS/SLABS... 2.00 CONCRETE WEIGHT... SELF WEIGHT... REINFORCEMENT: YIELD Strength... Minimum Cover at TOP... Minimum Cover at BOTTOM... ANALYSIS OPTIONS USED: Structural system... Moment of Inertia over support is... Effective flange width consideration... NORMAL 150.00 pcf 60.00 ksi 1.00 in 1.00 in BEAM NOT INCREASED NO 2 - I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S F TOP BOTTOM/MIDDLE

1/29/2010 Page 36 of 65 Page 2 (09-118 CB-1 M) ADAPT-RC V- 4.01 ACI P O FLANGE FLANGE REF MULTIPLIER A R LENGTH WIDTH DEPTH width thick. width thick. HEIGHT left right N M ft in in in in in in in -1-----3----4-------5-------6-------7------8------9------10----11-----12----13-1 1 18.58 12.00 24.00 -.50.50.50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in --1-------2---------3-------4-------5-----6---------7-------8-------9----10--- 1.00.00.00.00 (1).00.00.00 (1) 2.00.00.00.00 (1).00.00.00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends...(standard)... = 1 Hinged at near end, fixed at far end... = 2 Fixed at near end, hinged at far end... = 3 Fixed at near end, roller with rotational fixity at far end.. = 4 3 - I N P U T A P P L I E D L O A D I N G <---CLASS---> <--------------TYPE-------------------> D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD Intensity ( From... To ) ( M or C...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k...ft) k/ft -1-----2------3--------4----------5--------6---------7-------8---------9------

1/29/2010 Page 37 of 65 Page 3 (09-118 CB-1 M) ADAPT-RC V- 4.01 ACI 1 L C 18.00 7.80 1 L C 18.00 13.80 1 D P 1.365 13.00 18.58 1.365 1 D P.225.00 13.00.225 1 SW U.00 18.58.300 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. ) ( M O M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) -1-----2------3---------4------------5-------6-----------7-------8------------ 1 L C 18.00 7.80 1 L C 18.00 13.80 1 D P 1.365 13.00 18.58 1 D P.225.00 13.00 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only SPAN AREA I Yb Yt in^2 in^4 in in -1-------------2----------------3---------------4-------------5----- 1 288.00.1382E+05 12.00 12.00 Note: --- = Span/Cantilever is Nonuniform, see block 4.2 5 - D E A D L O A D M O M E N T S, S H E A R S & R E A C T I O N S

1/29/2010 Page 38 of 65 Page 4 (09-118 CB-1 M) ADAPT-RC V- 4.01 ACI < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(l)* midspan M(r)* SH(l) SH(r) --1---------2---------------3--------------4--------------5-----------6------- 1.00 32.40.00-5.83 10.28 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k-ft) -> --1---------------2----------------Lower columns----upper columns----- 1 5.83.00.00 2 10.28.00.00 6 - L I V E L O A D M O M E N T S, S H E A R S & R E A C T I O N S <-- 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE--> SPAN max min max min max min left right -1-------2---------3--------4--------5---------6---------7--------8--------9-- 1.00.00 117.30.00.00.00-15.07 20.93 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> <-------- 6.3 COLUMN MOMENTS (k-ft) --------> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min --1-----------2----------3------------4----------5------------6----------7---- 1 15.07.00.00.00.00.00 2 20.93.00.00.00.00.00 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.20D + 1.60L) 10.1 FACTORED DESIGN MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1.00 67.23 226.61 38.88.00 93.32

