Loading...
HomeMy WebLinkAboutDOC-2017-Structural Calculations -Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 CS2018 ver 2018.08.11 SEP 2 CI"rY OF ANACORTES �oB TITLE 30th Street Hotel �oB No. 17-091 CALCULATED BY SR CHECKED BY STRUCTURAL CALCULATIONS FOR 30th Street Hotel Q and 30th Street, Anacortes, WA CODE International Building Code 2015 LOADS Floor DL = 40 PSF, LL = 40 PSF Roof DL = 25 PSF, Snow = 25 PSF (uniform) / Is = 1 Wind 130mph / Exp C / Iw =1 Seismic Ss=109.3%g / S1=43.3%g / R =6.5 / SDC=D / le =1 SHEET No. DATE 8/28/17 DATE www.struware.com !r "�N R R� 1,F WASy�N�� �ClURAL 0G\ 4� CNAL �N� EXPIRES APRIL 29, 2019 SOILS Basis: Geotech report: GeoTest Services Inc, Job No, 18-0218, May 7, 2018 Allowable Bearing Stress: 2500 PSF Soil Equivalent Fluid Pressure: 35 PCF (Active) 250 PCF (Passive) Surcharge Load non -yielding: 50% Surcharge Load yielding: 35% DESCRIPTION Conventional light wood frame construction, commercial building is three-story multi family residential structure,1:12 sloped TJI roof rafters, GLB ridge, post -tensioned concrete podium structure, with first floor on grade, basement level, continuous wall and column footings. Index Page Item 1-2 Design Criteria 3-9 Wind Design Loads 10 Snow Loads 11-12 13-16 17-51 52-65 66-132 133-168 167-183 184-255 256-276 277-288 289-331 Seismic Design Loads Gravity LoadsCode Summary , STABS - ASCE Design Criteria & Modeling STABS Modeling Reactions, Stress Diagram, Load combinations STABS Design: Frames, Slab, Column; Foundation Design Post -tensioned slab, rebar slab, Post -tensioned Beam Designs STABS Design: Shearwall Wood Gravity Design Wood Lateral Design Wood Connections Appendix Geotechnical Report, Post -Tension Design Appendix Schemmer Consulting Group 9/12/18 1 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Code Search Code: International Building Code 2015 Occupancy: Occupancy Group = R Residential Risk Category &Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 1.0 hr Floor = 1.0 hr Building Geometry: Roof angle (9) 0.25 / 12 Building length (L) 149.8 ft Least width (B) 57.0 ft Mean Roof Ht (h) 39.3 ft Parapet ht above grd 41.3 ft Minimum parapet ht 2.0 ft Live Loads: 1.2 deg Job TITLE 30th Street Hotel JOB NO. 17-091 CALCULATED BY SR CHECKED BY Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Awnings and canopys -non fabric 20 psf Floor• Typical Floor 40 psf Partitions 15 psf Lobbies & first floor corridors 100 psf SHEET NO. DATE DATE 8/28/17 www.struware.com Schemmer Consulting Group JOB TITLE 30th Street Hotel 301 30th St, Suite C Anacortes, WA JOB NO. 17-091 _ SHEET NO. _ 360 293-9006 CALCULATED BY SR DATE 8/28/17 CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 130 mph Nominal Wind Speed 100.7 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/418 Directionality (Kd) 0.85 Kh case 1 1.040 Kh case 2 1.040 Type of roof Monoslope T0000raohic Factor (Kzt Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.00 Ki = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KiKZK3)A2 = 1.00 Gust Effect Factor h = 39.3 ft B = 57.0 ft /z (0.6h) = 23.6 ft Rigid Structure f = 500 ft Zmin = 15 ft c = 0.20 9Q, 9v = 3A LZ = 467.5 ft Q = 0.90 Iz = 0.21 G = 0.87 use G = 0.85 H< 15ft;exp C :. Kzt=1.0 ESCARPMENT V(F) Speed-up fa 2D RIDiiE er 3D A]CI3YMMETRICAL HILL < 1 Hz (T > 1 second). Flexible structure if natural frequency If building h/B>4 then may be flexible and should be investigated. h/B = 0.69 Rigid structure (low rise bldg) G = 0.85 Using rigid structure default Flexible or Dvnamicallv Sensitive Structure 34icy (n�) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 Vz = 117.7 N, = 0.00 Rn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 h = 39.3 ft Enclosure Classification 9/12/18 Schemmer Ca>Tsrnilrrg-G 3 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Wind Loads - MWFRS all h (Except for Oq@n Bungs �06 TITLE 30th Street Hotel loe No. 17-091 CALCULATED BY SR CHECKED BY 39.3 ft GCpi = +/-0.18 Base pressure (qh) = 38.2 psf ridge ht = 39.9 ft G = 0.85 Roof Angle (0) = 1.2 deg L = 149.8 ft qi = qh Roof tributary area - (h/2)*L: 2943 sf B = 57.0 ft (h/2)*B: 1120 sf Ultimate Wind Surface Pressures (Dsf) SHEET NO. DATE 8/28/17 DATE Surface B/L Wind Normal to Ridge = 0.38 h/L = 0.69 Wind L/B = Parallel to 2.63 Ridge h/L = 0.26 Cp ghGCp w/+gIGCpi w/-ghGCpi Dist.* Cp QnGCp w/+q;GCp; w/-ghGCpi Windward Wall (WW) 0.80 26.0 see table below 0,80 26.0 see table below Leeward Wall (LW) -0.50 =16.2 -23.1 -9.4 -0,27 -8.7 -15.6 -1.8 Side Wall (SW) -0.70 -22.7 -29.6 -15.9 -0.70 -22.7 -29.6 -15.9 Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.95 -31.0 -37.9 -24.1 0 to h/2* -0.90 -29.2 -36.1 -22.4 h/2 to h* -0.82 -26.8 -33.7 A 9.9 h/2 to h* .0.90 -29.2 -36.1 -22.4 h to 2h* -0.58 A 8,71 =25,60 -11.83 h to 2h* -0.50 -16.2 -23.1 -9.4 > 2h* -0.30 -9.7 AM -2.9 Pos/min windward roof press. -0.18 -5.8 -12.7 1.0 Min press. -0.18 -5.8 -12.7 1.0 "Hoot angle < 10 degrees, I heretore, leeward root ressure zones is included in windward roof p. Windward Wall z I Kz I Kzt gzGCp w/+q GCp; w/-ghGCp; 0 to 15' 0.85 1.00 21.2 14.3 20.0 ft 0.90 1.00 22.6 15.7 25.0 ft 0.95 1.00 23.6 16.8 30.0 ft 0.98 1,00 24.6 17.7 h= 39.3 ft 1.04 1,00 26.0 19.1 ridge = 39.9 ft 1.04 1,00 26.1 19.2 *Horizontal distance from windward edge mbined WW + LW Normal � Parallel Ridge I to Ridge 29.4 38.8 31.3 30.5 39.9 32.4 31.4 40.8 33.3 32.9 42.2 34.7 33.0 42.3 34.8 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 41.3 ft 1.05 1.00 38.6 Windward parapet: 58.0 psf (GCpn = +1.5) Leeward parapet: -38.6 psf (GCpn = -1.0) Windward roof overhangs (add to windward roof pressure) 26.0 psf (upward) For monoslope roofs, entire roof surface is either windward or leeward surface. 0 SVl L 9/12/18 Schemmer Consulting Group 4 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293=9006 roe TITLE 30th Street Hotel JOB No. 17-091 CALCULATED BY SR CHECKED BY Wind Loads -MWFRS h<_so (Low-rise Buildings) except for open buildings SHEET NO. DATE 8/28/17 DATE Kz = Kh (case 1) = 1.04 Edge Strip (a) = 5.7 ft Base pressure (qh) = 38.2 psf End Zone (2a) = 11.4 ft GCpi = +/-0.18 Zone 2 length = 28.5 ft Wind Pressure Coefficients CASE A CASE B 8=1.2deg 2w/-GCpi Surface GCpf w/-GCpi w/+GCpi GCpf w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 22.2 8.4 2 -19.5 -33.3 -19.5 -33.3 3 -7.3 -21.0 -7.3 -21.0 4 4.2 -18.0 -10.3 -24.1 5 22.2 8A 6 4.2 -1 8.0 1 E 30.2 16A -11.5 -25.2 2E -34.0 47.8 -34.0 -47.8 3E -13.4 -27.1 -13.4 -27.1 4E -9.6 -23.3 -11.5 -25.2 5E 30.2 16A 6E -9.6 -23.3 Parapet Windward parapet = 58.0 psf (GCpn = +1.5) Leeward parapet = -38.6 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (Psf Transverse direction (normal to L) Interior Zone: Wall 26.4 psf Roof -12.2 psf ** End Zone: Wall 39.8 psf Roof -20.6 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 26.4 psf End Zone: Wall 39.8 psf * NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 26.8 psf (upward) add to windward roof pressure Schemmer Consulting Group 9/12/18 5 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293=9006 �06 TITLE 30th Street Hotel V06 NO. 17-091 CALCULATED BY SR CHECKED BY Wind Loads - h<_60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) _ GCpi = Roof Angle (6) _ 38.2 psf +/-0.18 Enclosed bldg, procdure doesn't apply 1.2 deg II =; xUW� SHEET NO. DATE DATE 8/28/17 ASCE 7-1ti procedure 6= # of frames (n) _ Solid are of end wall including fascia (As) _ Roof ridge height = Roof eave height = Total end wall area if soild (Ae) = Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward-(GCpf)leeward] KB Ks Solidarity ratio (0) _ n = KB = KS = Zones 5 & 6 area = 5E & 6E area = (GCpf) windward - (GCpf) leeward] _ p= Total force to be resisted by MWFRS (F) _ 0.665 5 0.8 1.345 2,032.2 sf 224.9 sf 0.725 29.8 psf 57.0 ft 5 1,50 ).0 sf 39.9 ft 39.3 ft 2,257.0 sf 67.3 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. 9/12/18 Schemmer Consulting Group 6 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 iads -Components & Cladding Kh (case 1) = 1.04 IF, Base pressure (qh) = 38.2 psf a = 5.7 ft Minimum parapet ht = 2.0 ft GCpi = +/-0.18 Roof Angle (8) = 1.2 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1&� Overhang Zone' Para et qp = 38.6 psf doe TITLE 30th Street Hotel JOB No, 17-091 CALCULATED BY SR CHECKED BY SHEET NO, DATE D ATE Ultimate Wind Pressures GCp +/- pi Surface Pressure (psf) 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf -1,18 -1,98 -2.98 0,48 -1.11 -1.49 -1.79 0.41 -1.08 -1.28 -1.28 0,38 -1.08 -1.28 -1.28 0,38 -45.1 -75.7 -113.9 18A -42A -57.0 -68A 16.0 -41.3 -48.9 -48.9 16.0 -41.3 -48.9 -48.9 16.0 -1.7 -2.8 -1.63 -1 A -1.6 -0.8 -1.1 -0.8 -65.0 -107.1 -62.3 -53.5 -61.2 -30.6 -42.1 -30.6 C, Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Note: GCp reduced by 10% due to roof angle <= 10 deg. wemany piessuics ui uic iauM auwo aoauuic al uuciiia) Ni waui��111..1�11. k....r,j .., ...., Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 6.9 psf) Solid Parapet Pressure u ace ressure ps 10 Si 20 sf 50 sf 100 sf 200 sf 500 sf 717 A: Zone Zone 3 : 143.0 121.3 . 