Loading...
Specifications (12) PORTISsiti5,,t5ezi,koop Street Denver,' 3Q202 STRUCTURAL DESIGN 720,501,4900 STRUCTURAL CALCULATIONS Specialty Retailer hICEIVED 13125 SW Pacific Highway ni7 Tigard, OR 97223 C11,OF TIGARD PROJECT 16-121 !,41ADINGIMIISION Date: 6/20/17 Prepared For Vega Architecture, LLC 25107 Genesee Trail Road Golden, CO OFFICE COPY PRO g GI NEk-4, <&;?0, ( 3L)P 7z745C-z-OntE5k----- <?•- 88421P /1-7: OF 01 4G /01/12,2.0 JEFFREY I EXPIRES: /2.3/. /7 PORTIS STRUCTURAL DESIGN Specialty Retailer — Tigard, OR Project#16-121 Design Criteria Code: Oregon Structural Specialty Code 2014 Wind: 95 mph(3 sec), Exposure"B" Snow: 25 psf(flat roof) Seismic Design Category: D Allowable Soil Bearing Pressure: 1,500 psf (per geotechnical report) Loading Roof DL=20 psf LL=25 psf+drifting Roof Framing Design Joists: 1) Max span=26'-0" Max spacing= 5'-0" DL= 100 plf, LL= 125 plf Use 18K3 joists, min (attached) 2) Max span =30'-0" Max spacing=5'-0" DL= 100 plf, LL= 125 plf Use 20K3 joists 3) Max span=29'-0" Max spacing=5'-0" DL= 100 plf, LL= 125 plf +drifting Use 20K4 joists 5115 Wynkoop Svr<eet,Suite 360 Denver,CO 80202 oh 720,501,4900 . ;orr©i;ortisdesican.ccsm PORTIS STRUCTURAL DESIGN Roof Beams: 1) Interior Span—worst case Max span=29'-0" DL=580 plf LL= 725 plf Use W18x35 beams (attached) 2) Perimeter Bearing—worst case Max span=24'-0" DL=280 plf LL=600 plf w/drift Use W16x26 beams (attached) Column Check 1) Max Interior Column Reaction DL= 17 kips LL=21 kips Column height= 15'-0"+/- Use HSS5x5x5/16(attached) 2) Max Perimeter Column Reaction DL= 8 kips LL= 16 kips Column height= 15'-0"+/- Use HSS5x5x1/4(attached) Foundation Design 1) Max Interior Column DL= 16 kips LL=20 kips Use 5'-6"x 5'-6"footing(attached) 2) Max Perimeter Column DL=7 kips LL= 13 kips Use 4'-0"x 4'-0"footings (attached) Lateral Design See attached calculation for wind vs seismic comparison and lateral loading summary. Use braced frames at each building side consisting of HSS6x6x1/2 diagonal braces (calculation attached). 1515 Wynkoop Streer,Sul'e 360 m Denyr,CO 80202 ph 72v.501.490i .� ;c>n�.�;p;;riisJesyr.cc>r;s alSTANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS.K-SERIES Based on a 50 ksi Maximum Yield Strength-Loads Shown In Pounds Per Linear Foot(pl€) Jo'SY 1883 1884 18K5 1886 18K7 1889 18K10 24K3 20144 20K5 20K6 20K7 2089 20K10 2284 2285 2286 22K7 22K11 Desrwnation •Depth{1n) ; 17 8 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 27 Approx WE 6.4 7.2 7.7 8.4 8.9 10.1 11,6 6,5 7.2 7,7 8-4 8.9 10.3 11.6 7.3 7.7 8-5 9.3 10.: Span(it.) 18 550 550 550 550 550 550 550 19 514 550 550 550 550 550 550 550 550 550 550 550 550 550 20 463 550 550 550 550 550 550 517 550 550 550 550 550 550 21 ; 420 506 550 550 550 550 550 468 550 550 550 550 550 550 550 550 550 550 550 5..: 22 382 460 518 550 550 550 550 426 514 550 /50 550 550 550 550 550 550 550 550 8 5., 23 349 420 473 516 550 550 550 389 460 529 550 550 550 550 518 550 550 550 550 5. 1.. 24 320 385 434 473 526 550 550 357 430 485 528 550 550 550 475 536 550 550 550 _ - 111 25 294 355 400 435 485 550 550 329 396 446 486 541 550 550 438 493 537 550 550 ..,,_ 26 2 32B 369 402 448 538 550 304 366 412 449 500 550 550 404 455 496 550 750 54' 27 252 303 342 372 415 498 550 281 339 382 416 463 550 550 374 422 459 512 550 5: 28 234 282 318 346 385 463 548 261 315 355 386 430 517 550 348 332 427 475 550 =_r` - 1111 29 218 263 296 322 359 431 511 243 /'293 330 360 401 482 550 324 365 398 443 532 51 110 30 203 245 276 301 335 402 477 227 274 308 336 374 450 533 302 341 371 413 49: 55:. 