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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 19-00723 - Mountain America Credit Union Office Call Center2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950 www.bhbengineers.com Rexburg, ID 11/12/2019 Salt Lake City, Utah 84111 JTP 52 Exchange Place Babcock Design Group Structural Calculations BHB Project # 190620 MACU Rexburg Call Center These calculations were prepared solely for the client and project listed on the cover sheet. They shall not be copied or used for the benefit of any other party or project. Rev 0 Prepared For: Prepared By:stamp: 11/21/2019 2766 South Main Street - SLC, Utah 84115 - Phone: 801.355.5656 - Fax: 801.355.5950 www.bhbengineers.com SC-1 D-1 L-1 F-1 Calculations Index MACU Rexburg Call Center These calculations were prepared solely for the client and project listed on the cover sheet. They shall not be copied or used for the benefit of any other party or project. HEADING PAGE Calculations Index PAGE General Criteria Steel Beams Steel Columns Steel Deck Lateral Foundations G-1 S-1 Site Data 2015 ° ' " = ° ° ' " = ° ft Building Data ft ft ft Soils Report Recommendations Summary in psf Frost Depth in Lateral Pressures pcf pcf pcf Coeff of Friction Job # Foundation Type Structural Fill Soil Bearing Transient Increase Soil Site Class Active At Rest Passive Roof Height, h Plan Length, L Plan Width, B Author Dated IBC Latitude Longitude Elevation Risk Category MACU Rexburg Call Center 43.824709 -111.809086 40 II 2015 Madison 190620 11/12/19 2766 South Main Street - SLC, Utah 84115 Phone: 801.355.5656 - Fax: 801.355.5950 JTP Address County General Information 4860 -111 43 0 Rexburg, ID 60 100 49 48 29 32.7 Project:Sheet: Job#: Date: By: G-1 MACU Rexburg Call Center 190620 11/12/19 2766 South Main Street - SLC, Utah 84115 Phone: 801.355.5656 - Fax: 801.355.5950 JTP Project:Sheet: Job#: Date: By: G-2 Roof S = 20 psf Deck 3 Joists/Girders 3 Ceiling 3 Roofing 2 Mech 5 Collateral 4 Floor S = 65 psf W3 Deck - 20 gage 2.3 6.25-in LW Conc 43.5 Delta Concrete 3 Ceilings - Mechanical Duct Allowance 4 Joists/Girders 4 Ceilings - Acoustical Fiber Board 2 Floor Finish 3 Collateral 3.2 Dead Loads MACU Rexburg Call Center 190620 11/12/19 2766 South Main Street - SLC, Utah 84115 Phone: 801.355.5656 - Fax: 801.355.5950 JTP Project:Sheet: Job#: Date: By: G-3 Office S = 100 psf Office Buildings - Corridors Above 1st Floor 80 Partition 20 Roof Live 20 psf Roof Live 20 MACU Rexburg Call Center 190620 11/12/19 2766 South Main Street - SLC, Utah 84115 Phone: 801.355.5656 - Fax: 801.355.5950 JTP Live Loads Project:Sheet: Job#: Date: By: G-4 Description Snow Drift Data psf psf pcf ft ft ft TRUE Governs TRUE #### Term Definition Pf Minimum Roof Snow Load (psf) Pg Basic Ground Snow Load (psf) Pm Maximum Intensity of Load at the Height Change (psf) Ce Snow Exposure factor (Table 7-2) Ct Thermal Factor (Table 7-3) Is Imporatnce Factor (Table 7-4) D Density of Snow (pcf) Hb Height of Balanced Snow Load on Lower Roof Hd Maximum Height of Drift Surcharge (feet) Hc Height Difference Between Upper Roof and Top of Balanced Snow Load on Lower Roof Hr Height Difference Between Roof Elevations Lu Length of Roof Upward of Drift Normal to the Line of Change in Roof Level (feet) But Not Less than 25 feet For Windward Drifts, Program Takes 75% of "Hd" for Claculating Snow Drift W Width of Drift (feet) 4 Snow Drift MACU Rexburg Call Center 190620 11/12/19 2766 South Main Street - SLC, Utah 84115 Phone: 801.355.5656 - Fax: 801.355.5950 JTP Pg Ce Ct Is 25 Drift 1 W [ft] Pm [psf] Pd [psf] 31 41 6 8 66 76 6 1 2 Lu Hd [ft] 25 50.0 1.0 1.0 1.00 35 21 2 No Parapet Leeward Drift Windward Drift Hr Pf D Hb Hc Leeward Drift Windward Drift Project:Sheet: Job#: Date: By: G-5 General Criteria RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General ROOF LOADS: Consider Snow Loads, Ignore Roof Live Loads DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION: Include Roof Levels: No Include Unreducible Levels: Yes Include Storage Levels: Yes SELF-WEIGHT: Automatically calculate and include Self-Weight for Member Dead Loads: Beams: Yes Columns: Yes Walls: Yes Apply to top of wall Slabs / Decks: Yes Automatically calculate and include Self-Weight for Story Masses: Beams: Yes Columns: Yes Include half mass of columns above and below Walls: Yes Include half mass of walls above and below Slabs / Decks: Yes G-6 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Layout Types: 2nd Floor 1st Floor Roof Tables Selected: Deck Table: ramdecks Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc Column Steel Table: ramaisc Reinforcement Table: RAMASTM Pan Form Table: RamCECO Story Data: Level Story Label Layout Type Height (ft) 3 Roof Roof 14.000 2 2nd Floor 2nd Floor 14.000 1 1st Floor 1st Floor 14.000 Composite Deck Properties: ID Label Deck Type 1 Typ Deck VERCO W3 Formlok ID Thick Unit Wt f'c Stud Diam Shored in pcf ksi in in 1 3.00 150.00 3.00 5.50 0.75 No ID Hr Rib Space Wr AcRib YBar Self-Weight in in in in in psf 1 3.00 12.00 6.000 18.000 1.625 3.00 Composite Deck Diaphragm Properties: ID Effect Thick Poisson's Elastic Mod in ksi 1 0.0000 0.00 0.00 ID f11 f22 f12 m11 m22 m12 1 --- --- --- --- --- --- Noncomposite Deck Properties: ID Label Unit Wt Effect Thick Poisson's Elastic Mod psf in ksi 1 Roof Deck 3.00 0.0358 0.30 6500.00 ID Angle f11 f22 f12 m11 m22 m12 1 --- --- --- --- --- --- --- G-7 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Load Properties: Surface: ID DL Constr DL LL Reduct. Partition Constr LL Mass DL psf psf psf Type psf psf psf Office 65.0 52.0 80.0 Red. 20.0 20.0 80.0 Roof 20.0 15.0 25.0 Unred. 0.0 20.0 20.0 High Roof 20.0 20.0 0.0 Red. 0.0 0.0 20.0 Line: ID DL Constr DL LL Reduct. Partition Constr LL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft Cladding 0.300 0.000 0.000 Unred. 0.000 0.000 0.300 Roof Cladding 0.150 0.000 0.000 Red. 0.000 0.000 0.150 Stairs 0.400 0.200 0.800 Red. 0.000 0.200 0.400 Snow: ID Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf Snow Constant 35.00 --- --- Drift Drift 80.00 80.00 35.00 Grid Systems: System Label Type X Offset Y Offset Rotation ft ft Typical Orthogonal 0.000 0.000 0.00 Grids: System: Typical X Grids Label X Min Y Max Y ft ft ft A 0.0000 -10.0000 70.0000 B 25.0000 -10.0000 70.0000 C 50.0000 -10.0000 70.0000 D 75.0000 -10.0000 70.0000 E 100.0000 -10.0000 70.0000 Y Grids Label Y Min X Max X ft ft ft 1 0.0000 -10.0000 110.0000 2 30.0000 -10.0000 110.0000 3 60.0000 -10.0000 110.0000 DATA FOR FLOOR TYPE: 2nd Floor Page 2/24 G-8 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Grid Systems: Typical Columns: ID X Y Shape Orient. Param* LLRed Frame Eccent* ft ft Angle ksi % Type Maj Min 1 0.000 0.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 2 0.000 30.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 3 0.000 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 4 25.000 0.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 5 25.000 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 6 22.750 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 7 50.000 0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 8 55.500 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 9 50.000 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 10 75.000 0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 11 75.000 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 12 75.000 60.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 13 93.250 -0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 14 100.000 30.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 15 100.000 60.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 16 33.750 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 17 50.330 68.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 18 32.830 68.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 19 22.580 68.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 20 32.830 63.333 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 21 22.580 63.333 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 22 105.500 20.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 23 105.500 12.500 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 24 93.250 -2.500 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 25 105.500 -2.500 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 * Parameter: Steel - Fy Concrete - f'c Other - E * Eccentricity: Values with + indicate eccentricity plus 1/2 column dimension; values without + indicate absolute eccentricity (in) Beams: ID Xi Yi Xj Yj Param* LLRed Type Frame User ft ft ft ft ksi % Type Size 1 0.000 60.000 22.750 60.000 50.0 Calc Comp Gravity W21X44 3 50.000 60.000 75.000 60.000 50.0 Calc Comp Gravity W21X55 4 75.000 60.000 100.000 60.000 50.0 Calc Lat Lateral W21X50 5 0.000 30.000 25.000 30.000 50.0 Calc Comp Gravity W24X76 6 25.000 30.000 55.500 30.000 50.0 Calc NonC Gravity W30X90 Page 3/24 G-9 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Xi Yi Xj Yj Param* LLRed Type Frame User 7 55.500 30.000 75.000 30.000 50.0 Calc NonC Gravity W24X55 8 75.000 30.000 100.000 30.000 50.0 Calc Comp Gravity W24X55 9 0.000 0.000 25.000 0.000 50.0 Calc Lat Lateral W21X50 10 25.000 0.000 50.000 0.000 50.0 Calc Comp Gravity W21X55 11 50.000 0.000 75.000 0.000 50.0 Calc Comp Gravity W21X50 12 75.000 0.000 93.250 -0.000 50.0 Calc NonC Gravity W21X50 13 33.750 60.000 50.000 60.000 50.0 Calc Comp Gravity None 14 8.333 0.000 8.333 30.000 50.0 Calc Comp Gravity W18X35 15 16.667 0.000 16.667 30.000 50.0 Calc Comp Gravity W18X35 16 0.000 0.000 0.000 30.000 50.0 Calc Lat Lateral W16X26 17 25.000 0.000 25.000 30.000 50.0 Calc Comp Gravity W18X35 18 75.000 0.000 75.000 30.000 50.0 Calc Comp Gravity W18X35 19 100.000 30.000 100.000 60.000 50.0 Calc Lat Lateral W16X26 20 75.000 30.000 75.000 60.000 50.0 Calc Comp Gravity W18X35 21 0.000 30.000 0.000 60.000 50.0 Calc Comp Gravity W16X26 22 8.333 30.000 8.333 60.000 50.0 Calc Comp Gravity W18X35 23 16.667 30.000 16.667 60.000 50.0 Calc Comp Gravity W18X35 24 83.333 30.000 83.333 60.000 50.0 Calc Comp Gravity W18X35 25 91.667 30.000 91.667 60.000 50.0 Calc Comp Gravity W18X35 26 33.333 0.000 33.333 30.000 50.0 Calc Comp Gravity W18X35 27 41.667 0.000 41.667 30.000 50.0 Calc Comp Gravity W18X35 28 58.333 30.000 58.333 60.000 50.0 Calc Comp Gravity W18X35 29 66.667 30.000 66.667 60.000 50.0 Calc Comp Gravity W18X35 30 58.333 0.000 58.333 30.000 50.0 Calc Comp Gravity W18X35 31 66.667 0.000 66.667 30.000 50.0 Calc Comp Gravity W18X35 32 83.333 0.000 83.333 30.000 50.0 Calc Comp Gravity W18X35 33 91.667 0.000 91.667 30.000 50.0 Calc Comp Gravity W18X35 34 33.750 30.000 33.750 60.000 50.0 Calc Comp Gravity W18X35 35 16.667 52.000 33.750 52.000 50.0 Calc Comp Gravity W14X22 36 22.750 52.000 22.750 60.000 50.0 Calc Comp Gravity W8X10 37 25.000 30.000 25.000 52.000 50.0 Calc Comp Gravity W12X19 38 41.750 30.000 41.750 60.000 50.0 Calc Comp Gravity W18X35 39 41.750 45.500 58.333 45.500 50.0 Calc Comp Gravity W12X16 40 41.750 56.000 58.333 56.000 50.0 Calc Comp Gravity W8X10 41 50.000 0.000 50.000 30.000 50.0 Calc Comp Gravity W18X35 42 50.000 56.000 50.000 60.000 50.0 Calc Comp Gravity W8X10 43 50.000 30.000 50.000 45.500 50.0 Calc Comp Gravity W12X14 44 44.000 45.500 44.000 56.000 50.0 Calc Comp Gravity W8X10 45 51.750 45.500 51.750 56.000 50.0 Calc Comp Gravity W8X10 46 50.330 60.000 50.330 68.000 50.0 Calc Comp Gravity None 47 32.830 68.000 50.330 68.000 50.0 Calc NonC Gravity None 48 22.580 68.000 32.830 68.000 50.0 Calc NonC Gravity None 49 22.580 63.333 32.830 63.333 50.0 Calc NonC Gravity W8X10 50 91.667 12.500 105.500 12.500 50.0 Calc Comp Gravity None 52 100.000 12.500 100.000 30.000 50.0 Calc Comp Gravity None Page 4/24 G-10 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Xi Yi Xj Yj Param* LLRed Type Frame User 53 105.500 12.500 105.500 20.000 50.0 Calc Comp Gravity None 59 50.000 39.500 58.333 39.500 50.0 Calc Comp Gravity W8X10 60 50.000 20.500 58.333 20.500 50.0 Calc Comp Gravity W8X10 61 54.750 20.500 54.750 30.000 50.0 Calc Comp Gravity None 62 54.750 30.000 54.750 39.500 50.0 Calc Comp Gravity W8X10 63 105.500 -2.500 105.500 12.500 50.0 Calc NonC Gravity None 64 93.250 -2.500 105.500 -2.500 50.0 Calc NonC Gravity None 65 93.250 -2.500 93.250 0.000 50.0 Calc NonC Gravity None 66 25.000 -4.000 25.000 0.000 50.0 Calc NonC Gravity W8X10 67 50.000 -4.000 50.000 0.000 50.0 Calc NonC Gravity W8X10 68 33.250 -4.000 33.250 0.000 50.0 Calc NonC Gravity W12X14 69 41.750 -4.000 41.750 0.000 50.0 Calc NonC Gravity W12X14 71 25.000 -4.000 33.250 -4.000 50.0 Calc Comp Gravity W8X10 72 33.250 -4.000 41.750 -4.000 50.0 Calc Comp Gravity W8X10 73 41.750 -4.000 50.000 -4.000 50.0 Calc Comp Gravity W8X10 74 93.250 -0.000 93.250 12.500 50.0 Calc NonC Gravity None 76 100.000 20.000 105.500 20.000 50.0 Calc NonC Gravity None 77 33.750 60.000 33.750 68.000 50.0 Calc Comp Gravity None 78 42.040 60.000 42.040 68.000 50.0 Calc Comp Gravity None 79 54.750 26.000 58.333 26.000 50.0 Calc NonC Gravity None 80 55.500 26.000 55.500 30.000 50.0 Calc NonC Gravity None * Parameter: Steel - Fy Concrete - f'c Other - E Steel Beam Properties: ID Max Min Min Steel Defl Depth Depth Width Table Criteria in in in 1 None 0.00 0.00 Def. Perimeter at Glazing 3 None 0.00 0.00 Def. Perimeter at Glazing 4 None 0.00 0.00 Def. Perimeter at Glazing 5 None 0.00 0.00 Def. 6 None 0.00 0.00 Def. 7 None 0.00 0.00 Def. 8 None 0.00 0.00 Def. 9 None 0.00 0.00 Def. Perimeter at Glazing 10 None 0.00 0.00 Def. Perimeter at Glazing Page 5/24 G-11 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Max Min Min Steel Defl 11 None 0.00 0.00 Def. Perimeter at Glazing 12 None 0.00 0.00 Def. Perimeter at Glazing 13 None 0.00 0.00 Def. Perimeter at Glazing 14 None 0.00 0.00 Def. 15 None 0.00 0.00 Def. 16 None 0.00 0.00 Def. Perimeter at Glazing 17 None 0.00 0.00 Def. 18 None 0.00 0.00 Def. 19 None 0.00 0.00 Def. Perimeter at Glazing 20 None 0.00 0.00 Def. 21 None 0.00 0.00 Def. Perimeter at Glazing 22 None 0.00 0.00 Def. 23 None 0.00 0.00 Def. 24 None 0.00 0.00 Def. 25 None 0.00 0.00 Def. 26 None 0.00 0.00 Def. 27 None 0.00 0.00 Def. 28 None 0.00 0.00 Def. 29 None 0.00 0.00 Def. 30 None 0.00 0.00 Def. 31 None 0.00 0.00 Def. 32 None 0.00 0.00 Def. 33 None 0.00 0.00 Def. 34 None 0.00 0.00 Def. 35 None 0.00 0.00 Def. 36 None 0.00 0.00 Def. Perimeter at Glazing 37 None 0.00 0.00 Def. 38 None 0.00 0.00 Def. 39 None 0.00 0.00 Def. 40 None 0.00 0.00 Def. 41 None 0.00 0.00 Def. 42 None 0.00 0.00 Def. 43 None 0.00 0.00 Def. 44 None 0.00 0.00 Def. 45 None 0.00 0.00 Def. 46 None 0.00 0.00 Def. 47 None 0.00 0.00 Def. 48 None 0.00 0.00 Def. Page 6/24 G-12 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Max Min Min Steel Defl 49 None 0.00 0.00 Def. 50 None 0.00 0.00 Def. Perimeter at Glazing 52 None 0.00 0.00 Def. Perimeter at Glazing 53 None 0.00 0.00 Def. Perimeter at Glazing 59 None 0.00 0.00 Def. 60 None 0.00 0.00 Def. 61 None 0.00 0.00 Def. 62 None 0.00 0.00 Def. 63 None 0.00 0.00 Def. 64 None 0.00 0.00 Def. 65 None 0.00 0.00 Def. 66 None 0.00 0.00 Def. 67 None 0.00 0.00 Def. 68 None 0.00 0.00 Def. 69 None 0.00 0.00 Def. 71 None 0.00 0.00 Def. 72 None 0.00 0.00 Def. 73 None 0.00 0.00 Def. 74 None 0.00 0.00 Def. 76 None 0.00 0.00 Def. 77 None 0.00 0.00 Def. 78 None 0.00 0.00 Def. 79 None 0.00 0.00 Def. 80 None 0.00 0.00 Def. Slab Edges: Xi Yi Xj Yj Edge Dist ft ft ft ft in Diaphragm 1: 0.000 30.000 0.000 60.000 12.0 0.000 60.000 22.750 60.000 12.0 22.750 52.000 22.750 60.000 12.0 22.750 52.000 33.750 52.000 12.0 33.750 52.000 33.750 68.000 12.0 33.750 68.000 50.330 68.000 12.0 50.330 68.000 50.330 60.000 12.0 50.330 60.000 75.000 60.000 12.0 75.000 60.000 100.000 60.000 12.0 100.000 30.000 100.000 60.000 12.0 100.000 20.000 100.000 30.000 12.0 100.000 20.000 105.500 20.000 12.0 105.500 12.500 105.500 20.000 6.0 91.667 12.500 105.500 12.500 12.0 Page 7/24 G-13 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Xi Yi Xj Yj Edge Dist 91.667 12.500 91.667 0.000 30.0 75.000 0.000 91.667 0.000 12.0 50.000 0.000 75.000 0.000 12.0 50.000 -4.000 50.000 0.000 12.0 41.750 -4.000 50.000 -4.000 12.0 33.250 -4.000 41.750 -4.000 12.0 25.000 -4.000 33.250 -4.000 12.0 25.000 -4.000 25.000 0.000 12.0 0.000 0.000 25.000 0.000 12.0 0.000 0.000 0.000 30.000 12.0 Slab Openings: Xi Yi Xj Yj Edge Dist ft ft ft ft in 44.000 45.500 44.000 56.000 12.0 44.000 56.000 51.750 56.000 12.0 51.750 45.500 51.750 56.000 12.0 44.000 45.500 51.750 45.500 12.0 54.750 20.500 54.750 30.000 4.0 54.750 30.000 54.750 39.500 4.0 54.750 39.500 58.333 39.500 4.0 58.333 30.000 58.333 39.500 4.0 58.333 20.500 58.333 30.000 4.0 54.750 20.500 58.333 20.500 4.0 Deck Polygons: Deck Prop Slab Action Angle X-Coord Y-Coord Type ID ft ft Composite 1 One-Way 0.00 -6.00 73.00 110.00 73.00 110.00 -9.00 -6.00 -9.00 -6.00 73.00 Load Polygons: Load Properties ID X-Coord Y-Coord ft ft Office -6.00 73.00 110.00 73.00 110.00 -9.00 -6.00 -9.00 -6.00 73.00 User Input Line Loads: Load Properties ID Xi Yi Xj Yj ft ft ft ft Cladding 0.00 30.00 0.00 60.00 Cladding 0.00 60.00 22.75 60.00 Page 8/24 G-14 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Load Properties ID Xi Yi Xj Yj Cladding 50.00 60.00 75.00 60.00 Cladding 75.00 60.00 100.00 60.00 Cladding 100.00 60.00 100.00 30.00 Cladding 105.50 20.00 105.50 12.50 Cladding 75.00 0.00 50.00 0.00 Cladding 50.00 0.00 50.00 -4.00 Cladding 50.00 -4.00 41.75 -4.00 Cladding 41.75 -4.00 33.25 -4.00 Cladding 33.25 -4.00 25.00 -4.00 Cladding 25.00 -4.00 25.00 0.00 Cladding 25.00 0.00 0.00 0.00 Cladding 0.00 0.00 0.00 30.00 Stairs 22.75 52.00 33.75 52.00 Cladding 22.75 52.00 22.75 60.00 Cladding 33.75 52.00 33.75 60.00 Cladding 32.83 68.00 50.33 68.00 Cladding 50.33 60.00 50.33 68.00 Cladding 33.75 60.00 33.75 68.00 Cladding 100.00 20.00 100.00 30.00 Cladding 100.00 20.00 105.50 20.00 Cladding 93.25 -0.00 93.25 12.50 Cladding 75.00 0.00 93.25 -0.00 Stairs 93.25 12.50 105.50 12.50 DATA FOR FLOOR TYPE: 1st Floor Grid Systems: Typical Columns: ID X Y Shape Orient. Param* LLRed Frame Eccent* ft ft Angle ksi % Type Maj Min 1 0.000 0.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 2 0.000 30.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 3 0.000 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 4 25.000 0.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 5 25.000 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 6 22.750 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 7 50.000 0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 8 55.500 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 9 50.000 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 10 75.000 0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 11 75.000 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 12 75.000 60.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 13 93.250 -0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 14 100.000 30.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 Page 9/24 G-15 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID X Y Shape Orient. Param* LLRed Frame Eccent* 15 100.000 60.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 16 33.750 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 17 50.330 68.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 18 32.830 68.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 20 32.830 63.333 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 25 93.250 -2.500 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 * Parameter: Steel - Fy Concrete - f'c Other - E * Eccentricity: Values with + indicate eccentricity plus 1/2 column dimension; values without + indicate absolute eccentricity (in) Beams: ID Xi Yi Xj Yj Param* LLRed Type Frame User ft ft ft ft ksi % Type Size 4 75.000 60.000 100.000 60.000 50.0 Calc Lat Lateral W21X50 5 0.000 30.000 25.000 30.000 50.0 Calc Comp Gravity W24X76 6 25.000 30.000 55.500 30.000 50.0 Calc NonC Gravity None 7 55.500 30.000 75.000 30.000 50.0 Calc NonC Gravity None 8 75.000 30.000 100.000 30.000 50.0 Calc Comp Gravity None 9 0.000 0.000 25.000 0.000 50.0 Calc Lat Lateral W21X50 13 33.750 60.000 50.000 60.000 50.0 Calc Comp Gravity None 14 8.333 0.000 8.333 30.000 50.0 Calc Comp Gravity W18X35 15 16.667 0.000 16.667 30.000 50.0 Calc Comp Gravity W18X35 16 0.000 0.000 0.000 30.000 50.0 Calc Lat Lateral W16X26 17 25.000 0.000 25.000 30.000 50.0 Calc Comp Gravity W18X35 18 75.000 0.000 75.000 30.000 50.0 Calc Comp Gravity W18X35 19 100.000 30.000 100.000 60.000 50.0 Calc Lat Lateral W16X26 20 75.000 30.000 75.000 60.000 50.0 Calc Comp Gravity W18X35 24 83.333 30.000 83.333 60.000 50.0 Calc Comp Gravity W18X35 25 91.667 30.000 91.667 60.000 50.0 Calc Comp Gravity W18X35 30 58.333 -1.500 58.333 30.000 50.0 Calc Comp Gravity None 31 66.667 -1.500 66.667 30.000 50.0 Calc Comp Gravity W18X35 32 83.333 -1.500 83.333 30.000 50.0 Calc Comp Gravity W18X35 33 91.667 -1.500 91.667 30.000 50.0 Calc Comp Gravity None 34 33.750 30.000 33.750 60.000 50.0 Calc Comp Gravity None 35 16.667 52.000 33.750 52.000 50.0 Calc Comp Gravity None 36 22.750 52.000 22.750 60.000 50.0 Calc Comp Gravity None 37 25.000 30.000 25.000 52.000 50.0 Calc Comp Gravity W18X35 38 41.667 30.000 41.750 60.000 50.0 Calc Comp Gravity None 39 41.710 45.500 58.333 45.500 50.0 Calc Comp Gravity None 40 41.739 56.000 58.333 56.000 50.0 Calc Comp Gravity None 41 50.000 0.000 50.000 30.000 50.0 Calc Comp Gravity None 42 50.000 56.000 50.000 60.000 50.0 Calc Comp Gravity None Page 10/24 G-16 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Xi Yi Xj Yj Param* LLRed Type Frame User 43 50.000 30.000 50.000 45.500 50.0 Calc Comp Gravity None 44 44.000 45.500 44.000 56.000 50.0 Calc Comp Gravity None 45 51.750 45.500 51.750 56.000 50.0 Calc Comp Gravity None 48 22.580 68.000 32.830 68.000 50.0 Calc NonC Gravity None 49 22.580 63.333 32.830 63.333 50.0 Calc NonC Gravity None 50 91.667 12.500 105.500 12.500 50.0 Calc Comp Gravity None 59 50.000 39.500 58.333 39.500 50.0 Calc Comp Gravity None 60 50.000 20.500 58.333 20.500 50.0 Calc Comp Gravity None 61 54.750 20.500 54.750 30.000 50.0 Calc Comp Gravity None 62 54.750 30.000 54.750 39.500 50.0 Calc Comp Gravity None 63 33.750 60.000 33.750 69.500 50.0 Calc Comp Gravity None 64 41.667 69.500 41.750 60.000 50.0 Calc Comp Gravity None 66 93.250 -2.500 105.500 -2.500 50.0 Calc NonC Gravity None 73 93.250 -4.000 93.250 -2.500 50.0 Calc NonC Gravity None 78 100.000 30.000 101.500 30.000 50.0 Calc NonC Gravity None 79 100.000 60.000 101.500 61.500 50.0 Calc NonC Gravity None 81 75.000 60.000 75.000 61.500 50.0 Calc NonC Gravity None 82 91.667 -2.500 93.250 -2.500 50.0 Calc NonC Gravity None 84 50.000 60.000 51.750 61.500 50.0 Calc NonC Gravity None 85 50.330 68.000 51.750 68.000 50.0 Calc NonC Gravity None 88 0.000 60.000 0.000 61.500 50.0 Calc NonC Gravity None 89 -1.500 60.000 0.000 60.000 50.0 Calc NonC Gravity None 90 -1.500 30.000 0.000 30.000 50.0 Calc NonC Gravity None 91 -1.500 -1.500 0.000 0.000 50.0 Calc NonC Gravity None 93 25.000 -1.500 25.000 0.000 50.0 Calc NonC Gravity None 94 0.000 60.000 22.750 60.000 50.0 Calc Comp Gravity None 95 8.333 30.000 8.333 60.000 50.0 Calc Comp Gravity W18X35 96 16.667 30.000 16.667 60.000 50.0 Calc Comp Gravity None 97 0.000 30.000 0.000 60.000 50.0 Calc Comp Gravity W14X22 98 25.000 0.000 50.000 0.000 50.0 Calc Comp Gravity W21X44 99 33.750 0.000 33.750 30.000 50.0 Calc Comp Gravity W18X35 100 41.667 0.000 41.667 30.000 50.0 Calc Comp Gravity W18X35 101 50.000 60.000 75.000 60.000 50.0 Calc Comp Gravity W18X40 102 66.667 30.000 66.667 60.000 50.0 Calc Comp Gravity W18X35 103 58.333 30.000 58.333 60.000 50.0 Calc Comp Gravity None 104 100.000 12.500 100.000 30.000 50.0 Calc Comp Gravity None 105 93.250 -0.000 93.250 12.500 50.0 Calc NonC Gravity None 107 33.750 -4.000 33.750 0.000 50.0 Calc NonC Gravity None 108 41.667 -4.000 41.667 0.000 50.0 Calc NonC Gravity None 109 54.750 26.000 58.333 26.000 50.0 Calc NonC Gravity None 110 55.500 26.000 55.500 30.000 50.0 Calc NonC Gravity None * Parameter: Steel - Fy Concrete - f'c Other - E Page 11/24 G-17 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Steel Beam