92.8 71 A 69.3 66.8 SSE B: Edge Corner zones 2 : zones 3 : -73.0 1 -83.5 -69.3 -77.9 64.4 -70.6 60.7 -65.0 57.0 -59.5 52.2 -52.2 GCp +/- GCpi Surface Pressure (psfj 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf -1.44 1,08 -1.12 0,92 -1,03 0,87 -0.90 0,81 55.1 41.3 -42.9 35.2 -39.2 33,4 -34A 31.0 8/28/17 User input 75 sf 300 sf 41.8 -41.3 52.3 -48.9 57A -48.9 16.0 16.0 61.7 -48.1 40A -30.6 User input 40 sf 99.7 -65.6 -72.4 User input 50 sf 200 sf 40,5 -46.6 -39.2 37.0 33.4 Schemmer Consulting Group 9/12/18 7 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 :1 Roofs w/ 0 <_ 10° and all walls h>60' uos TITLE 30th Street Hotel �06 No. 17-091 CALCULATED BY SR CHECKED BY Location of C&C Wind Pressure Zones - ASCE 7-10 &earlier I I l l I I I Monoslope roofs h <_ 60' & alt design h<90' !�l Walls h <_ 60' Gable, Sawtooth and & alt design h<90Multispan Gable 65 7 degrees & Monoslope < 3 degrees h 5 60' & alt design h<90' Multispan Gable & Gable 7° < 0 5 45° Stepped roofs 0 <_ 3° h _< 60' & alt design h<90' SHEET NO. DATE 8/28/17 DATE I I I ~J 12 I I I I 101 Monoslope roofs h <_ 60' & alt design h<90' Sawtooth 10° < 6 <_ 45° h <_ 60' & alt design h<90' 9/12/18 Schemmer Consulting Group 8 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Roofs w/ B <_ 10° and all walls h > 60' Monoslope roofs h <_ 60& alt design h<90' Job TITLE 30th Street Hotel JOB NO, 17-091 CALCULATED BY SR CHECKED BY Location of C&C Wind Pressure Zones - ASCE 7-16 Walls h <_ 60' & alt design Multispan Gable & Stepped roofs B <_ 3° h <_ 60' & alt design h<90' SHEET NO, DATE D ATE 8/28/17 a 0 2 I 0 I -- - -1 WL --� l a I � � 7 1(1F I 2 `)1 10 ' 'mot I I Gable, Sawtooth and Multispan Gable 0 < 7 degrees & Monoslope < 3 degrees h <_ 60' & alt design h<90' Monoslope roofs 3°<B<10° h <_ 60' & aft design h<90' Sawtooth 10° < 6 <_ 45° h <_ 60' & alt design h<90' Schemmer Consulting Group 9/12/18 9 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Job TITLE )UMStreet Hotel JOB NO. 17-091 SHEET NO. CALCULATED BY SR DATE 8/28/17 CHECKED BY DATE SnoWad : ASCE 7-10 Nominal now Forces Roof slope = 1.2 deg Horiz. eave to ridge dist (W) = 28.5 ft Roof length parallel to ridge (L) = 149.8 ft Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.2 Pf = 0.7*Ce*Ct*I*Pg = 21.0 psf Unobstructed Slippery Surface no Sloped -roof Factor Cs = 1.00 Balanced Snow Load = 21.0 psf Near ground level surface balanced snow load = 25.0 psf Rain on Snow Surcharge Angle 0.57 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 21.0 psf Minimum Snow Load Pm = 20.0 psf NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow Uniform Roof Design Snow Load = 21.0 psf load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Unbalanced Snow Loads - for Hip & Gable roofs only Required if slope is between 7 on 12 = 30.26 deg and 2.38 deg = 2.38 deg Unbalanced snow loads are not required Windward snow load = 21.0 psf Leeward snow load = 21.0 psf Windward Snow Drifts 1 -Aaainst walls. parapets. etc Upwind fetch lu = 220.0 ft Projection height h = 5.2 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd = 3.61 ft he = 3.98 ft he/hb >0.2 = 3.3 Therefore, design for drift Drift height (hd) = 3.61 ft Drift width w = 14.44 ft Surcharge load: pd = y*hd = 62.3 psf Balanced Snow load: = 21.0 psf 83.3 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu = 160.0 ft Projection height h = 4.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.22 ft hd = 3.13 it he = 2.78 ft he/hb >0.2 = 2.3 Therefore, design for drift Drift height (hc) = 2.78 ft Drift width w = 14.11 ft Surcharge load: pd = y*hd = 48.0 psf Balanced Snow load: = 21.0 psf 69.0 psf 9/12/18 Schemmer Consulting Group 10 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Seismic Loads: IBC 2015 Risk Category : II Importance Factor (1) : 1.00 Site Class : D Ss (0.2 sec) = 167.00 %g S1 (1.0 sec) = 20.00 %g Fa = 1.000 Fv = 2.000 Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 5 cos TITLE 30th Street Hotel Io6 NO. 17-091 CALCULATED BY CHECKED BY SHEET NO. DATE8/28/17 DATE Strength Level Forces Sms = 1.670 SDs = 1.113 Design Category = D Sm1 = 0.400 SDI = 0.267 Design Category = D Structure Type: All other building system: Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: No Building System: Structural steel systems not specifically detailed for seismic resistance Seismic resisting system: Structural steel systems not specifically detailed for seismic resistance System Structural Height Limit: System not permitted for this seismic design category Actual Structural Height (hn) =39.9 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 3 Over -Strength Factor (f2o) = 3 Deflection Amplification Factor (Cd) 3 SIDS= 1.000 (Sds modified for Cs & Ev calculation since Sol = 0.267 regular structure, T<=0.5 and <= 5 stories Seismic Load Effect (E) = Eh +/-Ev = p C£ +/- 0.2SDs D = 1.3Qe +/- 0.223D Special Seismic Load Effect (Em) = Emh +/- Ev = Do CE +/- 0.2SDs D = 3Qe +/- 0.223D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Building period coef. (CT) _ Approx fundamental period (Ta) User calculated fundamental period (T) _ Long Period Transition Period (TL) _ Seismic response coef. (Cs) need not exceed Cs = but not less than Cs = USE Cs = Model &Seismic Response Analysis ALLOWABLE STORY DRIFT Permittec 0.020 CThn" _ ASCE7 map = SDsI/R = 0.318 sec x= 0.75 sec error 0.333 Q E =horizontal seismic forc< D =dead loac Tmax = CuTa = 0.455 Use T = 0.318 Sd1 0.000 I TURT"2 = 0.044Sdsl = 0.044 0.044 Design Base Shear V = error, you need to enter TL (see link to right - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift Da = 0.020hsx where hsx is the story height below level x 9/12/18 Schemmer Consulting Group 11 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 29M006 JOB TITLE 30th Street Hotel JOB NO. 17-091 SHEET NO. CALCULATED BY SR CHECKED BY DATE DATE Seismic Loads - C011t.: Strength Level Forces Seismic Design Category (SDC)= D le = 1.00 CONNECTIONS Sds = 1.113 Force to connect smaller portions of structure to remainder of structure Fp = 0,133SdswP = 0,148 wp or Fp = 0.05wp = 0.05 wp Use Fp = 0,15 wp wP = weight of smaller portion Beam girder or truss connection for resisting horizontal force parallel to member FP = no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = not less than 0.2KaleWp Flexible diaphragm span Lf = Enter Lf to calculate Fp for flexible diaphragm Fp=0.4SdskaleWp = 0.445 Wp, but not less than 0.2Wp (rigid diaphragm) ka= 1 Fp = 0.445 Wp but Fp shall not be less than 5 psf MEMBER DESIGN Bearing Walls and Shear Walls (out of plane forcel Fp = 0.4SdsleWw = 0.445 wW but not less than 0.10 wW Use Fp = 0.45 wW Diaphragms Fp = (Sum Fi /Sum Wi)Wpx +Vpx = (Sum Fi /Sum Wi)Wpx +Vpx need not exceed 0.4 SdsleWpx +Vpx = 0.445 Wpx +Vpx but not less than 0.2 SdsleWpx + Vpx = 0.223 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Parapets and cantilever interior nonstructural walls Importance Factor (Ip) : 1.0 Component Amplitication Factor (ap) = 2.5 h= 39.9 feet Comp Response Modification Factor (RP) = 2.5 z= 50.0 feet z/h = 1.00 Fp = 0.4apSdslpWp(1+2z/h)/Rp = 1.336 Wp not greater than Fp = 1.6SdslpWp = 1.781 Wp but not less than Fp = 0.3SdslpWp = 0,334 Wp use Fp = 1.336 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip=1.0, therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component: Air -side HVAC, fans, air handlers, ac units, cabinet heaters, air distribution boxes, and other mechanical components constructed of sheet metal framing. Importance Factor (Ip) : 1.0 Component Amplitication Factor (ad = 2.5 h= 39.9 feet Comp Response Modification Factor (KP) = 6 z= 50.0 feet z/h = 1.00 Fp = 0.4apSdslpWp(1+2z/h)/Rp = 0.557 Wp not greater than Fp = 1.6SdslpWp = 1,781 Wp but not less than Fp = 0.3SdslpWp = 0,334 Wp use Fp = 0,557 Wp 9/12/18 Schemmer Consulting Group 19 of 111 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Io6 TITLE 30th Street Hotel JOB No. 17-091 CALCULATED BY SR CHECKED BY Roof Design Loads SHEET NO. DATE- -- 8/28/17 DATE Items Description Multiple 1 psf (max) psf (min) Roofing 5 ply felt & gravel 6.5 6.0 Decking 5/8" plywood/OSB 2.2 1.8 Framing TJI @ 24" x 1.5 3.0 1.5 Ceiling 5/8" gypsum x 1.5 4.2 3.8 Insulation R-30 Fiberglass insul. x 3.0 2.7 2.7 Mech & Elec Mech. & Elec. x 2.0 4.0 0.0 Misc. Misc, x 4.0 2.0 0.0 0.0 0.0 Actual Dead Load • 24.6 15.8 Use this DL instead 0 20.0 O• 9.0 Live Load 20.0 0.0 Snow Load 21.0 0.0 Ultimate Wind (zone 2-100sf) 16.0 48.9 ASD Loading D + S 45.6 - D + 0.75(0.6*W + S) 47.6 - 0.6*D + 0.6*W - -24.0 LRFD Loading 1.2D + 1.6 S + 0.5W 71.1 - 1.2D+1.OW+0.5S 56.0 - 0.9D + 1.OW - 40.8 Roof Live Load Reduction Roof and 0.25 / 12 1.2 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 450 sf 15.0 psf Schemmer Consulting Group 9/12/18 13 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Job TITLE 30th Street Hotel JOB NO, 17-091 CALCULATED BY SR__ CHECKED BY Floor Design Loads SHEET NO, DATE 8/28/17 DATE - - Items Descri Lion Multi le psf (max) psf (min) Flooring Hardwood (Nominal 1") 4.0 3.0 Topping Concrete regular per 1" x 1.0 12.5 12.0 Decking 3/4" plywood/OSB 2,7 2.3 Framing TJI @ 24" x 1.5 3.0 1.5 Insulation R-30 Fiberglass insul. x 3.0 2.7 2.7 Ceiling 5/8" gypsum 2,8 2.5 Sprinklers Sprinklers x 2.0 4.0 0.0 Mech & Elec Mech. & Elec. x 2.0 4.