15 31 190 229 258 281 313 376 446 212 256 289 314 350 421 499 283 319 347 387 465 5522 55: 32 178 215 242 264 294._ �_ 353 418 199 240 271 295 328 395 468 265 299 326 363 436 5'' 34i 33 168 202 228 248 276 332 393 187 226 254 277 309 371 440 249 281 306 341 410 488 34 158 190 214 233 260 312 370 178 212 239 261 290 349 414 235 265 : 288 321 � 386 45* 35 149 179 202 220 245 294 349 166 200 226 246 274 329 390 221 249 272 303 364 432 z;.t 36 141 169 191 208 232 278 330 157 189 213 232 259 311 369 209 238 257 286 344 438 44'- 37 148 179 202 220 245 294 349 198 223 243 271 325 386 3: 38 141 170 191 208 232 279 331 187 211 230 256 308 366 ry 4.. 39 133 161 181 198 220 265 314 178 200 218 243 292 347 :4- 40 127 153 172 186 209 251 298 169 190 207 231 278 330 41 161 181 197 220 264 3,4 351; 42 153 -.-173 188 209 :.252 299 342 43 146 165 179 200 240 285 22 44 139 . 157 171 191 229 22 111 71. ,_, 13$ .1` _ °a„a`.:s.• `i''•-;•:c'.dna t:r- .. , Steel Beam File=c:\Users\Owner\DOCUME-1\FORTIS-1PROJE-1116 -1\16-121-1\ENGINE-11calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#:KW-06011004 Licensee:Fortis Structural Design Description: interior roof beam-worst case CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.58)S(0.725) 40 Span=290ft W18x35 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.580, S=0.7250 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK r Maximum Bending Stress Ratio = 0.827: 1 Maximum Shear Stress Ratio= 0.178 : 1 Section used for this span W18x35 Section used for this span W18x35 I Ma:Applied 137.188 k-ft Va:Applied 18.923 k Mn/Omega:Allowable 165.918 k-ft Vn/Omega:Allowable 106.20 k I Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 14.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.782 in Ratio= 444>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.411 in Ratio= 247>=180 1 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0+H Dsgn.L= 29.00 ft 1 0.367 0.079 60.97 60.97 277.08 165.92 1.00 1.00 8.41 159.30 106.20 +D+L+H Dsgn.L= 29.00 ft 1 0.367 0.079 60.97 60.97 277.08 165.92 1.00 1.00 8.41 159.30 106.20 +D+Lr+H Dsgn.L= 29.00 ft 1 0.367 0.079 60.97 60.97 277.08 165.92 1.00 1.00 8.41 159.30 106.20 +D+S+H Dsgn.L= 29.00 ft 1 0.827 0.178 137.19 137.19 277.08 165.92 1.00 1.00 18.92 159.30 106.20 +D+0.750Lr+0.750L+H Dsgn.L= 29.00 ft 1 0.367 0.079 60.97 60.97 277.08 165.92 1.00 1.00 8.41 159.30 106.20 +D+0.750L+0.750S+H Dsgn.L= 29.00 ft 1 0.712 0.153 118.13 118,13 277.08 165.92 1.00 1.00 16.29 159.30 106.20 +D+0.60W+H Dsgn.L= 29.00 ft 1 0.367 0.079 60.97 60.97 277.08 165.92 1.00 1.00 8.41 159.30 106.20 +D+0.70E+H Dsgn.L= 29.00 ft 1 0.367 0.079 60.97 60.97 277.08 165.92 1.00 1.00 8.41 159.30 106.20 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 29.00 ft 1 0.367 0.079 60.97 60.97 277.08 165.92 1.00 1.00 8.41 159.30 106.20 +D+0.750L+0.750S+0.450W+H Dsgn.L= 29.00 ft 1 0.712 0.153 118.13 118.13 277.08 165.92 1.00 1.00 16.29 159.30 106.20 +0+0.750L+0.750S+0.5250E+1-1 Dsgn.L= 29.00 ft 1 0.712 0.153 118,13 118.13 277.08 165.92 1.00 1.00 16.29 159.30 106.20 +0.60D+0.60W+0.60H Dsgn.L= 29.00 ft 1 0.220 0.048 36.58 36.58 277.08 165.92 1.00 1.00 5.05 159.30 106.20 +0.60D+0.70E+0.601-1 Steel Beam File=c:lUsersl0wner\D000ME-IIPORTIS-1 PROJENERCALCNC.-1\1619832017-111,6-121Buiid:-1\ENGINE-1lcalcs6.17.2.28Ver:6.17.2.28.ec6 #: KW-06011004 Licensee:Portis Structural Design Description: interior roof beam-worst case Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 29.00 ft 1 0.220 0.048 36.58 36.58 277.08 165.92 1.00 1.00 5.05 159.30 106.20 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+5+H 1 1.4106 14.583 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.923 18.923 Overall MINimum 5.046 5.046 +D+H 8.410 8.410 +D+L+H 8.410 8.410 +D+Lr+H 8.410 8.410 +D+5+1-1 18.923 18.923 +D+0.750Lr+0.750L+H 8.410 8.410 +D+0.750L+0.7505+H 16.294 16.294 +D+0.60W+H 8.410 8.410 +D+0.70E+H 8.410 8.410 +D+0.750Lr+0.750L+0.450W+H 8,410 8.410 +D+0.750L+0.750S+0.450W+H 16.294 16.294 +D+0.750L+0.750S+0.5250E+H 16.294 16.294 +0.60D+0.60W+0.60H 5.046 5.046 +0.60D+0.70E+0.60H 5.046 5.046 D Only 8.410 8.410 Lr Only L Only S Only 10.513 10.513 W Only E Only H Only Steel Beam File=c:lUsersI Owner IDOCUME-11PORTIS-11_PROJE_1116_-1116-121-11ENGINE-11calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver6.17 2.28 Lic.