Properties: ID Max Min Min Steel Defl Depth Depth Width Table Criteria in in in 4 None 0.00 0.00 Def. Perimeter at Glazing 5 None 0.00 0.00 Def. 6 None 0.00 0.00 Def. 7 None 0.00 0.00 Def. 8 None 0.00 0.00 Def. 9 None 0.00 0.00 Def. Perimeter at Glazing 13 None 0.00 0.00 Def. 14 None 0.00 0.00 Def. 15 None 0.00 0.00 Def. Default 16 None 0.00 0.00 Def. Perimeter at Glazing 17 None 0.00 0.00 Def. 18 None 0.00 0.00 Def. 19 None 0.00 0.00 Def. Perimeter at Glazing 20 None 0.00 0.00 Def. 24 None 0.00 0.00 Def. 25 None 0.00 0.00 Def. 30 None 0.00 0.00 Def. 31 None 0.00 0.00 Def. 32 None 0.00 0.00 Def. 33 None 0.00 0.00 Def. 34 None 0.00 0.00 Def. 35 None 0.00 0.00 Def. 36 None 0.00 0.00 Def. 37 None 0.00 0.00 Def. 38 None 0.00 0.00 Def. 39 None 0.00 0.00 Def. 40 None 0.00 0.00 Def. 41 None 0.00 0.00 Def. 42 None 0.00 0.00 Def. 43 None 0.00 0.00 Def. 44 None 0.00 0.00 Def. 45 None 0.00 0.00 Def. 48 None 0.00 0.00 Def. 49 None 0.00 0.00 Def. 50 None 0.00 0.00 Def. 59 None 0.00 0.00 Def. 60 None 0.00 0.00 Def. 61 None 0.00 0.00 Def. Page 12/24 G-18 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Max Min Min Steel Defl 62 None 0.00 0.00 Def. 63 None 0.00 0.00 Def. 64 None 0.00 0.00 Def. 66 None 0.00 0.00 Def. 73 None 0.00 0.00 Def. 78 None 0.00 0.00 Def. 79 None 0.00 0.00 Def. 81 None 0.00 0.00 Def. 82 None 0.00 0.00 Def. 84 None 0.00 0.00 Def. 85 None 0.00 0.00 Def. 88 None 0.00 0.00 Def. 89 None 0.00 0.00 Def. 90 None 0.00 0.00 Def. 91 None 0.00 0.00 Def. 93 None 0.00 0.00 Def. 94 None 0.00 0.00 Def. 95 None 0.00 0.00 Def. 96 None 0.00 0.00 Def. 97 None 0.00 0.00 Def. 98 None 0.00 0.00 Def. 99 None 0.00 0.00 Def. 100 None 0.00 0.00 Def. 101 None 0.00 0.00 Def. 102 None 0.00 0.00 Def. 103 None 0.00 0.00 Def. 104 None 0.00 0.00 Def. 105 None 0.00 0.00 Def. 107 None 0.00 0.00 Def. 108 None 0.00 0.00 Def. 109 None 0.00 0.00 Def. 110 None 0.00 0.00 Def. Walls: ID Xi Yi Xj Yj Frame Material LLRed Ecc Face Exposure ft ft ft ft Type % in Primary Secondary 3 50.000 -1.500 75.000 -1.500 Gravity Concrete Calc 0.000 Int Int 4 75.000 -1.500 91.667 -1.500 Gravity Concrete Calc 0.000 Int Int 5 91.667 -4.000 91.667 -1.500 Gravity Concrete Calc 0.000 Int Int 6 91.667 -4.000 105.500 -4.000 Gravity Concrete Calc 0.000 Int Int 7 105.500 -4.000 105.500 21.500 Gravity Concrete Calc 0.000 Int Int 8 101.500 21.500 105.500 21.500 Gravity Concrete Calc 0.000 Int Int 9 101.500 21.500 101.500 30.000 Gravity Concrete Calc 0.000 Int Int 10 101.500 30.000 101.500 61.500 Gravity Concrete Calc 0.000 Int Int 12 51.750 61.500 75.000 61.500 Gravity Concrete Calc 0.000 Int Int 13 51.750 61.500 51.750 69.500 Gravity Concrete Calc 0.000 Int Int Page 13/24 G-19 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Xi Yi Xj Yj Frame Material LLRed Ecc Face Exposure 14 22.580 61.500 22.580 69.500 Gravity Concrete Calc 0.000 Int Int 15 -1.500 61.500 22.580 61.500 Gravity Concrete Calc 0.000 Int Int 16 -1.500 30.000 -1.500 61.500 Gravity Concrete Calc 0.000 Int Int 17 -1.500 -1.500 -1.500 30.000 Gravity Concrete Calc 0.000 Int Int 18 22.580 69.500 51.750 69.500 Gravity Concrete Calc 0.000 Int Int 19 75.000 61.500 101.500 61.500 Gravity Concrete Calc 2.500 +Int Int 20 -1.500 -1.500 25.000 -1.500 Gravity Concrete Calc 2.500 +Int Int 21 50.000 -4.000 50.000 -1.500 Gravity Concrete Calc 2.500 +Int Int 22 25.000 -4.000 50.000 -4.000 Gravity Concrete Calc 2.500 +Int Int 23 25.000 -4.000 25.000 -1.500 Gravity Concrete Calc 2.500 +Int Int Concrete Wall Properties: ID Pois UnitWt UW Self f'c Thick Ec Type Gap pcf pcf ksi in ksi 3 0.20 145.000 150.000 4.000 10.000 Calc CIP 4 0.20 145.000 150.000 4.000 10.000 Calc CIP 5 0.20 145.000 150.000 4.000 10.000 Calc CIP 6 0.20 145.000 150.000 4.000 10.000 Calc CIP 7 0.20 145.000 150.000 4.000 10.000 Calc CIP 8 0.20 145.000 150.000 4.000 10.000 Calc CIP 9 0.20 145.000 150.000 4.000 10.000 Calc CIP 10 0.20 145.000 150.000 4.000 10.000 Calc CIP 12 0.20 145.000 150.000 4.000 10.000 Calc CIP 13 0.20 145.000 150.000 4.000 10.000 Calc CIP 14 0.20 145.000 150.000 4.000 10.000 Calc CIP 15 0.20 145.000 150.000 4.000 10.000 Calc CIP 16 0.20 145.000 150.000 4.000 10.000 Calc CIP 17 0.20 145.000 150.000 4.000 10.000 Calc CIP 18 0.20 145.000 150.000 4.000 10.000 Calc CIP 19 0.20 145.000 150.000 4.000 10.000 Calc CIP 20 0.20 145.000 150.000 4.000 10.000 Calc CIP 21 0.20 145.000 150.000 4.000 10.000 Calc CIP 22 0.20 145.000 150.000 4.000 10.000 Calc CIP 23 0.20 145.000 150.000 4.000 10.000 Calc CIP Slab Edges: Xi Yi Xj Yj Edge Dist ft ft ft ft in Diaphragm 1: -1.500 30.000 -1.500 61.500 6.0 Page 14/24 G-20 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Xi Yi Xj Yj Edge Dist -1.500 61.500 22.580 61.500 6.0 22.580 60.000 22.580 61.500 7.0 22.580 60.000 22.750 60.000 0.0 22.750 52.000 22.750 60.000 5.0 22.750 52.000 33.750 52.000 6.0 33.750 52.000 33.750 60.000 6.0 33.750 60.000 33.750 69.500 6.0 33.750 69.500 50.000 69.500 6.0 50.000 69.500 51.750 69.500 6.0 51.750 68.000 51.750 69.500 6.0 51.750 61.500 51.750 68.000 6.0 51.750 61.500 75.000 61.500 6.0 75.000 61.500 101.500 61.500 6.0 101.500 30.000 101.500 61.500 6.0 101.500 21.500 101.500 30.000 6.0 101.500 21.500 105.500 21.500 6.0 105.500 12.500 105.500 21.500 6.0 91.667 12.500 105.500 12.500 6.0 91.667 -1.500 91.667 12.500 30.0 75.000 -1.500 91.667 -1.500 6.0 50.000 -1.500 75.000 -1.500 6.0 50.000 -4.000 50.000 -1.500 6.0 25.000 -4.000 50.000 -4.000 6.0 25.000 -1.500 25.000 -4.000 6.0 -1.500 -1.500 25.000 -1.500 6.0 -1.500 -1.500 -1.500 30.000 6.0 Slab Openings: Xi Yi Xj Yj Edge Dist ft ft ft ft in 44.000 45.500 44.000 56.000 12.0 44.000 56.000 51.750 56.000 12.0 51.750 45.500 51.750 56.000 12.0 44.000 45.500 51.750 45.500 12.0 54.750 20.500 54.750 30.000 4.0 54.750 30.000 54.750 39.500 4.0 54.750 39.500 58.333 39.500 4.0 58.333 30.000 58.333 39.500 4.0 58.333 20.500 58.333 30.000 4.0 54.750 20.500 58.333 20.500 4.0 Deck Polygons: Deck Prop Slab Action Angle X-Coord Y-Coord Type ID ft ft Composite 1 One-Way 0.00 -6.00 74.00 110.00 74.00 Page 15/24 G-21 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Deck Prop Slab Action Angle X-Coord Y-Coord 110.00 -6.00 -6.00 -6.00 -6.00 74.00 Load Polygons: Load Properties ID X-Coord Y-Coord ft ft Office -6.00 74.00 110.00 74.00 110.00 -6.00 -6.00 -6.00 -6.00 74.00 User Input Line Loads: Load Properties ID Xi Yi Xj Yj ft ft ft ft Stairs 22.75 52.00 33.75 52.00 Stairs 91.67 12.50 105.50 12.50 Cladding 33.75 52.00 33.75 69.50 Cladding 22.75 52.00 22.75 60.00 Cladding 91.67 0.00 91.67 12.50 DATA FOR FLOOR TYPE: Roof Grid Systems: Typical Columns: ID X Y Shape Orient. Param* LLRed Frame Eccent* ft ft Angle ksi % Type Maj Min 1 0.000 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 2 0.000 30.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 3 0.000 0.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 4 25.000 0.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 5 25.000 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 6 50.000 0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 7 50.000 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 8 75.000 60.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 9 75.000 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 10 75.000 0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 11 100.000 30.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 12 100.000 60.000 HS 0.00 50.0 Calc Lat. + 2.50 + 2.50 13 22.750 60.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 14 55.500 30.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 15 93.250 0.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 16 24.080 68.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 17 50.330 68.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 Page 16/24 G-22 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID X Y Shape Orient. Param* LLRed Frame Eccent* 18 105.500 -2.500 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 19 105.500 20.000 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 20 93.250 -2.500 HS 0.00 50.0 Calc Grv. + 2.50 + 2.50 * Parameter: Steel - Fy Concrete - f'c Other - E * Eccentricity: Values with + indicate eccentricity plus 1/2 column dimension; values without + indicate absolute eccentricity (in) Beams: ID Xi Yi Xj Yj Param* LLRed Type Frame User ft ft ft ft ksi % Type Size 1 0.000 30.000 25.000 30.000 50.0 Calc NonC Gravity None 2 25.000 30.000 55.500 30.000 50.0 Calc NonC Gravity None 3 55.500 30.000 75.000 30.000 50.0 Calc NonC Gravity None 4 75.000 30.000 100.000 30.000 50.0 Calc NonC Gravity None 5 0.000 60.000 22.750 60.000 50.0 Calc NonC Gravity None 6 22.750 60.000 50.000 60.000 50.0 Calc NonC Gravity None 7 50.000 60.000 75.000 60.000 50.0 Calc NonC Gravity None 8 75.000 60.000 100.000 60.000 50.0 Calc Lat Lateral W18X35 9 0.000 0.000 25.000 0.000 50.0 Calc Lat Lateral W18X35 10 25.000 0.000 50.000 0.000 50.0 Calc NonC Gravity None 11 50.000 0.000 75.000 0.000 50.0 Calc NonC Gravity None 12 75.000 0.000 93.250 0.000 50.0 Calc NonC Gravity None 33 24.080 68.000 50.330 68.000 50.0 Calc NonC Gravity None 34 24.080 60.000 24.080 68.000 50.0 Calc NonC Gravity None 35 50.330 60.000 50.330 68.000 50.0 Calc NonC Gravity None 38 105.500 -2.500 105.500 20.000 50.0 Calc NonC Gravity None 39 93.250 -2.500 105.500 -2.500 50.0 Calc NonC Gravity None 40 93.250 -2.500 93.250 0.000 50.0 Calc NonC Gravity None 47 100.000 30.000 100.000 60.000 50.0 Calc Lat Lateral W18X50 48 0.000 30.000 0.000 60.000 50.0 Calc NonC Gravity None 49 0.000 0.000 0.000 30.000 50.0 Calc Lat Lateral W16X26 52 44.000 45.500 44.000 56.000 50.0 Calc NonC Gravity None 53 51.750 45.500 51.750 56.000 50.0 Calc NonC Gravity None 55 33.250 -4.000 33.250 0.000 50.0 Calc NonC Gravity None 56 41.750 -4.000 41.750 0.000 50.0 Calc NonC Gravity None 57 25.000 -4.000 25.000 0.000 50.0 Calc NonC Gravity None 58 50.000 -4.000 50.000 0.000 50.0 Calc NonC Gravity None 59 100.000 -2.500 100.000 30.000 50.0 Calc NonC Gravity None 60 100.000 20.000 105.500 20.000 50.0 Calc NonC Gravity None 61 33.333 60.000 33.333 68.000 50.0 Calc NonC Gravity None 62 41.667 60.000 41.667 68.000 50.0 Calc NonC Gravity None 64 25.000 -4.000 33.250 -4.000 50.0 Calc NonC Gravity None Page 17/24 G-23 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Xi Yi Xj Yj Param* LLRed Type Frame User 65 33.250 -4.000 41.750 -4.000 50.0 Calc NonC Gravity None 66 41.750 -4.000 50.000 -4.000 50.0 Calc NonC Gravity None 68 50.000 56.000 50.000 60.000 50.0 Calc NonC Gravity None 69 92.857 0.000 92.857 30.000 50.0 Calc NonC Gravity None 70 85.714 0.000 85.714 30.000 50.0 Calc NonC Gravity None 71 78.571 0.000 78.571 30.000 50.0 Calc NonC Gravity None 72 71.429 0.000 71.429 30.000 50.0 Calc NonC Gravity None 73 64.286 0.000 64.286 30.000 50.0 Calc NonC Gravity None 74 57.143 0.000 57.143 30.000 50.0 Calc NonC Gravity None 75 50.000 0.000 50.000 30.000 50.0 Calc NonC Gravity None 76 42.857 0.000 42.857 30.000 50.0 Calc NonC Gravity None 77 35.714 0.000 35.714 30.000 50.0 Calc NonC Gravity None 78 28.571 0.000 28.571 30.000 50.0 Calc NonC Gravity None 79 21.429 0.000 21.429 30.000 50.0 Calc NonC Gravity None 80 14.286 0.000 14.286 30.000 50.0 Calc NonC Gravity None 81 7.143 0.000 7.143 30.000 50.0 Calc NonC Gravity None 82 7.143 30.000 7.143 60.000 50.0 Calc NonC Gravity None 83 14.286 30.000 14.286 60.000 50.0 Calc NonC Gravity None 84 21.429 30.000 21.429 60.000 50.0 Calc NonC Gravity None 85 28.571 30.000 28.571 60.000 50.0 Calc NonC Gravity None 86 35.714 30.000 35.714 60.000 50.0 Calc NonC Gravity None 89 42.857 30.000 42.857 60.000 50.0 Calc NonC Gravity None 92 57.143 30.000 57.143 60.000 50.0 Calc NonC Gravity None 93 64.286 30.000 64.286 60.000 50.0 Calc NonC Gravity None 94 71.429 30.000 71.429 60.000 50.0 Calc NonC Gravity None 95 78.571 30.000 78.571 60.000 50.0 Calc NonC Gravity None 96 85.714 30.000 85.714 60.000 50.0 Calc NonC Gravity None 97 92.857 30.000 92.857 60.000 50.0 Calc NonC Gravity None 98 42.857 45.500 57.143 45.500 50.0 Calc NonC Gravity None 99 42.857 56.000 57.143 56.000 50.0 Calc NonC Gravity None 100 50.000 30.000 50.000 45.500 50.0 Calc NonC Gravity None 101 21.429 26.000 28.571 26.000 50.0 Calc NonC Gravity None 102 50.000 26.000 57.143 26.000 50.0 Calc NonC Gravity None 103 71.429 26.000 78.571 26.000 50.0 Calc NonC Gravity None 104 21.429 4.000 28.571 4.000 50.0 Calc NonC Gravity None 105 21.429 56.000 28.571 56.000 50.0 Calc NonC Gravity None 106 71.429 56.000 78.571 56.000 50.0 Calc NonC Gravity None 107 71.429 4.000 78.571 4.000 50.0 Calc NonC Gravity None 108 25.000 26.000 25.000 30.000 50.0 Calc NonC Gravity None 109 55.500 26.000 55.500 30.000 50.0 Calc NonC Gravity None 110 75.000 26.000 75.000 30.000 50.0 Calc NonC Gravity None 111 75.000 56.000 75.000 60.000 50.0 Calc NonC Gravity None 112 75.000 0.000 75.000 4.000 50.0 Calc NonC Gravity None 113 25.000 0.000 25.000 4.000 50.0 Calc NonC Gravity None 114 22.750 56.000 22.750 60.000 50.0 Calc NonC Gravity None Page 18/24 G-24 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC * Parameter: Steel - Fy Concrete - f'c Other - E Steel Beam Properties: ID Max Min Min Steel Defl Depth Depth Width Table Criteria in in in 1 None 15.00 0.00 Def. 2 None 0.00 0.00 Def. 3 None 0.00 0.00 Def. 4 None 15.00 0.00 Def. 5 None 15.00 0.00 Def. Perimeter at Glazing 6 None 0.00 0.00 Def. 7 None 0.00 0.00 Def. Perimeter at Glazing 8 None 15.00 0.00 Def. Perimeter at Glazing 9 None 15.00 0.00 Def. Perimeter at Glazing 10 None 0.00 0.00 Def. Perimeter at Glazing 11 None 0.00 0.00 Def. Perimeter at Glazing 12 None 15.00 0.00 Def. Perimeter at Glazing 33 None 0.00 0.00 Def. Perimeter at Glazing 34 None 0.00 0.00 Def. Perimeter at Glazing 35 None 0.00 0.00 Def. Perimeter at Glazing 38 None 0.00 0.00 Def. Perimeter at Glazing 39 None 0.00 0.00 Def. Perimeter at Glazing 40 None 15.00 0.00 Def. Perimeter at Glazing 47 None 15.00 0.00 Def. Perimeter at Glazing 48 None 15.00 0.00 Def. Perimeter at Glazing 49 None 15.00 0.00 Def. Perimeter at Glazing 52 None 0.00 0.00 Def. Page 19/24 G-25 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Max Min Min Steel Defl 53 None 0.00 0.00 Def. 55 None 0.00 0.00 Def. 56 None 0.00 0.00 Def. 57 None 0.00 0.00 Def. 58 None 0.00 0.00 Def. 59 None 0.00 0.00 Def. Perimeter at Glazing 60 None 0.00 0.00 Def. Perimeter at Glazing 61 None 0.00 0.00 Def. 62 None 0.00 0.00 Def. 64 None 0.00 0.00 Def. 65 None 0.00 0.00 Def. 66 None 0.00 0.00 Def. 68 None 0.00 0.00 Def. 69 None 0.00 0.00 Def. 70 None 0.00 0.00 Def. 71 None 0.00 0.00 Def. 72 None 0.00 0.00 Def. 73 None 0.00 0.00 Def. 74 None 0.00 0.00 Def. 75 None 0.00 0.00 Def. 76 None 0.00 0.00 Def. 77 None 0.00 0.00 Def. 78 None 0.00 0.00 Def. 79 None 0.00 0.00 Def. 80 None 0.00 0.00 Def. 81 None 0.00 0.00 Def. 82 None 0.00 0.00 Def. 83 None 0.00 0.00 Def. 84 None 0.00 0.00 Def. 85 None 0.00 0.00 Def. 86 None 0.00 0.00 Def. 89 None 0.00 0.00 Def. 92 None 0.00 0.00 Def. 93 None 0.00 0.00 Def. 94 None 0.00 0.00 Def. 95 None 0.00 0.00 Def. 96 None 0.00 0.00 Def. 97 None 0.00 0.00 Def. 98 None 0.00 0.00 Def. 99 None 0.00 0.00 Def. 100 None 0.00 0.00 Def. 101 None 0.00 0.00 Def. 102 None 0.00 0.00 Def. Page 20/24 G-26 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC ID Max Min Min Steel Defl 103 None 0.00 0.00 Def. 104 None 0.00 0.00 Def. 105 None 0.00 0.00 Def. 106 None 0.00 0.00 Def. 107 None 0.00 0.00 Def. 108 None 0.00 0.00 Def. 109 None 0.00 0.00 Def. 110 None 0.00 0.00 Def. 111 None 0.00 0.00 Def. 112 None 0.00 0.00 Def. 113 None 0.00 0.00 Def. 114 None 0.00 0.00 Def. Slab Edges: Xi Yi Xj Yj Edge Dist ft ft ft ft in Diaphragm 1: 0.000 30.000 0.000 60.000 12.0 0.000 60.000 22.750 60.000 12.0 22.750 60.000 24.080 60.000 12.0 24.080 60.000 24.080 68.000 12.0 24.080 68.000 50.330 68.000 12.0 50.330 60.000 50.330 68.000 12.0 50.330 60.000 75.000 60.000 12.0 75.000 60.000 100.000 60.000 12.0 100.000 30.000 100.000 60.000 12.0 100.000 20.000 100.000 30.000 12.0 100.000 20.000 105.500 20.000 12.0 105.500 -2.500 105.500 20.000 12.0 93.250 -2.500 105.500 -2.500 12.0 93.250 -2.500 93.250 0.000 12.0 75.000 0.000 93.250 0.000 12.0 50.000 0.000 75.000 0.000 12.0 50.000 -4.000 50.000 0.000 12.0 41.750 -4.000 50.000 -4.000 12.0 33.250 -4.000 41.750 -4.000 12.0 25.000 -4.000 33.250 -4.000 12.0 25.000 -4.000 25.000 0.000 12.0 0.000 0.000 25.000 0.000 12.0 0.000 0.000 0.000 30.000 12.0 Slab Openings: Xi Yi Xj Yj Edge Dist ft ft ft ft in 44.000 45.500 51.750 45.500 12.0 51.750 45.500 51.750 56.000 12.0 Page 21/24 G-27 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Xi Yi Xj Yj Edge Dist 44.000 56.000 51.750 56.000 12.0 44.000 45.500 44.000 56.000 12.0 Deck Polygons: Deck Prop Slab Action Angle X-Coord Y-Coord Type ID ft ft Noncomposite 1 One-Way 0.00 -6.00 74.00 110.00 74.00 110.00 -9.00 -6.00 -9.00 -6.00 74.00 Load Polygons: Load Properties ID X-Coord Y-Coord ft ft Roof -6.00 74.00 110.00 74.00 110.00 -10.00 -6.00 -10.00 -6.00 74.00 High Roof 23.08 69.00 51.33 69.00 51.33 54.50 23.08 54.50 23.08 69.00 High Roof 24.00 -5.00 24.08 9.50 51.00 9.50 51.00 -5.00 24.00 -5.00 User Input Line Loads: Load Properties ID Xi Yi Xj Yj ft ft ft ft Roof Cladding 0.00 30.00 0.00 60.00 Roof Cladding 0.00 60.00 22.75 60.00 Roof Cladding 22.75 60.00 24.08 60.00 Roof Cladding 24.08 60.00 24.08 68.00 Roof Cladding 24.08 68.00 50.33 68.00 Roof Cladding 50.33 68.00 50.33 60.00 Roof Cladding 50.33 60.00 75.00 60.00 Roof Cladding 75.00 60.00 100.00 60.00 Roof Cladding 100.00 60.00 100.00 30.00 Roof Cladding 100.00 30.00 100.00 20.00 Roof Cladding 100.00 20.00 105.50 20.00 Roof Cladding 105.50 20.00 105.50 -2.50 Roof Cladding 105.50 -2.50 93.25 -2.50 Page 22/24 G-28 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Load Properties ID Xi Yi Xj Yj Roof Cladding 93.25 -2.50 93.25 0.00 Roof Cladding 93.25 0.00 75.00 0.00 Roof Cladding 75.00 0.00 50.00 0.00 Roof Cladding 50.00 0.00 50.00 -4.00 Roof Cladding 50.00 -4.00 41.75 -4.00 Roof Cladding 41.75 -4.00 33.25 -4.00 Roof Cladding 33.25 -4.00 25.00 -4.00 Roof Cladding 25.00 -4.00 25.00 0.00 Roof Cladding 25.00 0.00 0.00 0.00 Roof Cladding 0.00 0.00 0.00 30.00 Snow Load Polygons: Load Properties ID X-Coord Y-Coord Magnitude Points ft ft Drift 22.58 54.50 M1 51.75 54.50 M2 51.75 45.50 M3 22.58 45.50 Drift 24.08 9.50 M1 51.75 9.50 M2 51.75 18.50 M3 24.08 18.50 Drift 50.00 60.00 M1 50.00 54.50 M2 58.33 54.50 M3 58.33 61.00 51.33 61.00 Drift 50.00 9.50 M1 50.00 0.00 M2 51.00 -1.00 58.33 -1.00 M3 58.33 9.50 Drift 25.00 9.50 M1 25.00 0.00 24.08 -1.00 M2 16.67 -1.00 M3 16.67 9.50 Drift 24.08 60.00 M1 24.08 54.50 M2 16.67 54.50 M3 16.67 61.00 23.08 61.00 Snow 24.08 54.50 50.00 54.50 50.00 60.00 Page 23/24 G-29 Echo of Input Data RAM Structural System 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:37:28 Building Code: IBC Load Properties ID X-Coord Y-Coord Magnitude Points 51.33 61.00 51.33 69.00 23.08 69.00 23.08 61.00 24.08 60.00 Snow 51.75 54.50 51.75 9.50 58.33 9.50 58.33 -1.00 92.25 -1.00 92.25 -3.50 106.50 -3.50 106.50 21.00 101.00 21.00 101.00 61.00 58.33 61.00 58.33 54.50 Snow 25.00 9.50 50.00 9.50 50.00 0.00 51.00 -1.00 51.00 -5.00 24.00 -5.00 24.00 -1.00 25.00 0.00 Snow 22.58 54.50 22.58 45.50 51.75 45.50 51.75 18.50 24.08 18.50 24.08 9.50 16.67 9.50 16.67 -1.00 -1.00 -1.00 -1.00 61.00 16.67 61.00 16.67 54.50 Page 24/24 G-30 Fl o o r M a p RA M S t e e l 1 7 . 0 0 . 0 0 . 9 3 Da t a B a s e : 2 0 1 9 1 1 0 5 - M A C U C a l l C e n t e r S t r u c t u r e 11 / 1 2 / 1 9 0 4 : 1 4 : 0 2 Bu i l d i n g C o d e : I B C St e e l C o d e : A I S C 3 6 0 - 1 6 L R F D Fl o o r T y p e : 1 s t F l o o r B e a m N u m b e r s AA BB CC DD EE 1 1 2 2 3 3 1 7 91 20 1 6 9089 15 1 6 9 9 7 5 8 8 94 1 4 9 5 1 5 9 6 35 1 4 4948 18 3 6 2 3 22 9 3 1 7 98 3 7 6 1 0 7 9 9 3 4 6 3 13 1 0 8 1 0 0 3 8 64 3940 4 4 2 1 3 4 1 60 4 3 59 4 2 8 4 10 1 85 4 5 1 3 12 6 1 10 9 6 2 1 1 0 7 3 0 1 0 3 3 1 1 0 2 4 1 8 2 0 8 8 1 419 3 2 2 4 5 6 82 3 3 50 2 5 7 3 66 1 0 5 1 0 4 1 9 7879 9 8 1 0 7 S-1 Fl o o r M a p RA M S t e e l 1 7 . 0 0 . 0 0 . 9 3 Da t a B a s e : 2 0 1 9 1 1 0 5 - M A C U C a l l C e n t e r S t r u c t u r e 11 / 1 2 / 1 9 0 4 : 1 4 : 0 2 Bu i l d i n g C o d e : I B C St e e l C o d e : A I S C 3 6 0 - 1 6 L R F D Fl o o r T y p e : 2 n d F l o o r B e a m N u m b e r s AA BB CC DD EE 1 1 2 2 3 3 1 6 9 2 1 51 1 4 2 2 1 5 2 3 35 4948 3 6 71 6 6 1 7 10 3 7 647 72 6 8 2 6 3 4 7 7 13 2 7 73 6 9 3 8 3940 7 8 4 4 6 7 4 1 11 60 4 3 59 4 2 3 4 6 4 5 6 1 79 6 2 8 0 7 3 0 2 8 3 1 2 9 1 8 12 2 0 84 3 2 2 4 3 3 50 2 5 6 5 64 7 4 5 2 76 1 9 6 3 5 3 S-2 Fl o o r M a p RA M S t e e l 1 7 . 0 0 . 0 0 . 9 3 Da t a B a s e : 2 0 1 9 1 1 0 5 - M A C U C a l l C e n t e r S t r u c t u r e 11 / 1 2 / 1 9 0 4 : 1 4 : 0 2 Bu i l d i n g C o d e : I B C St e e l C o d e : A I S C 3 6 0 - 1 6 L R F D Fl o o r T y p e : R o o f B e a m N u m b e r s AA BB CC DD EE 1 1 2 2 3 3 4 9 9 4 8 15 8 1 8 2 8 0 8 3 7 9 10 4 10 1 8 4 10 5 1 1 4 6 3 4 33 64 5 7 1 1 3 10 1 0 8 2 7 8 8 5 65 5 5 6 1 7 7 8 6 6 2 66 5 6 7 6 8 9 9899 5 2 5 8 7 5 11 10 2 1 0 0 6 8 7 3 5 5 3 1 0 9 3 7 4 9 2 7 3 9 3 7 2 10 7 10 3 9 4 10 6 1 1 2 12 1 1 0 4 1 1 1 8 7 1 9 5 7 0 9 6 6 9 9 7 4 0 39 5 9 60 4 7 3 8 S-3 Beam Summary RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC 360-16 LRFD STEEL BEAM DESIGN SUMMARY: DEMAND/CAPACITY LIMIT FOR STRENGTH : 1.000 Floor Type: Roof Bm # Length +Mu -Mu FMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1 25.00 312.8 0.0 337.0 50.0 W21X44 2 30.50 472.3 0.0 529.1 50.0 W24X62 3 19.50 204.9 0.0 249.4 50.0 W18X35 4 25.00 311.1 0.0 336.7 50.0 W21X44 5 22.75 143.0 0.0 221.0 50.0 W18X35 6 27.25 230.6 0.0 291.2 50.0 W18X40 7 25.00 197.7 0.0 323.5 50.0 W21X44 10 25.00 189.9 0.0 273.9 50.0 W18X40 11 25.00 183.0 0.0 274.3 50.0 W18X40 12 18.25 97.0 0.0 152.9 50.0 W16X26 33 26.25 51.0 0.0 58.1 50.0 W12X19 34 8.00 5.3 0.0 32.9 50.0 W8X10 35 8.00 5.1 0.0 32.9 50.0 W8X10 38 22.50 42.2 0.0 92.6 50.0 W12X19 39 12.25 46.8 0.0 65.3 50.0 W12X14 40 2.50 0.6 0.0 165.8 50.0 W16X26 48 30.00 88.1 0.0 202.5 50.0 W16X31 52 10.50 3.7 0.0 32.9 50.0 W8X10 53 10.50 7.1 0.0 32.9 50.0 W8X10 55 4.00 0.0 -14.9 30.9 50.0 W8X10 56 4.00 0.0 -14.9 30.9 50.0 W8X10 57 4.00 0.0 -9.5 30.9 50.0 W8X10 58 4.00 0.0 -9.5 30.9 50.0 W8X10 59 32.50 111.5 0.0 249.4 50.0 W18X35 60 5.50 1.2 0.0 31.3 50.0 W8X10 61 8.00 6.0 0.0 32.9 50.0 W8X10 62 8.00 5.8 0.0 32.9 50.0 W8X10 64 8.25 2.3 0.0 24.1 50.0 W8X10 65 8.50 2.5 0.0 23.4 50.0 W8X10 66 8.25 2.3 0.0 24.1 50.0 W8X10 68 4.00 1.8 0.0 32.9 50.0 W8X10 69 30.00 102.8 0.0 165.8 50.0 W16X26 70 30.00 102.8 0.0 165.8 50.0 W16X26 71 30.00 103.1 0.0 165.8 50.0 W16X26 72 30.00 103.1 0.0 165.8 50.0 W16X26 73 30.00 102.7 0.0 165.8 50.0 W16X26 74 30.00 105.9 0.0 165.8 50.0 W16X26 75 30.00 113.8 0.0 202.5 50.0 W16X31 76 30.00 110.5 0.0 165.8 50.0 W16X26 S-4 Beam Summary RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC 360-16 LRFD Bm # Length +Mu -Mu FMn Fy Beam Size Studs 77 30.00 110.5 0.0 165.8 50.0 W16X26 78 30.00 111.4 0.0 165.8 50.0 W16X26 79 30.00 109.4 0.0 165.8 50.0 W16X26 80 30.00 103.2 0.0 165.8 50.0 W16X26 81 30.00 102.8 0.0 165.8 50.0 W16X26 82 30.00 102.8 0.0 165.8 50.0 W16X26 83 30.00 103.0 0.0 165.8 50.0 W16X26 84 30.00 107.4 0.0 165.8 50.0 W16X26 85 30.00 110.6 0.0 165.8 50.0 W16X26 86 30.00 110.7 0.0 165.8 50.0 W16X26 89 30.00 144.5 0.0 202.5 50.0 W16X31 92 30.00 147.6 0.0 202.5 50.0 W16X31 93 30.00 102.8 0.0 165.8 50.0 W16X26 94 30.00 103.0 0.0 165.8 50.0 W16X26 95 30.00 103.0 0.0 165.8 50.0 W16X26 96 30.00 102.8 0.0 165.8 50.0 W16X26 97 30.00 102.8 0.0 165.8 50.0 W16X26 98 14.29 35.3 0.0 46.9 50.0 W10X12 99 14.29 17.0 0.0 32.9 50.0 W8X10 100 15.50 26.9 0.0 46.9 50.0 W10X12 101 7.14 1.7 0.0 32.9 50.0 W8X10 102 7.14 1.2 0.0 32.9 50.0 W8X10 103 7.14 1.7 0.0 32.9 50.0 W8X10 104 7.14 1.7 0.0 32.9 50.0 W8X10 105 7.14 1.0 0.0 32.9 50.0 W8X10 106 7.14 1.7 0.0 32.9 50.0 W8X10 107 7.14 1.7 0.0 32.9 50.0 W8X10 108 4.00 0.9 0.0 32.9 50.0 W8X10 109 4.00 0.9 0.0 32.9 50.0 W8X10 110 4.00 0.9 0.0 32.9 50.0 W8X10 111 4.00 0.9 0.0 32.9 50.0 W8X10 112 4.00 0.9 0.0 32.9 50.0 W8X10 113 4.00 0.9 0.0 32.9 50.0 W8X10 114 4.00 0.9 0.0 32.9 50.0 W8X10 Floor Type: 2nd Floor Bm # Length +Mu -Mu FMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 1 22.75 360.2 0.0 512.4 50.0 W21X44 u 15 3 25.00 419.3 0.0 567.0 50.0 W21X55 u 4, 3, 3 5 