1/29/2010 Page 39 of 65 Page 5 (09-118 CB-1 M) ADAPT-RC V- 4.01 ACI Note: * = face of support 10.2 FACTORED REACTIONS 10.3 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1 31.11 7.00.00.00.00.00 2 45.82 12.34.00.00.00.00 11 - M I L D S T E E L Top bar extension beyond where required... 12.00 in Bottom bar extension beyond where required... 12.00 in 11.1 - M I L D S T E E L - T O T A L S T R I P 11.1.1 TOP STEEL SELECTION AT MID-SPAN BOTTOM STEEL AT MID-SPAN (in^2) <-- SELECTION --> (in^2) <-- SELECTION --> SPAN ( ULT MIN*) NO SIZE LENGTH ( ULT MIN*) NO SIZE LENGTH --1-------2-------3------4---5------6-----------7-------8------9--10-----11--- 1 (.00.00) ( 2.43.91) 8 # 5 x 19'-0" 11.1.2 TOP STEEL SELECTION AT SUPPORTS BOTTOM STEEL AT SUPPORTS (in^2) <-- SELECTION --> (in^2) <-- SELECTION --> JOINT ( ULT MIN*) NO SIZE LENGTH ( ULT MIN*) NO SIZE LENGTH --1-------2-------3------4---5------6-----------7-------8------9--10-----11--- 1 (.00.00) (.00.00) 2 (.00.00) (.00.00) 11.1.3 TOTAL WEIGHT OF REBAR = 158.5 lb AVERAGE = 8.5 psf Note: Min* = Minimum rebar listed under column 3 and 8 is calculated based on either "rho min = 200/fy" or "1.33*Area of reinforcement for strength (listed under column 2 and 7)" Number of bars listed under column 4 is based on either area of bar under

1/29/2010 Page 40 of 65 Page 6 (09-118 CB-1 M) ADAPT-RC V- 4.01 ACI column 2 or column 3, whichever is larger. Number of bars listed under column 9 is based on either area of bar under column 7 or column 8, whichever is larger. 11.4 - S E L E C T I O N O F R E B A R 11.4.1 STEEL PROVIDED ------------------------------------------------------ SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in^2] --1----2-----3------4----5-------6---------7---------- 1 1 B 4 # 5 x 19'0" 1.24 1 2 B 4 # 5 x 16'0" 1.24 ------------------------------------------------------ Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. Refer to steel disposition tables and PTsum graphical display for positioning of bars. 11.4.2 STEEL DISPOSITION - TOP BARS ------- ----------- TOP STEEL ----------------- SPAN ID LOCATION NUM BAR LENGTH [ft] --1---- --2------3----- ---4----5------6------- 11.4.3 STEEL DISPOSITION - BOTTOM BARS ------- -------- BOTTOM STEEL ----------------- SPAN ID LOCATION NUM BAR LENGTH [ft] --1---- --2------3----- ---4----5------6------- 1 1 RIGHT 4 # 5 x 18'9" 1 2 RIGHT 4 # 5 x 15'11" ------- --------------- ----------------------- 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS LEGEND : Concrete = NORMAL weight (full shear allowed for) d... = distance of compression fiber to centroid of