# KW-06011004 Licensee::Fortis Structural Desk n Description: perimeter roof beam worst case CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i iD(0.26)S(0.6) Span=29.O ft . W16x26 I I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=0.280, S=0.60 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum BendingStress Ratio Ratio= 0.839. 1 Maximum Shear Stress Ratio- 0.181 : 1 Section used for this span W16x26 Section used for this span W16x26 Ma:Applied 92.510 k-ft Va:Applied 12.760 k Mn/Omega:Allowable 110.279 k-ft Vn/Omega:Allowable 70.509 k Load Combination +D+S+H Load Combination +D+S+H ILocation of maximum on span 14.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.098 in Ratio= 316>=240. Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 Max Downward Total Deflection 1.612 in Ratio= 216 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 29.00 ft 1 0.267 0.058 29.44 29.44 184.17 110.28 1.00 1.00 4.06 117.75 70.51 +D+L+H Dsgn.L= 29.00 ft 1 0.267 0.058 29.44 29.44 184.17 110.28 1.00 1.00 4.06 117.75 70.51 +D+Lr+H Dsgn.L= 29.00 ft 1 0.267 0.058 29.44 29.44 184.17 110.28 1.00 1.00 4.06 117.75 70.51 +D+S+H Dsgn.L= 29.00 ft 1 0.839 0.181 92.51 92.51 184.17 110.28 1.00 1.00 12.76 117.75 70.51 +D+0.750Lr+0.750L+H Dsgn.L= 29.00 ft 1 0.267 0.058 29.44 29.44 184.17 110.28 1.00 1.00 4.06 117.75 70.51 +D+0.750L+0.750S+H Dsgn.L= 29.00 ft 1 0.696 0.150 76.74 76.74 184.17 110.28 1.00 1.00 10.59 117.75 70.51 +D+0.60W+H Dsgn.L= 29.00 ft 1 0.267 0.058 29.44 29.44 184.17 110.28 1.00 1.00 4.06 117.75 70.51 +D+0.70E+H Dsgn.L= 29.00 ft 1 0.267 0.058 29.44 29.44 184.17 110.28 1.00 1.00 4.06 117.75 70.51 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 29.00 ft 1 0.267 0.058 29.44 29.44 184.17 110.28 1.00 1.00 4.06 117.75 70.51 +D+0.750L+0.750S+0.450W+H Dsgn.L= 29.00 ft 1 0.696 0.150 76.74 76.74 184.17 110.28 1.00 1.00 10.59 117.75 70.51 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 29.00 ft 1 0.696 0.150 76.74 76.74 184.17 110.28 1,00 1.00 10.59 117.75 70.51 +0.60D+0.60W+0.60H Dsgn.L= 29.00 ft 1 0.160 0.035 17.66 17.66 184.17 110.28 1.00 1.00 2.44 117.75 70.51 +0.60D+0.70E+0.60H • Steel Bealm File=c:\Users\Owner\DOCUME-1\PORTIS--1\_PROJE-1116 -1\16-121-1\ENGINE-1\calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#:KW-0601 1004 Licensee:Ports Structural Design Description: perimeter roof beam-worst case Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 29.00 ft 1 0.160 0.035 17.66 17.66 184.17 110.28 1.00 1.00 2.44 117.75 70.51 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 1.6117 14.583 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.760 12.760 Overall MINimum 2.436 2.436 +D+H 4.060 4.060 +D+L+H 4.060 4.060 +D+Lr+H 4.060 4.060 +D+S+H 12.760 12.760 +D+0.750Lr+0.750L+H 4.060 4.060 +D+0.750L+0.750S+H 10.585 10.585 +D+0.60W+H 4.060 4.060 +D+0.70E+H 4.060 4.060 +D+0.750Lr+0.7501.+0.450W+H 4.060 4.060 +D+0.750L+0.7505+0.450W+H 10.585 10.585 +D+0.750L+0.7505+0.5250E41 10.585 10.585 +0.60D+0.60W+0.60H 2.436 2.436 +0.60D+0.70E+0.60H 2.436 2.436 D Only 4.060 4.060 Lr Only L Only S Only 8.700 8.700 W Only E Only H Only General Footing File=c:lUsersl0wnerlDOCUME-IIPORTIS-1\_PROJE-1116_-1116121-11ENGINE-t\calcs.ec6 Lic.