25.00 617.7 0.0 932.2 50.0 W24X76 u 6, 3, 7 6 30.50 980.6 0.0 1061.3 50.0 W30X90 u 7 19.50 414.4 0.0 502.5 50.0 W24X55 u 8 25.00 616.4 0.0 679.3 50.0 W24X55 u 6, 3, 7 10 25.00 465.6 0.0 729.7 50.0 W21X55 u 9, 10, 9 Page 2/5 S-5 Beam Summary RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC 360-16 LRFD Bm # Length +Mu -Mu FMn Fy Beam Size Studs 11 25.00 365.4 0.0 549.9 50.0 W21X50 u 4, 3, 5 12 18.25 230.8 0.0 412.5 50.0 W21X50 u 13 16.25 241.2 0.0 270.0 50.0 W16X26 12 14 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 15 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 17 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 18 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 20 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 21 30.00 224.0 0.0 284.7 50.0 W16X26 u 18 22 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 23 30.00 379.7 0.0 399.7 50.0 W18X35 u 15, 7 24 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 25 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 26 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 27 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 28 30.00 379.6 0.0 385.2 50.0 W18X35 u 20 29 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 30 30.00 276.3 0.0 348.3 50.0 W18X35 u 12 31 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 32 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 33 30.00 390.7 0.0 396.5 50.0 W18X35 u 10, 10 34 30.00 401.6 0.0 413.1 50.0 W18X35 u 17, 9 35 17.08 201.1 0.0 204.1 50.0 W14X22 u 10 36 8.00 13.0 0.0 64.3 50.0 W8X10 u 6 37 22.00 161.1 0.0 167.2 50.0 W12X19 u 12 38 30.00 369.1 0.0 374.7 50.0 W18X35 u 8, 6, 3 39 16.58 115.5 0.0 124.6 50.0 W12X16 u 6 40 16.58 55.6 0.0 70.5 50.0 W8X10 u 6 41 30.00 283.4 0.0 375.8 50.0 W18X35 u 17 42 4.00 5.2 0.0 54.9 50.0 W8X10 u 4 43 15.50 71.9 0.0 116.9 50.0 W12X14 u 4, 4 44 10.50 9.2 0.0 64.4 50.0 W8X10 u 6 45 10.50 18.4 0.0 64.5 50.0 W8X10 u 6 46 8.00 15.7 0.0 64.3 50.0 W8X10 6 47 17.50 74.8 0.0 78.1 50.0 W12X19 48 10.25 12.0 0.0 22.8 50.0 W8X10 49 10.25 0.2 0.0 17.5 50.0 W8X10 u 50 13.83 113.2 0.0 147.2 50.0 W12X16 1, 4, 5 52 17.50 84.5 0.0 156.1 50.0 W12X19 5, 5 53 7.50 9.7 0.0 55.3 50.0 W8X10 4 59 8.33 8.7 0.0 59.6 50.0 W8X10 u 4 60 8.33 8.8 0.0 59.6 50.0 W8X10 u 4 61 9.50 9.7 0.0 63.8 50.0 W8X10 7 62 9.50 9.6 0.0 63.8 50.0 W8X10 u 6 63 15.00 0.4 0.0 10.0 50.0 W8X10 Page 3/5 S-6 Beam Summary RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC 360-16 LRFD Bm # Length +Mu -Mu FMn Fy Beam Size Studs 64 12.25 0.3 0.0 13.3 50.0 W8X10 65 2.50 0.0 0.0 32.9 50.0 W8X10 66 4.00 0.0 -26.9 30.9 50.0 W8X10 u 67 4.00 0.0 -26.9 30.9 50.0 W8X10 u 68 4.00 0.0 -43.7 58.3 50.0 W12X14 u 69 4.00 0.0 -43.7 58.3 50.0 W12X14 u 71 8.25 5.8 0.0 60.2 50.0 W8X10 u 4 72 8.50 6.2 0.0 60.2 50.0 W8X10 u 4 73 8.25 5.8 0.0 60.2 50.0 W8X10 u 4 74 12.50 12.8 0.0 13.0 50.0 W8X10 76 5.50 2.6 0.0 31.3 50.0 W8X10 77 8.00 15.7 0.0 64.3 50.0 W8X10 6 78 8.00 20.6 0.0 64.3 50.0 W8X10 6 79 3.58 0.0 0.0 32.9 50.0 W8X10 80 4.00 0.0 0.0 32.9 50.0 W8X10 Floor Type: 1st Floor Bm # Length +Mu -Mu FMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 5 25.00 616.9 0.0 932.2 50.0 W24X76 u 6, 3, 7 6 30.50 981.0 0.0 1061.3 50.0 W30X90 7 19.50 423.8 0.0 502.5 50.0 W24X55 8 25.00 633.1 0.0 679.3 50.0 W24X55 6, 3, 7 13 16.25 254.0 0.0 256.8 50.0 W16X26 10 14 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 15 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 17 30.00 291.0 0.0 376.4 50.0 W18X35 u 16 18 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 20 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 24 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 25 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 30 31.50 302.5 0.0 348.8 50.0 W16X31 25 31 31.50 311.8 0.0 443.7 50.0 W18X35 u 31 32 31.50 311.8 0.0 443.7 50.0 W18X35 u 31 33 31.50 436.7 0.0 441.5 50.0 W18X35 2, 15, 16 34 30.00 395.5 0.0 405.5 50.0 W18X35 16, 8 35 17.08 196.4 0.0 203.4 50.0 W14X22 10 36 8.00 11.5 0.0 55.3 50.0 W8X10 4 37 22.00 162.3 0.0 375.3 50.0 W18X35 u 16 38 30.00 369.2 0.0 431.1 50.0 W18X35 14, 10, 4 39 16.62 116.1 0.0 124.6 50.0 W12X16 6 40 16.59 55.7 0.0 70.5 50.0 W8X10 6 41 30.00 282.2 0.0 286.2 50.0 W16X26 19 42 4.00 5.2 0.0 54.9 50.0 W8X10 4 43 15.50 72.2 0.0 116.9 50.0 W12X14 4, 4 Page 4/5 S-7 Beam Summary RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC 360-16 LRFD Bm # Length +Mu -Mu FMn Fy Beam Size Studs 44 10.50 9.3 0.0 64.4 50.0 W8X10 6 45 10.50 18.4 0.0 64.5 50.0 W8X10 6 48 10.25 0.2 0.0 17.5 50.0 W8X10 49 10.25 0.2 0.0 17.5 50.0 W8X10 50 13.83 103.6 0.0 113.3 50.0 W12X14 7 59 8.33 8.7 0.0 59.6 50.0 W8X10 4 60 8.33 8.8 0.0 59.6 50.0 W8X10 4 61 9.50 9.7 0.0 63.8 50.0 W8X10 7 62 9.50 9.6 0.0 63.8 50.0 W8X10 6 63 9.50 19.8 0.0 64.0 50.0 W8X10 6 64 9.50 31.5 0.0 64.5 50.0 W8X10 6 66 12.25 0.3 0.0 13.3 50.0 W8X10 73 1.50 0.0 0.0 32.9 50.0 W8X10 78 1.50 0.0 0.0 32.9 50.0 W8X10 79 2.12 1.6 0.0 32.9 50.0 W8X10 81 1.50 2.2 0.0 32.9 50.0 W8X10 82 1.58 0.0 0.0 32.9 50.0 W8X10 84 2.30 2.2 0.0 32.9 50.0 W8X10 85 1.42 0.0 0.0 32.9 50.0 W8X10 88 1.50 0.1 0.0 32.9 50.0 W8X10 89 1.50 0.0 0.0 32.9 50.0 W8X10 90 1.50 0.0 0.0 32.9 50.0 W8X10 91 2.12 1.6 0.0 32.9 50.0 W8X10 93 1.50 1.5 0.0 32.9 50.0 W8X10 94 22.75 350.8 0.0 431.6 50.0 W18X40 6, 3, 5 95 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 96 30.00 376.9 0.0 399.7 50.0 W18X35 15, 7 97 30.00 174.0 0.0 193.0 50.0 W14X22 u 10 98 25.00 368.5 0.0 495.7 50.0 W21X44 u 6, 3, 6 99 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 100 30.00 279.0 0.0 376.4 50.0 W18X35 u 16 101 25.00 378.6 0.0 451.2 50.0 W18X40 u 9, 5, 5 102 30.00 285.0 0.0 376.4 50.0 W18X35 u 16 103 30.00 380.1 0.0 385.2 50.0 W18X35 20 104 17.50 71.7 0.0 116.4 50.0 W12X14 8 105 12.50 5.8 0.0 13.0 50.0 W8X10 107 4.00 5.2 0.0 32.9 50.0 W8X10 108 4.00 5.8 0.0 32.9 50.0 W8X10 109 3.58 0.0 0.0 32.9 50.0 W8X10 110 4.00 0.0 0.0 32.9 50.0 W8X10 * 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. Page 5/5 S-8 Joist Girder 167 114 psf ft psf # of Girder Bays psf ft Constants ft in/sec2 lb/in2 Deck in lb in pcf ksi Joist Output Girder Output plf plf lb/ft plf in2 in2 in in in4 in4 in in in in in in4 in4 in in in4/ft in4/ft ft in4/ft lb ft lb Combined Properties ksi lb Joist Vibration hz Girder Vibration hz System Vibration hz VIBRATION IS ACCEPTABLE Input Intermediate Output 189.8 45.2 85956 3437 6.25 Ec n 4 386 2.9E+07 2 1.8 65 0.02 g Es Cj W24x68 68 2281 25 20.1 120 1830 0.108% 193.7 3 4.5 150 3.5 99 0.69 5695 0.12 Igirder deltagirder Dgirder Bgirder Wgirder 23.7 0.5% 98137 Vibration Output ap/g = (Po*exp(-0.35*fn)) / (beta*W) <=ao/g Wtotal 5.89 0.422% Section girder wt wgirder Lgirder Agirder dgirder Inon-comp Cg Po beta ao / g Eff conc slab width ybar 31.4 104314 7.23 0.248% 10.15 0.51 1598 0.24 14.6 ap / g fn ap / g W16x31 31 55 4 11 608.5 8.25 30 9.13 15.9 375 3 6 Bjoist Wjoist fjoist ap / g fgirder ybar Ijoist deltajoist Ds Djoist Section joist wt slab + deck mech&ceiling live load wjoist Sjoist Ljoist Ajoist djoist Ijoist # of Joists Bays d total slab ddeck de conc. Unit wt f'c Eff conc slab width Typical FloorFile Name MACU Call Center 190620 10/3/19 JTP Steel Vibration - Wide Flange Joist and Wide Flange Girder 2766 South Main Street •Salt Lake City •Utah 84115 Project:Sheet: Job#: Date: By: Phone: 801.355.5656 •Fax: 801.355.5950 S-9 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 1 BY: Project ID: Project # : Bay ID : 2-2nd Floor: A-B , 1-2 Model : 20191105 - MACU Call Center Structure VIBRATION ANALYSIS: Activity: Walking Occupancy Category: Paper Office Evaluation Criterion: Walking References: Murray, T.M., Allen, D.E., Ungar, E.E, Davis, D.B. “Vibrations of Steel-Framed Structural Systems Due To Human Activity”, AISC Design Guide #11 2nd Ed, 2016 Murray, T.M., and Davis, B., “Vibration of Steel Joist-Concrete Floor Systems”, SJI Technical Digest No. 5, 2014 Constant Force, Po = 65. lb Modal Damping Ratio, b = 0.030 Acceleration Limit, ao/g x 100% = 0.50 % Beams are continuous Girders are not continuous at columns EVALUATION: Combined Mode ap/g= 0.463 % <= 0.50 % The system SATISFIES THE CRITERION. PARAMETER SUMMARY: +-------------------+--------------+--------------+--------------+----------+ | | Beam | Left Girder | Right Girder | | | Parameter | Panel | Panel | Panel | System | +-------------------+--------------+--------------+--------------+----------+ | Member | W18X35 | W21X50 | W24X76 | | | Uniform Load, plf | 645.4 | 1211.8 | 2399.5 | | | Effective I, in^4 | 2033.6 | 3170.8 | 6497.1 | | | Frequency, Hz | 7.92 | 10.39 | 10.57 | 6.30 | | Panel Width, ft | 16.67 | 20.00 | 20.00 | | | Panel Weight, k | 58.1 | 40.4 | 40.0 | 51.6 | +-------------------+--------------+--------------+--------------+----------+ FRAMING: (User Modified Bay) Girder Span = 25.00 ft Beam Spans: Left = 0.00 ft Center = 30.00 ft Right = 30.00 ft Girders/Walls: Left -W21X50 Right-W24X76 Beam -W18X35 3 spaces at 100.00 in Floor Width = 25.00 ft Floor Length= 30.00 ft Concrete: dc = 6.00 in Loading: Dead = 4.00 psf f'c = 3.00 ksi Live = 11.00 psf wt. = 150.0 pcf Collateral = 0.00 psf Deck Height = 3.00 in Warning: The bay configuration and/or properties analyzed here have been modified by the user and differ from the actual configuration N:\Calculations\__2019\190620 - MACU Rexburg Call Center\Calculations\RAM\Typical Vibration.flb S-10 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 2 BY: and/or properties of the bay in the RAM Structural System. Note: The user has elected to ignore the following condition(s): The effective girder panel width cannot exceed 2/3 times the total floor length (floor dimension perpendicular to the girder span). The length of the floor is normally not less than the sum of the specified adjacent beam span(s) and the beam span. For the specified data Floor length = 30.00 ft < 0.00 + 30.00 + 30.00 = 60.00 ft N:\Calculations\__2019\190620 - MACU Rexburg Call Center\Calculations\RAM\Typical Vibration.flb S-11 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 3 BY: 100.00 0.01 Peak Acceleration (% Gravity) 1 4 8 10 Frequency, Hz LOW FREQUENCY FLOOR ACCEPTANCE CRITERIA Note: Floors with a frequency below 3 Hz are not recommended ISO Baseline Curve for RMS Acceleration0.05 Offices, Residences0.50 Indoor Footbridges, Shopping Malls, Dining and Dancing1.50 Rhythmic Activities, Outdoor Footbriges5.00 The recommended limit for offices and residences is 0.5%g. Between 0.5%g and 0.55%g, the shaded area, there are known cases that have not resulted in complaints and engineering judgement is required in this range. N:\Calculations\__2019\190620 - MACU Rexburg Call Center\Calculations\RAM\Typical Vibration.flb S-12 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 1 BY: Project ID: Project # : Bay ID : 1-1st Floor: B-C , 1-2 Model : 20191105 - MACU Call Center Structure VIBRATION ANALYSIS: Activity: Walking Occupancy Category: Paper Office Evaluation Criterion: Walking References: Murray, T.M., Allen, D.E., Ungar, E.E, Davis, D.B. “Vibrations of Steel-Framed Structural Systems Due To Human Activity”, AISC Design Guide #11 2nd Ed, 2016 Murray, T.M., and Davis, B., “Vibration of Steel Joist-Concrete Floor Systems”, SJI Technical Digest No. 5, 2014 Constant Force, Po = 65. lb Modal Damping Ratio, b = 0.030 Acceleration Limit, ao/g x 100% = 0.50 % Beams are continuous Girders are not continuous at columns EVALUATION: Combined Mode ap/g= 0.378 % <= 0.50 % The system SATISFIES THE CRITERION. PARAMETER SUMMARY: +-------------------+--------------+--------------+--------------+----------+ | | Beam | Left Girder | Right Girder | | | Parameter | Panel | Panel | Panel | System | +-------------------+--------------+--------------+--------------+----------+ | Member | W18X35 | W21X44 | W30X90 | | | Uniform Load, plf | 779.7 | 1194.4 | 2390.8 | | | Effective I, in^4 | 2093.3 | 2946.3 | 10799.0 | | | Frequency, Hz | 7.31 | 6.78 | 9.17 | 4.97 | | Panel Width, ft | 30.36 | 40.00 | 40.00 | | | Panel Weight, k | 104.8 | 97.1 | 97.2 | 100.7 | +-------------------+--------------+--------------+--------------+----------+ FRAMING: (User Modified Bay) Girder Span = 30.50 ft Beam Spans: Left = 0.00 ft Center = 30.00 ft Right = 30.00 ft Girders/Walls: Left -W21X44 Right-W30X90 Beam -W18X35 3 spaces at 122.00 in Floor Width = 75.00 ft Floor Length= 60.00 ft Concrete: dc = 6.00 in Loading: Dead = 4.00 psf f'c = 3.00 ksi Live = 11.00 psf wt. = 150.0 pcf Collateral = 0.00 psf Deck Height = 3.00 in Warning: The bay configuration and/or properties analyzed here have been modified by the user and differ from the actual configuration S-13 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 2 BY: and/or properties of the bay in the RAM Structural System. S-14 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 3 BY: 100.00 0.01 Peak Acceleration (% Gravity) 1 4 8 10 Frequency, Hz LOW FREQUENCY FLOOR ACCEPTANCE CRITERIA Note: Floors with a frequency below 3 Hz are not recommended ISO Baseline Curve for RMS Acceleration0.05 Offices, Residences0.50 Indoor Footbridges, Shopping Malls, Dining and Dancing1.50 Rhythmic Activities, Outdoor Footbriges5.00 The recommended limit for offices and residences is 0.5%g. Between 0.5%g and 0.55%g, the shaded area, there are known cases that have not resulted in complaints and engineering judgement is required in this range. S-15 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 1 BY: Project ID: Project # : Bay ID : 2-2nd Floor: A-B , 1-2 Model : 20191105 - MACU Call Center Structure VIBRATION ANALYSIS: Activity: Walking Occupancy Category: Paper Office Evaluation Criterion: Walking References: Murray, T.M., Allen, D.E., Ungar, E.E, Davis, D.B. “Vibrations of Steel-Framed Structural Systems Due To Human Activity”, AISC Design Guide #11 2nd Ed, 2016 Murray, T.M., and Davis, B., “Vibration of Steel Joist-Concrete Floor Systems”, SJI Technical Digest No. 5, 2014 Constant Force, Po = 65. lb Modal Damping Ratio, b = 0.030 Acceleration Limit, ao/g x 100% = 0.50 % Beams are continuous Girders are not continuous at columns EVALUATION: Combined mode ap/g= 0.536 % > 0.50 % This peak acceleration MAY BE ACCEPTABLE, ENGINEERING JUDGEMENT IS REQUIRED. PARAMETER SUMMARY: +-------------------+--------------+--------------+--------------+----------+ | | Beam | Left Girder | Right Girder | | | Parameter | Panel | Panel | Panel | System | +-------------------+--------------+--------------+--------------+----------+ | Member | W18X35 | W21X50 | W24X55 | | | Uniform Load, plf | 645.4 | 1211.8 | 2378.5 | | | Effective I, in^4 | 2033.6 | 3170.8 | 4749.7 | | | Frequency, Hz | 7.92 | 10.39 | 9.08 | 5.97 | | Panel Width, ft | 16.67 | 20.00 | 20.00 | | | Panel Weight, k | 58.1 | 40.4 | 39.6 | 50.1 | +-------------------+--------------+--------------+--------------+----------+ FRAMING: (User Modified Bay) Girder Span = 25.00 ft Beam Spans: Left = 0.00 ft Center = 30.00 ft Right = 30.00 ft Girders/Walls: Left -W21X50 Right-W24X55 Beam -W18X35 3 spaces at 100.00 in Floor Width = 25.00 ft Floor Length= 30.00 ft Concrete: dc = 6.00 in Loading: Dead = 4.00 psf f'c = 3.00 ksi Live = 11.00 psf wt. = 150.0 pcf Collateral = 0.00 psf Deck Height = 3.00 in Warning: The bay configuration and/or properties analyzed here have S-16 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 2 BY: been modified by the user and differ from the actual configuration and/or properties of the bay in the RAM Structural System. Note: The user has elected to ignore the following condition(s): The effective girder panel width cannot exceed 2/3 times the total floor length (floor dimension perpendicular to the girder span). The length of the floor is normally not less than the sum of the specified adjacent beam span(s) and the beam span. For the specified data Floor length = 30.00 ft < 0.00 + 30.00 + 30.00 = 60.00 ft S-17 BentleyFloorVibe V3.00, (C)2006-2018 by Structural Engineers, Inc. www.floorvibe.com SHEET OF DATE: 11/7/2019 PAGE: 3 BY: 100.00 0.01 Peak Acceleration (% Gravity) 1 4 8 10 Frequency, Hz LOW FREQUENCY FLOOR ACCEPTANCE CRITERIA Note: Floors with a frequency below 3 Hz are not recommended ISO Baseline Curve for RMS Acceleration0.05 Offices, Residences0.50 Indoor Footbridges, Shopping Malls, Dining and Dancing1.50 Rhythmic Activities, Outdoor Footbriges5.00 The recommended limit for offices and residences is 0.5%g. Between 0.5%g and 0.55%g, the shaded area, there are known cases that have not resulted in complaints and engineering judgement is required in this range. S-18 DataBase: 20191105 - MACU Call Center Structure 11/12/2019 04:15:23 SC-1 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line A-3, Column # 1 Fy (ksi) = 50.00 Column Size = HSS6X6X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 5.50 5.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)10.21 4.98 7.06 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 26.04 0.90Pnx (kip) = 229.56 Pu/0.90Pnx = 0.113 0.90Pny (kip) = 229.56 Pu/0.90Pny = 0.113 0.90Pn (kip) = 229.56 Pu/0.90Pn = 0.113 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)10.21 4.98 7.06 Moments Top Mx (kip-ft)2.54 1.49 2.14 My (kip-ft)1.97 0.79 1.10 Bot Mx (kip-ft)4.94 3.20 0.00 My (kip-ft)3.33 1.78 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 23.74 0.90*Pn (kip) = 229.56 Mux (kip-ft) = 11.04 0.90*Mnx (kip-ft) = 59.25 Muy (kip-ft) = 6.84 0.90*Mny (kip-ft) = 59.25 Rm = 1.00 Cbx = 2.19 Cby = 2.19 Cmx = 0.36 Cmy = 0.36 Pex (kip) = 400.57 Pey (kip) = 400.57 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.103 Eq H1-1b: 0.052 + 0.186 + 0.116 = 0.354 SC-2 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line A-3, Column # 3 Fy (ksi) = 50.00 Column Size = HSS6X6X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 5.50 5.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)46.65 23.99 7.06 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 97.90 0.90Pnx (kip) = 229.56 Pu/0.90Pnx = 0.426 0.90Pny (kip) = 229.56 Pu/0.90Pny = 0.426 0.90Pn (kip) = 229.56 Pu/0.90Pn = 0.426 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)46.65 23.99 7.06 Moments Top Mx (kip-ft)4.94 2.80 0.00 My (kip-ft)3.33 1.56 0.00 Bot Mx (kip-ft)4.40 2.98 0.00 My (kip-ft)2.15 1.46 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 97.90 0.90*Pn (kip) = 229.56 Mux (kip-ft) = 10.40 0.90*Mnx (kip-ft) = 59.25 Muy (kip-ft) = 6.49 0.90*Mny (kip-ft) = 59.25 Rm = 1.00 Cbx = 2.27 Cby = 2.22 Cmx = 0.21 Cmy = 0.30 Pex (kip) = 400.57 Pey (kip) = 400.57 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.426 Eq H1-1a: 0.426 + 8/9(0.176 + 0.110) = 0.680 Page 2/47 SC-3 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line A-3, Column # 3 Fy (ksi) = 50.00 Column Size = HSS6X6X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)75.84 37.25 7.06 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 154.13 0.90Pnx (kip) = 229.56 Pu/0.90Pnx = 0.671 0.90Pny (kip) = 229.56 Pu/0.90Pny = 0.671 0.90Pn (kip) = 229.56 Pu/0.90Pn = 0.671 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)75.84 37.25 7.06 Moments Top Mx (kip-ft)4.40 2.49 0.00 My (kip-ft)2.15 1.23 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 154.13 0.90*Pn (kip) = 229.56 Mux (kip-ft) = 9.26 0.90*Mnx (kip-ft) = 59.25 Muy (kip-ft) = 4.54 0.90*Mny (kip-ft) = 59.25 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 400.57 Pey (kip) = 400.57 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.671 Eq H1-1a: 0.671 + 8/9(0.156 + 0.077) = 0.878 Page 3/47 SC-4 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 22.58ft-63.33ft, Column # 21 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 2 Braced Against Joint Translation Yes No Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)0.16 0.00 0.00 DEMAND CAPACITY RATIO: (1.4DL) Pu (kip) = 0.22 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.004 0.90Pny (kip) = 17.61 Pu/0.90Pny = 0.013 0.90Pn (kip) = 17.61 Pu/0.90Pn = 0.013 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)0.16 0.00 0.00 Moments Top Mx (kip-ft)0.02 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.4DL) Pu (kip) = 0.22 0.90*Pn (kip) = 17.61 Mux (kip-ft) = 0.03 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 0.60 Cmy = 1.00 Pex (kip) = 89.24 Pey (kip) = 22.31 B1x = 1.00 B1y = 1.01 INTERACTION EQUATION Pu/0.90*Pn = 0.013 Eq H1-1b: 0.006 + 0.002 + 0.000 = 0.009 Page 4/47 SC-5 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 22.58ft-68.00ft, Column # 19 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 2 Braced Against Joint Translation Yes No Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)4.00 0.00 2.08 DEMAND CAPACITY RATIO: (1.2DL + 1.6RF) Pu (kip) = 8.12 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.137 0.90Pny (kip) = 17.61 Pu/0.90Pny = 0.461 0.90Pn (kip) = 17.61 Pu/0.90Pn = 0.461 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)4.00 0.00 2.08 Moments Top Mx (kip-ft)1.62 0.00 0.87 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 -0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6RF) Pu (kip) = 8.12 0.90*Pn (kip) = 17.61 Mux (kip-ft) = 3.33 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 0.60 Cmy = 1.00 Pex (kip) = 89.24 Pey (kip) = 22.31 B1x = 1.00 B1y = 1.57 INTERACTION EQUATION Pu/0.90*Pn = 0.461 Eq H1-1a: 0.461 + 8/9(0.270 + 0.000) = 0.702 Page 5/47 SC-6 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 22.75ft-60.00ft, Column # 13 Fy (ksi) = 50.00 Column Size = HSS6X6X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 5.50 5.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)15.56 8.05 18.34 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 52.05 0.90Pnx (kip) = 229.56 Pu/0.90Pnx = 0.227 0.90Pny (kip) = 229.56 Pu/0.90Pny = 0.227 0.90Pn (kip) = 229.56 Pu/0.90Pn = 0.227 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)15.56 8.05 18.34 Moments Top Mx (kip-ft)-0.14 -0.96 0.64 My (kip-ft)0.08 0.02 0.18 Bot Mx (kip-ft)-6.35 -4.39 0.00 My (kip-ft)0.74 0.37 0.00 Single curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 52.05 0.90*Pn (kip) = 229.56 Mux (kip-ft) = -9.82 0.90*Mnx (kip-ft) = 59.25 Muy (kip-ft) = 1.08 0.90*Mny (kip-ft) = 59.25 Rm = 1.00 Cbx = 1.63 Cby = 2.15 Cmx = 0.62 Cmy = 0.45 Pex (kip) = 400.57 Pey (kip) = 400.57 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.227 Eq H1-1a: 0.227 + 8/9(0.166 + 0.018) = 0.390 Page 6/47 SC-7 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 22.75ft-60.00ft, Column # 6 Fy (ksi) = 50.00 Column Size = HSS6X6X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 5.50 5.