1/29/2010 Page 41 of 65 Page 7 (09-118 CB-1 M) ADAPT-RC V- 4.01 ACI tension rebar #3@... = spacings of two-legged #3 stirrups, (fy= 60000. psi) ***** means no stirrups are required Mu, Vu.. = factored moments and shears CASES.. Vc = 1 ACI eqn 11-6 governs 2 min permissible value of 2(fc)^1/2 governs (ACI eqn 11-3) 3 max permissible value of 3.5(fc)^1/2 governs Av = 1 no reinforcement required 2 min reinforcement required (ACI eqn 11-14), for beams only 3 stirrup required by analysis (ACI eqn 11-15) SPAN = 1 LENGTH = 18.58 ft (Net span from.00 to 18.58 ft ) X d Vu Mu RATIO Av # 4@ CASES X/L ft in k k-ft Vu/íVc in^2/ft in Vc Av REMARKS --1-----2-------3-------4----------5-------6------7------8-----9-10------11----.00.00 22.69-31.12.01 1.23.12 11.5 (2 3).05.93 22.69-30.53 28.64 1.20.12 11.5 (2 3).10 1.86 22.69-29.95 56.74 1.17.12 11.5 (1 3).15 2.79 22.69-29.36 84.28 1.16.12 11.5 (1 3).20 3.72 22.69-28.78 111.29 1.14.12 11.5 (2 3).25 4.64 22.69-28.19 137.75 1.11.12 11.5 (2 3).30 5.57 22.69-27.61 163.67 1.09.12 11.5 (2 3).35 6.50 22.69-27.02 189.04 1.07.12 11.5 (2 3).40 7.43 22.69-26.44 213.87 1.04.12 11.5 (2 3).45 8.36 22.69 2.95 222.00.12.00 ***** (2 1).50 9.29 22.69 3.53 218.99.14.00 ***** (2 1).55 10.22 22.69 4.12 215.43.16.00 ***** (2 1).60 11.15 22.69 4.71 211.34.19.00 ***** (2 1).65 12.08 22.69 5.29 206.70.21.00 ***** (2 1).70 13.01 22.69 5.88 201.50.23.00 ***** (2 1).75 13.94 22.69 36.54 191.29 1.42.12 11.5 (1 3).80 14.86 22.69 38.40 156.48 1.49.13 11.5 (1 3).85 15.79 22.69 40.25 119.95 1.56.15 11.5 (1 3).90 16.72 22.69 42.11 81.69 1.62.17 11.5 (1 3).95 17.65 22.69 43.97 41.71 1.73.19 11.5 (2 3) 1.00 18.58 22.69 45.82.01 1.81.21 11.5 (2 3)

1/29/2010 Page 42 of 65 Page 8 (09-118 CB-1 M) ADAPT-RC V- 4.01 ACI 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete`s modulus of elasticity... Ec = 3122.00 ksi Creep factor... K = 2.00 Values in parentheses are (span/max deflection) ratios <...DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE...> SPAN DL DL+CREEP LL DL+LL+CREEP -1--------2--------------------4---------------5---------------6------ 1.05.14( 1583).35( 642).49( 457)

1/29/2010 Page 43 of 65

1/29/2010 Page 44 of 65 Footing Design Footing at wall end Dead Load (DL): 40,000 lbs. L Live Load (LL): 30,000 lbs. O Snow Load (SL): 0 lbs. A D Total Load = TL = DL+LL+SL = 70,000 lbs. S Ultimate Load = U = 1.2DL + 1.6LL = 96,000 lbs. or U = 1.2DL + 1.0LL + 1.6SL = 78,000 lbs. Assumed Allowable Soil Bearing Pressure, P a = 4,000 psf S O Required Bearing Area = TL/P a = 17.50 sq.ft. I Provide footing with side length, L 1 = 4.50 feet Long side L side length, L 2 = 4.50 feet Short side S Actual Soil Bearing, w = TL/(L 1 *L 2 ) = 3,457 psf Ultimate Soil Bearing, wu = U/L^2 = 4,741 psf Concrete Strength, f c ' = 3,000 psi C Depth of Footing, h = 12 inches O Depth to Reinforcement, d = 8.5 inches N Base Plate Dimensions: d1 = 12 inches C d2 = 16 inches R E Beam Shear, V u = 22.2 kips - demand T Punching Shear, V u = 79.5 kips - demand E Capacity Demand Beam Shear Strength, Φ V n = 37.7 kips > 22.2 kips - ok D Punching Shear Strength, Φ V n = 125.7 kips > 79.5 kips - ok E S Maximum Footing Moment, L 1 span, M u = 54.0 kip-feet I F = Ld^2/12000 = 0.3 G K u = M u/f = 166.1 N p(req) = 0.00338 A s(req) = pa c = 1.55 sq.in. Maximum Footing Moment, L 2 span, M u = 54.0 kip-feet F = Ld^2/12000 = 0.3 K u = M u /F = 166.1 p(req) = 0.0033800338 A s(req) = pa c = 1.55 sq.in. Provide: 4.5 foot by 4.5 foot by 12 inch thick footing with: Options: Long Dirct'n Short Dirct'n Weight #4 8 8 49 lbs #5 5 5 47 Use #5 bars #6 4 4 55 #7 3 3 56

ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.01 Date: 1/29/2010 Time: 10:22:31 AM File: 09-118 CB-2 V 1- PROJECT TITLE MIT Vault #2 - CB-2 1.1 DESIGN STRIP Case 2 - Shear 2 - MEMBER ELEVATION [ft] 12.00 MIT West Vault - Permit Submittal 1/29/2010 Page 45 of 65 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 2 4#5X12'6" 5.4 ADAPT selected 1 5#5X13'0" 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars [ in 2 ] required provided max 0 0.7 1.4 0.00 6.2 Bottom Bars 2.1 2.8 max 2.63 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] 8.5 9 10 13-13 7.2 User-selected Bar Size # Legs: 7.3 Required area [in 2 /ft] 8 - LEGEND 0.60 0.45 0.30 0.15 0.00.53 9 - DESIGN PARAMETERS 9.1 Code: ACI f'c = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES

1/29/2010 Page 46 of 65 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT-RC FOR REINFORCED CONCRETE BEAM/SLAB DESIGN Version 4.01 AMERICAN (ACI-318-99/UBC-1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306-2400, Fax: (650)364-4678 Email: Support@AdaptSoft.com, Web site: http://www.adaptsoft.com DATE AND TIME OF PROGRAM EXECUTION: Jan 29,2010 At Time: 10:22 PROJECT FILE: 09-118 CB-2 V P R O J E C T T I T L E: MIT Vault #2 - CB-2 Case 2 - Shear 1 - G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS... MODULUS OF ELASTICITY for BEAMS/SLABS... 3000.00 psi 3122.00 ksi CREEP factor for deflections for BEAMS/SLABS... 2.00 CONCRETE WEIGHT... SELF WEIGHT... REINFORCEMENT: YIELD Strength... Minimum Cover at TOP... Minimum Cover at BOTTOM... ANALYSIS OPTIONS USED: Structural system... Moment of Inertia over support is... Effective flange width consideration... NORMAL 150.00 pcf 60.00 ksi 1.00 in 1.00 in BEAM NOT INCREASED NO 2 - I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S F TOP BOTTOM/MIDDLE

1/29/2010 Page 47 of 65 Page 2 (09-118 CB-2 V) ADAPT-RC V- 4.01 ACI P O FLANGE FLANGE REF MULTIPLIER A R LENGTH WIDTH DEPTH width thick. width thick. HEIGHT left right N M ft in in in in in in in -1-----3----4-------5-------6-------7------8------9------10----11-----12----13-1 1 12.00 12.00 27.00 -.50.50.50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in --1-------2---------3-------4-------5-----6---------7-------8-------9----10--- 1.00.00.00.00 (1).00.00.00 (1) 2.00.00.00.00 (1).00.00.00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends...(standard)... = 1 Hinged at near end, fixed at far end... = 2 Fixed at near end, hinged at far end... = 3 Fixed at near end, roller with rotational fixity at far end.. = 4 3 - I N P U T A P P L I E D L O A D I N G <---CLASS---> <--------------TYPE-------------------> D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD Intensity ( From... To ) ( M or C...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k...ft) k/ft -1-----2------3--------4----------5--------6---------7-------8---------9------