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load 36.2 24.0 Use this DL instead • 43.0O 35.0 15.0 0.0 Partitions Live Load 40.0 0.0 Total Live Load 55.0 0.0 98.0 35.0 Total Load FLOOR LIVE LOAD REDUCTION (not including partitions) NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce members supporting 2 or more floors &non -assembly 20%. L=Lo (0.25+ 15NK��A-r) Unreduced design live load: Lo = 40 psf Floor member & 1 floor cols KLL = 2 Tributary Area Ar = 300 sf Reduced live load: L = 34.5 psf Columns (2 or more floors) KLL = 4 Tributary Area Ar = 500 sf Reduced live load: L = 23.4 psf IBC alternate procedure Smallest of: R= .08%(SF - 150) R= 23.1(1+D/L) = 47.9% R= 40% member supports 1 floor R= 60% member supports>_2 floors R = 12.0% Reduced live load: L = 35.2 psf Reduced live load: L = 28.8 psf Schemmer Consulting Group 9/12/18 14 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293-9006 Code: CODE SUMMARY JOB TITLE 30th Street Hotel JOB NO. 17- CALCULATED BY SR CHECKED BY International Building Code 2015 Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Awnings and canopys - non fabric 20 psf Typical Floor 40 psf Partitions 15 psf Lobbies & first floor corridors 100 psf Dead Loads: Floor 43.0 psf Roof 24.6 psf Wind Design Data: Ultimate Design Wind Speed 130 mph Nominal Design Wind Speed 100.70 mph Risk Category II Mean Roof Ht (h) 39.3 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure Coef. +/-0.18 Directionality (Kd) 0.85 Roof Snow Loads: Design Uniform Roof Snow load = 21.0 psf Flat Roof Snow Load Pf = 21.0 psf Balanced Snow Load Ps = 21.0 psf Ground Snow Load Pg = 25.0 psf Importance Factor 1 = 1.00 Snow Exposure Factor Ce = 1.20 Thermal Factor Ct = 1.00 Sloped -roof Factor Cs = 1.00 Drift Surcharge load Pd = Width of Snow Drift w = Earthquake Design Data: Risk Category Importance Factor Mapped spectral response acceleratioi Site Class Spectral Response Coef. Seismic Design Category Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef, Response Modification Factor Analysis Procedure DATE 8/28/17 DATE www.struware.com = II Ss = 167.00 S1 = 20.00 D Sds = 1.000 Sd1 = 0.267 D = Structural steel systems not specifically detailed for seismic resistance = Structural steel systems not specifically detailed for seismic resistance V = 0.044W Cs = 0.044 R = 3 = Equivalent Lateral -Force Analysis Schemmer Consulting Group 9/12/18 15 of 331 Schemmer Consulting Group 301 30th St, Suite C Anacortes, WA 360 293=9006 JOB TITLE 30th Street Hotel JOB NO._17-091 CALCULATED BY SR CHECKED BY CODE SUMMARY- continued Component and cladding ultimate wind pressures Roof Ares Negative Zone 1 Negative Zone 2 Negative Zone 2 Positive All Zones Overhang Zone 1&2 Overhang Zone.' SHEET NO. _ DATE - - 8/28/17 DATE www.struware.com Surface Pressure (psi) 10 sf 50 sf 100 sf 500 sf -45.1 42.4 -41.3 41.3 -75.7 -57.0 -48.9 -48.9 -113.9 -68A 48.9 48.9 18.4 16.0 16.0 16.0 -65.0 -62.3 -61.2 42.1 -107.1 -53.5 -30.6 -30.6 Overhang soff t pressure equals adj wall pressure (which includes internal pressure of 6.9 psf) Parapet Ares CASE A: Zone 2 : Zone 3 : CASE B: Edge zones 2 Corner zones 3 Wall Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure (psf) 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 104.3 143.0 94.3 121.3 81.1 92.8 71.1 71.1 69.3 69.3 66.8 66.8 -73.0 -83.5 69.3 -77.9 -64.4 -70.6 -60.7 -65.0 -57.0 1 -59.5 52.2 -52.2 `>n Surface Pressure 7 -38.7 -55.1 41.3 35.2 33A 31.0 9/12/18 Schemmer Consulting Group 16 of 331 0 N W 68LX8LlOONO �� d m !f ry � l X � 6BGX8ll— p�� m X a �X 'a �`J 0 � � m ryry XryV o �O m � 681X8LlOONO a "� k o � ,.. � m m O d m � CNCOL18X1810 m N 0 X XryV 0 N O m m e CNCOL18X189 m X V Mx Na �S b �0 �' m� N L } N X N �V m Np b ��ry CNCOL' CNCOL�— [ll tO 0 N N gym y Schemmer Consulting Group m W 0 N O O) �I N LY 2 �/12/18 17 of 331 0 N W O fV O N W In W Schemmer Consulting Group 0 N GJ �._ <n �n /(7 i � �i '1 aa�e asz ¢� ( w 1 <a 1 i J 6Zx4ZWe 4ZX6ZW8 i7 � i7 � 6ZXOEWB � 4ZXOEWB � m k 6ZXOEWB 6ZXOEWB ��., � 6ZXOfWB � 6ZXOEWB � 4ZXOfWB 6ZXOEWB s X X X � rzxoewe � vzxofwe � rozxozwe ozxrzwe >< e I w 0 N O OJ �I to 2 aJ/12/18 19 of 331 Schemmer Consulting Group ,_ i; �) ,, ._ �� i �� Y � l - L i i a (/C9 C ( /N ) \`_% C m _� \I � a h'�e a sz (� ¢ � � m � (� ca 0 N O N u1 Q W N N N J J 3 A a w 0 N O �I 2 �/12/18 20 of 331 SchemmerConsulUng Group Integrated Building Design Software ASCESummary Q Street Hotel Model File: QStHtI, Revision 0 WO/2018 Schemmer Consulting Group 9/12/18 21 of 331 Loads 1 Loads This chapter provides loading information as applied to the model. 1.1 Auto Seismic Loading Table 1.1 -Auto Seismic -ASCE 7-10 (Part 1 of 3) Load attern T/o Overridden Direction Eccentricity rrid den Period Method P SEISX1 Seismic X + Ecc. Y 5 No Program Calculated SEISX2 Seismic i X - Ecc. Y 5 No Program Calculated SEISY1 Seismic Y + Ecc. X 5 No Program Calculated I SEISY2 Seismic Y - Ecc. X 5 No Program Calculated C 0.016ft , 0.9 0.016ft, 0.9 0.016ft, 0.9 0.016ft, 0.9 Table 1.1 -Auto Seismic -ASCE 7-10 (Part 2 of 3) Top Table 1.1 -Auto Seismic -ASCE 7-10 (Part 2 of 3) Top Bottom Story Story LVL-2 BASE LVL-2 BASE LVL-2 BASE LVL-2 BASE Cd 1 Ss/S1 Latitude Longitude Ss S1 TL Site Source sec Class 5.5 1 Lat/Long 48.49775 I-122.6113 1.092982 0.432988 8 D 5.5 1 Lat/Long 48,49775 122.6113 1.092982 0,432988 8 D 5.5 1 Lat/Long l 48.49775-122,6113 1.092982 0,432988 8 D 5.5 1 LaULong 48.49775-122.6113 1.092982 0.432988 8 D Table 1.1 -Auto Seismic -ASCE 7-10 (Part 3 of 31 Period Coeff Weight Base Used Used Used Shear sec kip kip 0.112 0.154884 2725.706 422.168 0.112 0,154884 2725.706 422.168 0.101 0.154884 2725.706 422.168 0.101 0,154884 2725,706 422,168 1.062807 1.062807 1.062807 1.062807 9/8/2018 1.567012 0.774419 1.567012 ! 0,774419 1.567012 0.774419 1.567012 0,774419 Page 2 of 15 Schemmer Consulting Group 9/12/18 22 of 331 Loads ASCE tww Auto Seismic Load Calculation 9/8/2018 This calculation presents the automatically generated lateral seismic loads for load pattern SEISX1 according to ASCE 7.10, as calculated by ETABS. Direction and Eccentricity Direction = X + Eccentricity Y Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method =Program Calculated Coefficient, C t [ASCE Table 12.8-2] C, = 0.016ft Coefficient, x [ASCE Table 12.8-2] x = 0.9 Structure Height Above Base, h , hn = 21.5 ft Long -Period Transition Period, TL [ASCE T, = 8 sec 11,4651 Factors and Coefficients Response Modification Factor, R [ASCE R = 5 Table 12.2-1] System Overstrength Factor, 00 [ASCE D, = 3 Table 12.2-1] Deflection Amplification Factor, Cd [ASCE C, = 5.5 Table 12.2-1 ] Importance Factor, I [ASCE Table 11.5-11 Ss and S1 Source = USGS - by Lat./Long. Latitude = 48.49775, Longitude =-122.6113 Mapped MCE Spectral Response Ss = 1.092982g Acceleration, SS[ASCE 11.4.1] Mapped MCE Spectral Response S, - 0.432988g Acceleration, S, [ASCE 11.4.1] Site Class [ASCE Table 20.3A = D - Stiff Soil Site Coefficient, F a [ASCE Table 11.4-1 ] Fa = 1.062807 Site Coefficient, Fv [ASCE Table 11 A4 21 FV = 1.567012 Seismic Response MCE Spectral Response Acceleration, SMS = Fa SS SMS = 1.161629g S ms [ASCE 11.4.3, Eq. 11.4.1] MCE Spectral Response Acceleration, SM, SM, = Fv S, SM,=0.678497g [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, JMS 2 SD5 = 0,774419g S ps [ASCE 11 A.4, Eq. 11.4-3] SOS - ry Design Spectral Response Acceleration, S - 2 S SDI=0.452332g S o, [ASCE 11.4.4, Eq. 11.4-4] D1 3 M' Page 3 of 15 Schemmer Consulting