#:KW,06011004 ENERCALC,INC.1983-2017,Buiid:6.17.2.28,Ver:6:17.2:28 Licensee:Port's Structural Design Description: interior column ftg Code References Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear 0.750 footing Increases based onDepth Analysis Settings P Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Min Allow%Temp Reinf. = 0.00180 Allow press.increase per foot of depth = 0.0 ksf Min.Overturning Safety Factor = 1.0 :1 when footing base is below = 0.0 ft Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear No = 0.0 ft Dimensions Width parallel to X-X Axis = 5.50 ft Length parallel to Z-Z Axis = 5.50 ft Z Footing Thickness = 12.0 in I , Pedestal dimensions... *; x px:parallel to X-X Axis = 10.0 in 4, fi` `zi pz:parallel to Z-Z Axis = 10.0 in _-, , Height = 2.0 in N r , ,-,A-',.4,4444.1%,„,•c, m Rebar Centerline to Edge of Concrete... • k � " - m at Bottom of footing = 3.0 in 2,-9,, n Reinforcing 5's" w Z Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 k Reinforcing Bar Size = # 5 .. \ 4 . 6-.Ns Bare . "-.i+t,c^: ' 6.0 _*.. S.s c Bandwidth Distribution Check (ACI 15.4A.2 �a ., . x-x'ecnon oxmg 6,4o-t ecoon taoliin9 io'x ;;7)'7:-.1`''7' Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 16.0 0.0 0.0 20.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 a0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ftV -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k General Footing File=c'userslOwnerI DOCUME-11PORTIS-11_PROJE-1116._-1116-121-11ENGINE-11calcs.ec6 Lic.#: KW-fl6 Footing ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Description: interior column ftg Licensee:: Port's Structural Design DESIGN SUMMARY Desi.n OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9620 Soil Bearing 1.443 ksf 1.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3485 Z Flexure(+X) 4.598 k-ft 13.192 k-ft +1.20D+0.50L+1.605+1.60H PASS 0.3485 Z Flexure(-X) 4.598 k-ft 13.192 k-ft +1,20D+0.50L+1.605+1.60H PASS 0.3485 X Flexure(+Z) 4.598 k-ft 13.192 k-ft +1.20D+0.50L+1.605+1.60H PASS 0.3485 X Flexure(-Z) 4.598 k-ft 13.192 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2967 1-way Shear(+X) 24.378 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.2967 1-way Shear(-X) 24.378 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2967 1-way Shear(+Z) 24.378 psi 82.158 psi +1.20D+0,50L+1.60S+1.60H PASS 0.2967 1-way Shear(-Z) 24.378 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4138 2-way Punching 67.995 psi 164.317 psi +1.20D+0.50L+1.605+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.7814 0.7814 n/a n/a 0.521 X-X,+D+L+H 1.50 n/a 0.0 0.7814 0.7814 n/a n/a 0.521 X-X.+D+Lr+H 1.50 n/a 0.0 0.7814 0.7814 n/a n/a 0.521 X-X,+D+S+H 1.50 n/a 0.0 1.443 1.443 n/a n/a 0.962 X-X.+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.7814 0.7814 n/a n/a 0.521 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.277 1.277 n/a n/a 0.851 X-X,+D+0.60W+H 1.50 n/a 0.0 0.7814 0.7814 n/a n/a 0.521 X-X,+D+0.70E+H 1.50 n/a 0.0 0.7814 0.7814 n/a n/a 0.521 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.7814 0.7814 n/a n/a 0.521 X-X,+D+0.750L+0.7505+0.450W+H 1.50 n/a 0.0 1.277 1.277 n/a n/a 0.851 X-X.+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.277 1.277 n/a n/a 0.851 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4688 0.4688 n/a n/a 0.313 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4688 0.4688 n/a n/a 0.313 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.7814 0.7814 0.521 IL+D+L+H 1.50 0.0 n/a n/a n/a 0.7814 0.7814 0.521 Z-Z.+D+Lr+H 1.50 0.0 n/a n/a n/a 0.7814 0.7814 0.521 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 1.443 1.443 0.962 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.7814 0.7814 0.521 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.277 1.277 0.851 Z-Z.+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.7814 0.7814 0.521 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7814 0.7814 0.521 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.7814 0.7814 0,521 Z-Z.+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.277 1.277 0.851 Z-Z,+D+0.750L+0.7505+0.5250E+H 1.50 0.0 n/a n/a n/a 1.277 1.277 0.851 Z-Z.+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4688 0.4688 0.313 Z-Z.