Structural Calculations Amphitheater Middle School Building 400 AC Replacement 315 E. Prince Rd., Tucson, Arizona

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1 Structural Calculations Amphitheater Middle School Building 400 AC Replacement 315 E Prince Rd, Tucson, Arizona Prepared for: Amphitheather Public Schools SCI Project No A

2 SCI Project No A Table of Contents Design Criteria 1 RTU Crieteria 3 Existing Joist Evaluation, Enercalc 4 Existing Joist with New RTU Evaluation, Enercalc 6 Shortened Joist Evaluation, Enercalc 8 Shortened Joist Modification Design 10 Steel Column and Base Plate Anchorage Design 14 Edge Member Design (Beam at opening) 20 Appendix A: Historical Joist Information, H-series 22 Scope These calculations specifically pertain to the evaluation of existing roof framing members for the removal of an existing roof top unit and replacement with a new roof top The new unit requires modification of the existing roof framing for an 7-0 x 7-0 opening in the existing concrete roof deck Calculations include design of structural modifications to an existing open web steel joist, columns to support the shortened joist, and miscellaneous support members for framing the opening Modification and upgrades are occurring at Amphi Middle School Building 400

3 Design Criteria CONCRETE Structural Elevated Slabs Assumed Existing Slabs-on-Grade MASONRY Existing (Conservatively assumed) Concrete Masonry Units (CMU) Mortar - Type S Grout - 3/8" Max Aggregate f'c = 4000 psi f'c = 3000 psi f'm = 1500 psi f'm = 1800 psi f'm = 2000 psi REINFORCING STEEL #3& Larger Grade 60 Fy = 60,000 psi STRUCTURAL STEEL Plates, Channels, Misc Shapes - ASTM A36 Fy = 36,000 psi W-Shapes - ASTM A992 Fy = 50,000 psi Steel Pipe - ASTM A53B or A501 Fy = 42,000 psi Steel Tubing - ASTM A500 Grade B Fy = 46,000 psi Summary of Existing Conditions Concrete masonry bearing walls with open web steel joist and metal conform deck supporting concrete roof slab Existing components specific to the area of consideration are as follows: 1 CMU: nominal 8 x 16 x 4 tall Exterior walls are load bearing CMU with brick veneer, and interior walls between corridor and classrooms are CMU load bearing Visual observations indicate interior walls at the Break Room are non-load bearing 2 Existing open web steel joists are 18 deep H-series joists at 4-0 on center Joists bear on load bearing walls between corridor and classrooms Joists immediately below area of consideration could not be verified Adjacent structure was verified as 18H5 It is likely joists directly below RTU are larger Evaluation will be based on 18H5, and field verification will be requested 3 Existing metal roof deck appears to be 13 C conform deck Roof slab total thickness was not verifiable without destruction Per historical Vulcraft roof deck catalogs and industry standards for this span and structural use, the deck is likely 13C conform deck with 2 lightweight concrete topping Design Loads Dead Loads: Self-weight of structural members: Steel joist framing Roof deck with 2 LW conc topping Roof treatment C/L/M/S allowance Live Loads: Minimally sloped roof Wind Load (See below): Minimally sloped roof 20 psf 250 psf 10 psf 40 psf 200 psf 101 psf/-287 psf

4 Project No A Page 2 WIND LOAD EVALUATION IBC 2012 / ASCE 7-10 Wind Load General Requirements (ASCE 7, Chapter 26) Risk Category III Ultimate Design Wind Speed, V ULT = 120 mph (ASCE 7 Figure 265-1B) Exposure B Enclosed Bldg K zt = 10 (ASCE 7 Figure 268-1) K d = 085 (ASCE 7 Figure 266-1) G = 085 (ASCE 7 Section 2691; where applicable) K d = 085 (ASCE 7 Figure 303-1) q h = K z K zt K d V 2 = (085)(10)(085)(120) 2 = 266 psf Wind Load Components & Cladding (ASCE 7, Chapter 30) For Effective Area > 100 sf on Gable Roof θ 7 GC p = +02/-09 (ASCE 7 Figure 304-2A) Zone 1 GC pi = ± 018 (ASCE 7 Table ) Enclosed Bldg p = q h [(GC p) (GC pi)] = +101/-287 psf Zone 1