1/29/2010 Page 48 of 65 Page 3 (09-118 CB-2 V) ADAPT-RC V- 4.01 ACI 1 L C 5.00 7.00 1 L C 18.00 1.50 1 L C 18.00 7.50 1 D C 10.00 7.00 1 D P 1.596.00 7.00 1.596 1 D P 3.705.00 7.00 3.705 1 D P.798 7.00 12.00.798 1 D P 1.853 7.00 12.00 1.853 1 SW U.00 12.00.338 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. ) ( M O M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) -1-----2------3---------4------------5-------6-----------7-------8------------ 1 L C 5.00 7.00 1 L C 18.00 1.50 1 L C 18.00 7.50 1 D C 10.00 7.00 1 D P 1.596.00 7.00 1 D P 3.705.00 7.00 1 D P.798 7.00 12.00 1 D P 1.853 7.00 12.00 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only SPAN AREA I Yb Yt in^2 in^4 in in -1-------------2----------------3---------------4-------------5----- 1 324.00.1968E+05 13.50 13.50 Note: --- = Span/Cantilever is Nonuniform, see block 4.2

1/29/2010 Page 49 of 65 Page 4 (09-118 CB-2 V) ADAPT-RC V- 4.01 ACI 5 - D E A D L O A D M O M E N T S, S H E A R S & R E A C T I O N S < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(l)* midspan M(r)* SH(l) SH(r) --1---------2---------------3--------------4--------------5-----------6------- 1.00 110.10.00-35.24 29.17 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k-ft) -> --1---------------2----------------Lower columns----upper columns----- 1 35.24.00.00 2 29.17.00.00 6 - L I V E L O A D M O M E N T S, S H E A R S & R E A C T I O N S <-- 6.1 L I V E L O A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE--> SPAN max min max min max min left right -1-------2---------3--------4--------5---------6---------7--------8--------9-- 1.00.00 73.87.00.00.00-24.58 16.42 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> <-------- 6.3 COLUMN MOMENTS (k-ft) --------> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min --1-----------2----------3------------4----------5------------6----------7---- 1 24.58.00.00.00.00.00 2 16.42.00.00.00.00.00 10 - F A C T O R E D M O M E N T S & R E A C T I O N S

1/29/2010 Page 50 of 65 Page 5 (09-118 CB-2 V) ADAPT-RC V- 4.01 ACI Calculated as ( 1.40D + 1.70L) 10.1 FACTORED DESIGN MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1.00 66.04 279.70 154.12.00 50.23 Note: * = face of support 10.2 FACTORED REACTIONS 10.3 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1 91.12 49.34.00.00.00.00 2 68.75 40.84.00.00.00.00 11 - M I L D S T E E L Top bar extension beyond where required... 12.00 in Bottom bar extension beyond where required... 12.00 in 11.1 - M I L D S T E E L - T O T A L S T R I P 11.1.1 TOP STEEL SELECTION AT MID-SPAN BOTTOM STEEL AT MID-SPAN (in^2) <-- SELECTION --> (in^2) <-- SELECTION --> SPAN ( ULT MIN*) NO SIZE LENGTH ( ULT MIN*) NO SIZE LENGTH --1-------2-------3------4---5------6-----------7-------8------9--10-----11--- 1 (.00.00) ( 2.63 1.03) 9 # 5 x 12'-0" 11.1.2 TOP STEEL SELECTION AT SUPPORTS BOTTOM STEEL AT SUPPORTS (in^2) <-- SELECTION --> (in^2) <-- SELECTION --> JOINT ( ULT MIN*) NO SIZE LENGTH ( ULT MIN*) NO SIZE LENGTH --1-------2-------3------4---5------6-----------7-------8------9--10-----11--- 1 (.00.00) (.00.00) 2 (.00.00) (.00.00)