+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4688 0.4688 0.313 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding General Footing File=c:lUserslOwner1DOCUME-1\PORTIS-11_PROJE-1116__-1116.121-11ENGINE-1lcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#:KW-06011004 Licensee: Perlis Structural Design Description: interior column ftg Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 in^2 inA2 k-ft X-X,+1.40D+1.60H 2.006 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK • General FOOt!!1 File=caUsers\OwneriDOCUME-11PORTIS-11_PROJE-1116 -1116-121-11ENGINE-1\calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#:KW-06011004 Licensee: Portis Structural Design Description: interior column ftg Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 in"2 k-ft X-X,+1.40D+1.60H 2.006 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.719 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 1.719 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.619 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X.+1.20D+1.60L+0.50S+1.60H 2.619 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.719 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.719 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.719 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.719 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.598 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+1.60S+1.60H 4.598 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.598 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+1.60S+0.50W+1.60H 4.598 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.719 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.719 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.619 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.619 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 2.079 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 2.079 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+0.90D+W+0,90H 1.289 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+0.90D+W+0,90H 1.289 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+0.90D+E+0.90H 1.289 +Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK X-X,+0.90D+E+0.90H 1.289 -Z Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.40D+1.60H 2.006 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.40D+1,60H 2.006 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.719 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.719 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.619 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60L+0.50S+1,60H 2.619 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.719 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.719 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.719 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.719 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 4.598 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 4.598 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 4.598 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 4.598 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.719 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.719 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.619 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.619 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 2.079 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 2.079 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+0.90D+W+0,90H 1.289 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+0.90D+W+0.90H 1.289 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+0.90D+E+0.90H 1.289 -X Bottom 0.2592 Min Temp% 0.3382 13.192 OK Z-Z,+0.90D+E+0.90H 1.289 +X Bottom 0.2592 Min Temp% 0.3382 13.192 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1,60H 10.63 psi 10.63 psi 10.63 psi 10.63 psi 10.63 psi 82.16 psi 0.13 0.00 +1.20D+0,50Lr+1.60L+1.60H 