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6 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 4 General Beam Analysis Lic # : KW Description : Existing Joist Evaluation - positive wind load File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC General Beam Properties Elastic Modulus 29,0000 ksi Span #1 Span Length = ft Area = 40 in^2 Moment of Inertia = in^4 Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00320, Lr = 0020, W = 0010 ksf, Tributary Width = 40 ft, (Typical design loads) DESIGN SUMMARY Maximum Bending = k-ft +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span ft Maximum Deflection Max Downward Transient Deflection 0856 in 481 Max Upward Transient Deflection 0007 in Max Downward Total Deflection 2227 in 185 Max Upward Total Deflection 0013 in Maximum Shear = Span # where maximum occurs Location of maximum on span 3571 k +D+Lr+H Span # ft Maximum Forces & Stresses for s Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Overall MAXimum Envelope Dsgn L = 3433 ft Span # 1 M V Mmax Mmax - Ma - Max 3065 Mnx Mnx/Omega Cb Rm Va Max 357 Vnx Vnx/Omega +D+H Dsgn L = 3433 ft D+L+H Dsgn L = 3433 ft D+Lr+H Dsgn L = 3433 ft D+S+H Dsgn L = 3433 ft D+0750Lr+0750L+H Dsgn L = 3433 ft D+0750L+0750S+H Dsgn L = 3433 ft D+060W+H Dsgn L = 3433 ft D+070E+H Dsgn L = 3433 ft D+0750Lr+0750L+0450W+H Dsgn L = 3433 ft D+0750L+0750S+0450W+H Dsgn L = 3433 ft D+0750L+0750S+05250E+H Dsgn L = 3433 ft D+060W+060H Dsgn L = 3433 ft D+070E+060H Dsgn L = 3433 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+Lr+H

7 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 5 General Beam Analysis Lic # : KW Description : Existing Joist Evaluation - positive wind load File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum D+H D+L+H D+Lr+H D+S+H D+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only

8 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 6 General Beam Analysis Lic # : KW Description : Existing Joist Evaluation - +W; with NEW RTU File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC General Beam Properties Elastic Modulus 29,0000 ksi Span #1 Span Length = ft Area = 40 in^2 Moment of Inertia = in^4 Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00320, Lr = 0020, W = 0010 ksf, Tributary Width = 40 ft, (Typical design loads) Point Load : D = ft, (Existing RTU) DESIGN SUMMARY Maximum Bending = k-ft +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span ft Maximum Deflection Max Downward Transient Deflection 0856 in 481 Max Upward Transient Deflection 0007 in Max Downward Total Deflection 2460 in 167 Max Upward Total Deflection 0015 in Maximum Shear = Span # where maximum occurs Location of maximum on span 4206 k +D+Lr+H Span # ft Maximum Forces & Stresses for s Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Overall MAXimum Envelope Dsgn L = 3433 ft Span # 1 M V Mmax Mmax - Ma - Max 3354 Mnx Mnx/Omega Cb Rm Va Max 421 Vnx Vnx/Omega +D+H Dsgn L = 3433 ft D+L+H Dsgn L = 3433 ft D+Lr+H Dsgn L = 3433 ft D+S+H Dsgn L = 3433 ft D+0750Lr+0750L+H Dsgn L = 3433 ft D+0750L+0750S+H Dsgn L = 3433 ft D+060W+H Dsgn L = 3433 ft D+070E+H Dsgn L = 3433 ft D+0750Lr+0750L+0450W+H Dsgn L = 3433 ft D+0750L+0750S+0450W+H Dsgn L = 3433 ft D+0750L+0750S+05250E+H Dsgn L = 3433 ft D+060W+060H Dsgn L = 3433 ft D+070E+060H Dsgn L = 3433 ft

9 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 7 General Beam Analysis Lic # : KW Description : Existing Joist Evaluation - +W; with NEW RTU File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+Lr+H Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum D+H D+L+H D+Lr+H D+S+H D+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only