Group 9/12/18 23 of 331 Loads Equivalent Lateral Forces Seismic Response Coefficient, Cs[ASCE 12.8.1.1, Eq. 12.8-2] [ASCE 12.8.1.1I [ASCE 12.8.1.1, Eq. 12.8-5] [ASCE 12.8.1.1, Eq. 12.8-6] Calculated Base Shear Applied Story Forces CS=(R) 1 SDI Cs.max R = T ( ) Csm;n =max (0.044 SDS 1, 0.01) = 0.034074 S, CS, min = 0.5 ( R) for S, = 0.6g Cs,min � Cs � Cs,max Direction Used Cs W V (kip) (kip) X + Ecc. Y 0.112 0.154884 2725.7059 422.1679 Page 4 of 15 9/8/2018 9/12/18 Schemmer Consulting Group 24 of 331 Loads rf- ROOF LVL-3 LVL-2 Lateral Load to Stories -X 54kip 60 120 160 240 300 360 420 480 Force, kip Story Elevation ft X-Dir kip Y-Dir kip rf 60.5 0 0 ROOF 50.5 0 0 LVL-4 40.8 0 0 LVL-3 31.2 0 0 LVL-2 21.5 404,554 0 LVL-1 10 17.614 0 BASE 0 0 0 Page 5 of 15 9/8/2018 Schemmer Consulting Group 9/12/18 25 of 331 Loads ASCE I m IV Auto Seismic Load Calculation 9/8/2018 This calculation presents the automatically generated lateral seismic loads for load pattern SEISX2 according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = X - Eccentricity Y Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient, C, [ASCE Table 12.8-2] C, = 0.016ft Coefficient, x [ASCE Table 12.8-2] x = 0.9 Structure Height Above Base, h � h� = 21.5 ft Long -Period Transition Period, TL [ASCE T� = 8 sec 11.4.5] Factors and Coefficients Response Modification Factor, R [ASCE R=5 Table 12.2-1] System Overstrength Factor, 40 [ASCE Table 12.2-1 ] �0 = 3 Deflection Amplification Factor, Cd [ASCE Table 12.2-1 ] C, = 5.5 Importance Factor, I [ASCE Table 11.5-1] 1= 1 Ss and S1 Source = USGS - by Lat./Long. Latitude = 48.49775, Longitude =-122.6113 Mapped MCE. Spectral Response Acceleration, SS[ASCE 11 9461 ] S5= 1.092982g Mapped MCE Spectral Response Acceleration, S, [ASCE 11 Awl] S, = 0.432988g Site Class [ASCE Table 20.3-1] = D - Stiff Soil Site Coefficient, Fa [ASCE Table 11 A4 1] Fa = 1.062807 Site Coefficient, Fv [ASCE Table 11.4-2] Fv = 1.567012 Seismic Response ACE Spectral Response Acceleration, SMS = Fa Ss SMs — 1,161629g S ms [ASCE 11.4.3, Eq. 11.4-1 ] ACE Spectral Response Acceleration, SM, = Fv S, SM,=0.678497g S M, [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, 2 S Ds [ASCE 11.4.4, Eq. 11.4-3] `SOS - 3 SMS Sos = 0.774419g Design Spectral Response Acceleration, 2 S p1 [ASCE 11.4.4, Eq. 11.4-4] So, = 3 SM, So,=0.452332g Page 6 of 15 Schemmer Consulting Group 9/12/18 26 of 331 Loads Equivalent Lateral Forces Seismic Response Coefficient, CS [ASCE 12.8.1.11 Eq. 12.8-2] [ASCE 12.8.1.1I [ASCE 12.8.1.1, Eq. 12.8-5] [ASCE 12.8.1.1, Eq. 12.8-6] Calculated Base Shear Applied Story Forces SDS CS=(R) 1 SD, CS,max R = T ( ) 1 Cs,m;n =max (0.044 SDS 1, 0.01) = 0.034074 S, CS min =0.5(R)for S,=0.6g / C'S,min = Cs = CS,max W V Direction Used Cs (kip) (kip) X - Ecc. Y 0,112 0,154884 2725,7059 422.1679 9/8/2018 Schemmer Consulting Group Page 7 of 15 9/12/18 27 of 331 Loads Lateral Load to Stories - X rf l ROOF - LVL-3 -i I LVL-2 I I BASE —i 0 60 120 180 240 300 360 420 480 Force, kip Story Elevation ft X-Dir kip Y-Dir kip rF 60.5 0 0 ROOF 5065 0 0 LVL-4 4008 0 0 LVL-3 31.2 0 0 LVL-2 21.5 404,554 0 LVL-1 10 174614 0 BASE 0 0 0 Page 8 of 15 9/8/2010 Schemmer Consulting Group 9/12/18 28 of 331 Loads ASCE 7-10 Auto Seismic Load Calculation 9/8/2010 This calculation presents the automatically generated lateral seismic loads for load pattern SEISY1 according to ASCE 7.10, as calculated by ETABS. Direction and Eccentricity Direction = Y + Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method =Program Calculated Coefficient, C t [ASCE Table 12.8-2] C, = 0.016ft Coefficient, x [ASCE Table 12.8-2] x = 0.9 Structure Height Above Base, h n h° = 21.5 ft Long -Period Transition Period, TL [ASCE T, = 8 sec 11.4.5] Factors and Coefficients Response Modification Factor, R [ASCE R=5 Table 12.2-11 System Overstrength Factor, 00 [ASCE no — 3 Table 12.2-1] Deflection Amplification Factor, Cd [ASCE C, = 5.5 Table 12.2-1 ] Importance Factor, I [ASCE Table 11.5-11 1= 1 Ss and S1 Source = USGS - by Lat./Long. Latitude = 48.49775, Longitude =-122.6113 Mapped MCE Spectral Response Acceleration, S, [ASCE 11.4.1 ] SS = 1.092982g Mapped MCE Spectral Response Acceleration, S, [ASCE 11.4.1] S, = 0.432988g Site Class [ASCE Table 20.3-1] = D - Stiff Soil Site Coefficient, Fa[ASCE Table 11A4 1] Fa= 1.062807 Site Coefficient, F, [ASCE Table 11.4-2] FV = 1.567012 Seismic Response MCE Spectral Response Acceleration, S= FSS= 1.161629 S Ms [ASCE 11.4.3, Eq. 11.4-1] MS e S MS g MCE Spectral Response Acceleration, SM, = Fv S, SM,=0.678497g S M, [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, SDS = SMS So, = 0.774419g S Ds [ASCE 11.4.4, Eq. 11.4-3] 3 Design Spectral Response Acceleration, SD = 2 SM So,=0.452332g S DI [ASCE 11.4.4, Eq. 11.4-4] 3 Page 9 of 15 9/12/18 29 of 331 5chemmer Consulting Group Loads Equivalent Lateral Forces Seismic Response Coefficient, Cs [ASCE 12.8.1.1, Eq. 12.8-2] [ASCE 12.8.1.1, Eq. 12.8-3] [ASCE 12.8.1.1, Eq. 12.8-5] [ASCE 12.8.1.1, Eq. 12.8-6] Calculated Base Shear Applied Story Forces SDS CS=(R) SD, CS. max R = T ( ) Cs,m;n =max (0.044 SDS I, 0.01) = 0.034074 S, CS,min =0.5(R)forS,=0.6g 1 "S,min = Cs < CS,max W V Direction Used Cs (kip) (kip) Y + Ecc. X 0,101 0.154884 2725.7059 422.1679 Page 10 of 15 9/8/2018 Schemmer Consulting Group 9/12/18 30 of 331 Loads r: Lateral Load to Stories - Y rf- 0 60 120 180 240 300 360 420 480 Force, kip Story Elevation ft X-Dir kip Y-Dir kip rf 60.5 0 0 ROOF 50.5 0 0 LVL-4 40.8 0 0 LVL-3 31.2 0 0 LVL-2 2145 0 404,554 LVL-1 10 0 17,614 BASE 0 0 0 9/8/2010 Page 11 of 15 Schemmer Consulting Group 9/12/18 31 of 331 Loads ASCE 7-10 Auto Seismic Load Calculation 9/8/2018 This calculation presents the automatically generated lateral seismic loads for load pattern SEISY2 according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = Y - Eccentricity X Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient, C, [ASCE Table 12.8-2] C, = 0.016ft Coefficient, x [ASCE Table 12.8-2] x = 0.9 Structure Height Above Base, h n hn = 21.5 ft Long -Period Transition Period, TL [ASCE 11.4.5] T, = 8 sec Factors and Coefficients Response Modification Factor, R [ASCE Table System Overstrength Factor, 00 [ASCE Table 12.2-1] n° — 3 Deflection Amplification Factor, Cd [ASCE Table 12.2-1 ] C, = 5.5 Importance Factor, I [ASCE Table 11.5-1] 1= 1 Ss and S1 Source = USGS - by Lat./Long. Latitude = 48.49775, Longitude =-122.6113 Mapped MCE Spectral Response Acceleration, S 5 [ASCE 11.4.1 ] SS = 1.092982g Mapped MCE Spectral Response Acceleration, S 1 [ASCE 11.4.1 ] S, = 0.432988g Site Class [ASCE Table 20.3-1] = D - Stiff Soil Site Coefficient, Fa [ASCE Table 11.4-1] Fe = 1.062807 Site Coefficient, Fv [ASCE Table 11.4-2] FV = 1.567012 Seismic Response MCE Spectral Response Acceleration, SMS = Fa SS SMS = 1.161629g S ms [ASCE 11.4.3, Eq. 11.4-1 ] ACE Spectral Response Acceleration, SM, = Fv S, SM,=0.678497g S M1 [ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, 2 S DS [ASCE 1 IA Al Eq. 11 A4 3] SOS - � JMS Sos = 0.774419g Design Spectral Response Acceleration, 2 S p1 [ASCE 11.4.4, Eq. 11.4-4] So, = 3 SM, So,=0.452332g Page 12 of 15 Schemmer Consulting Group 9/12/18 32 of 331 Loads Equivalent Lateral Forces Seismic Response Coefficient, Cs[ASCE 12.8.1.13 Eq. 12.8-2] [ASCE 12.8.1.1, [ASCE 12.8.1.1, Eq. 12.8-5] [ASCE 12.8.1.1, Eq. 12.8-6] Calculated Base Shear Applied Story Forces SDS CS=(R) SDI max R = T ( Cs,m;n =max (0.044 SD51, 0.01) = 0.034074 S, CS,min = 0.5 ( R) for S, = 0.6g 1 CS,min = CS � CS,max W V Direction Used Cs (kip) (kip) Y - Ecc. X 0,101 0,154884 2725.7059 422.1679 Page 13 of 15 9/8/2018 9/12/18 33 of 331 Schemmer Consulting Group Loads Lateral Load to Stories - Y i I I I rf-- j --I- 1 - ROOF - LVL-4 - - - ---- -- LVL-3 � kip I I i --- BASE 0 60 120 180 240 300 360 420 480 Force, kip Story Elevation ft X-Dir kip Y-Dir kip rf 60.5 0 0 ROOF 50.5 0 0 LVL4 40.8 0 0 LVL-3 31.2 0 0 LVL-2 21.5 0 404,554 LVLA 10 0 17.614 BASE 0 0 0 Page 14 of 15 9!8/2018 Schemmer Consulting Group 9/12/18 34 of 331 0 N W (V � O O O O O O 11 II II X x x _m N N � � �� � �. , .