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)46.90 26.68 18.34 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 108.14 0.90Pnx (kip) = 229.56 Pu/0.90Pnx = 0.471 0.90Pny (kip) = 229.56 Pu/0.90Pny = 0.471 0.90Pn (kip) = 229.56 Pu/0.90Pn = 0.471 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)46.90 26.68 18.34 Moments Top Mx (kip-ft)-6.35 -3.94 0.00 My (kip-ft)0.74 0.33 0.00 Bot Mx (kip-ft)-5.85 -4.14 0.00 My (kip-ft)0.68 0.29 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 108.14 0.90*Pn (kip) = 229.56 Mux (kip-ft) = -13.92 0.90*Mnx (kip-ft) = 59.25 Muy (kip-ft) = 1.43 0.90*Mny (kip-ft) = 59.25 Rm = 1.00 Cbx = 2.27 Cby = 2.25 Cmx = 0.21 Cmy = 0.24 Pex (kip) = 400.57 Pey (kip) = 400.57 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.471 Eq H1-1a: 0.471 + 8/9(0.235 + 0.024) = 0.701 Page 7/47 SC-8 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 22.75ft-60.00ft, Column # 6 Fy (ksi) = 50.00 Column Size = HSS6X6X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)75.76 39.55 18.34 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 163.36 0.90Pnx (kip) = 229.56 Pu/0.90Pnx = 0.712 0.90Pny (kip) = 229.56 Pu/0.90Pny = 0.712 0.90Pn (kip) = 229.56 Pu/0.90Pn = 0.712 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)75.76 39.55 18.34 Moments Top Mx (kip-ft)-5.85 -3.44 0.00 My (kip-ft)0.68 0.24 0.00 Bot Mx (kip-ft)0.00 -0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 163.36 0.90*Pn (kip) = 229.56 Mux (kip-ft) = -12.69 0.90*Mnx (kip-ft) = 59.25 Muy (kip-ft) = 1.21 0.90*Mny (kip-ft) = 59.25 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 400.57 Pey (kip) = 400.57 B1x = 1.01 B1y = 1.01 INTERACTION EQUATION Pu/0.90*Pn = 0.712 Eq H1-1a: 0.712 + 8/9(0.214 + 0.020) = 0.920 Page 8/47 SC-9 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 24.08ft-68.00ft, Column # 16 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)4.60 0.00 2.44 DEMAND CAPACITY RATIO: (1.2DL + 1.6RF) Pu (kip) = 9.42 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.158 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.158 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.158 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)4.60 0.00 2.44 Moments Top Mx (kip-ft)1.39 0.00 0.69 My (kip-ft)0.48 0.00 0.33 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6RF) Pu (kip) = 9.42 0.90*Pn (kip) = 59.48 Mux (kip-ft) = 2.77 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 1.10 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.158 Eq H1-1b: 0.079 + 0.225 + 0.090 = 0.393 Page 9/47 SC-10 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line B-2, Column # 5 Fy (ksi) = 50.00 Column Size = HSS8X8X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)24.05 19.74 31.28 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 88.78 0.90Pnx (kip) = 377.60 Pu/0.90Pnx = 0.235 0.90Pny (kip) = 377.60 Pu/0.90Pny = 0.235 0.90Pn (kip) = 377.60 Pu/0.90Pn = 0.235 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 2: Dead Live Roof Axial (kip)24.05 19.74 31.28 Moments Top Mx (kip-ft)1.48 0.81 2.49 My (kip-ft)0.10 0.10 0.14 Bot Mx (kip-ft)3.07 9.55 0.00 My (kip-ft)1.13 3.39 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 76.09 0.90*Pn (kip) = 377.60 Mux (kip-ft) = 18.96 0.90*Mnx (kip-ft) = 110.25 Muy (kip-ft) = 6.77 0.90*Mny (kip-ft) = 110.25 Rm = 1.00 Cbx = 1.96 Cby = 1.72 Cmx = 0.51 Cmy = 0.58 Pex (kip) = 1014.10 Pey (kip) = 1014.10 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.201 Eq H1-1a: 0.201 + 8/9(0.172 + 0.061) = 0.409 Page 10/47 SC-11 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line B-2, Column # 5 Fy (ksi) = 50.00 Column Size = HSS8X8X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)133.37 70.57 31.28 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 288.61 0.90Pnx (kip) = 377.60 Pu/0.90Pnx = 0.764 0.90Pny (kip) = 377.60 Pu/0.90Pny = 0.764 0.90Pn (kip) = 377.60 Pu/0.90Pn = 0.764 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 2: Dead Live Roof Axial (kip)133.37 70.57 31.28 Moments Top Mx (kip-ft)3.07 1.43 0.00 My (kip-ft)1.13 0.51 0.00 Bot Mx (kip-ft)2.95 5.72 0.00 My (kip-ft)1.19 2.11 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 288.61 0.90*Pn (kip) = 377.60 Mux (kip-ft) = 12.69 0.90*Mnx (kip-ft) = 110.25 Muy (kip-ft) = 4.81 0.90*Mny (kip-ft) = 110.25 Rm = 1.00 Cbx = 2.17 Cby = 2.16 Cmx = 0.41 Cmy = 0.42 Pex (kip) = 1014.10 Pey (kip) = 1014.10 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.764 Eq H1-1a: 0.764 + 8/9(0.115 + 0.044) = 0.905 Page 11/47 SC-12 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line B-2, Column # 5 Fy (ksi) = 50.00 Column Size = HSS8X8X5/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)242.99 111.02 31.28 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 484.86 0.90Pnx (kip) = 585.31 Pu/0.90Pnx = 0.828 0.90Pny (kip) = 585.31 Pu/0.90Pny = 0.828 0.90Pn (kip) = 585.31 Pu/0.90Pn = 0.828 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)242.99 111.02 31.28 Moments Top Mx (kip-ft)2.95 1.22 0.00 My (kip-ft)1.19 0.51 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)-0.00 -0.00 -0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 484.86 0.90*Pn (kip) = 585.31 Mux (kip-ft) = 5.50 0.90*Mnx (kip-ft) = 167.63 Muy (kip-ft) = 2.24 0.90*Mny (kip-ft) = 167.63 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1480.58 Pey (kip) = 1480.58 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.828 Eq H1-1a: 0.828 + 8/9(0.033 + 0.013) = 0.869 Page 12/47 SC-13 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 32.83ft-63.33ft, Column # 20 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 28.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)0.16 0.00 0.00 DEMAND CAPACITY RATIO: (1.4DL) Pu (kip) = 0.22 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.004 0.90Pny (kip) = 17.61 Pu/0.90Pny = 0.013 0.90Pn (kip) = 17.61 Pu/0.90Pn = 0.013 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)0.16 0.00 0.00 Moments Top Mx (kip-ft)-0.02 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)-0.01 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.4DL) Pu (kip) = 0.22 0.90*Pn (kip) = 17.61 Mux (kip-ft) = -0.03 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 89.24 Pey (kip) = 22.31 B1x = 1.00 B1y = 1.01 INTERACTION EQUATION Pu/0.90*Pn = 0.013 Eq H1-1b: 0.006 + 0.002 + 0.000 = 0.009 Page 13/47 SC-14 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 32.83ft-63.33ft, Column # 20 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 28.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)0.32 0.00 0.00 DEMAND CAPACITY RATIO: (1.4DL) Pu (kip) = 0.44 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.007 0.90Pny (kip) = 17.61 Pu/0.90Pny = 0.025 0.90Pn (kip) = 17.61 Pu/0.90Pn = 0.025 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)0.32 0.00 0.00 Moments Top Mx (kip-ft)-0.01 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.4DL) Pu (kip) = 0.44 0.90*Pn (kip) = 17.61 Mux (kip-ft) = -0.02 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 89.24 Pey (kip) = 22.31 B1x = 1.00 B1y = 1.02 INTERACTION EQUATION Pu/0.90*Pn = 0.025 Eq H1-1b: 0.013 + 0.001 + 0.000 = 0.014 Page 14/47 SC-15 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 32.83ft-68.00ft, Column # 18 Fy (ksi) = 50.00 Column Size = HSS5X5X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 28.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)10.26 4.32 0.36 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 19.40 0.90Pnx (kip) = 111.13 Pu/0.90Pnx = 0.175 0.90Pny (kip) = 32.02 Pu/0.90Pny = 0.606 0.90Pn (kip) = 32.02 Pu/0.90Pn = 0.606 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)10.26 4.32 0.36 Moments Top Mx (kip-ft)3.60 1.80 -0.15 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)-0.01 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 19.40 0.90*Pn (kip) = 32.02 Mux (kip-ft) = 8.09 0.90*Mnx (kip-ft) = 28.23 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 28.54 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 162.26 Pey (kip) = 40.56 B1x = 1.14 B1y = 1.92 INTERACTION EQUATION Pu/0.90*Pn = 0.606 Eq H1-1a: 0.606 + 8/9(0.287 + 0.000) = 0.861 Page 15/47 SC-16 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 32.83ft-68.00ft, Column # 18 Fy (ksi) = 50.00 Column Size = HSS5X5X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 28.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)10.52 4.32 0.36 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 19.70 0.90Pnx (kip) = 111.13 Pu/0.90Pnx = 0.177 0.90Pny (kip) = 32.02 Pu/0.90Pny = 0.615 0.90Pn (kip) = 32.02 Pu/0.90Pn = 0.615 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)10.52 4.32 0.36 Moments Top Mx (kip-ft)-0.01 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 19.70 0.90*Pn (kip) = 32.02 Mux (kip-ft) = -0.01 0.90*Mnx (kip-ft) = 28.23 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 28.54 Rm = 1.00 Cbx = 1.00 Cby = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 162.26 Pey (kip) = 40.56 B1x = 1.14 B1y = 1.94 INTERACTION EQUATION Pu/0.90*Pn = 0.615 Eq H1-1a: 0.615 + 8/9(0.001 + 0.000) = 0.616 Page 16/47 SC-17 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 33.75ft-60.00ft, Column # 16 Fy (ksi) = 50.00 Column Size = HSS8X8X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)39.94 25.05 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL) Pu (kip) = 88.01 0.90Pnx (kip) = 259.70 Pu/0.90Pnx = 0.339 0.90Pny (kip) = 259.70 Pu/0.90Pny = 0.339 0.90Pn (kip) = 259.70 Pu/0.90Pn = 0.339 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 6: Dead Live Roof Axial (kip)39.94 23.35 0.00 Moments Top Mx (kip-ft)6.77 4.29 0.00 My (kip-ft)10.56 8.36 0.00 Bot Mx (kip-ft)3.56 0.00 0.00 My (kip-ft)5.00 -0.48 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL) Pu (kip) = 85.28 0.90*Pn (kip) = 259.70 Mux (kip-ft) = 14.98 0.90*Mnx (kip-ft) = 70.10 Muy (kip-ft) = 26.05 0.90*Mny (kip-ft) = 70.10 Rm = 1.00 Cbx = 2.06 Cby = 1.92 Cmx = 0.49 Cmy = 0.52 Pex (kip) = 716.97 Pey (kip) = 716.97 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.328 Eq H1-1a: 0.328 + 8/9(0.214 + 0.372) = 0.849 Page 17/47 SC-18 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 33.75ft-60.00ft, Column # 16 Fy (ksi) = 50.00 Column Size = HSS8X8X1/4 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)80.14 42.16 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL) Pu (kip) = 163.62 0.90Pnx (kip) = 259.70 Pu/0.90Pnx = 0.630 0.90Pny (kip) = 259.70 Pu/0.90Pny = 0.630 0.90Pn (kip) = 259.70 Pu/0.90Pn = 0.630 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)80.14 42.16 0.00 Moments Top Mx (kip-ft)3.56 1.92 0.00 My (kip-ft)5.00 2.98 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 -0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL) Pu (kip) = 163.62 0.90*Pn (kip) = 259.70 Mux (kip-ft) = 7.34 0.90*Mnx (kip-ft) = 70.10 Muy (kip-ft) = 10.76 0.90*Mny (kip-ft) = 70.10 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 716.97 Pey (kip) = 716.97 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.630 Eq H1-1a: 0.630 + 8/9(0.105 + 0.153) = 0.860 Page 18/47 SC-19 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line C-1, Column # 6 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)18.04 7.11 19.28 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 56.05 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.176 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.176 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.176 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 3: Dead Live Roof Axial (kip)18.04 7.11 19.28 Moments Top Mx (kip-ft)-0.10 1.13 -0.86 My (kip-ft)11.40 -0.96 2.67 Bot Mx (kip-ft)-0.79 -4.52 0.00 My (kip-ft)14.56 7.91 0.00 Single curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 42.66 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -8.18 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = 30.13 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.51 Cby = 2.16 Cmx = 0.66 Cmy = 0.42 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.134 Eq H1-1b: 0.067 + 0.087 + 0.320 = 0.474 Page 19/47 SC-20 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line C-1, Column # 7 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)86.25 39.82 19.28 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 176.85 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.554 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.554 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.554 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)86.25 39.82 19.28 Moments Top Mx (kip-ft)-0.79 -0.63 0.00 My (kip-ft)14.56 3.31 0.00 Bot Mx (kip-ft)-5.18 -2.85 0.00 My (kip-ft)-4.29 -2.44 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 176.85 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -10.78 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = 22.76 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.90 Cby = 1.32 Cmx = 0.53 Cmy = 0.76 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.554 Eq H1-1a: 0.554 + 8/9(0.115 + 0.242) = 0.871 Page 20/47 SC-21 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line C-1, Column # 7 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)121.64 54.47 19.28 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 242.75 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.761 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.761 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.761 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)121.64 54.47 19.28 Moments Top Mx (kip-ft)-5.18 -2.59 0.00 My (kip-ft)-4.29 -2.21 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)-0.00 -0.00 -0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 242.75 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -10.35 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -8.69 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.761 Eq H1-1a: 0.761 + 8/9(0.110 + 0.092) = 0.940 Page 21/47 SC-22 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line C-3, Column # 7 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)15.21 7.25 17.00 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 49.08 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.154 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.154 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.154 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 2: Dead Live Roof Axial (kip)15.21 7.25 17.00 Moments Top Mx (kip-ft)1.04 0.71 -0.79 My (kip-ft)0.19 0.06 0.40 Bot Mx (kip-ft)4.54 4.94 0.00 My (kip-ft)0.56 0.45 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 38.35 0.90*Pn (kip) = 319.15 Mux (kip-ft) = 13.34 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = 1.39 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.85 Cby = 2.15 Cmx = 0.54 Cmy = 0.45 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.120 Eq H1-1b: 0.060 + 0.142 + 0.015 = 0.217 Page 22/47 SC-23 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line C-3, Column # 9 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)59.01 30.81 17.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 128.60 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.403 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.403 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.403 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)59.01 30.81 17.00 Moments Top Mx (kip-ft)4.54 1.93 0.00 My (kip-ft)0.56 0.36 0.00 Bot Mx (kip-ft)2.18 1.31 0.00 My (kip-ft)0.37 0.24 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 128.60 0.90*Pn (kip) = 319.15 Mux (kip-ft) = 8.53 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = 1.25 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 2.18 Cby = 2.20 Cmx = 0.38 Cmy = 0.34 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.403 Eq H1-1a: 0.403 + 8/9(0.091 + 0.013) = 0.495 Page 23/47 SC-24 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line C-3, Column # 9 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)95.76 46.59 17.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 197.96 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.620 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.620 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.620 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)95.76 46.59 17.00 Moments Top Mx (kip-ft)2.18 1.12 0.00 My (kip-ft)0.37 0.20 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 197.96 0.90*Pn (kip) = 319.15 Mux (kip-ft) = 4.41 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = 0.78 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.620 Eq H1-1a: 0.620 + 8/9(0.047 + 0.008) = 0.669 Page 24/47 SC-25 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 50.33ft-68.00ft, Column # 17 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)4.61 0.00 2.44 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 9.42 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.158 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.158 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.158 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)4.61 0.00 2.44 Moments Top Mx (kip-ft)-1.40 0.00 -0.70 My (kip-ft)0.47 0.00 0.31 Bot Mx (kip-ft)-1.31 -0.57 0.00 My (kip-ft)0.79 0.43 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 9.42 0.90*Pn (kip) = 59.48 Mux (kip-ft) = -2.81 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 1.16 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 2.20 Cby = 2.25 Cmx = 0.34 Cmy = 0.24 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.158 Eq H1-1b: 0.079 + 0.228 + 0.094 = 0.402 Page 25/47 SC-26 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 50.33ft-68.00ft, Column # 17 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)14.78 4.79 2.44 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 26.63 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.448 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.448 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.448 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)14.78 4.79 2.44 Moments Top Mx (kip-ft)-1.31 -0.57 0.00 My (kip-ft)0.79 0.43 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 -0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 26.63 0.90*Pn (kip) = 59.48 Mux (kip-ft) = -2.48 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 1.64 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.448 Eq H1-1a: 0.448 + 8/9(0.201 + 0.133) = 0.744 Page 26/47 SC-27 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 50.33ft-68.00ft, Column # 17 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)14.90 4.79 2.44 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 26.76 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.450 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.450 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.450 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)14.90 4.79 2.44 Moments Top Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 26.76 0.90*Pn (kip) = 59.48 Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.00 Cmx = 0.60 Cmy = 1.00 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.43 INTERACTION EQUATION Pu/0.90*Pn = 0.450 Eq H1-1a: 0.450 + 8/9(0.000 + 0.000) = 0.450 Page 27/47 SC-28 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 55.50ft-30.00ft, Column # 14 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)21.70 17.97 27.70 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 79.34 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.249 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.249 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.249 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 3: Dead Live Roof Axial (kip)21.70 17.97 27.70 Moments Top Mx (kip-ft)-0.30 0.27 -0.73 My (kip-ft)0.10 0.10 0.14 Bot Mx (kip-ft)-3.23 -10.53 0.00 My (kip-ft)0.01 0.00 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 68.64 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -20.72 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = 0.34 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.68 Cby = 1.69 Cmx = 0.59 Cmy = 0.59 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.215 Eq H1-1a: 0.215 + 8/9(0.220 + 0.004) = 0.414 Page 28/47 SC-29 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 55.50ft-30.00ft, Column # 8 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)112.47 61.21 27.70 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 246.75 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.773 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.773 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.773 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 3: Dead Live Roof Axial (kip)112.47 61.21 27.70 Moments Top Mx (kip-ft)-3.23 -1.53 0.00 My (kip-ft)0.01 0.00 0.00 Bot Mx (kip-ft)-2.91 -6.61 0.00 My (kip-ft)0.01 0.00 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 246.75 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -14.06 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = 0.01 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 2.16 Cby = 1.00 Cmx = 0.42 Cmy = 0.20 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.773 Eq H1-1a: 0.773 + 8/9(0.149 + 0.000) = 0.906 Page 29/47 SC-30 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 55.50ft-30.00ft, Column # 8 Fy (ksi) = 50.00 Column Size = HSS8X8X1/2 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)204.29 95.55 27.70 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 411.87 0.90Pnx (kip) = 486.13 Pu/0.90Pnx = 0.847 0.90Pny (kip) = 486.13 Pu/0.90Pny = 0.847 0.90Pn (kip) = 486.13 Pu/0.90Pn = 0.847 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)204.29 95.55 27.70 Moments Top Mx (kip-ft)-2.91 -1.22 0.00 My (kip-ft)0.01 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 411.87 0.90*Pn (kip) = 486.13 Mux (kip-ft) = -5.45 0.90*Mnx (kip-ft) = 140.63 Muy (kip-ft) = 0.01 0.90*Mny (kip-ft) = 140.63 Rm = 1.00 Cbx = 1.67 Cby = 1.00 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1267.62 Pey (kip) = 1267.62 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.847 Eq H1-1a: 0.847 + 8/9(0.039 + 0.000) = 0.882 Page 30/47 SC-31 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line D-1, Column # 10 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)13.46 8.48 12.05 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 39.67 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.124 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.124 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.124 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 4: Dead Live Roof Axial (kip)13.46 8.48 12.05 Moments Top Mx (kip-ft)-1.19 -0.73 -1.12 My (kip-ft)-0.10 -0.10 -0.14 Bot Mx (kip-ft)-1.99 -3.70 0.00 My (kip-ft)-4.35 -3.39 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 35.74 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -8.30 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -10.63 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 2.15 Cby = 1.70 Cmx = 0.45 Cmy = 0.59 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.112 Eq H1-1b: 0.056 + 0.088 + 0.113 = 0.257 Page 31/47 SC-32 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line D-1, Column # 10 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)66.34 35.50 12.05 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 142.43 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.446 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.446 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.446 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)66.34 35.50 12.05 Moments Top Mx (kip-ft)-1.99 -1.00 0.00 My (kip-ft)-4.35 -2.61 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)-4.35 -2.61 0.00 Single curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 142.43 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -3.99 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -9.40 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.67 Cby = 2.27 Cmx = 0.60 Cmy = 0.20 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.446 Eq H1-1a: 0.446 + 8/9(0.042 + 0.100) = 0.573 Page 32/47 SC-33 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line D-1, Column # 10 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)82.81 40.59 12.05 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 170.35 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.534 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.534 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.534 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)82.81 40.59 12.05 Moments Top Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)-4.35 -2.29 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 170.35 0.90*Pn (kip) = 319.15 Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -8.88 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.00 Cby = 1.67 Cmx = 1.00 Cmy = 0.60 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.24 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.534 Eq H1-1a: 0.534 + 8/9(0.000 + 0.094) = 0.618 Page 33/47 SC-34 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line D-2, Column # 9 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)19.01 16.48 23.10 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 68.01 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.213 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.213 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.213 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 5: Dead Live Roof Axial (kip)19.01 16.48 23.10 Moments Top Mx (kip-ft)1.21 1.03 1.44 My (kip-ft)0.10 0.10 0.14 Bot Mx (kip-ft)2.83 6.98 0.00 My (kip-ft)0.00 -3.39 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 60.73 0.90*Pn (kip) = 319.15 Mux (kip-ft) = 14.56 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -5.42 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 2.02 Cby = 1.60 Cmx = 0.49 Cmy = 0.63 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.190 