9.12 psi 9.12 psi 9.12 psi 9.12 psi 9.12 psi 82.16 psi 0.11 0.00 +1.20D+1.60L+0.50S+1.60H 13.88 psi 13.88 psi 13.88 psi 13.88 psi 13.88 psi 82.16 psi 0.17 0.00 +1.20D+1.60Lr+0.50L+1.60H 9.12 psi 9.12 psi 9.12 psi 9.12 psi 9.12 psi 82.16 psi 0.11 0.00 +1.20D+1.60Lr+0.50W+1.60H 9.12 psi 9.12 psi 9.12 psi 9.12 psi 9.12 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+1.605+1.60H 24.38 psi 24.38 psi 24.38 psi 24.38 psi 24.38 psi 82.16 psi 0.30 0.00 +1.20D+1.60S+0.50W+1.60H 24.38 psi 24.38 psi 24.38 psi 24.38 psi 24.38 psi 82.16 psi 0.30 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 9.12 psi 9.12 psi 9.12 psi 9.12 psi 9.12 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+0.50S+W+1.60H 13.88 Psi 13.88 psi 13.88 psi 13.88 psi 13.88 psi 82.16 psi 0.17 0.00 +1.20D+0.50L+0.20S+E+1.60H 11.02 psi 11.02 psi 11.02 psi 11.02 psi 11.02 psi 82.16 psi 0.13 0.00 +0.90D+W+0.90H 6.84 psi 6.84 psi 6.84 psi 6.84 psi 6.84 psi 82.16 psi 0.08 0.00 +0.90D+E+0.90H 6.84 psi 6.84 psi 6.84 psi 6.84 psi 6.84 psi 82.16 psi 0.08 0.00 General Footing File=c:lUsersl0wnerIDOCUME-1\PORTS-11 PROJE-116_-1116-121-11ENGINE-1lcaks.ec6 ENERCALC,INC.19832017,Build6.17.2.28,Ver:617.2.28 Lic.#: KW-06011004 Licensee Portis Structural Design Description: interior column ftg Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 29.66 psi 164.32psi 0.1805 OK +1.20D+0.50Lr+1.60L+1.60H 25.42 psi 164.32psi 0.1547 OK +1.20D+1.60L+0.50S+1.60H 38.73 psi 164.32psi 0.2357 OK +1.20D+1.60Lr+0.50L+1.60H 25.42 psi 164.32psi 0.1547 OK +1.20D+1.60Lr+0.50W+1.60H 25.42 psi 164.32psi 0.1547 OK +1.20D+0.50L+1.60S+1.60H 68.00 psi 164.32psi 0.4138 OK +1.20D+1.60S+0.50W+1.60H 68.00 psi 164.32psi 0.4138 OK +1.20D+0.50Lr+0.50L+W+1.60H 25.42 psi 164.32psi 0.1547 OK +1.20D+0.50L+0.50S+W+1.60H 38.73 psi 164.32psi 0.2357 OK +1.20D+0.50L+0.20S+E+1.60H 30.74 psi 164.32psi 0.1871 OK +0.90D+W+0,90H 19.07 psi 164.32psi 0.116 OK +0.90D+E+0.90H 19.07 psi 164.32psi 0.116 OK General Footing File=c:lUsers1Owner1DOCUME-11PORTIS-11 PROJE-1116_-1116-121-11ENGINE-11calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.#: KW-06011004 Licensee:Portis Structural Desi•n Description: perimeter column ftg Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear No = 0.0 ft Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... 54 x px:parallel to X-X Axis = 10.0 in b: pz:parallel to Z-Z Axis = 10.0 in Height = 2.0 in Rebar Centerline to Edge of Concrete... N a at Bottom of footing = 3.0 in I II 2�-0" n Reinforcing 4i0„ y w Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 .- ,¢. k ReinforcingBar Size = \ 'F-_ _ ... ,iTkA4rts,,, '' 3-M5�= r -, .f" '§' 5-tl 5S.. -:``sem ', Bandwidth Distribution Check ACI 15.4.4.2 Direction Requiring Closer Separation n/a ` `1-' ' 4x �LOaIngto:r " a 41VecilontOolein® "1.;( #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 7.0 0.0 0.0 13.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k • General Footing File=c:\Users\OwnerIDOCUME-IIPORTIS-11_PROJE-1116_-1116-121-11ENGINE-11calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic,#: KW-06011004 Licensee Ports Structural Design Description: perimeter column ftg DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 1.50 ksf 1.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1517 Z Flexure(+X) 2.280 k-ft 15.031 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.1517 Z Flexure(-X) 2.280 k-ft 15.031 k-ft +1.20D+0.50L+1.605+1.60H PASS 0.1517 X Flexure(+Z) 2.280 k-ft 15.031 k-ft +1.20D+1.605+0.50W+1.60H PASS 0.1517 X Flexure(-Z) 2.280 k-ft 15.031 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1777 1-way Shear(+X) 14.599 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1777 1-way Shear(-X) 14.599 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1777 1-way Shear(+Z) 14,599 psi 82.158 psi +1.20D+0.50L+1.605+1.60H PASS 0.1777 1-way Shear(-Z) 14.599 