� � .. I -_ ��"1�1 � - I _ i \_� ._ ; �. ^IE�' _ � i 1 u ;.. , "' � �-�. v i x ,l _. _. _. _ - .. I I I � I � f I 1 z � � i ' i i � ,- _ _ � � � - ;' x i 1 ;� _ _ i - - - ( - 'A_JI c � ' �( m � _ I � i �� �.._, U 6'Lf >! Sz c W N C N N N C. IL'1 N II N N J 3 s a 0 N i� L Schemmer Consulting Group 12/18 iof331 0 N W (¢� of 1 (/v (O O N VI m f R } N W V) x c E m U l0 �. N +J tf] N 1 N N J 3 y a m 0 w 0 N O >� >I UJ 2 V) Schemmer Consulting Group �/12/18 36 of 331 O r-IC I N -- c a u � O tit III I 4U Ir j III; A ��a — I nnon I I 1 I I I 1 I N V I' I • `t I I I W I co co co N 0 O m a F ill p U�'Kj I I I a I Ala-- I L__I� i L_-j L_ -16l A M I ; I - 4� 3 �g � y w, ``�^ � it ,� � ��.. � �•i t� ap" J �j'�j �� ,1y � � � •; � � h x� , � �� � � � a� �. W 0 I ����� 1 M M M r � O ,� :� z a J N LL } 3 w Rio a ai¢3� 0 I _ �0191 M M M � 4- N O � O Z Schemmer Consulting Group 9/12/2018 IJob No, 1M91 301 30th St, Ste C, Anacortes, WA Made By: SR Date ISheet No. FTG - 1 ph-(775) 348-9791 Checked by Hotel Structure Design Descripton: Footing Designs Job Name: 30th St. Hotel, Anacortes, WA Spread Footing Design; Nominal Allowable Soil Bearing = Z500.0 psf dread Footing Flexure Col Grid Col DL Col LL Col D+L Footing Size Footing DL Actual Allowable Reinf Location (kips) (kips) (kips) (LxWxDp) (Kips) S.B.(ks1) S.B.(kst) As Req A. 6/1 2060 8.0 28.0 5'-0 x5'-o x2'-o 2.5 1.22 2.50 0.05 A/2 91.0 37.0 128.0 8'-o x8'-o x2'-6 8.0 2.13 2.50 0.18 B/2 89.0 37.0 126.0 11-0 x11'-0 x2'-6 15.1 1.17 2050 0.20 7' C/2 38.0 10.0 48.0 -o x7'-0 x2'-6 6.1 1.10 2050 0.10 A/4 163.0 66.0 229.0 10'-o x1o'-o xs'-0 15.0 2.44 2.50 0.30 B/4 364.0 157.0 521.0 15'-o x15'-o x3'-o 33.8 2.47 2.50 0.70 C/4 121.0 47.0 168.0 9'-o xs'-0 xs'-0 1202 2.22 2.50 0.30 A/5 159.0 65.0 224.0 1o'-o xio'-o xx-o 15.0 2.39 2.50 0.36 B/5 322.0 139.0 461.0 13'-o x14'-8 x2'-6 29.4 2.50 2050 0.83 C/5 119.0 46.0 165.0 9'-o x9'-o xs'-o 12.2 2.19 2.50 0.24 A/7 81.0 31.0 112.0 8'-o x8'-0 x2'-6 8.0 1.88 2.50 0.20 B/7 113.0 42.0 155.0 13'-0 x14'-8 x2'-6 18.0 1.20 2050 0.20 C/7 43.0 15.0 58.0 7'-0 x7'-o x2'-6 6.1 1.31 2.50 0.10 Reinf d As Provided 0.60(8#7b) 0.68(9#7b) 0.60(11 #7b) 0. ss(8#7b) 1.00(10#9b) 1.27(15#10b) 0.80(9#8b) 1.00(10#9b) 0.80(14#8b) 0.80(9#8b) 0.68(9#7b) 0.60(12#7b) 0.68(8#7b) Schemmer Consulting Group 9/12/18 41 of 331 Schemmer Consulting Group 9/12/2018 IJob No, 17-091 301 30th St, Ste C, Anacortes, WA Made By: SR Date ISheetNo, FTG - 2 ph-(775) 348-9791 Checked by Hotel Structure Design Descripton: Footing Designs Job Name: 30th St. Hotel, Anacortes, WA Spread Footing Design Nominal Allowable Soil Bearing = 2,500.0 psf Spread Footing Flexure;. Co! Grid Actual FTG Width Mu Ftg Design 4/3 Rho Reinf Allowable Location S.B. (kst) B (ft) (' kips/-w) "d" F Ku Req'd As Req'd 0.9 Mu MENEENEENEENE A, 6/1 1,22 500 207 2100 0044 602 0,00016 0. 05 447 Al2 2013 800 16.4 26.0 0,68 24.2 0.00061 0,18 20.9 B/2 1.17 11.0 19.2 26.0 0.68 28.4 0200071 0.20 23.2 C/2 1.10 TO 6.1 2660 0. 68 9. 0 0,00023 0,10 1147 A/4 2044 10.0 32.2 32.0 1.02 31.4 0.00079 0.30 42.8 B/4 2047 15.0 82.0 32.0 1.02 80.1 0.00201 0.70 98.6 C/4 2022 9. 0 22,8 32. 0 1. 02 22,3 0000056 0,30 42.8 A15 2039 10.0 31.5 32.0 1.02 30.8 0.00077 0.36 51.3 B/5 2,50 14.0 71.3 26.0 0.68 105.5 0.00266 0.83 94.1 C/5 2.19 9. 0 22. 5 32,0 1. 02 21. 9 0600055 0024 34.3 A17 1.88 8.0 14.5 26.0 0.68 21.4 0.00054 0.20 23.2 B/7 1,20 12,0 24. 2 32. 0 1. 02 23. 6 0. 00059 0. 20 2866 C/7 1.31 TO 7.2 26.0 0068 1007 0,00027 0.10 11.7 9/12/18 Schemmer Consulting Group 42 of 331 Schemmer Consulting Group 9/12/2018 Job No. 17-091 301 30th St, Ste C, Anacortes, WA Made By: SR Date ISheet No. FTG - 3 ph-(775) 348-9791 Checked by Hotel Structure Design Descripton: Footing Designs Job Name: Job Name: ParkLane Mall PS-1A Spread Footin_g Design; Nominal Allowable Soil Bearing = 2,500.0 psf Spread Footing Shear; Col Grid Pu Ftg Design Punching Allowable Ftg Width Beam Allow Use Footing Bot Location 1.4D+1.7L "d" Vc (ksi) Vc (ksi) B (ft) Shear Vc Shear Vc Size (IxwxDp) Reinf A. 6/1 45.1 21. 0 0,0138 0.1862 5,00 0.0088 0,09311 5'-0 x5'-o x2'-o 0.60(8#7b) A/2 201.5 26.0 0.0440 0.1862 8.00 0.0273 0,09311 8'-0 x8'-0 x2'-6 0.68(9#7b) B/2 208.7 26.0 0.0456 0.1862 11.00 0.0232 0.09311 11'-0x11'-o x2'-6 0.60(11#7b) C12 78.8 26.0 0.0172 0.1862 T 00 0.0116 0.09311 T-o xT-o x2'-6 0.68(8#7b) A/4 361.4 32.0 0.0565 0.1862 10.00 0.0348 0.09311 10'-o x1o'-o x3'-o 1.00(10#9b) B14 823.8 3200 0.1287 0.1862 15.00 0.0586 0.09311 15'-o x15'-o x3'-0 1.27(15#10b) C14 266.3 32.0 0,0416 0.1862 9.00 0.0275 0.09311 9'-o xs'-o x3'-o 0.80(9#8b) A15 354.1 32. 0 0.0553 0.1862 10.00 0,0341 0. 09311 10'-0 x1o'-o x3'-0 1.00(10#9b) B15 728.3 26.0 0.1591 0.1862 14.00 0.0673 0.09311 13'-o x14'-8 x2'-6 0.80(14#8b) C/5 26148 32. 0 0,0409 0.1862 9. 00 0,0270 0009311 9'-o x9'-o x3'-o 0.80(9#8b) A/7 177.3 26.0 0.0387 0.1862 8.00 0.0241 0.09311 8'-o x8'-o x2'-6 0.68(9#7b) B/7 254.8 32.0 0.0398 0.1862 12.00 0.0217 0009311 13'-0 x14'-8 x2'-6 0.60(12#7b) C/7 94.3 26.0 0.0206 0.1862 7.00 0.0138 0.09311 7'-o x7'-o x2'-6 0.68(8#7b) Schemmer Consulting Group 9/12/18 43 of 331 a c > m m N E (M)a _ Mr�M C:)OOm OM r,NOr� rim OM OOrr r co) (D (M m r r Tm Mr ( ca O (Q N L1 LO (D OD 0 r M (D m c) M LO W �} m �rtn m N(C) C:) r m N r� (D r LO C:)(D r .-- rrrr NNNN Mc()Mr LO (D(O(D r� r� 0000(n 0) C) (D (D cm) CL [6 v r rr Ln U U � LL a6 cm F- m ° 0 O U N N "a (DmTN C00r0 (D NOm mm ON (00(D m m LO LOr (v)r� COr C) N(0 r �@) O O O N (�] Li L] m m 0 M r u] r m r M Li r` c) M M 0) r mOQ r r 0 LL O OO N CL(3 a p >Uv x� Q O 0 LLI O Z m w9 C1_ O i �O m N m N n Lo LO r� m r M LD r� (D O 00 CO r M m O r D) N O N 0) O (D (3) r m p am O a O O c rNM LD to r�0)r NT(OOr 00 Nm LD tirr0 r�to Nr LOmr LD mM r�N 00 (0 '� m] r r r N N N M M r LO (O (O ri m 0) O rr N V r LO r� Ono = m r rrr rr r N N ma ti W II W O CL aE mw 3 QE� °0 W ��v D M y ��- c MMmo rr Cn 0 N 0)(O v LO o r 0 t�ti m(D _ t� m tn O (Omr 00(D Lnr� Ln @ ^. t. l a ' Q' N: m C A N V^ D) M (O O) CO t� r (O CDL O 0) M m m N r� N 0 0 m 'CTO M N C n O f� M ? d w in 5 i c) 0 C) NNMM r V LO LO Ln(0(Dr OD W CM CA CD r N N Mr) LO LO CO () O 6 (D Q' rrrN �S O a) v r rr rr rr p Ln y�_� W (!i @ C p }}M N3 F Q) m o c ` N v Lnm LO LO LO (D LO(O(D(D m444 r�rh r� r� r� r� 00 mmmm mm CC) 00 00 (U @ ._I O Q rLOr LD LO CO rim 0)r�mO Om 00 OrNM rLONr r LO(D(O tam m C V r r rrrr rrr rrrr rr N N N m Z m@D� �mmc (} W _! z Q U II ¢ o N O 000 0000 0000 0000 Orr N NNMM �'r LO LO LD m m 0m�' @ t) W U :._. rrr rrrr rrrr rrrr rrrr rrrr rrr rr rr O m cr a umi z J .Y (n W U (n N N NM r LO (D r� m0)Or N Mr LD (D 1�mm 0) c) N N Mr m (D r�r� m fA ti U (/i L O C rrr rrrr rrNN NNNN NNNN NMMM MMC')M M(M (MM TV t- o3m� a U @ O W_ c� U r N O m(0(D(D o(00(O o(DO(O c) co CD (D c:) (D CD (D 0(00(0 C) (0 C)(D C) (D C) (D O N m rr(O(O (D(Dtiti 0000 m0) C) M NN MM (D(0r r� NCO 0nm lQL r r r r r r r r �r(O(O r r r r r r r r r r r N O Z O� U fn N M(Dm r0 h. LO r r LO h Or r l� rr OCn N r N LOOIn lO N m rNJ r O a O O Q r LOmr O) rNr m mON WPC ON LOM mr I� O m ti O 'Kt r�r LO 00 (NJ r� C� Q.— rrr rrN N NNMM MMrr r LO to L(] (0(D(Oh r�1� 00 00 m am O (� o LL Co ° ro z N r F- �O U U N 2 70Om0) r rr�r(O NCO LnM N r COO N(00(D rim rm 0)Nt`M 00 MM N a m O E U T 6 LO 6 66 In r�:6 N 6 r�:m N n 6(M a)p a 0 0 r r r N N M M r ti r� r M r O r •� �� r r r r r r r N N N N N co m M M r CL 0 p C) U Q O cs X W 0 ? °W _ N fn �O O) I� CO N r� LD LO N LO (D m (0 r O M LO O r N m r r O r (D r r (N L0 m D) m W m (Z„ a 0) coN rNMLO u7 t`00 LO rrr LOO (Dr�CA m CM C)M(O r�r CO (O O) M r` M m O LU N m O rrrN NM r rr Lnm Ism m0) O"NM rLD (DO O) N U m 0 r rr rr rr r s vi W(II W 3 O LL Ec o Q �'' -p .-: `m m m C MMO(D to co 0)LO NO cc) r rrr O r� COmmO MCOrO MM0) 44(0 r0 ItS@ < r`00m0 N(Dm r rr�OM (D C) O rmNN voo M N (Orm (0 rm rM r E m o (n O O" N ZT C) C) r N NNMM Mrr LO In LO W(O rrr 000) 0) C) NN Mr qt C 0 �v rr rr r a m p W N W � m3 c '(n Q rile N LD O Ln LO Ln C) V)LO(D CD co (D rrr- t`n- r� r� r� r`00 mmm CO 00 OD 00 0) m m m O(Q 60 J 0 r LO r Lr) Li')(D r�r� 000) ri)r m O O 00 0) O O N M r r N coco LO (D (D r� L0 L0 (0 m c .O 0 Q m U Q r rrrr rrrr rrrr rr rr N m O m z 0EDa U II ¢ = O N_ ^ 0000 0000 0000 0000 0000 r N N N M M Mr r r LO m? m tT qC)rrr rrrr rrrr rrrr rrrr rrrr rrrr rr rr m m NON L � z U O W O V) NNNN MMr LO (0 r�mO OrrN Mr LO mt�mm OOrr N M rr LO U U N U (%% N = rrr rrrr rrrr NNNN NN NN NN N N N MMM MM MM co >1� @ 0 c� 03�= z w a m O Ir Lu=_� N U O O(00 CO O (D (D O (DOCD O(D CD(D O(DO CD O (0 c:) m O (D O (D O (D O (D O m V rr In (D (D(Dnn OO CO 6) 6) 00�� NN 0r)ir) r<t(n(D (D(Drr 00 W 0) W r r r r r r r r r r r r r r r r r r r r N O z CONCRETE REINFORCING STEEL INSTITUTE 7 3-7 pa;lgiyad sl 6ul�eys �uawncoa tau �uliy�lea��cua�s `�{�ua� uana�g o� pasua�i� sl uol�eai�gnd s}yl 9/12/18 Schemmer Consulting Group 44 of 331 PROJECT: CLIENT: JOB NO.: INPUT DATA &DESIGN SUMMARY CONCRETE STRENGTH f� _ REBAR YIELD STRESS fy = LATERAL SOIL PRESSURE Pa = BACKFILL SPECIFIC WEIGHT yb = SURCHARGE WEIGHT ws = WALL LATERAL FORCE, ASD wLat = SERVICE GRAVITY LOAD P = ECCENTRICITY e = SEISMIC GROUND SHAKING PE _ HEIGHT ABOVE GROUND H, _ HEIGHT UNDER GROUND HZ = THICKNESS OF WALL t = WALL VERT. REINF. (As) # As LOCATION (1=at middle, 2=at each face) WALL HORIZ. REINF. 