Eq H1-1b: 0.095 + 0.155 + 0.058 = 0.307 Page 34/47 SC-35 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line D-2, Column # 11 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)108.34 59.51 23.10 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 236.78 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.742 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.742 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.742 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 5: Dead Live Roof Axial (kip)108.34 59.51 23.10 Moments Top Mx (kip-ft)2.83 1.38 0.00 My (kip-ft)-0.00 -0.00 -0.00 Bot Mx (kip-ft)2.91 4.51 0.00 My (kip-ft)0.00 -2.13 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 236.78 0.90*Pn (kip) = 319.15 Mux (kip-ft) = 10.71 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -3.42 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 2.18 Cby = 1.67 Cmx = 0.39 Cmy = 0.60 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.742 Eq H1-1a: 0.742 + 8/9(0.114 + 0.036) = 0.875 Page 35/47 SC-36 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line D-2, Column # 11 Fy (ksi) = 50.00 Column Size = HSS8X8X1/2 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)199.32 93.89 23.10 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 400.96 0.90Pnx (kip) = 486.13 Pu/0.90Pnx = 0.825 0.90Pny (kip) = 486.13 Pu/0.90Pny = 0.825 0.90Pn (kip) = 486.13 Pu/0.90Pn = 0.825 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)199.32 93.89 23.10 Moments Top Mx (kip-ft)2.91 1.27 0.00 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 400.96 0.90*Pn (kip) = 486.13 Mux (kip-ft) = 5.52 0.90*Mnx (kip-ft) = 140.63 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 140.63 Rm = 1.00 Cbx = 1.67 Cby = 1.00 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 1267.62 Pey (kip) = 1267.62 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.825 Eq H1-1a: 0.825 + 8/9(0.039 + 0.000) = 0.860 Page 36/47 SC-37 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 93.25ft--2.50ft, Column # 20 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.05 1.41 1.98 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.53 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.127 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.127 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.127 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.05 1.41 1.98 Moments Top Mx (kip-ft)1.08 0.53 0.74 My (kip-ft)-0.14 -0.06 -0.08 Bot Mx (kip-ft)0.01 0.00 0.00 My (kip-ft)-0.00 0.00 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.53 0.90*Pn (kip) = 59.48 Mux (kip-ft) = 2.76 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = -0.33 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.68 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.127 Eq H1-1b: 0.063 + 0.224 + 0.026 = 0.314 Page 37/47 SC-38 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 93.25ft--2.50ft, Column # 24 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.23 1.41 1.98 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.75 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.130 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.130 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.130 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.23 1.41 1.98 Moments Top Mx (kip-ft)0.01 0.00 0.00 My (kip-ft)-0.00 0.00 0.00 Bot Mx (kip-ft)0.01 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.75 0.90*Pn (kip) = 59.48 Mux (kip-ft) = 0.02 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = -0.00 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 2.25 Cby = 1.00 Cmx = 0.25 Cmy = 0.84 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.130 Eq H1-1b: 0.065 + 0.001 + 0.000 = 0.067 Page 38/47 SC-39 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 93.25ft--2.50ft, Column # 25 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.41 1.41 1.98 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.97 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.134 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.134 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.134 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.41 1.41 1.98 Moments Top Mx (kip-ft)0.01 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.97 0.90*Pn (kip) = 59.48 Mux (kip-ft) = 0.01 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 0.00 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.00 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.134 Eq H1-1b: 0.067 + 0.001 + 0.000 = 0.068 Page 39/47 SC-40 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 93.25ft-0.00ft to 93.25ft--0.00ft, Column # 15 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)7.58 5.04 7.06 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 22.91 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.072 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.072 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.072 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)7.58 5.04 7.06 Moments Top Mx (kip-ft)-3.70 -2.66 -3.73 My (kip-ft)0.18 0.07 0.10 Bot Mx (kip-ft)-7.35 -5.15 0.00 My (kip-ft)-0.72 -0.16 0.00 Reverse curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 20.69 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -17.06 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -1.11 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 2.20 Cby = 1.36 Cmx = 0.35 Cmy = 0.74 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.065 Eq H1-1b: 0.032 + 0.181 + 0.012 = 0.225 Page 40/47 SC-41 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 93.25ft-0.00ft to 93.25ft--0.00ft, Column # 13 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)37.79 23.17 7.06 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 85.95 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.269 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.269 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.269 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)37.79 23.17 7.06 Moments Top Mx (kip-ft)-7.35 -4.76 0.00 My (kip-ft)-0.72 -0.14 0.00 Bot Mx (kip-ft)0.00 -0.00 0.00 My (kip-ft)-0.21 -0.14 0.00 Single curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 85.95 0.90*Pn (kip) = 319.15 Mux (kip-ft) = -16.44 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -1.09 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.67 Cby = 2.16 Cmx = 0.60 Cmy = 0.42 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.269 Eq H1-1a: 0.269 + 8/9(0.175 + 0.012) = 0.435 Page 41/47 SC-42 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 1st Floor, Column Line 93.25ft-0.00ft to 93.25ft--0.00ft, Column # 13 Fy (ksi) = 50.00 Column Size = HSS8X8X5/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)38.99 23.52 7.06 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 87.96 0.90Pnx (kip) = 319.15 Pu/0.90Pnx = 0.276 0.90Pny (kip) = 319.15 Pu/0.90Pny = 0.276 0.90Pn (kip) = 319.15 Pu/0.90Pn = 0.276 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)38.99 23.52 7.06 Moments Top Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)-0.21 -0.14 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 -0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 87.96 0.90*Pn (kip) = 319.15 Mux (kip-ft) = 0.00 0.90*Mnx (kip-ft) = 94.13 Muy (kip-ft) = -0.48 0.90*Mny (kip-ft) = 94.13 Rm = 1.00 Cbx = 1.00 Cby = 1.67 Cmx = 1.00 Cmy = 0.60 Pex (kip) = 868.07 Pey (kip) = 868.07 B1x = 1.11 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.276 Eq H1-1a: 0.276 + 8/9(0.000 + 0.005) = 0.280 Page 42/47 SC-43 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 105.50ft--2.50ft, Column # 18 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)5.91 2.59 3.62 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 14.18 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.238 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.238 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.238 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)5.91 2.59 3.62 Moments Top Mx (kip-ft)-1.22 -0.64 -0.89 My (kip-ft)-1.20 -0.44 -0.62 Bot Mx (kip-ft)-0.01 0.00 0.00 My (kip-ft)-0.02 0.00 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 14.18 0.90*Pn (kip) = 59.48 Mux (kip-ft) = -3.21 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = -2.64 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.238 Eq H1-1a: 0.238 + 8/9(0.261 + 0.214) = 0.661 Page 43/47 SC-44 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 105.50ft--2.50ft, Column # 25 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)6.15 2.59 3.62 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 14.47 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.243 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.243 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.243 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)6.15 2.59 3.62 Moments Top Mx (kip-ft)-0.01 0.00 0.00 My (kip-ft)-0.02 0.00 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 14.47 0.90*Pn (kip) = 59.48 Mux (kip-ft) = -0.02 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = -0.02 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.243 Eq H1-1a: 0.243 + 8/9(0.001 + 0.002) = 0.246 Page 44/47 SC-45 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 105.50ft-12.50ft, Column # 23 Fy (ksi) = 50.00 Column Size = HSS6X6X3/16 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)12.08 10.83 0.00 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL) Pu (kip) = 31.82 0.90Pnx (kip) = 123.92 Pu/0.90Pnx = 0.257 0.90Pny (kip) = 123.92 Pu/0.90Pny = 0.257 0.90Pn (kip) = 123.92 Pu/0.90Pn = 0.257 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)12.08 10.83 0.00 Moments Top Mx (kip-ft)-4.18 -4.41 0.00 My (kip-ft)-1.19 -0.56 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL) Pu (kip) = 31.82 0.90*Pn (kip) = 123.92 Mux (kip-ft) = -12.07 0.90*Mnx (kip-ft) = 29.34 Muy (kip-ft) = -2.33 0.90*Mny (kip-ft) = 29.34 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 226.14 Pey (kip) = 226.14 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.257 Eq H1-1a: 0.257 + 8/9(0.411 + 0.079) = 0.693 Page 45/47 SC-46 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level Roof, Column Line 105.50ft-20.00ft, Column # 19 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 5.00 5.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.48 1.13 1.57 DEMAND CAPACITY RATIO: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.26 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.122 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.122 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.122 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)3.48 1.13 1.57 Moments Top Mx (kip-ft)-0.21 -0.03 -0.04 My (kip-ft)1.20 0.44 0.62 Bot Mx (kip-ft)-0.25 -0.06 0.00 My (kip-ft)0.56 0.25 0.00 Reverse curvature about X-Axis Reverse curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 7.26 0.90*Pn (kip) = 59.48 Mux (kip-ft) = -0.33 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 2.64 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 2.27 Cby = 2.09 Cmx = 0.20 Cmy = 0.48 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.122 Eq H1-1b: 0.061 + 0.027 + 0.214 = 0.302 Page 46/47 SC-47 Gravity Column Design RAM Steel 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/12/19 04:14:02 Building Code: IBC Steel Code: AISC360-16 LRFD Story level 2nd Floor, Column Line 105.50ft-20.00ft, Column # 22 Fy (ksi) = 50.00 Column Size = HSS5X5X1/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft)14.00 14.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)7.46 2.62 1.57 DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 13.94 0.90Pnx (kip) = 59.48 Pu/0.90Pnx = 0.234 0.90Pny (kip) = 59.48 Pu/0.90Pny = 0.234 0.90Pn (kip) = 59.48 Pu/0.90Pn = 0.234 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip)7.46 2.62 1.57 Moments Top Mx (kip-ft)-0.25 -0.06 0.00 My (kip-ft)0.56 0.25 0.00 Bot Mx (kip-ft)0.00 0.00 0.00 My (kip-ft)0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF) Pu (kip) = 13.94 0.90*Pn (kip) = 59.48 Mux (kip-ft) = -0.39 0.90*Mnx (kip-ft) = 12.32 Muy (kip-ft) = 1.08 0.90*Mny (kip-ft) = 12.32 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 89.24 Pey (kip) = 89.24 B1x = 1.00 B1y = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.234 Eq H1-1a: 0.234 + 8/9(0.032 + 0.087) = 0.340 Page 47/47 SC-48 Deck Gauge Joist Spacing Deck Shear Based on 36/7 weld pattern with 5/8" puddle welds 806 719 9'-0" 1621 1217 926 821 1621 1504 1336 1039 584 542 1142 897 809 634 1380 606.5 564.5 1142 1142 1142 679 1413 956 772 669.5 1294 1294 1176.5 958.5 816 937 751 647 847.5 708 1294 1020 823 724 1446 975 697 1446 1446 8'-6" 1742.5 1228 977 807 1682 1509 1330 1048 1743 1514 1324 1057 889 8'-0" 1864 1239 1028 793 720.5 658 616 1240 1043 888.5 782.5 1465 1446 1211 793 692 629 587 889.5 740.5 1667.5 1621 1518 841 1484 1023 845 1796 1590 1269 999 819 7'-6" 1872 1253 1027.5 844.5 1746 1519.5 1347.5 1068.5 785 725.5 683.5 7'-0" 1880 1267 1027 896 1749 1525 1371 1080 890 784 1889 1097 975 853 1508.5 1054.5 775 687 645 749 1306.5 1752.5 1532.5 1366.5 1095 891 1066 954 878.5 1285.5 1026.5 884.5 958 926 1108 1053 998 956.5 915 883 851 1180 1126 1072 1031 990 1246 1217 1280 1230.5 1181 2050 1823.5 1141 1101 1069 1037 1444 1396 1348 1311.5 1275 2360.5 2298 1755 1710.5 1666 1631.5 1597 1570 1543 2543 2509.5 2476 2449.5 2423 1819.5 1831 1732 1754.5 1777 1660.5 1544 1452 1360 2031 2029.5 2028 1918 1808 2578.5 2548 2303 2283 2263 2248 2233 2129 2025 2781 2732.5 2684 2646.5 2609 3484.5 3304 3345 3344.5 3344 3281 3218 3224.5 3231 3758 3732 3706 3685.5 3665 1484 1506 4280 4265.5 4251 4216.5 4182 3743 3304 1603 1620.5 1638 1550 1462 2167.5 2150 1856 1855 1854 1853 1852 1768 1684 2288 2259 2230 2207.5 2185 3038.5 3030 2768 2776.5 2785 2741 2697 2708.5 2720 3095 3081.5 3068 3057.5 3047 1624 1649 3475 3468.5 3462 3457 3452 3448 3444 1766 1785.5 1805 1702 1599 2450 2427 2067 2064.5 2062 2060 2058 1957 1856 2609 2570.5 2532 2502.5 2473 8'-6" 9'-0" 3773 3751 3729 3712 3695 3573 3451 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 762 906 862 818 784.5 751 725 699 925 881 847.5 814 788 1009 1054 1014 974 941.5 909 883 857 1153.5 1115 1085.5 1056 1032.5 1824 1453 1417 1381 1354 1327 1305 1283 2072.5 2040 2015.5 1991 1907.5 1278 1270 1272 1274 1188 1102 1035 968 1486 1473 1374.5 1276 1277 1749 1684 1659.5 1635 1616.5 1598 1516 1434 1975 1931 1896.5 1862 1805.5 1749 2441 2433 2425 2319 2213 1981 1749 2747 2719 2466 2213 1981 1144 3238 3064 2890 2551.5 2213 1981 1749 1239.5 1250 1182 1114 1129 1633 1420 1416.5 1413 1410.5 1408 1343 1278 1725.5 1701 1682 1663 1648 2335 2127 2132.5 2138 2102 2066 2074 2082 2381 2369 2359.5 2350 2342.5 1258 2712 2706 2700 2695 2690 2584 2478 1371 1383 1303.5 1224 1241 1848 1586 1581.5 1577 1573.5 1570 1492 1414 1966.5 1935 1910.5 1886 1867 9'-0" 2910 2891 2872 2857 2842 2660 2478 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" IKC@30" IKC@36" 6'-0" 1998 1359 2393 1750 1229 2775 2019 1499 2105 1192 969 DGB@18" DGB@24" DGB@36" IKC@6" IKC@12" IKC@30" IKC@36" TSW@6" 6'-6" 1890.5 TSW@12" TSW@18" TSW@24" VSC2@4" VSC2@6" VSC2@8" VSC2@12" VSC2@18" VSC2@24" DGB@4" DGB@6" DGB@8" DGB@12" DGB@36" IKC@6" IKC@12" IKC@18" IKC@24" DGB@6" DGB@8" DGB@12" DGB@18" DGB@24" 912 821 1851 1618 1344 1128 996 IKC@18" IKC@24" 1604 VSC2@8" VSC2@12" VSC2@18" VSC2@24" DGB@4" TSW@12" TSW@18" TSW@24" VSC2@4" VSC2@6" IKC@24" IKC@30" IKC@36" TSW@6" DGB@18" DGB@24" DGB@36" IKC@6" IKC@12" VSC2@24" DGB@4" DGB@6" DGB@8" DGB@12" 487 975 650 521 869 869 851 IKC@18" TSW@6" TSW@12" TSW@18" TSW@24" VSC2@4" VSC2@6" VSC2@8" VSC2@12" VSC2@18" 1236 1085 808 613 535 869 716 617 522.5 1079.5 816.5 647.5 525.5 984.5 681 554 490 1100 1100 900 669 608 537.5 473 988.5 665.5 456 984.5 984.5 875.5 558 763 626 1074 825 682 516 1100 649 1036 1123 847 685 594 1436 1098.5 836 683.5 555 1268 1002 720 600 535 603.5 1019 700.5 577 512.5 1370 1212 962 806 728 1235 1156 931 784.5 677 834.5 750 664.5 1058.5 747 16 gauge 6'-6" 1449 985 783 671.5 1573.5 1299.5 1119.5 861 686.5 587.5 1574.5 1396 1227.5 1001 786 641.5 787 IKC@18" IKC@24" IKC@30" IKC@36" 20 gauge 630.5 565.5 526.5 500.5 496 470 473.5 447.5 451557 531 425 434 408 417 391 DGB@18" DGB@24" DGB@36" IKC@6" IKC@12" 764 722 TSW@6" TSW@12" TSW@18" TSW@24" VSC2@4" VSC2@6" VSC2@8" VSC2@12" VSC2@18" VSC2@24" DGB@4" DGB@6" DGB@8" DGB@12" 865 1533 1086 1362 1110 892 766 2211 1304 1026 873 1756 1540 6'-0" 1901 680 1081 774 661 596 1422 1243 1040 863 772 1116 875 688 581 1713 18 gauge 6'-0" 1456 998 7'-0" 1442 972 7'-6" 1436 962 8'-0" 1430 952 781 661 1579 1309 785 682 601 1568 1290 1563.5 1283 1559 1276 20 gauge 8'-6" 1240 plf 22 gauge 8'-6" 1333 944 748.5 614 1397.5 1256 9'-0" 1236 936 710 627 1236 MACU Rexburg 390 East Corporate Drive • Meridian, Idaho 83642 Phone: 208.891.7157 190620 11/11/19 JTP TSW@6" VSC2@8" DGB@8" IKC@6" Top Seam Weld Verco Sidelap Connection 2 DeltaGrip Inter-Knek Connection Floor Deck Deck Properties File Name Project:Sheet: Job#: Date: By: D-1 www.vercodeck.com VERCO DECKING, INC.VF5 55 Maximum Unshored Clear Span (ft-in.) Concrete Properties Deck Gage Number of Deck Spans Density (pcf) Uniform Weight (psf) Uniform Volume (yd3/100 ft2) Compressive Strength, f'c (psi)123 22 6'-10" 7'-11" 8'-0"145 54.4 1.389 3000 21 7'-5"8'-6"8'-9"Notes:1. Volumes and weights do not include allowance for deflection.2. Weights are for concrete only and do not include weight of steel deck.3. Total slab depth is nominal depth from top of concrete to bottom of steel deck. 20 8'-1" 9'-0" 9'-4" 19 8'-11"10'-1"10'-5" 18 9'-3" 10'-10" 11'-2" 16 9'-11"12'-5"12'-0" Shoring is required for spans greater than those shown above. See Footnote 1 on page 51 for required bearing. Allowable Superimposed Loads (psf) Deck Gage Number of Deck Spans Span (ft-in.) 6'-0" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 14'-0" 22 1 400 313 273 240 212 188 167 149 134 120 108 97 87 78 63 2 400 365 325 240 212 188 167 149 134 120 108 97 87 78 63 3 400 365 325 292 212 188 167 149 134 120 108 97 87 78 63 21 1 400 400 311 274 243 216 193 173 155 140 126 114 103 93 76 2 400 400 364 326 295 216 193 173 155 140 126 114 103 93 76 3 400 400 364 326 295 216 193 173 155 140 126 114 103 93 76 20 1 400 400 400 361 274 245 219 197 177 160 145 132 120 109 90 2 400 400 400 361 327 297 219 197 177 160 145 132 120 109 90 3 400 400 400 361 327 297 219 197 177 160 145 132 120 109 90 19 1 400 400 400 400 391 303 272 246 222 202 184 168 153 140 118 2 400 400 400 400 391 355 325 298 222 202 184 168 153 140 118 3 400 400 400 400 391 355 325 298 222 202 184 168 153 140 118 18 1 400 400 400 400 400 400 318 287 261 237 217 198 182 167 141 2 400 400 400 400 400 400 370 340 314 237 217 198 182 167 141 3 400 400 400 400 400 400 370 340 314 290 217 198 182 167 141 16 1 400 400 400 400 400 400 368 284 258 235 214 196 179 165 139 2 400 400 400 400 400 400 368 338 311 288 267 249 179 165 139 3 400 400 400 400 400 400 368 338 311 288 267 249 179 165 139 See footnotes on page 51. Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./lb. x 106) Attachment Pattern Deck Gage Span (ft-in.) 6'-0" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 14'-0" 36/3 22 q 2391 2352 2336 2323 2311 2300 2291 2282 2274 2267 2261 2255 2249 2244 2235 21 q 2397 2355 2337 2323 2309 2298 2287 2278 2269 2261 2254 2248 2242 2236 2226 20 q 2407 2360 2341 2325 2310 2298 2286 2276 2267 2258 2250 2243 2237 2231 2220 19 q 2431 2376 2355 2336 2319 2304 2290 2278 2268 2258 2249 2240 2233 2226 2213 18 q 2456 2395 2370 2349 2330 2314 2299 2285 2273 2262 2252 2242 2234 2226 2212 16 q 2527 2450 2419 2393 2369 2348 2329 2312 2297 2283 2270 2259 2248 2238 2220 36/4 22 q 2551 2480 2451 2426 2403 2384 2366 2350 2336 2323 2311 2300 2290 2281 2264 21 q 2584 2505 2474 2446 2422 2400 2380 2363 2347 2333 2320 2308 2297 2286 2268 20 q 2619 2533 2499 2468 2442 2418 2397 2378 2361 2345 2331 2318 2306 2294 2274 19 q 2694 2594 2554 2518 2487 2460 2435 2413 2393 2374 2358 2342 2328 2315 2292 18 q 2761 2648 2603 2564 2529 2498 2471 2446 2423 2403 2384 2367 2351 2337 2311 16 q 2930 2788 2732 2682 2639 2600 2565 2534 2506 2480 2457 2435 2416 2397 2365 See footnotes on page 51. PLW2™ or W2 FORMLOK™ 5½ in. TOTAL SLAB DEPTH Normal Weight Concrete 1 Hour Fire Rating D-2 56 VF5 VERCO DECKING, INC. www.vercodeck.com Maximum Unshored Clear Span (ft-in.) Concrete Properties Deck Gage Number of Deck Spans Density (pcf) Uniform Weight (psf) Uniform Volume (yd3/100 ft2) Compressive Strength, f'c (psi)123 22 6'-4" 7'-5" 7'-6"145 66.5 1.698 3000 21 6'-11"7'-11"8'-2"Notes:1. Volumes and weights do not include allowance for deflection.2. Weights are for concrete only and do not include weight of steel deck.3. Total slab depth is nominal depth from top of concrete to bottom of steel deck. 20 7'-6" 8'-5" 8'-9" 19 8'-5"9'-5"9'-9" 18 8'-9" 10'-1" 10'-5" 16 9'-4"11'-7"11'-6" Shoring is required for spans greater than those shown above. See Footnote 1 on page 51 for required bearing. Allowable Superimposed Loads (psf) Deck Gage Number of Deck Spans Span (ft-in.) 6'-0" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 14'-0" 22 1 400 377 329 290 256 227 202 180 161 145 130 117 105 94 76 2 400 400 329 290 256 227 202 180 161 145 130 117 105 94 76 3 400 400 392 290 256 227 202 180 161 145 130 117 105 94 76 21 1 400 400 375 331 293 261 233 209 187 169 152 138 124 113 92 2 400 400 400 331 293 261 233 209 187 169 152 138 124 113 92 3 400 400 400 393 293 261 233 209 187 169 152 138 124 113 92 20 1 400 400 400 372 331 295 264 237 214 193 175 159 144 131 109 2 400 400 400 400 331 295 264 237 214 193 175 159 144 131 109 3 400 400 400 400 393 295 264 237 214 193 175 159 144 131 109 19 1 400 400 400 400 400 365 328 296 268 243 221 202 185 169 142 2 400 400 400 400 400 400 328 296 268 243 221 202 185 169 142 3 400 400 400 400 400 400 391 296 268 243 221 202 185 169 142 18 1 400 400 400 400 400 400 382 346 314 286 261 239 219 201 170 2 400 400 400 400 400 400 400 400 314 286 261 239 219 201 170 3 400 400 400 400 400 400 400 400 314 286 261 239 219 201 170 16 1 400 400 400 400 400 400 378 342 310 282 258 236 216 198 168 2 400 400 400 400 400 400 400 400 374 346 321 236 216 198 168 3 400 400 400 400 400 400 400 400 374 346 321 236 216 198 168 See footnotes on page 51. Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./lb. x 106) Attachment Pattern Deck Gage Span (ft-in.) 6'-0" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13'-0" 14'-0" 36/3 22 q 2869 2830 2815 2801 2789 2778 2769 2760 2752 2745 2739 2733 2727 2722 2713 21 q 2876 2833 2816 2801 2787 2776 2765 2756 2747 2739 2732 2726 2720 2714 2704 20 q 2885 2838 2819 2803 2789 2776 2764 2754 2745 2736 2728 2721 2715 2709 2698 19 q 2909 2855 2833 2814 2797 2782 2769 2757 2746 2736 2727 2718 2711 2704 2691 18 q 2934 2873 2849 2827 2808 2792 2777 2763 2751 2740 2730 2721 2712 2704 2690 16 q 3005 2928 2898 2871 2847 2826 2807 2790 2775 2761 2749 2737 2726 2716 2699 36/4 22 q 3029 2958 2929 2904 2882 2862 2844 2828 2814 2801 2789 2778 2768 2759 2742 21 q 3062 2983 2952 2924 2900 2878 2859 2841 2825 2811 2798 2786 2775 2765 2746 20 q 3097 3011 2977 2947 2920 2896 2875 2856 2839 2823 2809 2796 2784 2773 2753 19 q 3172 3072 3032 2997 2966 2938 2913 2891 2871 2853 2836 2821 2807 2794 2770 18 q 3239 3126 3081 3042 3007 2976 2949 2924 2901 2881 2862 2845 2829 2815 2789 16 q 3408 3267 3210 3161 3117 3078 3044 3012 2984 2958 2935 2914 2894 2875 2843 See footnotes on page 51. PLW2™ or W2 FORMLOK™ 6½ in. TOTAL SLAB DEPTH Normal Weight Concrete 2 Hour Fire Rating D-3 D-4 • PLB-36 Deck used with PunchLok® II System • HSB-36 Deck used with TSWs or BPs • HSB-36-SS Deck used with Side-lap Screws Nominal Dimensions Standard Features Optional Features • ASTM A653 SS GR50 Min., with G60 or G90, white or gray primer optional • ASTM A1008 SS GR50 Min. with gray primer • Standard lengths – 6’-0” to 40’-0” • IAPMO UES ER-2018, UL, and FM Listed • Tables conform to ANSI/SDI RD-2017 Section Properties Deck Gage Deck Weight Base Metal Thickness Yield Strength Effective Moment of Inertia at Service Load Id = (2Ie+Ig)/3 Effective Section Modulus at Fy = 50 ksi Vertical Web Shear wdd t Fy Id+Id-Se+Se-Vn/Ω (psf)(in.)