psi 82.158 psi +1.20D-+0.50L+1.605+1.60H PASS 0.2176 2-way Punching 35.747 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.6877 0.6877 n/a n/a 0.459 X-X,+D+L+H 1.50 n/a 0.0 0.6877 0.6877 n/a n/a 0.459 X-X,+D+Lr+H 1.50 n/a 0.0 0.6877 0.6877 n/a n/a 0.459 X-X,+D+S+H 1.50 n/a 0.0 1.50 1.50 n/a n/a 1.000 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.6877 0.6877 n/a n/a 0.459 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.297 1.297 n/a n/a 0.865 X-X,+D+0.60W+H 1.50 n/a 0.0 0.6877 0.6877 n/a n/a 0.459 X-X,+D+0.70E+H 1.50 n/a 0.0 0.6877 0.6877 n/a n/a 0.459 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.6877 0.6877 n/a n/a 0.459 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.297 1.297 n/a n/a 0.865 X-X,+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 1.297 1.297 n/a n/a 0.865 X-X.+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.4126 0.4126 n/a n/a 0.275 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4126 0.4126 n/a n/a 0.275 Z-Z.+D+H 1.50 0.0 n/a n/a n/a 0.6877 0.6877 0:459 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.6877 0.6877 0.459 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.6877 0.6877 0.459 Z-Z.+D+S+H 1.50 0.0 n/a n/a n/a 1.50 1.50 1,000 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.6877 0.6877 0.459 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.297 1.297 0.865 Z-Z.+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.6877 0.6877 0.459 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.6877 0.6877 0.459 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.6877 0.6877 0,459 Z-Z,+D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a n/a n/a 1.297 1.297 0.865 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.297 1.297 0.865 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.4126 0.4126 0.275 Z-Z.+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4126 0.4126 0.275 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability` All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding • General Footing File=c:UserslOwner\DOCUME-11PORTIS-11_PROJE-1116_-1116-121-1\ENGINE-1lcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28 Lic.# KW-06011004 Licensee:Port's Structural Desi*n Description: perimeter column ftg Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X.+1.40D+1.60H 0.7593 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK General Footing File=c:IUsers\Owner1DOCUME-1\FORTIS-1LPROJE-1116 -1116-121-1\ENGINE-1\calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.2.28,Vet:6.17.2.28 Lic.#:KW-06011004 Licensee: Portis Structural Design Description: perimeter column ftg Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.7593 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6508 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6508 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.160 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.160 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6508 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 0.6508 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.6508 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.6508 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.280 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.280 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.280 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.280 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6508 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6508 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.160 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.160 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.8545 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0,50L+0.20S+E+1.60H 0.8545 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+0.90D+W+0.90H 0.4881 