2 # DATE : PAGE: DESIGN BY: REVIEW BY: P e 4 ksi 60 ksi _ 55 pcf (equivalent fluid pressure) _ ws (psf) _ 110 pcf 100 psf 155 psf _ 2 kips / ft 1 in 0 psf / ft (for H > 12 ft, CBC 071806A.1) 3 0 ft As 10 ft 10 in _ 5 @ 12 in o.c. 2 at each face 5 @ 12 in o.c. [THE WALL DESIGN IS ADEQUATE.] ANALYSIS Case A: Fixed Bottom & Pinned Top, with Lafera/ Soil Pressure Increasin_q Uniformly to Bottom SERVICE LOADS P Hb = 0.5 Pa H2 = 2.75 kips / ft Hs = ws Pa H2 / yb = 0.50 kips / ft HLat = wLat (H1 + 1-12) = 1.65 kips / ft HE = 0.5 PE (1-12)2 = 0.00 kips / ft ° Ww = t (H1 + Hz) yc = 1.25 kips / ft FACTORED LOADS yHb = 1.6 Hb = 4,40 kips / ft ww ' • < yHs = 1.6 Hs = 0.80 kips / ft HLat yHLat = 1.6 HLat = 2.48 kips / ft Hs yHE = 1.6 HE = 0.00 kips / ft yww = 1.2 Ww = 1.50 kips / ft yP = 1.6 P = 3.20 kips / ft I DETERMINE FACTORED SECTION FORCES RT = 2.15 kips / ft PB = 4.70 kips / ft PM MD = 9.83 ft-kips / ft S = 5,80 ft, at max moment U)Memo 9 PM = 3,83 kips / ft MM = 4.78 ft-kips / ft Schemmer Consulting Group 9/12/18 45 of 331 Case B: Pinned both Bottom Cc, op, with Lateral Soil Pressure Trapezium Distributed L = 0.6 H2 1 Hb = 0,88 kips / ft yHb = 1,41 kips / ft RT = 2.37 kips / ft RB = 2,32 kips / ft S = 4,95 ft, at max moment PM = 3,96 kips/ft � MM = 7,27 ft-kips / ft a� MINIMUN HOR0. 517 > PMIN = 0.002 (ACI 318-05 14.3.3) ■ [Satisfactory] VERT. FLEXURE CAPACITY PPM p = 0,00336 < PMAx = 0.04 (tension face only, ACI 318-05 10.3.5 or 10.9.1) > PMIN = 0.00075 (tension face only, ACI 318-05 10.5.11 10.5.3 or 14.3.2) [Satisfactory] 250.i 200.E 150.i 100.i 50. 10.0 20.0 30.0 40.0 � Mn (ft-k) ECK SHEAR CAPACITY (ACI 318-05 SEC.15.5.2, 11.1.3.1, & 11.3) V 21 -Max. Horiz. Shear = 5.53 kips, at bottom �Vn = 2�bd fC = 8.75 kips MM N �Pn �Mn AT AXIAL LOAD ONLY 230.4 0.0 AT MAXIMUM LOAD 230.4 9.2 AT MIDDLE 151.9 25.2 AT e t= 0.002 73.3 30.0 AT BALANCED 71 A 30.1 AT e t = 0.005 50.2 34.0 AT FLEXURE ONLY 0.0 10.4 (Note: For middle reforcing the max OMB is at c equal to 0.5 t / 6,, not at balanced condition.) Case A Case B at bottom at middle PU 4,70 3,83 3,96 Mu 9.83 4.78 7,27 [Satisfactory] > V � [Satisfactory] 9/12/18 Schemmer Consulting Group 46 of 331 , ,_ i __ o P m r. i r i, � ,__, \ �, �, m ( �� - � Q \� � m ! (/CJ _,_. �` __r _. Schemmer Consulting Group m w 0 N f0 O W �I U1 d' V1 �/12/18 47 of 331 0 N O W C � N N II W LL I(Nj N II IL N II LL N II W � II N � n v n IL r � J� N LL II OI N � m I. ® II LL V I� IL N LL V r 1p n _ IL V II IL a. o �F m N m a Y a Y W N C O N C .� N N i r s 4 C C 0 �/12/18 48 of 331 iT r Schemmer Consulting Group 0 N O u> N P II li N �F L C a Y O. Y L J N C O U l0 N Y c io N N 3 y 0 O N ni Schemmer Consulting Group 12(18 1 of 331 0 N O m O N N I I N li m N II li c � N II 11I II I N LL N N �. v n IL - _ _ M O II A � Y m ti � -�i N � n N LL O N LL Y it li m b M � II X IL n �}},, Y II � N \ J a Y a U O U N C N N d i N 0] R Schemmer Consulting Group 9 C C 0 �/1211 S 50 of 331 O nlN a Cc N II L h II U• - N II dIL Y 11 n i N LL i 'e w Schemmer Consulting Group Integrated Building Design Software �,I Reactions Q Street Hotel Model File: QStHtI, Revision 0 9/10/2018 9/12/18 Schemmer Consulting Group 52 of 331 Analysis Results This chapter provides analysis results. 101 Structure Results Table 1.1 -Base Reactions Load FX FY FZ MX MY MZ X Y Z Case/Combo kip kip kip kip-ft kip-ft kip-ft ft ft ft DEAD 0 0 1309 33749 -83237 -0.0453 0 0 0 LIVE 0 0 967 26797 -57051 j-0.04962 0 0 0 ADL 0 0 1305 36297 -76279 -0.06891 0 0 I 0 SEISM 422 0 0 -0.2836 -8839 11507 0 0 0 SEISX2 -422 0 0 -0.2836 -8839 11507 0 0 0 SEISY1 0 422 0 8838 0.2505 -24843 0 0 0 SEISY2 0 422 0 I 8838 0.2505 24843 0 0 0 SL 0 0 0 0 0 0 0 0 0 PT -FINAL 0 0 2 61 -104 0.109 0 0 0 PT -TRANSFER 0 0 0 0 0 0 0 0 0 UDCONI 0 0 4683 126930 -282701 -0.2164 0 0 0 UDCON2 0 0 4103 110852 -248470 -0.1867 0 0 0 DCON1 1 0 0 3661 98113 -223406 -0.0727 0 0 0 DCON2 0 0 4685 126978 -282784 -0.1292 0 0 0 DCON3 -422 0 4103 110852 -257309 11507 0 0 1 0 DCON4 422 0 4103 110852 -239632 -11508 0 0 0 DCON5 -422 0 4103 110852 -257309 11507 0 0 0 DCON6 422 0 4103 110852 -239632 -11508 0 0 0 DCON7 0 422 4103 119690 -248470 -24843 0 0 0 DCON8 0 422 4103 102014 -248470 24843 0 0 0 DCON9 0 422 4103 119690 -248470 -24843 III 0 0 0 DCON10 0 422 4103 102014 -248470 24843 0 0 0 DCON11 -422 ; 0 3136 84055 -200258 11507 0 0 0 DCON12 422 0 3136 84056 -182581 -11507 0 0 0 DCON13 -422 0 3136 84065 -200258 11507 0 0 0 DCON14 422 0 3136 84056 -182581 -11507 0 0 0 DCON15 0 422 3136 92893 -191419 24843 0 0 0 DCON16 0 422 3136 75217 -191419 24843 0 0 0 DCON17 0 -422 3136 92893 -191419 -24843 0 0 0 DCON18 0 422 3136 75217 -191419 24843 0 0 0 DCON19 -422 0 2352 63041 -152403 11507 0 0 0 DCON20 422 0 2352 63042 -134726 -11507 0 0 0 DCON21 -422 0 2352 63041 -152403 11507 0 0 0 DCON22 422 0 2352 63042 A347261, -11507 0 0 0 DCON23 0 422 2352 71879 -143564i -24843 0 0 0 DCON24 0 422 2352 54204 -1435651 24843 0 0 0 DCON25 0 -422 2352 71879 -143564 -24843 0 0 0 DCON26 0 422 2352 54204 -143565 24843 0 0 0 DCMPCI 0 0 2094 53999 -133180 -0.07247 0 0 0 DCMPC2 0 0 2403 62574 -151436 -0.08835 0 0 0 DCMPS1 0 0 3659 98065 -223322 -0.1599 0 0 0 Page 2 of 4 9/10/2018 Schemmer Consulting Group 9/12/18 53 of 331 Analysis Results 9/10/2018 Table 1.1 -Base Reactions (continued) Load FX FY FZ MX MY MZ X Y Z Case/Combo kip kip kip kip-ft kip-ft kip-ft ft ft ft DCMPS2 0 0 4683 126930 -282701 -0.2164 0 0 0 DCMPD1 0 0 2614 70046 i -159516 -0,1142 0 0 0 DCMPD2 0 0 3581 96843 -216567 -0.1638 0 0 0 DWAL1 0 0 3659 98065 -223322 -0.1599 0 0 0 DWAL2 0 0 4683 126930 -282701 -0.2164 0 0 0 DWAL3 -422 0 4103 110852 -257309 ! 11507 0 0 0 DWAL4 422 0 4103 110852 1-239632 -11508 0 0 0 DWAL5 -422 0 4103 110852 -257309 11507 0 0 0 DWAL6 422 0 4103 110852 -239632 -11508 0 0 0 DWAL7 0 -422 4103 119690 i lm248470 . -24843 0 0 0 DWAL8 0 422 4103 102014 -248470 24843 0 0 0 DWAL9 0 -422 4103 119690 -248470 -24843 0 0 0 DWAL10 0 422 4103 102014 -248470 24843 0 0 0 DWAL11 -422 0 3136 84055 -200258 11507 0 0 0 DWAL12 422 0 3136 84056 -182581 -11507 0 0 0 DWAL13 -422 0 3136 84055 -200258 11507 0 0 1 0 DWAL14 422 0 3136 84056 -182581 -11507 0 0 0 DWAL15 0 422 3136 92893 -1914191, -24843 0 0 0 DWAL16 0 422 3136 175217 -191419 24843 0 0 0 DWAL17 0 -422 3136 92893 -191419 -24843 0 0 0 DWAL18 0 422 3136 75217 -191419 24843 0 0 0 DWAL19 -422 0 2352 63041 -152403 11507 0 0 0 DWAL20 422 0 2352 63042 -134726 .11507 0 0 0 DWAL21 422 0 2352 63041 A 52403: 11507 0 0 0 DWAL22 422 0 2352 63042 -134726 .11507 0 0 0 DWAL23 0 -422 2352 71879 -143564 -24843 0 0 0 DWAL24 0 422 2352 1 54204 -143565 24843 0 0 0 DWAL25 0 -422 2352 71879 -143564 -24843 0 0 0 DWAL26 0 422 2352 1 54204 -143565 24843 0 0 0 DSIbU1 0 0 3659 98065 -223322 -0.1599 0 0 0 DSlbU2 0 0 4683 126930 -282701 -0.2164 0 0 0 DSIbU3 -422 0 4103 110852 -257309 11507 0 0 0 DSIbU4 422 0 4103 1110852 1-239632 I -11508 0 0 0 DSIbU5 -422 0 4103 ' 110852 -257309 11507 0 0 0 DSIbU6 422 0 4103 110852 1-239632 I -11508 1 0 0 0 DSIbU7 0 -422 1 4103 119690 -248470 -24843 0 0 0 DSIbU8 0 422 4103 102014 -2484701 24843 0 0 0 DSIbU9 0 422 4103 119690 -248470 -24843 0 0 0 DSlbU10 0 422 4103 102014 -248470 24843 0 0 0 DSIbU11 -422 0 1178 30374 -83752 11507 0 0 0 DSIbU12 422 0 1178 30375 -66075 .11507 0 0 0 DSIbU13 -422 0 1178 30374 -83752 11507 0 0 0 DSIbU14 422 0 1178 30375 .66075 .11507 0 0 0 DSIbU15 0 -422 1178 39212 -74913 -24843 0 0 0 DSIbU16 0 422 1178 21536 -74914 24843 0 0 0 Page 3 of 4 9/12/18 Schemmer Consulting Group 54 of 331 Analysis Results 9/10/2018 Table 1.1 -Base Reactions (continued) Load FX FY FZ MX MY MZ X Y Z Case/Combo kip kip kip kip-ft kip-ft kip-ft ft ft ft DSIbU17 0 -422 1178 39212 -74913 -24843 0 0 0 DSlbU18 0 422 1178 21536 =74914 24843 0 0 0 DSIbU19 0 0 4103 110852 -248470-0.1867 0 0 0 DSIbU20 0 0 4683 126930 -282701-0.2164 0 0 0 DSlbU21 422 0 4103 110852 -257309 11507 0 0 0 DSIbU22 422 0 4103 110852 -239632 -11508 0 0 0 DSIbU23 -422 0 4103 110852 -257309 11507 0 0 0 DSlbU24 422 0 4103 110852 -239632 11508 0 0 0 DSIbU25 0 I -422 4103 119690 -248470 -24843 0 0 0 DSIbU26 0 422 4103 102014 -248470 24843 0 0 0 DSIbU27 0 422 4103 119690 -248470 -24843 0 0 0 DSlbU28 0 422 4103 102014 -248470 24843 0 0 0 DSIbl1 0 0 1309 33749 .83237-0.0453 0 0 0 DSlbN1 0 0 2616 70107 -159620-0,005213 0 0 0 DSIbN2 0 0 3583 96903 -216671-0.05483 0 0 0 DSIbL1 0 0 2616 70107 -159620-0.005213 0 0 0 DSIbL2 0 0 3099 83505 -188146-0.03002 0 0 0 Page 4 of 4 9/12/18 Schemmer Consulting Group 55 of 331 0 N m c �EJ c7 w a 9 _ .