(ksi)(in4/ft)(in4/ft)(in3/ft)(in3/ft)(lb/ft) 22 1.9 0.0299 50 0.178 0.192 0.176 0.188 2688 20 2.3 0.0359 50 0.219 0.231 0.230 0.237 3220 18 2.9 0.0478 50 0.302 0.306 0.314 0.331 4264 16 3.5 0.0598 50 0.381 0.381 0.399 0.410 5302 Allowable Reactions at Supports Based on Web Crippling, Rn/Ω (lb/ft) Bearing Length of Webs One-Flange Loading Two-Flange Loading Deck Gage End Bearing Interior Bearing End Bearing Interior Bearing 1½"2"3"4"3"4"1½"2"3"4"3"4" 22 850 934 1075 1163 1558 1670 893 962 1077 1149 1933 2082 20 1188 1301 1492 1609 2189 2339 1316 1413 1575 1675 2743 2946 18 2001 2182 2485 2667 3714 3949 2388 2550 2822 2986 4713 5038 16 3006 3264 3698 3954 5604 5935 3775 4015 4419 4657 7164 7627 • Inquire regarding cost and lead times for: -Short cuts < 6’-0” -Sheet Lengths > 40’-0” -Alternative metallic and painted finishes • Web and Fully Perforated Acoustical Versions • HSB-30-NS Deck used with Side-lap screws WWW.VERCODECK.COMPLB/HSB GR50 ASD | AUGUST 2019 PLB™-36/HSB®-36 ROOF DECKSGRADE 50 STEEL AS D B ROOF DECKS D-5 PLB™-36/HSB®-36 ROOF DECKSGRADE 50 STEEL WWW.VERCODECK.COMPLB/HSB GR50 ASD | AUGUST 2019 Inward Uniform Allowable Loads, ASD (psf) Deck Gage Spans Criteria Span (ft-in.) 2'-0"3'-0"4'-0"5'-0"6'-0"7'-0"8'-0"9'-0"10'-0"11'-0"12'-0" 22 Single Wn / Ω 878 390 219 140 98 72 55 43 35 29 24 L/240 ------182 93 54 34 23 16 12 9 7 Double Wn / Ω 860 400 229 148 103 76 58 46 37 31 26 L/240 ---------------------42 30 23 18 Triple Wn / Ω 1039 492 283 184 128 95 73 57 47 39 32 L/240 ---------176 102 64 43 30 22 17 13 20 Single Wn / Ω 1147 510 287 184 127 94 72 57 46 38 32 L/240 ------224 115 66 42 28 20 14 11 8 Double Wn / Ω 1075 503 288 186 130 96 73 58 47 39 33 L/240 ------------------71 50 36 27 21 Triple Wn / Ω 1295 617 356 231 162 119 92 72 59 49 41 L/240 ---------217 125 79 53 37 27 20 16 18 Single Wn / Ω 1566 696 392 251 174 128 98 77 63 52 44 L/240 ------309 158 92 58 39 27 20 15 11 Double Wn / Ω 1486 699 401 259 181 134 102 81 66 54 46 L/240 ------------------94 66 48 36 28 Triple Wn / Ω 1785 856 496 322 225 166 128 101 82 68 57 L/240 ---------299 173 109 73 51 37 28 22 16 Single Wn / Ω 1992 885 498 319 221 163 124 98 80 66 55 L/240 ------390 200 116 73 49 34 25 19 14 Double Wn / Ω 1842 865 497 321 224 165 127 100 81 67 57 L/240 ------------------118 83 60 45 35 Triple Wn / Ω 2213 1060 614 399 279 206 158 125 102 84 71 L/240 ---------377 218 137 92 65 47 35 27 Notes: 1.Table does not account for web crippling. Required bearing should be determined based on specific span conditions. 2. The symbol “---” indicates that the uniform allowable load based on deflection exceeds the allowable load based on stress. AS D NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it. D-6 Design Data ft ft ft ft deg 2015 mph Main Wind Force Resisting System Surface Windward Walls or Leeward Walls or Side Walls or Roof Parallel and or Normal, q < 10 or or or Roof (Normal, q > 10, WW)or Roof (Normal, q > 10, LW)or Windward Parapet Leeward Parapet Components and Cladding Effective Trib Area ft^2 'a' dimension ft Component Ht, z ft Velocity Pressure, qi psf Surace Zone Walls Pos Zone 4 & 5 or Neg Zone 4 or Neg Zone 5 or Roof Pos Zone 1 or Pos Zone 2 or Pos Zone 3 or Neg Zone 1 or Neg Zone 2 or Neg Zone 3 or Parapet WW Zone 4 (+Zone 4) - (-Zone 2)or WW Zone 5 (+Zone 5) - (-Zone 3)or LW Zone 4 (-Zone 4) - (+Zone 2)or LW Zone 5 (-Zone 5) - (+Zone 3)or 0 - h/2 h/2 - h h - 2h > 2h 0.85 0.00 0.0 21.9 0.18 0.85 0.00 0.0 21.9 0.18 -16.7 21.9 0.18 0.85 0.85 0.85 -0.30 -5.6 21.9 -0.50 -9.5 0.18 3.9 Combined [psf] 10.9 3.9 3.9 -3.9 3.9 3.9 -3.9 3.9 -1.6 -20.7 3.9 -17.0 0.18 0.18 3.9 -12.8 -20.7 -13.2 GCpi -0.90 -0.50 -9.3 21.9 0.18 3.9 -5.4 -13.2 0.85 -0.70 0.85 -9.1 -0.90 -16.7 21.9 0.18 3.9 -12.8 -13.0 21.9 -9.3 21.9 0.18 3.9 -5.4 13.8 21.9 0.18 3.9 17.7 9.8 1.00 190620 11/12/19 2766 South Main Street - SLC, Utah 84115 Phone: 801.355.5656 - Fax: 801.355.5950 JTP 18.8 Full 21.9 qGCpi 0.76 Enclosure Gust Factor, G Topographic Factor, Kzt Directionality Factor, Kd Velocity Pressure Factor, Kz Velocity Pressure, qz Internal Pressure, GCPi 1.00 Wind Loads 115 G Cp qz G Cp qi 0.85 0.80 14.9 0 2015 B Mean Roof Height, h Building Length, L Building Width, B Parapet Height, hp Roof Angle IBC Basic Wind Speed, V Exposure Category Elevation Factor, Ke -20.1 -28.0 -20.1 -28.0 -19.7 MACU Rexburg Call Center 0.85 0.85 0.18 21.9 0.18 0.18 0.18 0.85 GCp qz G Cp qi GCpi qGCpi Combined [psf] 40 100 60 -1.10 533 0.63 6.00 21.9 -15.8 21.9 4.4 21.9 4.4 21.9 4.4 21.9 0.18 0.18 0.18 0.18 0.18 -11.8 -19.7 -11.8 -19.7 8.3 0.4 40 21.9 -19.7 8.3 8.3 8.3 -22.0 -28.0 -0.72 -0.72 0.20 0.20 0.20 -0.83 -1.10 Maximum 17.7 8.3 0.4 8.3 0.4 -14.2 -22.0-18.1 21.9 -24.1 21.9 -24.1 21.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 3.9 -15.8 -20.1 -20.1 -20.1 0 20.2 1.125 22.7 20.2 -1.125 -22.7 22.7 -22.7 37.9 37.9 37.9 37.9 37.9 37.9 -20.1 -20.1 -20.1 -28.0 Project:Sheet: Job#: Date: By: L-1 Design Data deg s deg ft 2015 s Max Period Coefficient s s s s Seismic Force Resisting System Response Modifiction Coefficient, R System Overstrength Factor, Wo Deflection Amplification Factor, Cd Cs 0.42 (12.8-2) Response Spectrum Data Spectral Response Paramaters Site Coefficients SS g Fa S1 g Fv MCE Spectral Acceleration Paramaters Design Spectral Acceleration Paramaters SMS g SDS g SM1 g SD1 g MCE Spectral Acceleration Design Spectral Acceleration Sa g Sa g0.633 6.00 0.355 0.422 0.237 2.29 0.633 Steel Ordinary Concentrically Braced Frames 3.25 2 3.25 0.436 0.155 1.45 0.130 Long Period Transition, TL 190620 11/12/19 D 28 0.02 0.75 0.243 0.356 2766 South Main Street - SLC, Utah 84115 Phone: 801.355.5656 - Fax: 801.355.5950 JTP Seismic Loads D 0.243 II MACU Rexburg Call Center Seismic Design Category 2015 Period Parameter, Ct Building Height, hn Building Period, T 1.00 FALSESite Specific Ground Motion 1.463367 Calculated Period, Ta Max Allowed Period, Tmax Lattitude Longitude IBC Risk Category Site Class Importance Factor, Ie -111.809 43.825 Period Parameter, x 0.112 0.561 T0 = 0.2 * SD1 / SDS TS = SD1 / SDS 0.422 Soils Report?TRUE r 1.3 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Ac c e l e r a t i o n , [ g ] Period, [s] Maximum Considered Earthquake Response Spectrum 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0 0.5 1 1.5 2 2.5 3 3.5 Ac c e l e r a t i o n , [ g ] Period, [s] Design Earthquake Response Spectrum Project:Sheet: Job#: Date: By: L-2 L-3 L-4 L-5 L-6 L-7 L-8 Frame Reactions RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: 1st Floor Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Sp PosSnowLoad RAMUSER W1 Wind Wind_ASCE710_1_X W2 Wind Wind_ASCE710_1_Y W3 Wind Wind_ASCE710_2_X+E W4 Wind Wind_ASCE710_2_X-E W5 Wind Wind_ASCE710_2_Y+E W6 Wind Wind_ASCE710_2_Y-E W7 Wind Wind_ASCE710_3_X+Y W8 Wind Wind_ASCE710_3_X-Y W9 Wind Wind_ASCE710_4_X+Y_CW W10 Wind Wind_ASCE710_4_X+Y_CCW W11 Wind Wind_ASCE710_4_X-Y_CW W12 Wind Wind_ASCE710_4_X-Y_CCW E1 Seismic EQ_ASCE710_X_+E_F E2 Seismic EQ_ASCE710_X_-E_F E3 Seismic EQ_ASCE710_Y_+E_F E4 Seismic EQ_ASCE710_Y_-E_F ND1 Notional NL_AISC360_DL_X ND2 Notional NL_AISC360_DL_Y NL1 Notional NL_AISC360_LL_X NL2 Notional NL_AISC360_LL_Y NR1 Notional NL_AISC360_Rf_X NR2 Notional NL_AISC360_Rf_Y Frame #1: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 23 D 0.00 0.00 91.99 -0.00 0.01 0.00 Lp 0.00 0.00 46.32 -0.00 0.00 0.00 L-9 Frame Reactions RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC Node LdC Rx Ry Rz Mxx Myy Tzz Sp 0.00 0.00 11.52 -0.00 0.00 0.00 W1 0.04 0.01 -16.44 -0.02 0.20 0.00 W2 0.01 0.06 -20.79 -0.29 0.04 0.00 W3 0.03 0.01 -12.71 -0.04 0.14 0.00 W4 0.03 -0.00 -11.96 0.00 0.16 0.00 W5 0.01 0.04 -14.71 -0.17 0.06 0.00 W6 0.00 0.06 -16.48 -0.27 0.00 0.00 W7 0.04 0.05 -27.92 -0.24 0.18 0.00 W8 0.03 -0.04 3.26 0.20 0.12 0.00 W9 0.02 0.05 -21.89 -0.23 0.11 0.00 W10 0.04 0.03 -20.00 -0.13 0.17 0.00 W11 0.01 -0.02 1.50 0.10 0.06 0.00 W12 0.03 -0.04 3.39 0.20 0.12 0.00 E1 0.17 0.03 -62.37 -0.12 0.78 0.00 E2 0.18 0.01 -61.12 -0.05 0.82 0.00 E3 0.03 0.15 -50.29 -0.69 0.13 0.00 E4 0.01 0.17 -52.22 -0.80 0.06 0.00 ND1 0.00 0.00 -0.81 -0.00 0.01 0.00 ND2 0.00 0.00 -0.67 -0.01 0.00 0.00 NL1 0.00 0.00 -0.37 -0.00 0.00 0.00 NL2 0.00 0.00 -0.30 -0.00 0.00 0.00 NR1 0.00 0.00 -0.29 -0.00 0.00 0.00 NR2 0.00 0.00 -0.24 -0.00 0.00 0.00 24 D 0.00 0.00 126.76 -0.00 0.01 0.00 Lp 0.00 0.00 57.57 -0.00 0.00 0.00 Sp 0.00 0.00 13.24 -0.00 0.00 0.00 W1 0.05 0.01 0.44 -0.03 0.25 0.00 W2 0.01 0.08 20.13 -0.37 0.05 0.00 W3 0.04 0.01 1.88 -0.05 0.19 0.00 W4 0.04 -0.00 -1.23 0.00 0.19 0.00 W5 0.01 0.05 11.44 -0.21 0.04 0.00 W6 0.01 0.07 18.76 -0.34 0.04 0.00 W7 0.05 0.06 15.43 -0.30 0.23 0.00 W8 0.03 -0.05 -14.77 0.25 0.15 0.00 W9 0.04 0.06 15.48 -0.29 0.17 0.00 W10 0.04 0.03 7.66 -0.16 0.17 0.00 W11 0.02 -0.03 -7.17 0.13 0.11 0.00 W12 0.02 -0.05 -14.99 0.25 0.11 0.00 E1 0.22 0.03 2.47 -0.15 1.01 0.00 E2 0.22 0.01 -2.72 -0.07 1.01 0.00 E3 0.03 0.19 46.99 -0.88 0.12 0.00 E4 0.03 0.22 54.94 -1.01 0.12 0.00 ND1 0.00 0.00 -0.00 -0.00 0.01 0.00 ND2 0.00 0.00 0.67 -0.01 0.00 0.00 Page 2/5 L-10 Frame Reactions RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC Node LdC Rx Ry Rz Mxx Myy Tzz NL1 0.00 0.00 -0.00 -0.00 0.01 0.00 NL2 0.00 0.00 0.30 -0.01 0.00 0.00 NR1 0.00 0.00 0.00 -0.00 0.00 0.00 NR2 0.00 0.00 0.24 -0.00 0.00 0.00 25 D 0.00 0.50 129.92 -2.33 0.01 0.00 Lp 0.00 0.13 56.72 -0.60 0.00 0.00 Sp 0.00 -0.04 16.21 0.20 0.00 0.00 W1 0.06 0.01 16.00 -0.03 0.28 0.00 W2 0.01 0.09 0.66 -0.42 0.06 0.00 W3 0.04 0.01 10.82 -0.04 0.19 0.00 W4 0.05 0.00 13.18 -0.01 0.23 0.00 W5 0.02 0.06 3.27 -0.28 0.09 0.00 W6 0.00 0.08 -2.28 -0.35 0.01 0.00 W7 0.06 0.07 12.50 -0.34 0.26 0.00 W8 0.04 -0.06 11.51 0.29 0.16 0.00 W9 0.03 0.06 6.41 -0.29 0.15 0.00 W10 0.05 0.05 12.34 -0.22 0.24 0.00 W11 0.02 -0.04 5.66 0.18 0.08 0.00 W12 0.04 -0.05 11.60 0.25 0.17 0.00 E1 0.24 0.03 59.91 -0.15 1.10 0.00 E2 0.25 0.02 63.84 -0.10 1.16 0.00 E3 0.04 0.22 3.31 -1.01 0.18 0.00 E4 0.02 0.24 -2.72 -1.09 0.09 0.00 ND1 0.00 0.00 0.81 -0.00 0.02 0.00 ND2 0.00 0.00 0.00 -0.02 0.00 0.00 NL1 0.00 0.00 0.37 -0.00 0.01 0.00 NL2 0.00 0.00 0.00 -0.01 0.00 0.00 NR1 0.00 0.00 0.29 -0.00 0.00 0.00 NR2 0.00 0.00 -0.00 -0.00 0.00 0.00 Frame #2: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 26 D 0.00 0.00 123.20 -0.01 0.00 0.00 Lp 0.00 0.00 58.30 -0.00 0.00 0.00 Sp 0.00 0.00 11.97 -0.00 0.00 0.00 W1 0.05 0.01 -16.53 -0.03 0.25 0.00 W2 0.01 0.08 0.63 -0.39 0.04 0.00 W3 0.04 0.00 -13.58 -0.01 0.20 0.00 W4 0.04 0.01 -11.22 -0.03 0.17 0.00 W5 -0.00 0.07 3.25 -0.32 -0.01 0.00 W6 0.01 0.06 -2.30 -0.26 0.07 0.00 W7 0.05 0.07 -11.92 -0.31 0.22 0.00 W8 0.03 -0.06 -12.87 0.27 0.16 0.00 Page 3/5 L-11 Frame Reactions RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC Node LdC Rx Ry Rz Mxx Myy Tzz W9 0.04 0.04 -11.91 -0.20 0.20 0.00 W10 0.03 0.06 -5.98 -0.27 0.13 0.00 W11 0.03 -0.05 -12.62 0.23 0.16 0.00 W12 0.02 -0.04 -6.69 0.17 0.08 0.00 E1 0.22 0.02 -63.16 -0.10 1.03 0.00 E2 0.21 0.03 -59.22 -0.14 0.98 0.00 E3 0.02 0.21 3.23 -0.98 0.08 0.00 E4 0.03 0.20 -2.80 -0.91 0.16 0.00 ND1 0.00 0.00 -0.80 -0.00 0.01 0.00 ND2 0.00 0.00 0.00 -0.01 0.00 0.00 NL1 0.00 0.00 -0.36 -0.00 0.01 0.00 NL2 0.00 0.00 0.00 -0.01 0.00 0.00 NR1 0.00 0.00 -0.28 -0.00 0.00 0.00 NR2 0.00 0.00 -0.00 -0.00 0.00 0.00 27 D 0.00 0.00 117.22 -0.01 0.01 0.00 Lp 0.00 0.00 55.29 -0.00 0.00 0.00 Sp 0.00 0.00 14.04 -0.00 0.00 0.00 W1 0.05 0.01 0.42 -0.03 0.25 0.00 W2 0.01 0.09 -21.79 -0.39 0.05 0.00 W3 0.04 -0.00 1.87 0.00 0.19 0.00 W4 0.04 0.01 -1.24 -0.05 0.19 0.00 W5 0.01 0.08 -20.00 -0.36 0.04 0.00 W6 0.01 0.05 -12.68 -0.23 0.04 0.00 W7 0.05 0.07 -16.03 -0.32 0.23 0.00 W8 0.03 -0.06 16.66 0.27 0.15 0.00 W9 0.04 0.04 -8.11 -0.18 0.17 0.00 W10 0.04 0.07 -15.93 -0.30 0.17 0.00 W11 0.02 -0.06 16.41 0.27 0.11 0.00 W12 0.02 -0.03 8.58 0.14 0.11 0.00 E1 0.22 0.02 2.40 -0.08 1.01 0.00 E2 0.22 0.04 -2.79 -0.17 1.01 0.00 E3 0.03 0.22 -55.51 -1.01 0.12 0.00 E4 0.03 0.19 -47.56 -0.88 0.12 0.00 ND1 0.00 0.00 -0.00 -0.00 0.01 0.00 ND2 0.00 0.00 -0.67 -0.01 0.00 0.00 NL1 0.00 0.00 -0.00 -0.00 0.01 0.00 NL2 0.00 0.00 -0.31 -0.01 0.00 0.00 NR1 0.00 0.00 0.00 -0.00 0.00 0.00 NR2 0.00 0.00 -0.24 -0.00 0.00 0.00 28 D 0.00 0.00 90.50 -0.01 0.00 0.00 Lp 0.00 0.00 46.03 -0.00 0.00 0.00 Sp 0.00 0.00 11.11 -0.00 0.00 0.00 W1 0.04 0.01 16.11 -0.02 0.20 0.00 Page 4/5 L-12 Frame Reactions RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC Node LdC Rx Ry Rz Mxx Myy Tzz W2 0.01 0.07 21.16 -0.31 0.03 0.00 W3 0.03 -0.00 11.71 0.00 0.16 0.00 W4 0.03 0.01 12.46 -0.04 0.14 0.00 W5 -0.00 0.06 16.76 -0.28 -0.00 0.00 W6 0.01 0.04 14.99 -0.19 0.05 0.00 W7 0.04 0.05 27.95 -0.25 0.17 0.00 W8 0.03 -0.05 -3.79 0.22 0.13 0.00 W9 0.03 0.03 20.02 -0.14 0.16 0.00 W10 0.02 0.05 21.91 -0.24 0.10 0.00 W11 0.03 -0.05 -3.79 0.21 0.12 0.00 W12 0.01 -0.02 -1.90 0.11 0.06 0.00 E1 0.18 0.01 60.76 -0.07 0.82 0.00 E2 0.17 0.03 62.01 -0.13 0.78 0.00 E3 0.01 0.17 52.28 -0.80 0.06 0.00 E4 0.03 0.15 50.36 -0.70 0.13 0.00 ND1 0.00 0.00 0.80 -0.00 0.01 0.00 ND2 0.00 0.00 0.67 -0.01 0.00 0.00 NL1 0.00 0.00 0.36 -0.00 0.00 0.00 NL2 0.00 0.00 0.30 -0.00 0.00 0.00 NR1 0.00 0.00 0.28 -0.00 0.00 0.00 NR2 0.00 0.00 0.24 -0.00 0.00 0.00 Page 5/5 L-13 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: 1st Floor Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Sp PosSnowLoad RAMUSER W1 Wind Wind_ASCE710_1_X W2 Wind Wind_ASCE710_1_Y W3 Wind Wind_ASCE710_2_X+E W4 Wind Wind_ASCE710_2_X-E W5 Wind Wind_ASCE710_2_Y+E W6 Wind Wind_ASCE710_2_Y-E W7 Wind Wind_ASCE710_3_X+Y W8 Wind Wind_ASCE710_3_X-Y W9 Wind Wind_ASCE710_4_X+Y_CW W10 Wind Wind_ASCE710_4_X+Y_CCW W11 Wind Wind_ASCE710_4_X-Y_CW W12 Wind Wind_ASCE710_4_X-Y_CCW E1 Seismic EQ_ASCE710_X_+E_F E2 Seismic EQ_ASCE710_X_-E_F E3 Seismic EQ_ASCE710_Y_+E_F E4 Seismic EQ_ASCE710_Y_-E_F ND1 Notional NL_AISC360_DL_X ND2 Notional NL_AISC360_DL_Y NL1 Notional NL_AISC360_LL_X NL2 Notional NL_AISC360_LL_Y NR1 Notional NL_AISC360_Rf_X NR2 Notional NL_AISC360_Rf_Y Frame #1: Level: Roof Steel Column: L-14 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip-ft kip-ft kips kips kip-ft 2 D T 7.49 -0.00 -0.00 -0.00 0.00 -0.00 B 7.49 -0.01 0.03 -0.00 0.00 -0.00 Lp T 3.97 -0.00 -0.00 -0.00 0.00 -0.00 B 3.97 -0.02 0.03 -0.00 0.00 -0.00 Sp T 10.53 -0.00 0.00 0.00 -0.00 -0.00 B 10.53 0.00 -0.00 0.00 -0.00 -0.00 W1 T 1.02 -0.00 0.00 -0.02 0.00 -0.00 B 1.02 -0.23 0.03 -0.02 0.00 -0.00 W2 T 5.25 0.00 -0.00 0.00 -0.03 0.00 B 5.25 0.03 -0.45 0.00 -0.03 0.00 W3 T 1.17 -0.00 0.00 -0.01 -0.00 -0.00 B 1.17 -0.17 -0.01 -0.01 -0.00 -0.00 W4 T 0.35 -0.00 0.00 -0.01 0.00 0.00 B 0.35 -0.17 0.06 -0.01 0.00 0.00 W5 T 3.10 0.00 -0.00 0.00 -0.02 0.00 B 3.10 0.02 -0.25 0.00 -0.02 0.00 W6 T 4.78 -0.00 0.00 0.00 -0.03 -0.00 B 4.78 0.02 -0.42 0.00 -0.03 -0.00 W7 T 4.70 -0.00 0.00 -0.01 -0.02 -0.00 B 4.70 -0.15 -0.31 -0.01 -0.02 -0.00 W8 T -3.18 -0.00 -0.00 -0.01 0.03 -0.00 B -3.18 -0.20 0.36 -0.01 0.03 -0.00 W9 T 4.46 -0.00 0.00 -0.01 -0.02 -0.00 B 4.46 -0.11 -0.32 -0.01 -0.02 -0.00 W10 T 2.59 -0.00 0.00 -0.01 -0.01 0.00 B 2.59 -0.11 -0.15 -0.01 -0.01 0.00 W11 T -1.44 -0.00 0.00 -0.01 0.01 -0.00 B -1.44 -0.15 0.19 -0.01 0.01 -0.00 W12 T -3.32 -0.00 -0.00 -0.01 0.03 0.00 B -3.32 -0.15 0.36 -0.01 0.03 0.00 E1 T 3.18 -0.00 0.00 -0.07 0.00 -0.00 B 3.18 -1.05 0.03 -0.07 0.00 -0.00 E2 T 1.96 -0.00 -0.00 -0.07 0.01 0.00 B 1.96 -1.05 0.15 -0.07 0.01 0.00 E3 T 11.92 0.00 -0.00 0.01 -0.08 0.00 B 11.92 0.07 -1.09 0.01 -0.08 0.00 E4 T 13.70 0.00 -0.00 0.01 -0.09 -0.00 B 13.70 0.07 -1.29 0.01 -0.09 -0.00 ND1 T 0.02 -0.00 -0.00 -0.00 0.00 -0.00 B 0.02 -0.02 0.00 -0.00 0.00 -0.00 ND2 T 0.12 0.00 -0.00 0.00 -0.00 0.00 B 0.12 0.00 -0.02 0.00 -0.00 0.00 NL1 T 0.01 -0.00 0.00 -0.00 0.00 -0.00 B 0.01 -0.01 0.00 -0.00 0.00 -0.00 L-15 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors NL2 T 0.07 0.00 -0.00 0.00 -0.00 0.00 B 0.07 0.00 -0.01 0.00 -0.00 0.00 NR1 T 0.02 -0.00 0.00 0.00 0.00 -0.00 B 0.02 0.00 0.00 0.00 0.00 -0.00 NR2 T 0.12 -0.00 -0.00 0.00 0.00 -0.00 B 0.12 0.00 0.00 0.00 0.00 -0.00 3 D T 11.83 0.00 -0.00 -0.00 0.00 -0.00 B 11.83 -0.02 0.02 -0.00 0.00 -0.00 Lp T 7.65 0.00 0.00 -0.00 0.00 -0.00 B 7.65 -0.03 0.02 -0.00 0.00 -0.00 Sp T 4.34 0.00 -0.00 -0.00 0.00 -0.00 B 4.34 -0.00 -0.00 -0.00 0.00 -0.00 W1 T -3.79 0.00 -0.00 -0.01 0.00 -0.00 B -3.79 -0.19 0.02 -0.01 0.00 -0.00 W2 T -4.25 -0.00 0.00 0.00 -0.03 0.00 B -4.25 0.01 -0.35 0.00 -0.03 0.00 W3 T -2.92 0.00 -0.00 -0.01 -0.00 -0.00 B -2.92 -0.12 -0.01 -0.01 -0.00 -0.00 W4 T -2.76 0.00 -0.00 -0.01 0.00 0.00 B -2.76 -0.15 0.04 -0.01 0.00 0.00 W5 T -3.01 -0.00 0.00 -0.00 -0.01 0.00 B -3.01 -0.03 -0.20 -0.00 -0.01 0.00 W6 T -3.37 0.00 0.00 0.00 -0.02 -0.00 B -3.37 0.05 -0.33 0.00 -0.02 -0.00 W7 T -6.03 0.00 -0.00 -0.01 -0.02 -0.00 B -6.03 -0.13 -0.25 -0.01 -0.02 -0.00 W8 T 0.35 0.00 -0.00 -0.01 0.02 -0.00 B 0.35 -0.15 0.28 -0.01 0.02 -0.00 W9 T -4.72 0.00 -0.00 -0.00 -0.02 -0.00 B -4.72 -0.06 -0.25 -0.00 -0.02 -0.00 W10 T -4.32 0.00 0.00 -0.01 -0.01 0.00 B -4.32 -0.14 -0.12 -0.01 -0.01 0.00 W11 T 0.06 0.00 -0.00 -0.01 0.01 -0.00 B 0.06 -0.07 0.14 -0.01 0.01 -0.00 W12 T 0.46 0.00 -0.00 -0.01 0.02 0.00 B 0.46 -0.15 0.28 -0.01 0.02 0.00 E1 T -12.63 0.00 -0.00 -0.06 0.00 -0.00 B -12.63 -0.80 0.02 -0.06 0.00 -0.00 E2 T -12.37 0.00 -0.00 -0.06 0.01 0.00 B -12.37 -0.85 0.11 -0.06 0.01 0.00 E3 T -9.98 -0.00 0.00 0.00 -0.06 0.00 B -9.98 0.01 -0.85 0.00 -0.06 0.00 E4 T -10.37 -0.00 0.00 0.01 -0.07 -0.00 B -10.37 0.10 -1.00 0.01 -0.07 -0.00 L-16 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors ND1 T -0.12 0.00 -0.00 -0.00 0.00 -0.00 B -0.12 -0.01 0.00 -0.00 0.00 -0.00 ND2 T -0.10 -0.00 0.00 0.00 -0.00 0.00 B -0.10 0.00 -0.02 0.00 -0.00 0.00 NL1 T -0.07 0.00 -0.00 -0.00 0.00 -0.00 B -0.07 -0.01 0.00 -0.00 0.00 -0.00 NL2 T -0.06 -0.00 0.00 0.00 -0.00 0.00 B -0.06 0.00 -0.01 0.00 -0.00 0.00 NR1 T -0.12 0.00 -0.00 0.00 0.00 -0.00 B -0.12 0.00 0.00 0.00 0.00 -0.00 NR2 T -0.09 0.00 0.00 0.00 0.00 -0.00 B -0.09 0.00 0.00 0.00 0.00 -0.00 4 D T 8.65 0.00 -12.99 -0.00 2.42 -0.00 B 8.65 -0.04 20.93 -0.00 2.42 -0.00 Lp T 1.40 -0.00 -0.00 -0.00 0.46 -0.01 B 1.40 -0.04 6.41 -0.00 0.46 -0.01 Sp T 12.90 -0.00 -5.52 -0.00 0.50 -0.00 B 12.90 -0.00 1.45 -0.00 0.50 -0.00 W1 T 4.72 0.00 0.00 -0.02 0.00 -0.00 B 4.72 -0.28 0.04 -0.02 0.00 -0.00 W2 T 1.25 -0.00 -0.00 0.00 -0.04 0.00 B 1.25 0.03 -0.54 0.00 -0.04 0.00 W3 T 3.26 0.00 0.00 -0.01 0.00 -0.00 B 3.26 -0.19 0.01 -0.01 0.00 -0.00 W4 T 3.82 -0.00 0.00 -0.02 0.00 0.00 B 3.82 -0.23 0.04 -0.02 0.00 0.00 W5 T 1.50 0.00 -0.00 -0.00 -0.03 0.00 B 1.50 -0.04 -0.36 -0.00 -0.03 0.00 W6 T 0.39 -0.00 -0.00 0.01 -0.03 -0.00 B 0.39 0.08 -0.46 0.01 -0.03 -0.00 W7 T 4.48 0.00 0.00 -0.01 -0.03 -0.00 B 4.48 -0.19 -0.38 -0.01 -0.03 -0.00 W8 T 2.60 -0.00 0.00 -0.02 0.03 -0.00 B 2.60 -0.23 0.43 -0.02 0.03 -0.00 W9 T 2.74 0.00 0.00 -0.01 -0.02 -0.00 B 2.74 -0.08 -0.33 -0.01 -0.02 -0.00 W10 T 3.99 -0.00 -0.00 -0.01 -0.02 0.00 B 3.99 -0.20 -0.23 -0.01 -0.02 0.00 W11 T 1.33 0.00 0.00 -0.01 0.02 -0.01 B 1.33 -0.11 0.27 -0.01 0.02 -0.01 W12 T 2.57 0.00 0.00 -0.02 0.03 0.00 B 2.57 -0.23 0.37 -0.02 0.03 0.00 E1 T 15.95 0.00 0.00 -0.09 0.00 -0.00 B 15.95 -1.19 0.07 -0.09 0.00 -0.00 L-17 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors E2 T 16.76 0.00 0.00 -0.09 0.01 0.00 B 16.76 -1.28 0.14 -0.09 0.01 0.00 E3 T 3.35 0.00 -0.00 0.00 -0.10 0.00 B 3.35 0.02 -1.34 0.00 -0.10 0.00 E4 T 2.18 -0.00 -0.00 0.01 -0.10 -0.00 B 2.18 0.16 -1.45 0.01 -0.10 -0.00 ND1 T 0.15 0.00 0.00 -0.00 0.00 -0.00 B 0.15 -0.02 0.00 -0.00 0.00 -0.00 ND2 T 0.03 0.00 -0.00 0.00 -0.00 0.00 B 0.03 0.00 -0.02 0.00 -0.00 0.00 NL1 T 0.09 -0.00 0.00 -0.00 0.00 -0.00 B 0.09 -0.01 0.00 -0.00 0.00 -0.00 NL2 T 0.02 -0.00 -0.00 0.00 -0.00 0.00 B 0.02 0.00 -0.01 0.00 -0.00 0.00 NR1 T 0.15 0.00 0.00 0.00 0.00 -0.00 B 0.15 0.00 0.00 0.00 0.00 -0.00 NR2 T 0.02 -0.00 -0.00 0.00 0.00 -0.00 B 0.02 0.00 0.00 0.00 0.00 -0.00 Steel Beam: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip-ft kip-ft kips kips kip-ft 9 D i 0.00 0.00 -0.00 6.27 0.00 0.00 j -0.00 -0.00 0.00 -7.49 0.00 0.00 Lp i 0.00 0.00 -0.00 3.72 0.00 -0.00 j -0.00 -0.00 0.00 -4.64 0.00 -0.00 Sp i 0.00 0.00 -0.00 5.50 0.00 0.00 j 0.00 -0.00 0.00 -8.16 0.00 0.00 W1 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j 0.00 -0.00 0.00 -0.00 0.00 0.00 W2 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 W3 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W4 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 W5 i -0.00 0.00 -0.00 -0.00 -0.00 -0.00 j -0.00 -0.00 0.00 -0.00 -0.00 -0.00 W6 i 0.00 0.00 -0.00 -0.00 0.00 -0.00 j -0.00 -0.00 0.00 -0.00 0.00 -0.00 W7 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j 0.00 -0.00 0.00 -0.00 -0.00 0.00 W8 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j 0.00 -0.00 0.00 -0.00 0.00 0.00 W9 i -0.00 0.00 -0.00 -0.00 0.00 0.00 L-18 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors j -0.00 -0.00 0.00 -0.00 0.00 0.00 W10 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 W11 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W12 i -0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 E1 i -0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 E2 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j 0.00 -0.00 0.00 -0.00 -0.00 0.00 E3 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 E4 i -0.00 0.00 -0.00 -0.00 0.00 -0.00 j -0.00 -0.00 0.00 -0.00 0.00 -0.00 ND1 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j 0.00 -0.00 0.00 -0.00 -0.00 0.00 ND2 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 NL1 i -0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 NL2 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 NR1 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j 0.00 -0.00 0.00 -0.00 0.00 0.00 NR2 i -0.00 0.00 -0.00 -0.00 0.00 -0.00 j -0.00 -0.00 0.00 -0.00 0.00 -0.00 49 D i 0.00 0.00 -0.00 4.22 0.00 0.00 j -0.00 -0.00 0.00 -4.22 0.00 0.00 Lp i 0.00 0.00 -0.00 1.72 0.00 0.00 j -0.00 -0.00 0.00 -1.72 0.00 0.00 Sp i 0.00 0.00 -0.00 2.40 0.00 0.00 j -0.00 -0.00 0.00 -2.40 0.00 0.00 W1 i -0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W2 i -0.00 0.00 -0.00 -0.00 -0.00 -0.00 j -0.00 -0.00 0.00 -0.00 -0.00 -0.00 W3 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W4 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 W5 i -0.00 0.00 -0.00 -0.00 -0.00 -0.00 j -0.00 -0.00 0.00 -0.00 -0.00 -0.00 W6 i 0.00 0.00 -0.00 -0.00 0.00 0.00 L-19 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: 1st Floor Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft) : 4.