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+0.90D+W+0.90H 0.4881 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+0.90D+E+0.90H 0.4881 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+0.90D+E+0.90H 0.4881 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.40D+1.60H 0.7593 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.40D+1.60H 0.7593 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6508 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6508 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.160 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.160 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6508 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6508 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.6508 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.6508 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.280 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.280 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.280 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.280 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.6508 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6508 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.160 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.160 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+0.20S+E+1.601-1 0.8545 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.8545 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+0.90D+W+0.90H 0.4881 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+0.90D+W+0.90H 0.4881 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+0.90D+E+0.90H 0.4881 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+0.90D+E+0.90H 0.4881 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu rI Phi*Vn Status +1.40D+1.60H 4.86 psi 4.86 psi 4.86 psi 4.86 psi 4.86 psi 82.16 psi 0.06 0.00 +1.20D+0.50Lr+1.60L+1.60H 4.17 psi 4.17 psi 4.17 psi 4.17 psi 4.17 psi 82.16 psi 0.05 0.00 +1.20D+1.60L+0.50S+1.60H 7.43 psi 7.43 psi 7.43 psi 7.43 psi 7.43 psi 82.16 psi 0.09 0.00 +1.20D+1.60Lr+0.50L+1.60H 4.17 psi 4.17 psi 4.17 psi 4.17 psi 4.17 psi 82.16 psi 0.05 0.00 +1.20D+1.60Lr+0.50W+1.60H 4.17 psi 4.17 psi 4.17 psi 4.17 psi 4.17 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+1.60S+1.60H 14.60 Psi 14.60 psi 14.60 psi 14,60 psi 14.60 psi 82.16 psi 0.18 0.00 +1.20D+1.60S+0.50W+1.60H 14.60 psi 14.60 psi 14.60 psi 14.60 psi 14.60 psi 82.16 psi 0.18 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 4.17 psi 4.17 psi 4.17 psi 4.17 psi 4.17 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+0.50S+W+1.60H 7.43 psi 7.43 psi 7.43 psi 7.43 psi 7.43 psi 82.16 psi 0.09 0.00 +1.20D+0.50L+0.20S+E+1.60H 5.47 psi 5.47 Psi 5.47 psi 5.47 Psi 5.47 psi 82.16 psi 0.07 0.00 +0.90D+W+0,90H 3.13 psi 3.13 psi 3.13 psi 3.13 psi 3.13 psi 82.16 psi 0.04 0.00 +0.90D+E+0.90H 3.13 psi 3.13 psi 3.13 psi 3.13 psi 3.13 psi 82.16 psi 0.04 0.00 General Footing File=c:\Users\Owner\DOCUME-1\PORTIS-flPROJE-1116 -1116-121-11ENGINE-1\eales.ec6 ENERCALC,INC.1983-2017,Build:6:17.2.28,Ver:6.17.2.28 Lic.#:KW-06011004 Licensee:Pontis Structural Design Description: perimeter column ftg Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 11.90 psi 164.32psi 0.07244 OK +1.20D+0.50Lr+1.60L+1.60H 10.20 psi 164.32psi 0.0621 OK +1.20D+1.60L+0.50S+1.60H 18.19 psi 164.32psi 0.1107 OK +1.20D+1.60Lr+0.50L+1.60H 10.20 psi 164.32psi 0.0621 OK +1.20D+1.60Lr+0.50W+1.60H 10.20 psi 164.32psi 0.0621 OK +1.20D+0.50L+1.60S+1.60H 35.75 psi 164.32osi 0.2176 OK +1.20D+1.60S+0.50W+1.60H 35.75 psi 164,32psi 0.2176 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.20 psi 164.32psi 0.0621 OK +1.20D+0.50L+0.50S+W+1.60H 18.19 psi 164.32psi 0.1107 OK +1.20D+0.50L+0.20S+E+1.60H 13.40 osi 164.32Dsi 0.08153 OK +0.90D+W+0.90H 7.65 psi 164.32 psi 0.04657 OK +0.90D+E+0.90H 7.65 psi 164.32psi 0.04657 OK