� � ,� 4i N in V: Nei ��s N ���: t' Q N Q .. _.. _ _ t ... _. _._ N X O N r� N } N _rn � �c�� t rt, n ��\ �,t r� 0 N �_ O N N 0] F W d Y X LL E rn 0 c m E 0 3 5 0 �1v1a i of 331 Schemmer Consulting Group s N - _.... -.e .. _. _... e_ � � 47 C, � _._— .._ _._. _. ... .. _ G7 ., .__.. ...... ... ____..._ _._. . __ o -- -. _. _.... __ _... __._ .. Y: __......._.__.-_L.......... __\_ __._. _. ll � l r i X i i � N � i 1 N �/ �y `4 "<Y N c" J J J J 0 C u e 0 u 0 d 7 W 0 N >O >i 2 in �/12/18 57 of 331 Scher isulting Group 0 N m rn 0 N O N .� d Y u D V si 7 C C 7 �/12/18 58 of 331 Schemmer Consulting Group W O N O) N FQ.. w Schemmer Consulting Group Q �. Y V1 W N rn W N N N U O w A N t V1 3 U1 5 M J i 0 �/12/18 59 of 331 0 N 1 I` �� I <c I i , � ' \� N �/� (H 4 L£ Iu) SZ 1 __ __�— —_ so'o sio sro oo"o sro zo'o z eco ze'a zeo oo'o sL�o zro LB'0 ZE'0 ZE'0 Z£'0 LL'0 OL'0 00'0 ZE'0 ZE'a 00�0 40'0 00'0 k SB'O ZE'0 ZE'0 ZE'0 ZE'0 ZL'0 z S L'0 Zf'0 ZE'0 00'0 LL'0 6L'0 OL'0 ZL'0 eZ'0 80'0 ZL'0 LL'0 L I O N O N V) ll] Schemmer Consulting Group m 0 w 0 N U) O Q>) >I 0_' 2 N Q'J/12/16 60 of 331 O N 0 N �_ O V) Q W ' �_ [:;/ i I Lid � ("7 ////-� I N/ ) \\ �� U 6 LE a) SZ / 8'L E'L S'0 L'0 6'0 9'0 l'0 Z'0 S'Z L'0 L'L L'0 � N Z'Z 9'Z Z'L L'L e'L E'4 9'0 9'0 Z'Z l'Z 9'0 S'0 z 6'E 6'6 B'Z Z'Z 6'Z Z'Z S'L S'l e'6 L'6 6'4 £'L (�� C 9'Z l'E E'Z L� 6'L L'L � S'L S'l L'6 0'L E'L E'0 0'6 0'S e'Z Z'Z L'Z Z'Z S' L 9' L 6'6 9'4 S' L S' L � C Z'Z Z'E Z' L L' L 8' L E' L 9'0 9'0 Z'Z Z'Z 9'0 9'0 x 6'L 6'Z L'Z 9't Z'L L'0 L'L l'L 0'E -'- S'Z Z'L G'0 X � 1 i t L �/12/18 61 of 331 Schemmer Consulting Group 0 N 00 O N O N N m H w r - r f i � ��� --- o 3 ���, r��� Y V � �' ry __ z N � �� \ .___ � i ___,_ ��-� a v'�e a sz /rn ( �(� � � c� a ,. N II N N J J 3 d s a m 0 w 0 N O �I N 2 �J/12/18 62 of 331 Schemmer Consulting Group N O U) Q W a Y f0 m lQ l0 J N Ti n V v J J 3 m i �/12/18 64 of 331 Schemmer Consulting Group 0 N m � m. 0 or �' a o n °�+• �. s. h � w 4o ry� m, y � ^ � M. o N m � � N N � 0 _— iU `y h � N N w W. o N � o m, �. C � � N N O n � � a � tioz> ^� � --� o• � ry � m V N � O 0 �, N �. N N � O M h' � ry N o P N � N N ^! o' n o' o N N � � M• � � � m N r � o N 0 N N. � o � O �h' n N' N � � N of A N' m (81 �8.0) X N L } O V7 m Schemmer Consulting Group �/12/18 i5 of 331 0 N W �_ 0 N R 28E"0 tl 0 � Z o \, r _ ES.009 � / zmn 9 4 �\ 7L'0 aac' � _ � 5, Ci d <Z o a2 0.693 0.656 � III 0.398 p 0.877 ` x I N G� y/ 0.359 Gy �4 0.9 3 .164 0 Schemmer Consulting Group U r d c E 0 U 3 M 0] W 0 0 m �I 2 N aJ112/18 66 of 331 ETABS 2016 16.2.0 ETABS 2016 Concrete Frame Design ACI 318-08 Column Section Design ! 2 ! 3 • Column Element Details (Summary) License #'19DDNUCAVF854J2 Level Element Unique Name Section ID Combo ID Station Loc Length (in) LLRF Type LVL-2 C20 75 CNCOL18X1811 DCON2 114 138 1 Sway Special Section Properties do (in) Cover (Torsion) (in) 18 18 2.6 0.9 Material Properties E e (Ib/in2) f e (Ib/inZ) Lt.Wt Factor (Unitless) fY (Iblin2) fys (Iblin2) 4030000 5000 1 1 I 60000 I 60000 Design Code Parameters T � CTied 0 CSpiral 0 Vns � Vs � Vjoint 0.9 1 0.65 1 0.7 1 0.75 0.6 0.85 Axial Force and Biaxial Moment Design For P° , M.z , M°s Design P ° kip Design M °z kip-ft Design M U, kip-ft Minimum M z kip-ft Minimum M a kip-ft Rebar % % Capacity Ratio Unitless 309 -187 131 29 29 3.85 0.842 Axial Force and Biaxial Moment Factors C m Factor Unitless S ns Factor Unitless S s Factor Unitless K Factor Unitless Effective Length in Major Bend(M3) 0.6 1 1 1 114 Minor Bend(M2) 0.6 1 1 1 114 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 2 9/8/2018 9/12/18 67 of 331 ETABS 2016 16.2.0 Shear Design for Vu2 , V0 seit 19DDNUCAVF854J2 Shear Vu kip Shear OV, kip Shear OVs kip Shear OVp kip Rebar A,/s in2/ft Major, Vu2 14 43 0 0 0 Minor, Vu3 20 43 0 0 0 Joint Shear Check/Design Joint Shear Shear Shear Shear Joint Shear Force V u,Tap V u,Tot ove Area Ratio kip kip kip kip in' Unitless Major Shear, Vu2 N/A N/A N/A N/A N/A N/A Minor Shear, VU3 N/A N/A N/A N/A N/A N/A Notes: N/A: Not Applicable N/C: Not Calculated N/N: Not Needed QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group (6/5) Beam/Column Capacity Ratio Major Ratio Minor Ratio N/A N/A Page 2 of 2 9/8/2018 9/12/18 68 of 331 ETABS 2010 16.2.0 ETABS 2016 Concrete Frame Design ACI 318-08 Column Section Design Column Element Details (Summary) License #*19DDNUCAVF854J2 Level Element Unique Name Section ID Combo ID Station Loc Length (in) LLRF Type LVL-1 I C13 1 31 ICNCOL18X18101 DCON2 1 60 120 1 Sway Special Section Properties do (in) Cover( (in) 18 18 2.6 0.9 Material Properties Ee(Ib/inz) fe(Ib/inZ) Lt.WtFactor (Unitless) fY(Iblinz) fys(Iblin2) 4030000 5000 1 1 60000 I 60000 Design Code Parameters T � CTied 0 CSpiral (1)Vns 0.9 0.65 0.7 I 0.75 I 0.6 0.85 Axial Force and Biaxial Moment Design For P. , M.z , M°s Design P� kip Design M°z kip-ft Design M°a kip-ft Minimum Mz kip-ft Minimum M s kip-ft Rebar % % Capacity Ratio Unitless 658 62 -24 62 62 3.14 0.656 Axial Force and Biaxial Moment Factors C,n Factor Unitless 5 ns Factor Unitless S s Factor Unitless K Factor Unitless Effective Length in Major Bend(M3) 0.6 1 1 1 120 Minor Bend(M2) 0.6 1 1 1 120 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 2 9/8/2018 9/12/18 69 of 331 ETABS 2016 16.2.0 Shear Design for Viz , VU3 se,* 19DDNUCAVF854J2 Shear Vu kip Shear OV, kip Shear MV, kip Shear OV p kip Rebar A, /s in2/ft Major, VU2 4 59 0 0 0 Minor, VU3 1 59 0 0 0 Joint Shear Check/Design Joint Shear Shear Shear Shear Joint Shear Force V u,Top V u,Toc (I)V C Area Ratio kip kip kip kip in' Unitless Major Shear, Vu2 N/A N/A N/A N/A N/A N/A Minor Shear,VU3 N/A N/A N/A N/A N/A N/A Notes: N/A: Not Applicable NIC: Not Calculated N/N: Not Needed QStHtIRSW 9-06-2018.ED6 (6/5) Beam/Column Capacity Ratio Major Ratio Minor Ratio N/A N/A Page 2 of 2 9/8/2018 9/12/18 70 of 331 Schemmer Consulting Group ETABS 2016 16.2.0 ETABS 2016 Concrete Frame Design ACI 318-08 Column Section Design • 2 • 3 • Column Element Details (Summary) License #*19DDNUCAVF854J2 Level Element Unique Name Section ID Combo ID Station Loc Length (in) LLRF Type LVL-2 I C8 1 30 1 CNCOL18X1891 DCON2 1 114 1 138 1 1 1 Sway Special Section Properties do (in) Cover (Torsion) (in) 18 18 2.5 0.9 Material Properties E�(Ib/inZ) f'�(Ib/inz) Lt.WtFactor (Unitless) fY(Iblinz) fys(Ib/in2) 4030000 5000 1 60000 '60000 Design Code Parameters T � CTied 0 CSpiral 0 Vns � Vs � Vjoint 0.9 0.65 0.7 0.75 0.6 0.85 Axial Force and Biaxial Moment Design For P. , Muz , MO Design P n kip Design M uz kip-ft Design M u, kip-ft Minimum M z kip-ft mum M a kip-ft Rebar % % Capacity Ratio Unitless 183 -117 218 17 17 2.47(O/S #35) 0.993(O1S #35) Axial Force and Biaxial Moment Factors Cm Factor Unitless Sns Factor Unitless bs Factor Unitless K Factor Unitless Effective Length in Major Bend(M3) 0.6 1 1 1 114 Minor Bend(M2) 0.6 1 1 1 114 QStHtIRSW 9-06-2018.ED6 Schemmer Consulting Group Page 1 of 2 9/8/2018 9/12/18 71 of 331 ETABS 2010 16.2.0 Shear Design for Viz , VU3 License #*19DDNUCAVF854J2 Shear V. kip Shear OVA kip Shear OVs kip Shear OVp kip Rebar Av/s in2/ft Major, V.2 23 38 11 0 0.19 Minor, V 3 12 38 0 0 0 Joint Shear Check/Design Joint Shear Shear Shear Shear Joint Shear Force V u,Top V u,Tot wo Area Ratio kip kip kip kip in' Unitless Major Shear, Vu2 N/A N/A N/A N/A N/A N/A MinorShear,VU3 N/A N/A N/A N/A N/A N/A Notes: N/A: Not Applicable N/C: Not Calculated N/N: Not Needed (6/5) Beam/Column Capacity Ratio Major Ratio Minor Ratio N/A N/A O/S #35 Capacity ratio exceeds limit QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 2 of 2 9/8/2018 9/12/18 72 of 331 ETABS 2016 16.2.0 ETABS 2016 Concrete Frame Design ACI 318-08 Beam Section Design Beam Element Details (Summary) License # 19DDNUCAVF854J2 Level Element Unique Name Section ID Combo ID Station Loc Length (in) LLRF Type LVL-2 B5 162 BM30X24 I DCON2 1 44.1 441 1 Sway Special Section Properties b(in) h(in) bf(in) ds(in) d�,(in) 30 24 I 30 1 0 1 3 3 Material Properties E�(Ib/in2) F�(Ib/in2) Lt.WtFactor (Unitless) fY(Iblin2) fYs(Ib/in2) 4030000 5000 1 1 1 60000 I 60000 Design Code Parameters T � CTied (P CSpiral (P Vns 0.9 0.65 0.7 0.75 0.6 0.85 Design Moment and Flexural Reinforcement for Moment, M U, Design Design -Moment +Moment Minimum Required -Moment +Moment Rebar Rebar Rebar Rebar kip-ft kip-ft in' i n 2 i n 2 in' Top (+2 Axis) -373.1231 3.6 0 2.2 3.6 Bottom (-2 Axis) 170,6285 0 1.3 1.7 1.7 Shear Force and Reinforcement for Shear, Viz Shear Viz kip Shear �V� kip Shear DVS kip Shear Vp kip Rebar A„/S in2/ft 102.444 66.822 35.622 0 0.45 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 2 9/8/2018 9/12/18 73 of 331 ETABS 2010 16.2.0 License #*19DDNUCAVF854J2 Torsion Force and