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Sp PosSnowLoad RAMUSER W1 Wind Wind_ASCE710_1_X W2 Wind Wind_ASCE710_1_Y W3 Wind Wind_ASCE710_2_X+E W4 Wind Wind_ASCE710_2_X-E W5 Wind Wind_ASCE710_2_Y+E W6 Wind Wind_ASCE710_2_Y-E W7 Wind Wind_ASCE710_3_X+Y W8 Wind Wind_ASCE710_3_X-Y W9 Wind Wind_ASCE710_4_X+Y_CW W10 Wind Wind_ASCE710_4_X+Y_CCW W11 Wind Wind_ASCE710_4_X-Y_CW W12 Wind Wind_ASCE710_4_X-Y_CCW E1 Seismic EQ_ASCE710_X_+E_F E2 Seismic EQ_ASCE710_X_-E_F E3 Seismic EQ_ASCE710_Y_+E_F E4 Seismic EQ_ASCE710_Y_-E_F ND1 Notional NL_AISC360_DL_X ND2 Notional NL_AISC360_DL_Y NL1 Notional NL_AISC360_LL_X NL2 Notional NL_AISC360_LL_Y NR1 Notional NL_AISC360_Rf_X NR2 Notional NL_AISC360_Rf_Y Frame #1: Level: Roof Steel Column: L-20 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip-ft kip-ft kips kips kip-ft 2 D T 7.49 -0.00 -0.00 -0.00 0.00 -0.00 B 7.49 -0.01 0.03 -0.00 0.00 -0.00 Lp T 3.97 -0.00 -0.00 -0.00 0.00 -0.00 B 3.97 -0.02 0.03 -0.00 0.00 -0.00 Sp T 10.53 -0.00 0.00 0.00 -0.00 -0.00 B 10.53 0.00 -0.00 0.00 -0.00 -0.00 W1 T 1.02 -0.00 0.00 -0.02 0.00 -0.00 B 1.02 -0.23 0.03 -0.02 0.00 -0.00 W2 T 5.25 0.00 -0.00 0.00 -0.03 0.00 B 5.25 0.03 -0.45 0.00 -0.03 0.00 W3 T 1.17 -0.00 0.00 -0.01 -0.00 -0.00 B 1.17 -0.17 -0.01 -0.01 -0.00 -0.00 W4 T 0.35 -0.00 0.00 -0.01 0.00 0.00 B 0.35 -0.17 0.06 -0.01 0.00 0.00 W5 T 3.10 0.00 -0.00 0.00 -0.02 0.00 B 3.10 0.02 -0.25 0.00 -0.02 0.00 W6 T 4.78 -0.00 0.00 0.00 -0.03 -0.00 B 4.78 0.02 -0.42 0.00 -0.03 -0.00 W7 T 4.70 -0.00 0.00 -0.01 -0.02 -0.00 B 4.70 -0.15 -0.31 -0.01 -0.02 -0.00 W8 T -3.18 -0.00 -0.00 -0.01 0.03 -0.00 B -3.18 -0.20 0.36 -0.01 0.03 -0.00 W9 T 4.46 -0.00 0.00 -0.01 -0.02 -0.00 B 4.46 -0.11 -0.32 -0.01 -0.02 -0.00 W10 T 2.59 -0.00 0.00 -0.01 -0.01 0.00 B 2.59 -0.11 -0.15 -0.01 -0.01 0.00 W11 T -1.44 -0.00 0.00 -0.01 0.01 -0.00 B -1.44 -0.15 0.19 -0.01 0.01 -0.00 W12 T -3.32 -0.00 -0.00 -0.01 0.03 0.00 B -3.32 -0.15 0.36 -0.01 0.03 0.00 E1 T 3.18 -0.00 0.00 -0.07 0.00 -0.00 B 3.18 -1.05 0.03 -0.07 0.00 -0.00 E2 T 1.96 -0.00 -0.00 -0.07 0.01 0.00 B 1.96 -1.05 0.15 -0.07 0.01 0.00 E3 T 11.92 0.00 -0.00 0.01 -0.08 0.00 B 11.92 0.07 -1.09 0.01 -0.08 0.00 E4 T 13.70 0.00 -0.00 0.01 -0.09 -0.00 B 13.70 0.07 -1.29 0.01 -0.09 -0.00 ND1 T 0.02 -0.00 -0.00 -0.00 0.00 -0.00 B 0.02 -0.02 0.00 -0.00 0.00 -0.00 ND2 T 0.12 0.00 -0.00 0.00 -0.00 0.00 B 0.12 0.00 -0.02 0.00 -0.00 0.00 NL1 T 0.01 -0.00 0.00 -0.00 0.00 -0.00 B 0.01 -0.01 0.00 -0.00 0.00 -0.00 L-21 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors NL2 T 0.07 0.00 -0.00 0.00 -0.00 0.00 B 0.07 0.00 -0.01 0.00 -0.00 0.00 NR1 T 0.02 -0.00 0.00 0.00 0.00 -0.00 B 0.02 0.00 0.00 0.00 0.00 -0.00 NR2 T 0.12 -0.00 -0.00 0.00 0.00 -0.00 B 0.12 0.00 0.00 0.00 0.00 -0.00 3 D T 11.83 0.00 -0.00 -0.00 0.00 -0.00 B 11.83 -0.02 0.02 -0.00 0.00 -0.00 Lp T 7.65 0.00 0.00 -0.00 0.00 -0.00 B 7.65 -0.03 0.02 -0.00 0.00 -0.00 Sp T 4.34 0.00 -0.00 -0.00 0.00 -0.00 B 4.34 -0.00 -0.00 -0.00 0.00 -0.00 W1 T -3.79 0.00 -0.00 -0.01 0.00 -0.00 B -3.79 -0.19 0.02 -0.01 0.00 -0.00 W2 T -4.25 -0.00 0.00 0.00 -0.03 0.00 B -4.25 0.01 -0.35 0.00 -0.03 0.00 W3 T -2.92 0.00 -0.00 -0.01 -0.00 -0.00 B -2.92 -0.12 -0.01 -0.01 -0.00 -0.00 W4 T -2.76 0.00 -0.00 -0.01 0.00 0.00 B -2.76 -0.15 0.04 -0.01 0.00 0.00 W5 T -3.01 -0.00 0.00 -0.00 -0.01 0.00 B -3.01 -0.03 -0.20 -0.00 -0.01 0.00 W6 T -3.37 0.00 0.00 0.00 -0.02 -0.00 B -3.37 0.05 -0.33 0.00 -0.02 -0.00 W7 T -6.03 0.00 -0.00 -0.01 -0.02 -0.00 B -6.03 -0.13 -0.25 -0.01 -0.02 -0.00 W8 T 0.35 0.00 -0.00 -0.01 0.02 -0.00 B 0.35 -0.15 0.28 -0.01 0.02 -0.00 W9 T -4.72 0.00 -0.00 -0.00 -0.02 -0.00 B -4.72 -0.06 -0.25 -0.00 -0.02 -0.00 W10 T -4.32 0.00 0.00 -0.01 -0.01 0.00 B -4.32 -0.14 -0.12 -0.01 -0.01 0.00 W11 T 0.06 0.00 -0.00 -0.01 0.01 -0.00 B 0.06 -0.07 0.14 -0.01 0.01 -0.00 W12 T 0.46 0.00 -0.00 -0.01 0.02 0.00 B 0.46 -0.15 0.28 -0.01 0.02 0.00 E1 T -12.63 0.00 -0.00 -0.06 0.00 -0.00 B -12.63 -0.80 0.02 -0.06 0.00 -0.00 E2 T -12.37 0.00 -0.00 -0.06 0.01 0.00 B -12.37 -0.85 0.11 -0.06 0.01 0.00 E3 T -9.98 -0.00 0.00 0.00 -0.06 0.00 B -9.98 0.01 -0.85 0.00 -0.06 0.00 E4 T -10.37 -0.00 0.00 0.01 -0.07 -0.00 B -10.37 0.10 -1.00 0.01 -0.07 -0.00 L-22 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors ND1 T -0.12 0.00 -0.00 -0.00 0.00 -0.00 B -0.12 -0.01 0.00 -0.00 0.00 -0.00 ND2 T -0.10 -0.00 0.00 0.00 -0.00 0.00 B -0.10 0.00 -0.02 0.00 -0.00 0.00 NL1 T -0.07 0.00 -0.00 -0.00 0.00 -0.00 B -0.07 -0.01 0.00 -0.00 0.00 -0.00 NL2 T -0.06 -0.00 0.00 0.00 -0.00 0.00 B -0.06 0.00 -0.01 0.00 -0.00 0.00 NR1 T -0.12 0.00 -0.00 0.00 0.00 -0.00 B -0.12 0.00 0.00 0.00 0.00 -0.00 NR2 T -0.09 0.00 0.00 0.00 0.00 -0.00 B -0.09 0.00 0.00 0.00 0.00 -0.00 4 D T 8.65 0.00 -12.99 -0.00 2.42 -0.00 B 8.65 -0.04 20.93 -0.00 2.42 -0.00 Lp T 1.40 -0.00 -0.00 -0.00 0.46 -0.01 B 1.40 -0.04 6.41 -0.00 0.46 -0.01 Sp T 12.90 -0.00 -5.52 -0.00 0.50 -0.00 B 12.90 -0.00 1.45 -0.00 0.50 -0.00 W1 T 4.72 0.00 0.00 -0.02 0.00 -0.00 B 4.72 -0.28 0.04 -0.02 0.00 -0.00 W2 T 1.25 -0.00 -0.00 0.00 -0.04 0.00 B 1.25 0.03 -0.54 0.00 -0.04 0.00 W3 T 3.26 0.00 0.00 -0.01 0.00 -0.00 B 3.26 -0.19 0.01 -0.01 0.00 -0.00 W4 T 3.82 -0.00 0.00 -0.02 0.00 0.00 B 3.82 -0.23 0.04 -0.02 0.00 0.00 W5 T 1.50 0.00 -0.00 -0.00 -0.03 0.00 B 1.50 -0.04 -0.36 -0.00 -0.03 0.00 W6 T 0.39 -0.00 -0.00 0.01 -0.03 -0.00 B 0.39 0.08 -0.46 0.01 -0.03 -0.00 W7 T 4.48 0.00 0.00 -0.01 -0.03 -0.00 B 4.48 -0.19 -0.38 -0.01 -0.03 -0.00 W8 T 2.60 -0.00 0.00 -0.02 0.03 -0.00 B 2.60 -0.23 0.43 -0.02 0.03 -0.00 W9 T 2.74 0.00 0.00 -0.01 -0.02 -0.00 B 2.74 -0.08 -0.33 -0.01 -0.02 -0.00 W10 T 3.99 -0.00 -0.00 -0.01 -0.02 0.00 B 3.99 -0.20 -0.23 -0.01 -0.02 0.00 W11 T 1.33 0.00 0.00 -0.01 0.02 -0.01 B 1.33 -0.11 0.27 -0.01 0.02 -0.01 W12 T 2.57 0.00 0.00 -0.02 0.03 0.00 B 2.57 -0.23 0.37 -0.02 0.03 0.00 E1 T 15.95 0.00 0.00 -0.09 0.00 -0.00 B 15.95 -1.19 0.07 -0.09 0.00 -0.00 L-23 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors E2 T 16.76 0.00 0.00 -0.09 0.01 0.00 B 16.76 -1.28 0.14 -0.09 0.01 0.00 E3 T 3.35 0.00 -0.00 0.00 -0.10 0.00 B 3.35 0.02 -1.34 0.00 -0.10 0.00 E4 T 2.18 -0.00 -0.00 0.01 -0.10 -0.00 B 2.18 0.16 -1.45 0.01 -0.10 -0.00 ND1 T 0.15 0.00 0.00 -0.00 0.00 -0.00 B 0.15 -0.02 0.00 -0.00 0.00 -0.00 ND2 T 0.03 0.00 -0.00 0.00 -0.00 0.00 B 0.03 0.00 -0.02 0.00 -0.00 0.00 NL1 T 0.09 -0.00 0.00 -0.00 0.00 -0.00 B 0.09 -0.01 0.00 -0.00 0.00 -0.00 NL2 T 0.02 -0.00 -0.00 0.00 -0.00 0.00 B 0.02 0.00 -0.01 0.00 -0.00 0.00 NR1 T 0.15 0.00 0.00 0.00 0.00 -0.00 B 0.15 0.00 0.00 0.00 0.00 -0.00 NR2 T 0.02 -0.00 -0.00 0.00 0.00 -0.00 B 0.02 0.00 0.00 0.00 0.00 -0.00 Steel Beam: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip-ft kip-ft kips kips kip-ft 9 D i 0.00 0.00 -0.00 6.27 0.00 0.00 j -0.00 -0.00 0.00 -7.49 0.00 0.00 Lp i 0.00 0.00 -0.00 3.72 0.00 -0.00 j -0.00 -0.00 0.00 -4.64 0.00 -0.00 Sp i 0.00 0.00 -0.00 5.50 0.00 0.00 j 0.00 -0.00 0.00 -8.16 0.00 0.00 W1 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j 0.00 -0.00 0.00 -0.00 0.00 0.00 W2 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 W3 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W4 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 W5 i -0.00 0.00 -0.00 -0.00 -0.00 -0.00 j -0.00 -0.00 0.00 -0.00 -0.00 -0.00 W6 i 0.00 0.00 -0.00 -0.00 0.00 -0.00 j -0.00 -0.00 0.00 -0.00 0.00 -0.00 W7 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j 0.00 -0.00 0.00 -0.00 -0.00 0.00 W8 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j 0.00 -0.00 0.00 -0.00 0.00 0.00 W9 i -0.00 0.00 -0.00 -0.00 0.00 0.00 L-24 Member Force Summary RAM Frame 17.00.00.93 DataBase: 20191105 - MACU Call Center Structure 11/05/19 13:20:40 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors j -0.00 -0.00 0.00 -0.00 0.00 0.00 W10 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 W11 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W12 i -0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 E1 i -0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 E2 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j 0.00 -0.00 0.00 -0.00 -0.00 0.00 E3 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 E4 i -0.00 0.00 -0.00 -0.00 0.00 -0.00 j -0.00 -0.00 0.00 -0.00 0.00 -0.00 ND1 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j 0.00 -0.00 0.00 -0.00 -0.00 0.00 ND2 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 NL1 i -0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 NL2 i 0.00 0.00 -0.00 -0.00 -0.00 -0.00 j 0.00 -0.00 0.00 -0.00 -0.00 -0.00 NR1 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j 0.00 -0.00 0.00 -0.00 0.00 0.00 NR2 i -0.00 0.00 -0.00 -0.00 0.00 -0.00 j -0.00 -0.00 0.00 -0.00 0.00 -0.00 49 D i 0.00 0.00 -0.00 4.22 0.00 0.00 j -0.00 -0.00 0.00 -4.22 0.00 0.00 Lp i 0.00 0.00 -0.00 1.72 0.00 0.00 j -0.00 -0.00 0.00 -1.72 0.00 0.00 Sp i 0.00 0.00 -0.00 2.40 0.00 0.00 j -0.00 -0.00 0.00 -2.40 0.00 0.00 W1 i -0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W2 i -0.00 0.00 -0.00 -0.00 -0.00 -0.00 j -0.00 -0.00 0.00 -0.00 -0.00 -0.00 W3 i 0.00 0.00 -0.00 -0.00 0.00 0.00 j -0.00 -0.00 0.00 -0.00 0.00 0.00 W4 i 0.00 0.00 -0.00 -0.00 -0.00 0.00 j -0.00 -0.00 0.00 -0.00 -0.00 0.00 W5 i -0.00 0.00 -0.00 -0.00 -0.00 -0.00 j -0.00 -0.00 0.00 -0.00 -0.00 -0.00 W6 i 0.00 0.00 -0.00 -0.00 0.00 0.00 L-25 SK - 1 Nov 11, 2019 at 1:45 PM Frame 1X.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 0.2 -36.4 0.2 76.1 -42.2 -49.8 -.221k/ft -.552k/ft -.552k/ft 14.64k 14.64k 31.15k 31.15k Y XZ Loads: LC 3, IBC 16-7 (a) Results for LC 3, IBC 16-7 (a) Reaction and Moment Units are k and k-ft L-26 L-27 L-28 L-29 L-30 L-31 L-32 L-33 L-34 L-35 SK - 1 Nov 11, 2019 at 1:44 PM Frame 1Y.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 0.2 -23.8 0.2 106.5 -37.2 -51.1 -.513k/ft -1.397k/ft -1.397k/ft 14.35k 14.35k29.62k 29.62k Y XZ Loads: LC 3, IBC 16-7 (a) Results for LC 3, IBC 16-7 (a) Reaction and Moment Units are k and k-ft L-36 L-37 L-38 L-39 L-40 L-41 L-42 L-43 L-44 L-45 SK - 1 Nov 11, 2019 at 1:40 PM Frame 2X.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 0.2 -34.2 0.2 74 -40.6 -48.1 -.221k/ft -.552k/ft -.552k/ft 14.01k 14.01k 30.14k 30.14k Y XZ Loads: LC 3, IBC 16-7 (a) Results for LC 3, IBC 16-7 (a) Reaction and Moment Units are k and k-ft L-46 L-47 L-48 L-49 L-50 L-51 L-52 L-53 L-54 L-55 SK - 1 Nov 11, 2019 at 1:42 PM Frame 2Y.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 0.2 -23.6 0.2 106.3 -37.4 -51.3 -.513k/ft -1.397k/ft -1.397k/ft 14k 14k30.14k 30.14k Y XZ Loads: LC 3, IBC 16-7 (a) Reaction and Moment Units are k and k-ft L-56 L-57 L-58 L-59 L-60 L-61 L-62 L-63 L-64 L-65 Company:Date:11/11/2019 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.7.6990.4 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: Frame Anchorage 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 105 Diameter (inch): 1.000 Effective Embedment depth, hef (inch): 10.000 Anchor category: - Anchor ductility: Yes hmin (inch): 11.75 Cmin (inch): 1.44 Smin (inch): 4.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: CrackedCompressive strength, f’c (psi): 3000 Ψc,V: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: Yes Base Plate Length x Width x Thickness (inch): 15.00 x 15.00 x 0.76 Yield stress: 34084 psi Profile type/size: HSS8X8X5/16 Recommended Anchor Anchor Name: Heavy Hex Bolt - 1"Ø Heavy Hex Bolt, F1554 Gr. 105 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. L-66 Company:Date:11/11/2019 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.7.6990.4 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: not satisfied Ductility section for shear: not satisfied Ω0 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 36400 Vuax [lb]: 2075Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. L-67 Company:Date:11/11/2019 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.7.6990.4 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. L-68 Company:Date:11/11/2019 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.7.6990.4 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 4550.01 259.4 259.40.0 4550.02 259.4 259.40.0 4550.03 259.4 259.40.0 4550.04 259.4 259.40.0 4550.05 259.4 259.40.0 4550.06 259.4 259.40.0 4550.07 259.4 259.40.0 4550.08 259.4 259.40.0 2075.0 0.0Sum36400.0 2075.0 Maximum concrete compression strain (‰): 0.00Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 36400 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 75750 0.75 56813 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 24.0 1.00 3000 10.000 41569 0.75fNcbg =0.75f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f 0.75fNcbg (lb) 1764.00 900.00 18.00 1.000 1.000 1.00 1.000 41569 0.75 45830 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.75fNpn = 0.75fYc,PNp = 0.75fYc,P8Abrgf’c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Yc,P Abrg (in2)f’c (psi)f 0.75fNpn (lb) 1.0 1.50 3000 0.70 18913 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. L-69 Company:Date:11/11/2019 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.7.6990.4 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 45450 0.8 0.65 23634 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 8.00 1.000 1.00 3000 12.00 20492 fVcbgx = f (AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vbx (lb)f fVcbgx (lb) 864.00 648.00 1.000 1.000 1.000 1.000 20492 0.75 20492 Shear parallel to edge in x-direction: Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 8.00 1.000 1.00 3000 12.00 20492 fVcbgx = f (2)(AVc / AVco)Yec,VYed,VYc,VYh,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vby (lb)f fVcbgx (lb) 864.00 648.00 1.000 1.000 1.000 1.000 20492 0.75 40983 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 2.0 1764.00 900.00 1.000 1.000 1.000 1.000 41569 0.70 114066 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 4550 56813 0.08 Pass Concrete breakout 36400 45830 0.79 Pass (Governs) Pullout 4550 18913 0.24 Pass Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 259 23634 0.01 Pass T Concrete breakout x+2075 20492 0.10 Pass (Governs) || Concrete breakout y-778 40983 0.02 Pass (Governs) Pryout 2075 114066 0.02 Pass Interaction check Nua/fNn Vua/fVn Combined Ratio Permissible Status Sec. 17.6..1 0.79 0.00 79.4%1.0 Pass 1"Ø Heavy Hex Bolt, F1554 Gr. 105 with hef = 10.000 inch meets the selected design criteria. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. L-70 Company:Date:11/11/2019 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 2.7.6990.4 Base Plate Thickness Required base plate thickness: 0.759 inch 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Brittle failure governs for tension. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-14 Section 17.2.3.4.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-14 Sections 17.2.3.4.3 (a)(iii) to (vi), (b), (c) or (d) is satisfied for tension loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, Ω0 factor can be entered to satisfy ACI 318-14 Section 17.2.3.4.3(d) to increase the earthquake portion of the loads as required. - Brittle failure governs for shear. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI 318-14 Section 17.2.3.5.3 for structures assigned to Seismic Design Category C, D, E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-14 Sections 17.2.3.5.3(a), (b) or (c) is satisfied for shear loading, select appropriate checkbox from Inputs tab to disable this message. Alternatively, Ω0 factor can be entered to satisfy ACI 318-14 Section 17.2.3.5.3(c) to increase the earthquake portion of the loads as required. - Designer must exercise own judgement to determine if this design is suitable. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. L-71 RAM Structural System V17.00.00.93. DataBase: 20191105 - MACU Call Center Structure 11/12/19 03:59:17 A A B B C C D D E E 1 1 2 2 3 3 L:12.00W: 1 2 . 0 0 L:11.00W: 1 1 . 0 0 L:11.00W: 1 1 . 0 0 L:Opt.W: O p t . L:Opt.W: O p t . L:Opt. W: O p t . L: 5.00 W: 5 . 0 0 L: 4.00 W: 4 . 0 0 L: 7.00W: 7 . 0 0 L: 8.00 W: 8 . 0 0 L:Opt. W: O p t . L:Opt. W: O p t . L:Opt. W: O p t . L: 7.00 W: 7 . 0 0 L: 7.00 W: 7 . 0 0 L: 7.00 W: 7 . 0 0 L: 4.00 W: 4 . 0 0 L: 4.00W: 4 . 0 0 L: 4.00W: 4 . 0 0 L: 8.00W: 8 . 0 0 L: 7.00 W: 3 . 0 0 L: 2 8 . 5 0 W: 3.50L:16.83W: 3 . 0 0 L: O p t . W: 3.00 L:27.08 W: 3 . 0 0 L: 1 1 . 0 0 W: 3.00 L:32.17 W: 3 . 0 0 L: 1 1 . 0 0 W: 3.00 L: 3 4 . 5 0 W: 4.00 L:44.67W: 4 . 0 0 L: O p t . W: 3.00L:28.00W: 3 . 0 0 L: O p t . W: 3.00L:29.50W: 4 . 0 0 L:52.75 W: 3 . 0 0 L: 4 3 . 0 0 W: 3.00 F-1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. bhb@bhbengineers.com Title :Page : 1 Dsgnr:JTP Date:29 OCT 2019 Description.... Basement Walls This Wall in File: n:\calculations\__2019\190620 - macu rexburg call center\calculations\foundation. RetainPro (c) 1987-2019, Build 11.19.10.16 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06056696License To : BHB CONSULTING ENGINEERS, P.C. Project Name/Number : foundation Thumbnail 14.00 0.00 0.00 6.00 4,000.0 32.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft At-Rest Heel Pressure =psf/ft14.00ft= Slope Behind Wall Height of Soil over Toe = in pcf = 110.00=Soil Density =Passive Pressure =psf/ft Allow Soil Bearing =psf Total Wall Height 14.00Top Support Height =ft Soil height to ignore Footing||Soil Friction =0.400 for passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Uniform Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft >>>Used To Resist Sliding & Overturning Used for Sliding & Overturning = Poisson's Ratio =0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity == at Back of WallWind on Exposed Stem =0.0 psf 0.300in Load Type (Strength Level) Wind (W)= Earth Pressure Seismic Load psf=Added seismic per unit area 215.6Kh=0.200 gSoil Density Multiplier Sliding CalcsLateral Sliding Force 5,186.4 lbs= Stem is FIXED to top of footing =0.0 lbs 6,710.8lbsShear Force @ this height Shear.....Actual =0.00 psi 74.56psi 82.16Shear.....Allowable =psi 82.16psi Load FactorsBuilding Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Design Summary =Total Bearing Load 6,142 lbs ...resultant ecc.0.00 in Top & Base = ft-# Soil Pressure @ Toe =1,535 psf OK Soil Pressure @ Heel 1,535 psf OK 10.00 Soil Pressure Less Than Allowable ACI Factored @ Toe =1,843 psf 4,000Allowable psf= = ACI Factored @ Heel =1,843 psf Footing Shear @ Toe =0.7 psi OK psi OK Allowable =75.0 psi Footing Shear @ Heel =3.2 Concrete Stem Construction @ Top Support Mmax Between Stem OKStem OK Stem OK @ Base of Wall Design Height Above Ftg ft=14.00 ft0.008.96 ft Thickness =in Rebar Size =###5 5 7 Rebar Spacing =16.00 11.50in 13.00in in Rebar Placed at =Edge inlbsReaction at Bottom 5,186.4 Edge Edgelbs=1,745.9Reaction at Top Design Data= fb/FB + fa/Fa =0.000 0.747 0.977 Mu....Actual =0.0 ft-#ft-#8,348.2 16,937.0ft-# Mn * Phi.....Allowable =7,607.7 11,182.2ft-#17,335.0ft-# Wall Weight =125.0 psf Rebar Depth 'd'=7.50 in in8.00 7.50 Fy 60,000psi= f'c 3,000psi= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing F-2 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. bhb@bhbengineers.com Title :Page : 2 Dsgnr:JTP Date:29 OCT 2019 Description.... Basement Walls This Wall in File: n:\calculations\__2019\190620 - macu rexburg call center\calculations\foundation. RetainPro (c) 1987-2019, Build 11.19.10.16 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06056696License To : BHB CONSULTING ENGINEERS, P.C. Project Name/Number : foundation Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0 in2/ft (4/3) * As :0 in2/ft Min Stem T&S Reinf Area 3.360 in2 200bd/fy : 200(12)(7.5)/60000 :0.3 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) :0.216 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area :0.2325 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area :1.2192 in2/ft #6@ 22.00 in #6@ 44.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2415 in2/ft (4/3) * As :0.322 in2/ft Min Stem T&S Reinf Area 1.210 in2 200bd/fy : 200(12)(8)/60000 :0.32 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) :0.216 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.32 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area :0.3235 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area :1.3005 in2/ft #6@ 22.00 in #6@ 44.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.5241 in2/ft (4/3) * As :0.6988 in2/ft Min Stem T&S Reinf Area 2.150 in2 200bd/fy : 200(12)(7.5)/60000 :0.3 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10) :0.216 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.5241 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area :0.5538 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area :1.2192 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Strengths & Dimensions 1.00 3.00 20.00 0.00 0.00 =Min. As %0.0018 f'c =2,500psi Toe Width =ft Key Distance from Toe = Heel Width = Key Width =in Footing Thickness = Key Depth = in in 0.00 4.00= ft Cover @ Top =2.00 in @ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Toe Heel Factored Pressure =1,843 1,843 psf Mu' : Upward =921 4,325 ft-# Mu' : Downward =183 5,042 ft-# Mu: Design =738 717 ft-# Actual 1-Way Shear =0.69 3.15 psi psiAllow 1-Way Shear =75.00 75.00 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.73 0.43 Key:No key defined #4@ 5.56 in #5@ 8.61 in No key defined-or- #6@ 12.22 in in2 Toe: in2 Heel: /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in Other Acceptable Sizes & Spacings: Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm# 6 @ 16.00 in Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm -or- -or-# 7 @ 18.00 in F-3 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. bhb@bhbengineers.com Title :Page : 3 Dsgnr:JTP Date:29 OCT 2019 Description.... Basement Walls This Wall in File: n:\calculations\__2019\190620 - macu rexburg call center\calculations\foundation. RetainPro (c) 1987-2019, Build 11.19.10.16 Restrained Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06056696License To : BHB CONSULTING ENGINEERS, P.C. Project Name/Number : foundation Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Moment @ Top of Footing Applied from Stem =-11,136.2 ft-# >>> Sliding Forces are restrained by the adjacent slabLoad & Moment Summary For Footing : For Soil Pressure Calcs Forces acting on footing for soil pressure Soil Pressure Resulting Moment =0.0ft-# Soil Over Heel lbsSurcharge Over Heel =Axial Dead Load on Stem =0.50 ft ft 27.5 ft-#Soil Over Toe =1.42 2,479.2 ft-# ft-# 55.0 lbs =ft ft-#Surcharge Over Toe = ft ft-#= Stem Weight 3,336.7lbs 2.92 ft ft 9,731.9 ft-# 1,750.0lbs =Footing Weight lbs lbs 2.00 2,000.0 ft-#ft Base Moment = 1,000.0lbs 3,102.4 ft-#=Total Vertical Force 6,141.7lbs Adjacent Footing Load =lbs ft-#ft Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. F-4 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 1 Footing Column Location:(B - 2) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):12.00 Width (ft):12.00 Thickness (ft):2.50 Bottom Reinf. Parallel to Length: 13 - #7 Width: 13 - #7 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 242.86 Pos. Live: 111.01 Neg. Live: N/A Pos. Roof: 31.26 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 131.05 2 134.00 2 Provided Shear: (kip) 314.26 Sec. 8.6 303.90 Sec. 8.6 Required Moment: (kip-ft) 601.66 2 601.66 2 Provided Moment: (kip-ft) 909.98 879.26 Required Punching Shear: (kip) 448.89 2 Provided Punching Shear: (kip) 671.82 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 13-#7 13-#7 None None Required Steel/Provided Steel (in²) 7.78/ 7.80 7.78/ 7.80 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 11.43 11.43 None None Bar Depth (in) 26.56 25.69 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.83 7 Max Average Unfactored Soil Bearing (ksf)2.83 7 Max Soil Bearing for Factored Design (ksf)3.37 2 Max Average Soil Bearing for Factored Design (ksf)3.37 2 F-5 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 2 Footing Column Location:(55.50 - 30.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 10 - #7 Width: 10 - #7 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X1/2 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 204.06 Pos. Live: 95.55 Neg. Live: N/A Pos. Roof: 27.71 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 121.42 2 124.15 2 Provided Shear: (kip) 223.00 Sec. 8.6 213.51 Sec. 8.6 Required Moment: (kip-ft) 459.98 2 459.98 2 Provided Moment: (kip-ft) 540.75 517.12 Required Punching Shear: (kip) 385.70 2 Provided Punching Shear: (kip) 438.16 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 10-#7 10-#7 None None Required Steel/Provided Steel (in²) 5.71/ 6.00 5.71/ 6.00 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 13.90 13.90 None None Bar Depth (in) 20.56 19.69 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.78 7 Max Average Unfactored Soil Bearing (ksf)2.78 7 Max Soil Bearing for Factored Design (ksf)3.40 2 Max Average Soil Bearing for Factored Design (ksf)3.40 2 Page 2/14 F-6 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 3 Footing Column Location:(D - 2) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):11.00 Width (ft):11.00 Thickness (ft):2.00 Bottom Reinf. Parallel to Length: 10 - #7 Width: 10 - #7 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X1/2 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 199.19 Pos. Live: 93.87 Neg. Live: N/A Pos. Roof: 23.07 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 118.22 2 120.87 2 Provided Shear: (kip) 223.00 Sec. 8.6 213.51 Sec. 8.6 Required Moment: (kip-ft) 447.85 2 447.85 2 Provided Moment: (kip-ft) 540.75 517.12 Required Punching Shear: (kip) 375.52 2 Provided Punching Shear: (kip) 438.16 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 10-#7 10-#7 None None Required Steel/Provided Steel (in²) 5.71/ 6.00 5.71/ 6.00 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 13.90 13.90 None None Bar Depth (in) 20.56 19.69 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.72 7 Max Average Unfactored Soil Bearing (ksf)2.72 7 Max Soil Bearing for Factored Design (ksf)3.31 2 Max Average Soil Bearing for Factored Design (ksf)3.31 2 Page 3/14 F-7 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 7 Footing Column Location:(93.25 - -0.