10 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 8 General Beam Analysis Lic # : KW Description : Shortened Joist Evaluation - positive wind load File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC General Beam Properties Elastic Modulus 29,0000 ksi Span #1 Span Length = ft Area = 40 in^2 Moment of Inertia = in^4 Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load : D = 00320, Lr = 0020, W = 0010 ksf, Tributary Width = 40 ft, (Typical design loads) DESIGN SUMMARY Maximum Bending = k-ft +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span ft Maximum Deflection Max Downward Transient Deflection 0361 in 919 Max Upward Transient Deflection 0003 in Max Downward Total Deflection 0939 in 353 Max Upward Total Deflection 0006 in Maximum Shear = Span # where maximum occurs Location of maximum on span 2877 k +D+Lr+H Span # ft Maximum Forces & Stresses for s Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Overall MAXimum Envelope Dsgn L = 2767 ft Span # 1 M V Mmax Mmax - Ma - Max 1990 Mnx Mnx/Omega Cb Rm Va Max 288 Vnx Vnx/Omega +D+H Dsgn L = 2767 ft D+L+H Dsgn L = 2767 ft D+Lr+H Dsgn L = 2767 ft D+S+H Dsgn L = 2767 ft D+0750Lr+0750L+H Dsgn L = 2767 ft D+0750L+0750S+H Dsgn L = 2767 ft D+060W+H Dsgn L = 2767 ft D+070E+H Dsgn L = 2767 ft D+0750Lr+0750L+0450W+H Dsgn L = 2767 ft D+0750L+0750S+0450W+H Dsgn L = 2767 ft D+0750L+0750S+05250E+H Dsgn L = 2767 ft D+060W+060H Dsgn L = 2767 ft D+070E+060H Dsgn L = 2767 ft Overall Maximum Deflections Span Max "-" Defl Location in Span Max "+" Defl Location in Span +D+Lr+H

11 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 9 General Beam Analysis Lic # : KW Description : Shortened Joist Evaluation - positive wind load File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC Vertical Reactions Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum D+H D+L+H D+Lr+H D+S+H D+0750Lr+0750L+H D+0750L+0750S+H D+060W+H D+070E+H D+0750Lr+0750L+0450W+H D+0750L+0750S+0450W+H D+0750L+0750S+05250E+H D+060W+060H D+070E+060H D Only Lr Only L Only S Only W Only E Only H Only

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17 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 15 Steel Column Lic # : KW Description : Steel Column File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC Code References Calculations per AISC , IBC 2012, CBC 2013, ASCE 7-10 s Used : ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Applied Loads HSS3x2x3/16 Allowable Strength 460 ksi 29,0000 ksi Column self weight included : lbs * Dead Load Factor AXIAL LOADS Reultant Loads * 110: Axial Load at ft, D = 1950, LR = 1220, W = k BENDING LOADS Lateral brace: Lat Point Load at 90 ft creating My-y, D = 020 k DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bending Stress Ratio = : 1 +D+Lr Location of maxabove base At maximum location values are Pa : Axial Pn / Omega : Allowable Ma-x : Applied 8975 ft 3233 k 7575 k 00 k-ft Mn-x / Omega : Allowable 3397 k-ft Ma-y : Applied k-ft Mn-y / Omega : Allowable 2571 k-ft PASS Maximum Shear Stress Ratio = Location of maxabove base At maximum location values are Va : Applied Vn / Omega : Allowable Results : 1 D Only 9051 ft k 8501 k Overall Column Height ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = ft, K = 10 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = ft, K = 10 Service loads entered Load Factors will be applied for calculations Maximum Load Reactions Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections k k 00 k 00 k Along Y-Y 00 in at 00ft above base for load combination : Along X-X in at 6465ft above base for load combination :D Only Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location D Only 0394 PASS 898 ft 0019 PASS 905 ft +D+Lr 0555 PASS 898 ft 0019 PASS 905 ft +D+0750Lr 0514 PASS 898 ft 0019 PASS 905 ft +D+060W 0437 PASS 898 ft 0019 PASS 905 ft +D+0750Lr+0450W 0547 PASS 898 ft 0019 PASS 905 ft +D+0450W 0426 PASS 898 ft 0019 PASS 905 ft +060D+060W 0280 PASS 898 ft 0011 PASS 905 ft +060D 0166 PASS 898 ft 0011 PASS 905 ft Maximum Reactions Axial Reaction X-X Axis Top D Only D+Lr D+0750Lr D+060W k Y-Y Axis Top Note: Only non-zero reactions are listed Mx - End Moments k-ft My - End Top