1/29/2010 Page 51 of 65 Page 6 (09-118 CB-2 V) ADAPT-RC V- 4.01 ACI 11.1.3 TOTAL WEIGHT OF REBAR = 112.6 lb AVERAGE = 9.4 psf Note: Min* = Minimum rebar listed under column 3 and 8 is calculated based on either "rho min = 200/fy" or "1.33*Area of reinforcement for strength (listed under column 2 and 7)" Number of bars listed under column 4 is based on either area of bar under column 2 or column 3, whichever is larger. Number of bars listed under column 9 is based on either area of bar under column 7 or column 8, whichever is larger. 11.4 - S E L E C T I O N O F R E B A R 11.4.1 STEEL PROVIDED ------------------------------------------------------ SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in^2] --1----2-----3------4----5-------6---------7---------- 1 1 B 5 # 5 x 13'0" 1.55 1 2 B 4 # 5 x 12'6" 1.24 ------------------------------------------------------ Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. Refer to steel disposition tables and PTsum graphical display for positioning of bars. 11.4.2 STEEL DISPOSITION - TOP BARS ------- ----------- TOP STEEL ----------------- SPAN ID LOCATION NUM BAR LENGTH [ft] --1---- --2------3----- ---4----5------6------- 11.4.3 STEEL DISPOSITION - BOTTOM BARS ------- -------- BOTTOM STEEL ----------------- SPAN ID LOCATION NUM BAR LENGTH [ft] --1---- --2------3----- ---4----5------6------- 1 1 RIGHT 5 # 5 x 12'10" 1 2 RIGHT 4 # 5 x 12'2" ------- --------------- -----------------------

1/29/2010 Page 52 of 65 Page 7 (09-118 CB-2 V) ADAPT-RC V- 4.01 ACI 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS LEGEND : Concrete = NORMAL weight (full shear allowed for) d... = distance of compression fiber to centroid of tension rebar #3@... = spacings of two-legged #3 stirrups, (fy= 60000. psi) ***** means no stirrups are required Mu, Vu.. = factored moments and shears CASES.. Vc = 1 ACI eqn 11-6 governs 2 min permissible value of 2(fc)^1/2 governs (ACI eqn 11-3) 3 max permissible value of 3.5(fc)^1/2 governs Av = 1 no reinforcement required 2 min reinforcement required (ACI eqn 11-14), for beams only 3 stirrup required by analysis (ACI eqn 11-15) SPAN = 1 LENGTH = 12.00 ft (Net span from.00 to 12.00 ft ) X d Vu Mu RATIO Av # 4@ CASES X/L ft in k k-ft Vu/íVc in^2/ft in Vc Av REMARKS --1-----2-------3-------4----------5-------6------7------8-----9-10------11----.00.00 25.69-91.12.00 3.17.57 8.5 (2 3).05.60 25.69-86.39 53.25 3.01.53 9.0 (2 3).10 1.20 25.69-81.65 103.66 2.77.48 10.0 (1 3).15 1.80 25.69-46.31 142.05 1.59.16 13.0 (1 3).20 2.40 25.69-41.58 168.42 1.43.12 13.0 (1 3).25 3.00 25.69-36.84 191.95 1.28.12 13.0 (1 3).30 3.60 25.69-32.11 212.63 1.12.12 13.0 (2 3).35 4.20 25.69-27.37 230.47.95.12 13.0 (2 2) BEAMS ONLY.40 4.80 25.69-22.63 245.47.79.12 13.0 (2 2) BEAMS ONLY.45 5.40 25.69-17.90 257.63.62.12 13.0 (2 2) BEAMS ONLY.50 6.00 25.69-13.16 266.95.46.00 ***** (2 1).55 6.60 25.69-8.42 273.43.29.00 ***** (2 1).60 7.20 25.69 20.76 272.63.72.12 13.0 (2 2) BEAMS ONLY.65 7.80 25.69 51.18 251.86 1.74.20 13.0 (1 3).70 8.40 25.69 53.69 220.40 1.82.22 13.0 (1 3).75 9.00 25.69 56.20 187.43 1.90.24 13.0 (1 3).80 9.60 25.69 58.71 152.96 1.98.27 13.0 (1 3).85 10.20 25.69 61.22 116.97 2.08.29 13.0 (1 3).90 10.80 25.69 63.73 79.49 2.18.32 13.0 (1 3).95 11.40 25.69 66.24 40.50 2.31.34 13.0 (2 3) 1.00 12.00 25.69 68.75.00 2.40.37 13.0 (2 3)