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):5.00 Width (ft):5.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 18 - #3 Width: 18 - #3 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/16 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 39.00 Pos. Live: 23.54 Neg. Live: N/A Pos. Roof: 7.08 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 12.74 2 13.29 2 Provided Shear: (kip) 73.02 Sec. 8.6 71.17 Sec. 8.6 Required Moment: (kip-ft) 33.75 2 33.75 2 Provided Moment: (kip-ft) 128.52 125.18 Required Punching Shear: (kip) 69.35 2 Provided Punching Shear: (kip) 265.55 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 18-#3 18-#3 None None Required Steel/Provided Steel (in²) 1.94/ 1.98 1.94/ 1.98 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 3.15 3.15 None None Bar Depth (in) 14.81 14.44 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.73 7 Max Average Unfactored Soil Bearing (ksf)2.73 7 Max Soil Bearing for Factored Design (ksf)3.52 2 Max Average Soil Bearing for Factored Design (ksf)3.52 2 Page 4/14 F-8 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 8 Footing Column Location:(93.25 - -2.50) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):4.00 Width (ft):4.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 16 - #3 Width: 16 - #3 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS5X5X1/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 3.41 Pos. Live: 1.41 Neg. Live: N/A Pos. Roof: 1.98 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 0.57 4 0.63 4 Provided Shear: (kip) 58.41 Sec. 8.6 56.94 Sec. 8.6 Required Moment: (kip-ft) 2.30 4 2.30 4 Provided Moment: (kip-ft) 105.71 102.95 Required Punching Shear: (kip) 5.61 4 Provided Punching Shear: (kip) 251.13 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 16-#3 16-#3 None None Required Steel/Provided Steel (in²) 1.67/ 1.76 1.67/ 1.76 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 2.77 2.77 None None Bar Depth (in) 14.81 14.44 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)0.60 9 Max Average Unfactored Soil Bearing (ksf)0.60 9 Max Soil Bearing for Factored Design (ksf)0.50 4 Max Average Soil Bearing for Factored Design (ksf)0.50 4 Page 5/14 F-9 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 9 Footing Column Location:(D - 1) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):7.00 Width (ft):7.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 9 - #5 Width: 9 - #5 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/16 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 82.69 Pos. Live: 40.56 Neg. Live: N/A Pos. Roof: 12.01 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 42.15 2 43.42 2 Provided Shear: (kip) 101.36 Sec. 8.6 97.05 Sec. 8.6 Required Moment: (kip-ft) 106.35 2 106.35 2 Provided Moment: (kip-ft) 179.50 171.65 Required Punching Shear: (kip) 152.06 2 Provided Punching Shear: (kip) 258.64 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 9-#5 9-#5 None None Required Steel/Provided Steel (in²) 2.72/ 2.79 2.72/ 2.79 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 9.67 9.67 None None Bar Depth (in) 14.69 14.06 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.74 7 Max Average Unfactored Soil Bearing (ksf)2.74 7 Max Soil Bearing for Factored Design (ksf)3.47 2 Max Average Soil Bearing for Factored Design (ksf)3.47 2 Page 6/14 F-10 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 10 Footing Column Location:(C - 1) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):8.00 Width (ft):8.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 16 - #4 Width: 16 - #4 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/16 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 121.63 Pos. Live: 54.48 Neg. Live: N/A Pos. Roof: 19.32 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 67.65 2 68.92 2 Provided Shear: (kip) 116.34 Sec. 8.6 112.39 Sec. 8.6 Required Moment: (kip-ft) 181.49 2 181.49 2 Provided Moment: (kip-ft) 206.75 199.55 Required Punching Shear: (kip) 222.87 2 Provided Punching Shear: (kip) 262.09 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 16-#4 16-#4 None None Required Steel/Provided Steel (in²) 3.11/ 3.20 3.11/ 3.20 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 5.97 5.97 None None Bar Depth (in) 14.75 14.25 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.99 9 Max Average Unfactored Soil Bearing (ksf)2.99 9 Max Soil Bearing for Factored Design (ksf)3.79 2 Max Average Soil Bearing for Factored Design (ksf)3.79 2 Page 7/14 F-11 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 14 Footing Column Location:(A - 3) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):7.00 Width (ft):7.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 9 - #5 Width: 9 - #5 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X3/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 75.84 Pos. Live: 37.25 Neg. Live: N/A Pos. Roof: 7.08 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 39.11 2 40.26 2 Provided Shear: (kip) 101.36 Sec. 8.6 97.05 Sec. 8.6 Required Moment: (kip-ft) 99.09 2 99.09 2 Provided Moment: (kip-ft) 179.50 171.65 Required Punching Shear: (kip) 138.95 2 Provided Punching Shear: (kip) 249.20 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 9-#5 9-#5 None None Required Steel/Provided Steel (in²) 2.72/ 2.79 2.72/ 2.79 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 9.67 9.67 None None Bar Depth (in) 14.69 14.06 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.53 7 Max Average Unfactored Soil Bearing (ksf)2.53 7 Max Soil Bearing for Factored Design (ksf)3.15 2 Max Average Soil Bearing for Factored Design (ksf)3.15 2 Page 8/14 F-12 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 15 Footing Column Location:(22.75 - 60.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):7.00 Width (ft):7.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 9 - #5 Width: 9 - #5 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS6X6X3/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 75.65 Pos. Live: 39.53 Neg. Live: N/A Pos. Roof: 18.31 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 41.40 2 42.62 2 Provided Shear: (kip) 101.36 Sec. 8.6 97.05 Sec. 8.6 Required Moment: (kip-ft) 104.90 2 104.90 2 Provided Moment: (kip-ft) 179.50 171.65 Required Punching Shear: (kip) 147.09 2 Provided Punching Shear: (kip) 249.20 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 9-#5 9-#5 None None Required Steel/Provided Steel (in²) 2.72/ 2.79 2.72/ 2.79 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 9.67 9.67 None None Bar Depth (in) 14.69 14.06 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.65 9 Max Average Unfactored Soil Bearing (ksf)2.65 9 Max Soil Bearing for Factored Design (ksf)3.33 2 Max Average Soil Bearing for Factored Design (ksf)3.33 2 Page 9/14 F-13 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 16 Footing Column Location:(33.75 - 60.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):7.00 Width (ft):7.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 9 - #5 Width: 9 - #5 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X1/4 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 80.14 Pos. Live: 42.16 Neg. Live: N/A Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 40.54 2 41.76 2 Provided Shear: (kip) 101.36 Sec. 8.6 97.05 Sec. 8.6 Required Moment: (kip-ft) 102.29 2 102.29 2 Provided Moment: (kip-ft) 179.50 171.65 Required Punching Shear: (kip) 146.25 2 Provided Punching Shear: (kip) 258.64 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 9-#5 9-#5 None None Required Steel/Provided Steel (in²) 2.72/ 2.79 2.72/ 2.79 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 9.67 9.67 None None Bar Depth (in) 14.69 14.06 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.72 7 Max Average Unfactored Soil Bearing (ksf)2.72 7 Max Soil Bearing for Factored Design (ksf)3.34 2 Max Average Soil Bearing for Factored Design (ksf)3.34 2 Page 10/14 F-14 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 17 Footing Column Location:(32.83 - 63.33) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):4.00 Width (ft):4.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 16 - #3 Width: 16 - #3 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS5X5X1/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 0.32 Pos. Live: 0.00 Neg. Live: N/A Pos. Roof: 0.00 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 0.03 1 0.04 1 Provided Shear: (kip) 58.41 Sec. 8.6 56.94 Sec. 8.6 Required Moment: (kip-ft) 0.13 1 0.13 1 Provided Moment: (kip-ft) 105.71 102.95 Required Punching Shear: (kip) 0.31 1 Provided Punching Shear: (kip) 251.13 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 16-#3 16-#3 None None Required Steel/Provided Steel (in²) 1.67/ 1.76 1.67/ 1.76 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 2.77 2.77 None None Bar Depth (in) 14.81 14.44 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)0.24 6 Max Average Unfactored Soil Bearing (ksf)0.24 6 Max Soil Bearing for Factored Design (ksf)0.03 1 Max Average Soil Bearing for Factored Design (ksf)0.03 1 Page 11/14 F-15 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 18 Footing Column Location:(32.83 - 68.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):4.00 Width (ft):4.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 16 - #3 Width: 16 - #3 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS5X5X1/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 10.32 Pos. Live: 4.32 Neg. Live: N/A Pos. Roof: 0.36 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 1.39 2 1.55 2 Provided Shear: (kip) 58.41 Sec. 8.6 56.94 Sec. 8.6 Required Moment: (kip-ft) 5.63 2 5.63 2 Provided Moment: (kip-ft) 105.71 102.95 Required Punching Shear: (kip) 13.70 2 Provided Punching Shear: (kip) 251.13 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 16-#3 16-#3 None None Required Steel/Provided Steel (in²) 1.67/ 1.76 1.67/ 1.76 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 2.77 2.77 None None Bar Depth (in) 14.81 14.44 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)1.14 7 Max Average Unfactored Soil Bearing (ksf)1.14 7 Max Soil Bearing for Factored Design (ksf)1.22 2 Max Average Soil Bearing for Factored Design (ksf)1.22 2 Page 12/14 F-16 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 19 Footing Column Location:(50.33 - 68.00) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):4.00 Width (ft):4.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 16 - #3 Width: 16 - #3 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS5X5X1/8 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 14.90 Pos. Live: 4.79 Neg. Live: N/A Pos. Roof: 2.44 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 1.92 2 2.13 2 Provided Shear: (kip) 58.41 Sec. 8.6 56.94 Sec. 8.6 Required Moment: (kip-ft) 7.74 2 7.74 2 Provided Moment: (kip-ft) 105.71 102.95 Required Punching Shear: (kip) 18.83 2 Provided Punching Shear: (kip) 251.13 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 16-#3 16-#3 None None Required Steel/Provided Steel (in²) 1.67/ 1.76 1.67/ 1.76 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 2.77 2.77 None None Bar Depth (in) 14.81 14.44 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)1.49 9 Max Average Unfactored Soil Bearing (ksf)1.49 9 Max Soil Bearing for Factored Design (ksf)1.67 2 Max Average Soil Bearing for Factored Design (ksf)1.67 2 Page 13/14 F-17 Spread Footing Design RAM Foundation v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 03:18:11 Building Code: IBC Design Code: ACI318-14 FOOTING DESIGN Footing # 20 Footing Column Location:(C - 3) Footing Orientation (deg):0.00 Column Orientation (deg):0.00 Length (ft):8.00 Width (ft):8.00 Thickness (ft):1.50 Bottom Reinf. Parallel to Length: 16 - #4 Width: 16 - #4 Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 150.00 Ec (ksi): 3320.56 Reinf. fy (ksi): 60.00 INPUT DATA Column Size: HSS8X8X5/16 Base Plate Dimensions (in) 18.00 x 18.00 Percent of overhang to assume Rigid: 50.00 LOADS Surcharge (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 95.76 Pos. Live: 46.60 Neg. Live: N/A Pos. Roof: 17.03 Neg. Roof: N/A CONCRETE CAPACITY Major Ld Co/Code Ref. Minor Ld Co/Code Ref. Required Shear (kip) 55.17 2 56.20 2 Provided Shear: (kip) 116.34 Sec. 8.6 112.39 Sec. 8.6 Required Moment: (kip-ft) 148.01 2 148.01 2 Provided Moment: (kip-ft) 206.75 199.55 Required Punching Shear: (kip) 181.75 2 Provided Punching Shear: (kip) 262.09 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 16-#4 16-#4 None None Required Steel/Provided Steel (in²) 3.11/ 3.20 3.11/ 3.20 None None Required Steel Code Ref. Sec. 24.4.3.2 Sec. 24.4.3.2 None None Bar Spacing (in) 5.97 5.97 None None Bar Depth (in) 14.75 14.25 None None Cover (in) Top N/A Bottom: 3.00 Side: 3.00 SOIL CAPACITY Ld Co Allowable Soil Bearing Capacity (ksf)3.00 Max Unfactored Soil Bearing (ksf)2.47 9 Max Average Unfactored Soil Bearing (ksf)2.47 9 Max Soil Bearing for Factored Design (ksf)3.09 2 Max Average Soil Bearing for Factored Design (ksf)3.09 2 Page 14/14 F-18 Foundation Load Summary RAM Manager v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 04:53:23 Forces in Gravity Members from RAM Steel. Gravity Column Loads Col Level Dead Self +Live -Live +Roof -Roof Min Total Max Total kip kip kip kip kip kip kip kip 3 1st floor 74.75 1.08 37.25 0.00 7.06 0.00 75.84 120.14 6 1st floor 74.68 1.08 39.55 0.00 18.34 0.00 75.76 133.65 5 1st floor 241.22 1.77 111.02 0.00 31.28 0.00 242.99 385.29 20 1st floor 0.10 0.21 0.00 0.00 0.00 0.00 0.32 0.32 18 1st floor 10.11 0.41 4.32 0.00 0.36 0.00 10.52 15.19 16 1st floor 79.46 0.68 42.16 0.00 0.00 0.00 80.14 122.30 7 1st floor 120.39 1.25 54.47 0.00 19.28 0.00 121.64 195.38 9 1st floor 94.51 1.25 46.59 0.00 17.00 0.00 95.76 159.36 17 1st floor 14.58 0.32 4.79 0.00 2.44 0.00 14.90 22.12 8 1st floor 202.81 1.48 95.55 0.00 27.70 0.00 204.29 327.53 10 1st floor 81.56 1.25 40.59 0.00 12.05 0.00 82.81 135.46 11 1st floor 197.85 1.48 93.89 0.00 23.10 0.00 199.32 316.31 25 1st floor 3.10 0.32 1.41 0.00 1.98 0.00 3.41 6.80 13 1st floor 37.74 1.25 23.52 0.00 7.06 0.00 38.99 69.57 Gravity Wall Loads Wall Level Dead +Live -Live +Roof -Roof Min Total Max Total 3 1st Floor P (kip):80.14 25.68 0.00 0.00 0.00 80.14 105.81 M (kip-ft):1.90 1.27 0.00 0.00 0.00 1.90 3.17 4 1st Floor P (kip):57.27 21.64 0.00 0.00 0.00 57.27 78.91 M (kip-ft):78.65 59.10 0.00 0.00 0.00 78.65 137.75 5 1st Floor P (kip):13.82 7.11 0.00 0.00 0.00 13.82 20.93 M (kip-ft):11.80 8.89 0.00 0.00 0.00 11.80 20.69 6 1st Floor P (kip):24.21 0.00 0.00 0.00 0.00 24.21 24.21 M (kip-ft):-0.04 0.00 0.00 0.00 0.00 -0.04 -0.04 7 1st Floor P (kip):79.68 28.32 0.00 5.19 0.00 79.68 113.18 M (kip-ft):121.23 100.18 0.00 -23.06 0.00 121.23 198.35 8 1st Floor P (kip):7.24 0.19 0.00 0.00 0.00 7.24 7.42 M (kip-ft):0.03 0.02 0.00 0.00 0.00 0.03 0.05 9 1st Floor P (kip):16.19 1.06 0.00 0.00 0.00 16.19 17.25 M (kip-ft):0.08 0.05 0.00 0.00 0.00 0.08 0.13 10 1st Floor P (kip):60.60 4.40 0.00 0.00 0.00 60.60 65.01 M (kip-ft):8.70 6.98 0.00 0.00 0.00 8.70 15.68 12 1st Floor P (kip):44.08 2.73 0.00 0.00 0.00 44.08 46.81 M (kip-ft):4.64 3.75 0.00 0.00 0.00 4.64 8.40 13 1st Floor P (kip):20.27 5.04 0.00 0.00 0.00 20.27 25.30 M (kip-ft):-3.04 -2.45 0.00 0.00 0.00 -3.04 -5.49 14 1st Floor P (kip):17.71 0.00 0.00 2.08 0.00 17.71 19.79 M (kip-ft):8.80 0.00 0.00 5.20 0.00 8.80 14.00 15 1st Floor P (kip):43.90 1.41 0.00 0.00 0.00 43.90 45.31 M (kip-ft):-2.87 -2.25 0.00 0.00 0.00 -2.87 -5.11 F-19 Foundation Load Summary RAM Manager v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 04:53:23 Wall Level Dead +Live -Live +Roof -Roof Min Total Max Total 16 1st Floor P (kip):60.06 3.96 0.00 0.00 0.00 60.06 64.02 M (kip-ft):0.05 0.00 0.00 0.00 0.00 0.05 0.05 17 1st Floor P (kip):60.60 4.40 0.00 0.00 0.00 60.60 65.01 M (kip-ft):-8.70 -6.98 0.00 0.00 0.00 -8.70 -15.68 18 1st Floor P (kip):61.65 7.31 0.00 0.00 0.00 61.65 68.97 M (kip-ft):16.40 17.07 0.00 0.00 0.00 16.40 33.46 19 1st Floor P (kip):49.83 2.78 0.00 0.00 0.00 49.83 52.61 M (kip-ft):-7.18 -5.79 0.00 0.00 0.00 -7.18 -12.97 20 1st Floor P (kip):49.47 2.48 0.00 0.00 0.00 49.47 51.95 M (kip-ft):2.31 1.88 0.00 0.00 0.00 2.31 4.19 21 1st Floor P (kip):5.81 1.16 0.00 0.00 0.00 5.81 6.96 M (kip-ft):-0.02 -0.01 0.00 0.00 0.00 -0.02 -0.03 22 1st Floor P (kip):49.60 4.68 0.00 0.00 0.00 49.60 54.28 M (kip-ft):1.26 1.01 0.00 0.00 0.00 1.26 2.27 23 1st Floor P (kip):6.69 1.86 0.00 0.00 0.00 6.69 8.55 M (kip-ft):1.00 0.80 0.00 0.00 0.00 1.00 1.80 Load Cases: Case Load Description Load Name D DeadLoad RAMUSER Lp PosLiveLoad RAMUSER Sp PosSnowLoad RAMUSER W1 Wind Wind_ASCE710_1_X W2 Wind Wind_ASCE710_1_Y W3 Wind Wind_ASCE710_2_X+E W4 Wind Wind_ASCE710_2_X-E W5 Wind Wind_ASCE710_2_Y+E W6 Wind Wind_ASCE710_2_Y-E W7 Wind Wind_ASCE710_3_X+Y W8 Wind Wind_ASCE710_3_X-Y W9 Wind Wind_ASCE710_4_X+Y_CW W10 Wind Wind_ASCE710_4_X+Y_CCW W11 Wind Wind_ASCE710_4_X-Y_CW W12 Wind Wind_ASCE710_4_X-Y_CCW E1 Seismic EQ_ASCE710_X_+E_F E2 Seismic EQ_ASCE710_X_-E_F E3 Seismic EQ_ASCE710_Y_+E_F E4 Seismic EQ_ASCE710_Y_-E_F ND1 Notional NL_AISC360_DL_X ND2 Notional NL_AISC360_DL_Y NL1 Notional NL_AISC360_LL_X NL2 Notional NL_AISC360_LL_Y NR1 Notional NL_AISC360_Rf_X NR2 Notional NL_AISC360_Rf_Y Page 2/6 F-20 Foundation Load Summary RAM Manager v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 04:53:23 Frame Column/Brace Loads Col Level Case V x V y P M xx M yy T kip kip kip kip-ft kip-ft kip-ft 1 1st floor D -0.00 -0.00 91.19 -0.00 -0.01 -0.00 ( 0.00, 0.00) Lp 0.00 -0.00 45.80 -0.00 0.00 -0.00 Sp -0.00 -0.00 11.49 -0.00 -0.00 -0.00 W1 -0.04 -0.01 -16.39 -0.03 -0.20 -0.00 W2 -0.01 -0.06 -20.80 -0.29 -0.04 -0.00 W3 -0.03 -0.01 -12.68 -0.04 -0.14 -0.00 W4 -0.03 -0.00 -11.91 -0.00 -0.16 -0.00 W5 -0.01 -0.04 -14.74 -0.17 -0.06 -0.00 W6 -0.00 -0.06 -16.46 -0.27 -0.00 -0.00 W7 -0.04 -0.05 -27.90 -0.24 -0.18 -0.00 W8 -0.03 0.04 3.30 0.20 -0.12 -0.00 W9 -0.02 -0.05 -21.85 -0.23 -0.11 -0.00 W10 -0.04 -0.03 -19.99 -0.13 -0.17 -0.00 W11 -0.01 0.02 1.54 0.10 -0.06 -0.00 W12 -0.03 0.04 3.41 0.20 -0.12 -0.00 E1 -0.17 -0.03 -63.87 -0.13 -0.77 -0.00 E2 -0.18 -0.01 -62.55 -0.06 -0.82 -0.00 E3 -0.03 -0.16 -51.47 -0.72 -0.13 -0.00 E4 -0.01 -0.18 -53.38 -0.82 -0.06 -0.00 ND1 -0.00 -0.00 -0.83 -0.00 -0.01 -0.00 ND2 -0.00 -0.00 -0.69 -0.01 -0.00 -0.00 NL1 -0.00 -0.00 -0.37 -0.00 -0.00 -0.00 NL2 -0.00 -0.00 -0.31 -0.00 -0.00 -0.00 NR1 -0.00 -0.00 -0.29 -0.00 -0.00 -0.00 NR2 -0.00 -0.00 -0.24 -0.00 -0.00 -0.00 2 1st floor D -0.00 -0.00 127.25 -0.00 -0.01 -0.00 ( 0.00, 30.00) Lp -0.00 -0.00 57.41 -0.00 -0.00 -0.00 Sp -0.00 -0.00 13.22 -0.00 -0.00 -0.00 W1 -0.06 -0.01 0.42 -0.04 -0.25 -0.00 W2 -0.01 -0.08 20.14 -0.37 -0.05 -0.00 W3 -0.04 -0.01 1.94 -0.05 -0.19 -0.00 W4 -0.04 -0.00 -1.31 -0.00 -0.19 -0.00 W5 -0.01 -0.05 11.45 -0.22 -0.04 -0.00 W6 -0.01 -0.07 18.75 -0.34 -0.04 -0.00 W7 -0.05 -0.07 15.42 -0.30 -0.23 -0.00 W8 -0.03 0.05 -14.79 0.25 -0.15 -0.00 W9 -0.04 -0.06 15.52 -0.29 -0.17 -0.00 W10 -0.04 -0.04 7.61 -0.16 -0.17 -0.00 W11 -0.03 0.03 -7.13 0.12 -0.12 -0.00 W12 -0.03 0.05 -15.05 0.25 -0.12 -0.00 E1 -0.22 -0.04 3.01 -0.17 -1.00 -0.00 E2 -0.22 -0.02 -2.59 -0.07 -1.00 -0.00 Page 3/6 F-21 Foundation Load Summary RAM Manager v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 04:53:23 Col Level Case V x V y P M xx M yy T E3 -0.03 -0.20 48.14 -0.91 -0.12 -0.00 E4 -0.03 -0.23 56.25 -1.04 -0.12 -0.00 ND1 -0.00 -0.00 0.00 -0.00 -0.01 -0.00 ND2 -0.00 -0.00 0.69 -0.01 -0.00 -0.00 NL1 -0.00 -0.00 -0.00 -0.00 -0.01 -0.00 NL2 -0.00 -0.00 0.30 -0.01 -0.00 -0.00 NR1 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 NR2 -0.00 -0.00 0.24 -0.00 -0.00 -0.00 4 1st floor D -0.00 -0.50 130.13 -2.32 -0.01 -0.00 (25.00, 0.00) Lp 0.00 -0.13 56.27 -0.60 0.00 -0.00 Sp -0.00 0.04 16.27 0.20 -0.00 -0.00 W1 -0.06 -0.01 15.97 -0.04 -0.28 -0.00 W2 -0.01 -0.09 0.66 -0.42 -0.06 -0.00 W3 -0.04 -0.01 10.74 -0.04 -0.19 -0.00 W4 -0.05 -0.00 13.22 -0.01 -0.23 -0.00 W5 -0.02 -0.06 3.29 -0.28 -0.09 -0.00 W6 -0.00 -0.07 -2.29 -0.35 -0.01 -0.00 W7 -0.06 -0.07 12.48 -0.34 -0.26 -0.00 W8 -0.04 0.06 11.48 0.28 -0.16 -0.00 W9 -0.03 -0.06 6.33 -0.29 -0.15 -0.00 W10 -0.05 -0.05 12.38 -0.22 -0.24 -0.00 W11 -0.02 0.04 5.59 0.18 -0.08 -0.00 W12 -0.04 0.05 11.64 0.25 -0.17 -0.00 E1 -0.23 -0.04 60.87 -0.16 -1.08 -0.00 E2 -0.25 -0.02 65.14 -0.11 -1.15 -0.00 E3 -0.04 -0.23 3.33 -1.05 -0.18 -0.00 E4 -0.02 -0.24 -2.87 -1.12 -0.09 -0.00 ND1 -0.00 -0.00 0.82 -0.00 -0.02 -0.00 ND2 -0.00 -0.00 0.00 -0.02 -0.00 -0.00 NL1 -0.00 -0.00 0.37 -0.00 -0.01 -0.00 NL2 -0.00 -0.00 0.00 -0.01 -0.00 -0.00 NR1 -0.00 -0.00 0.29 -0.00 -0.00 -0.00 NR2 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 12 1st floor D -0.00 0.00 122.17 0.00 -0.01 -0.00 (75.00, 60.00) Lp -0.00 0.00 54.95 0.00 -0.00 -0.00 Sp -0.00 -0.00 12.00 -0.00 -0.00 -0.00 W1 -0.06 -0.01 -16.49 -0.03 -0.26 -0.00 W2 -0.01 -0.08 0.63 -0.39 -0.04 -0.00 W3 -0.05 -0.00 -13.61 -0.01 -0.21 -0.00 W4 -0.04 -0.01 -11.12 -0.03 -0.18 -0.00 W5 0.00 -0.07 3.27 -0.32 0.01 -0.00 W6 -0.01 -0.06 -2.32 -0.26 -0.07 -0.00 W7 -0.05 -0.07 -11.89 -0.31 -0.22 -0.00 Page 4/6 F-22 Foundation Load Summary RAM Manager v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 04:53:23 Col Level Case V x V y P M xx M yy T W8 -0.04 0.06 -12.84 0.27 -0.16 -0.00 W9 -0.04 -0.04 -11.94 -0.20 -0.21 -0.00 W10 -0.03 -0.06 -5.89 -0.27 -0.13 -0.00 W11 -0.04 0.05 -12.65 0.24 -0.16 -0.00 W12 -0.02 0.04 -6.60 0.17 -0.08 -0.00 E1 -0.22 -0.02 -64.97 -0.10 -1.03 -0.00 E2 -0.21 -0.03 -60.69 -0.14 -0.97 -0.00 E3 -0.02 -0.22 3.25 -1.01 -0.08 -0.00 E4 -0.04 -0.20 -2.95 -0.94 -0.16 -0.00 ND1 -0.00 -0.00 -0.82 -0.00 -0.01 -0.00 ND2 -0.00 -0.00 0.00 -0.01 -0.00 -0.00 NL1 -0.00 -0.00 -0.37 -0.00 -0.01 -0.00 NL2 -0.00 -0.00 0.00 -0.01 -0.00 -0.00 NR1 -0.00 -0.00 -0.28 -0.00 -0.00 -0.00 NR2 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 14 1st floor D -0.00 0.00 122.09 0.00 -0.01 -0.00 (100.00 , 30.00) Lp -0.00 0.00 56.72 0.00 -0.00 -0.00 Sp -0.00 -0.00 14.02 -0.00 -0.00 -0.00 W1 -0.06 -0.01 0.40 -0.02 -0.25 -0.00 W2 -0.01 -0.09 -21.79 -0.39 -0.05 -0.00 W3 -0.04 0.00 1.93 0.01 -0.19 -0.00 W4 -0.04 -0.01 -1.32 -0.05 -0.19 -0.00 W5 -0.01 -0.08 -20.00 -0.36 -0.04 -0.00 W6 -0.01 -0.05 -12.69 -0.24 -0.04 -0.00 W7 -0.05 -0.07 -16.04 -0.31 -0.23 -0.00 W8 -0.03 0.06 16.65 0.28 -0.15 -0.00 W9 -0.04 -0.04 -8.07 -0.17 -0.17 -0.00 W10 -0.04 -0.07 -15.99 -0.30 -0.17 -0.00 W11 -0.02 0.06 16.44 0.27 -0.12 -0.00 W12 -0.03 0.03 8.53 0.14 -0.12 -0.00 E1 -0.22 -0.02 2.94 -0.07 -1.00 -0.00 E2 -0.22 -0.04 -2.66 -0.17 -1.00 -0.00 E3 -0.03 -0.23 -56.67 -1.04 -0.12 -0.00 E4 -0.03 -0.20 -48.55 -0.90 -0.12 -0.00 ND1 -0.00 -0.00 0.00 -0.00 -0.01 -0.00 ND2 -0.00 -0.00 -0.69 -0.01 -0.00 -0.00 NL1 -0.00 -0.00 -0.00 -0.00 -0.01 -0.00 NL2 -0.00 -0.00 -0.31 -0.01 -0.00 -0.00 NR1 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 NR2 -0.00 -0.00 -0.24 -0.00 -0.00 -0.00 15 1st floor D -0.00 0.00 89.70 0.00 -0.01 -0.00 Page 5/6 F-23 Foundation Load Summary RAM Manager v17.00.00.93 DataBase: 20191105 - MACU Call Center Structure Date: 11/12/19 04:53:23 Col Level Case V x V y P M xx M yy T (100.00 , 60.00) Lp -0.00 0.00 45.45 0.00 -0.00 -0.00 Sp -0.00 -0.00 11.08 -0.00 -0.00 -0.00 W1 -0.04 -0.00 16.08 -0.02 -0.20 -0.00 W2 -0.01 -0.07 21.16 -0.31 -0.03 -0.00 W3 -0.04 0.00 11.68 0.01 -0.17 -0.00 W4 -0.03 -0.01 12.44 -0.04 -0.14 -0.00 W5 0.00 -0.06 16.73 -0.28 0.00 -0.00 W6 -0.01 -0.04 15.01 -0.19 -0.05 -0.00 W7 -0.04 -0.05 27.93 -0.25 -0.18 -0.00 W8 -0.03 0.05 -3.81 0.22 -0.13 -0.00 W9 -0.04 -0.03 20.02 -0.13 -0.16 -0.00 W10 -0.02 -0.05 21.88 -0.24 -0.10 -0.00 W11 -0.03 0.05 -3.79 0.22 -0.13 -0.00 W12 -0.01 0.02 -1.92 0.11 -0.07 -0.00 E1 -0.18 -0.01 62.03 -0.06 -0.82 -0.00 E2 -0.17 -0.03 63.35 -0.13 -0.77 -0.00 E3 -0.01 -0.18 53.41 -0.82 -0.07 -0.00 E4 -0.03 -0.16 51.50 -0.72 -0.13 -0.00 ND1 -0.00 -0.00 0.82 -0.00 -0.01 -0.00 ND2 -0.00 -0.00 0.69 -0.01 -0.00 -0.00 NL1 -0.00 -0.00 0.37 -0.00 -0.00 -0.00 NL2 -0.00 -0.00 0.31 -0.00 -0.00 -0.00 NR1 -0.00 -0.00 0.28 -0.00 -0.00 -0.00 NR2 -0.00 -0.00 0.24 -0.00 -0.00 -0.00 Page 6/6 F-24