18 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 16 Steel Column Lic # : KW Description : Steel Column File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC Maximum Reactions Axial Reaction X-X Axis Top k Y-Y Axis Top Note: Only non-zero reactions are listed Mx - End Moments k-ft My - End Top +D+0750Lr+0450W D+0450W D+060W D Lr Only 1220 W Only 0553 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Top Base Maximum " Minimum 0553 Reaction, X-X Axis Base Maximum 1220 " Minimum Reaction, Y-Y Axis Base Maximum " Minimum Reaction, X-X Axis Top Maximum " Minimum 1220 Reaction, Y-Y Axis Top Maximum " Minimum Moment, X-X Axis Base Maximum " Minimum Moment, Y-Y Axis Base Maximum " Minimum Moment, X-X Axis Top Maximum " Minimum Moment, Y-Y Axis Top Maximum " Minimum Maximum Deflections for s Max X-X Deflection Distance Max Y-Y Deflection Distance D Only in 6465 ft 0000 in 0000 ft +D+Lr in 6465 ft 0000 in 0000 ft +D+0750Lr in 6465 ft 0000 in 0000 ft +D+060W in 6465 ft 0000 in 0000 ft +D+0750Lr+0450W in 6465 ft 0000 in 0000 ft +D+0450W in 6465 ft 0000 in 0000 ft +060D+060W in 6465 ft 0000 in 0000 ft +060D in 6465 ft 0000 in 0000 ft Lr Only in 0000 ft 0000 in 0000 ft W Only in 0000 ft 0000 in 0000 ft Steel Section Properties : HSS3x2x3/16 Depth = 3000 in I xx = 177 in^4 J = 2050 in^4 Design Thick = 0174 in S xx = 118 in^3 Cw = 178 in^6 Width = 2000 in R xx = 1070 in Wall Thick = 0187 in Zx = 1480 in^3 Area = 1540 in^2 I yy = 0932 in^4 C = 1780 in^3 Weight = 5587 plf S yy = 0932 in^3 R yy = 0778 in Zy = 1120 in^3 Ycg = 0000 in

19 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 17 Steel Column Lic # : KW Description : Steel Column File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC Sketches

20 Structural Concepts, Inc 8230 E Broadway Blvd Ste W-7 Tucson, AZ Project Title: Amphi - AMS Bldg G AC Upgrade Engineer: JMM Project ID: A Project Descr: Page 18 Point Load on Slab Lic # : KW Description : Column bearing on 4" Slab on grade File = \\Server\sci data\scipro~1\jennif~1\1-jobf~1\active~1\17-167~1\calcs\17-167aec6 ENERCALC, INC , Build: , Ver: Licensee : STRUCTURAL CONCEPTS INC Code References Calculations per ACI , IBC 2012, CBC 2013, ASCE 7-10 s Used : ASCE 7-10 Analytical Values d - Slab Thickness 40 in Ks - Soil Modulus of Subgrade Reaction FS - Req'd Factor of Safety 20 : 1 Ec - Concrete Elastic Modulus f'c - Concrete Compressive Strength - Poisson's Ratio , pci ksi ksi Analysis Formulas Min Adjacent Load Distance in Pn = 172 [ (Ks R1 / Ec) 10, ] Fr d^2 Min Adjacent Column Distance = 15 * ( [ Ec d^3 / (12 * ( 1- u^2 ) Ks ] ^ 1/4 ) Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus R1 = 50% plate average dimension * sqrt( PlWid * PlLen) /2 d - Slab Thickness Ec = Concrete elastic modulus u - Poisson's ratio Fr - Concrete modulus of rupture = 75 * sqrt( f'c ) Ks = Soil modulus of subgrade reaction d - Slab Thickness Load & Capacity Table Plate (in) Load ID Wid Len R1 (in) Applied Concentrated Load on Plate - (kip) Governing Pu Pn D Lr L S W E Ld Comb (kip) (kip) Col D+Lr Pass, FS=1627 >= 2 Check

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