Torsion Reinforcement for Torsion, T� N*Tu kip-ft Tcr kip-ft Area A. in Perimeter, ph in Rebar At /s in2/ft Rebar A, in' 54,0618 23,9151 461.76 94 0.19 2.8 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 2 of 2 9/8/2018 9/12/18 74 of 331 ETABS 2016 16.2.0 ETABS 2016 Concrete Frame Design ACI 318-08 Beam Section Design Beam Element Details (Summary) License # 19DDNUCAVF854J2 Level Element Unique Name Section ID Combo ID Station Loc Length (in) LLRF Type LVL-2 B5 162 BM30X24 I DCON2 1 220.5 I 441 I 1 Sway Special Section Properties b, (in) d s (in) de 30 24 1 30 1 0 1 3 3 Material Properties E�(Ib/in2) f'e(Ib/in2) Lt.WtFactor (Unitless) fY(Iblin2) fys(Iblin2) 4030000 5000 1 60000 60000 Design Code Parameters T � CTied 0 CSpiral 0 Vns 0.9 0.65 0.7 0.75 0.6 0.85 Design Moment and Flexural Reinforcement for Moment, M U, Design Design -Moment +Moment Minimum Required -Moment +Moment Rebar Rebar Rebar Rebar kip-ft kip-ft i n 2 i n 2 in' in' Top (+2 Axis) -170.6285 1.6 0 2.2 2.2 Bottom (-2 Axis) 915,3886 0 10.9 2.2 10.9 Shear Force and Reinforcement for Shear, Viz Shear Viz kip Shear �V� kip Shear TVs kip Shear Vp kip Rebar A„/S in2/ft 60.864 66.822 25.058 0 0.32 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 2 9/8/2018 9/12/1 S 75 of 331 ETABS 2010 16.2.0 License #*19DDNUCAVF854J2 Torsion Force and Torsion Reinforcement for Torsion, T� (D*Tu kip-ft Tcr kip-ft Area A. inz Perimeter, ph in Rebar A, /s inz/ft Rebar A, inz 0.8413 22,2471 461.76 94 0 0 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 2 of 2 9/8/2018 9/12/18 76 of 331 ETABS 2016 16.2.0 ETABS 2016 Concrete Frame Design ACI 318-08 Beam Section Design Beam Element Details (Summary) License # 19DDNUCAVF854J2 Level Element Unique Name Section ID Combo ID Station Loc Length (in) LLRF Type LVL-2 B10 190 BM30X24 I DCON2 1 209,1002 376.5 1 Sway Special Section Properties b(in) h(in) br(in) ds(in) det(in) deb(in) 30 24 1 30 1 0 1 3 3 Material Properties E � (Ib/in2) F e (Iblin2) Lt.Wt Factor (Unitless) fY (Ib/in2) f rs (Ib/inz) 4030000 5000 1 I 60000 60000 Design Code Parameters T � CTied 0 CSpiral 4) Vns 0.9 0.65 0.7 0.75 I 0.6 0.85 Design Moment and Flexural Reinforcement for Moment, M U, Design Design -Moment +Moment Minimum Required -Moment +Moment Rebar Rebar Rebar Rebar kip-ft kip-ft in in in' in' Top (+2 Axis) -109.5245 1.1 0 1.5 1.5 Bottom (-2 Axis) 449,3488 0 5 2.2 5 Shear Force and Reinforcement for Shear, Viz Shear Viz kip Shear �V� kip Shear TVs kip Shear Vp kip Rebar A�/S in2/ft 9.613 66.822 10.015 0 0.13 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 2 9/8/2018 9/12/18 77 of 331 ETABS 2016 16.2.0 License #*19DDNUCAVF854J2 Torsion Force and Torsion Reinforcement for Torsion, T� (D*Tu kip-ft Tcr kip-ft Area A. in2 Perimeter, ph in Rebar At/s in2/ft Rebar A, in 27,5639 21,3406 461.76 94 0.1 3.1 QStHtIRSW 9-06-2018.ED6 Schemmer Consulting Group Page 2 of 2 9/8/2018 9/12/18 78 of 331 ETABS 2016 16.2.0 ETABS 2016 Concrete Frame Design ACI 318-08 Beam Section Design Beam Element Details (Summary) self 19DDNUCAVF854J2 Level Element Unique Name Section ID Combo ID Station Loc Length (in) LLRF Type LVL-2 B10 190 BM30X24 I DCON2 1 352,9688 376.5 1 Sway Special Section Properties b(in) h(in) bf(in) ds(in) d.,(in) 30 24 1 30 1 0 1 3 3 Material Properties Lt.Wt Factor (Unitless) f Y (Ib/in2) f rs (Ib/in2) 4030000 5000 1 60000 60000 Design Code Parameters T � CTied 0 CSpiral 0 Vns � Vs � Vjoint 0.9 0.65 0.7 0.75 0.6 0.85 Design Moment and Flexural Reinforcement for Moment, M ., Design Design -Moment +Moment Minimum Required -Moment +Moment Rebar Rebar Rebar Rebar kip-ft kip-ft in' in' in' in' Top (+2 Axis) -109.5245 1 0 1.4 1.4 Bottom (-2 Axis) 109,5245 0 1 1 A 1 A Shear Force and Reinforcement for Shear, Viz Shear Viz kip Shear �V� kip Shear Q�VS kip Shear Vp kip Rebar A�/S in2/ft 133,629 66.822 66.807 0 0.85 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 2 9/8/2018 9/12/18 79 of 331 ETABS 2016 16.2.0 License #'19DDNUCAVF854J2 Torsion Force and Torsion Reinforcement for Torsion, T� O*Tu kip-ft Tcr kip-ft Area A. inZ Perimeter, Ph in Rebar At /s inZ/ft Rebar A, i n 2 196,3501 21,9863 461.76 94 0.68 5.3 QStHtIRSW 9-06-2018.ED6 Schemmer Consulting Group Page 2 of 2 9/8/2018 9/ 12/18 80 of 331 0 YAVAA UIE02 Integrated Building Design Software ConcFrameDesign Q Street Hotel Model File: QStHtI, Revision 0 9/8/2018 Schemmer Consulting Group 9/12/18 81 of 331 Design Data 9/8/20 ] a 1 Design Data This chapter provides design data and results. 1.1 Concrete Frame Design Story Label LVL-2 C6 LVL-2 C7 LVL-2 C8 LVL-2 C12 LVL-2 C13 LVL-2 C14 LVL-2 C15 LVL-2 C19 LVL-2 C20 LVL-2 C27 LVL-2 C28 LVL-2 C29 LVL-2 C1 LVL-1 C13 LVL-1 C19 LVL-1 C28 Table 1.1 -Concrete Frame Preferences -ACI 318-08 Item Value Multi -Response Design Step -by -Step Seismic Design Category D # Interaction Curves 24 # Interaction Points 11 Minimum Eccentricity Yes Phi (Tension) 0.9 Phi (Compression Tied) 0.65 Phi (Compression Spiral) 0.7 Phi (Shear and Torsion) 0.85 Phi (Shear Seismic) 0.6 Phi (Shear Joint) 0.85 Pattern Live Load Factor 0.75 D/C Ratio Limit 0.95 Table 1.2 -Concrete Column Overwrites -ACI 318-08 (Part 1 of 2) Unique Design I Design Section LLRF LMajor LMinor KMajor KMinor',CmMajor Name ype 20 Column Program Determined 1 0,826087 0,826087 1 1 1 25 Column Program Determined 1 0.833333 0.833333 1 1 1 30 Column Program Determined 1 0,826087 0.826087 1 1 1 50 Column Program Determined 1 0,826087 '', 0,826087 1 1 1 55 Column Program Determined 1 1 I 1 ( 1 1 1 60 Column Program Determined 1 0,826087 0,826087 ! 1 1 1 65 Column Program Determined 1 0,826087 0,826087 1 1 1 70 Column Program Determined 1 1 1 1 1 1 75 Column Program Determined 1 0,826087 0,826087 1 1 1 110 Column Program Determined 1 0,826087 0,826087 1 1 1 115 Column Program Determined 1 0,826087 0,826087 1 1 1 120 Column Program Determined 1 0,826087 04826087 1 1 1 15 Column Program Determined 1 1 1 1 1 1 31 Column Program Determined 1 1 1 1 1 1 34 Column Program Determined 1 1 1 1 1 1 37 Column Program Determined 1 1 1 1 1 1 Table 1.2 -Concrete Column Overwrites -ACI 318-08 (Part 2 of 2) Story Label Unique Name, CmMinor DnsMajor DnsMinor DsMajor DsMinor LVL-2 C6 20 1 1 1 � 1 1 LVL-2 C7 25 1 1 1 1 1 LVL-2 C8 30 1 1 1 1 1 LVL-2 C12 50 1 1 1 1 1 LVL-2 C13 55 1 1 1 1 1 Page 2 of 53 9/12/18 82 of 331 Schemmer Consulting Group Design Data 9/8/2018 Table 1.2 -Concrete Column Overwrites -ACI 318-08 (Part 2 of 2, continued) Story Label Unique Name CmMinor DnsMajor DnsMinor DsMajor DsMinor LVL-2 C14 60 1 1 1 1 1 LVL-2 C15 65 1 1 1 1 1 LVL-2 C19 70 1 1 1 1 1 LVL-2 C20 75 1 1 1 1 1 LVL-2 C27 110 1 1 1 1 1 LVL-2 C28 115 1 1 1 1 1 LVL-2 C29 120 1 1 1 1 1 LVL-2 C1 15 1 1 1 1 1 LVL-1 C13 31 1 1 1 1 1 LVL-1 C19 34 1 1 1 1 1 LVL-1 C28 37 1 1 1 1 1 Table 1.3 -Concrete Beam Overwrites -ACI 318-08 Story Label Unique Design Design Section LLRF LMajor LMinor Name Type LVL-2 B9 186 Beam Program Determined 1 0.94 0.94 LVL-2 B10 190 Beam Program Determined 1 0,952191 0.901727 LVL-2 B11 194 Beam Program Determined 1 0.94 0.94 LVL-2 B12 198 Beam Program Determined 1 0.952191 0,901727 LVL-2 B13 202 I Beam Program Determined 1 1 1 LVL-2 B14 206 Beam Program Determined 1 i 1 1 LVL-2 B15 210 Beam Program Determined 1 0.94 0.94 LVL-2 B16 214 Beam Program Determined 1 1 0,952191 0,952191 LVL-2 B17 218 Beam Program Determined 1 1 1 LVL-2 B18 1 222 Beam Program Determined 1 1 1 LVL-2 B19 226 Beam Program Determined 1 0,959184 0,479592 LVL-2 B20 230 Beam Program Determined 1 0.959184 0.479592 LVL-2 B21 234 I Beam Program Determined 1 0,959211 0.479946 LVL-2 B22 238 Beam Program Determined 1 0,959211 00479946 LVL-2 B1 4 Beam Program Determined 1 0,952191 0,952191 LVL-2 B2 27 Beam Program Determined 1 1 0.954 0.954 LVL-2 B8 1 Beam Program Determined 1 1 0.5 LVL-2 B23 2 Beam Program Determined 1 0.944444 0.472222 LVL-2 B27 7 Beam Program Determined 1 1 1 LVL-2 B28 8 Beam Program Determined 1 1 1 LVL-2 B5 162 Beam Program Determined 1 0,959184 0,479592 LVL-2 B24 174 Beam Program Determined 1 0,959211 0,479946 LVL-2 B29 I 5 Beam Program Determined 1 0.944444 10.472222 Page 3 of 53 9/12/18 Schemmer Consulting Group 83 of 331 Design Data Table 1.4 -Concrete Column PMM Envelope Label Story Section Location P ' M Major M Minor kip kip-ft kip-ft C6 C6 C7 C7 C8 C8 C12 C12 C13 C13 C14 C14 C15 C15 C19 C19 C20 C20 C27 C27 C28 C28 C29 C29 C1 C1 C13 C13 C19 C19 C28 C28 Label C6 C6 C7 C7 C8 C8 C12 �� LVL-2 CNCOL18X189 Top LVL-2 CNCOL18X189 Bottom LVL-2 CNCOL18X1810 Top LVL-2 CNCOL18X1810 Bottom LVL-2 CNCOL18X189 Top LVL-2 CNCOL18X189 Bottom LVL-2 CNCOL18X189 I Top LVL-2 CNCOL18X189 Bottom LVL-2 CNCOL18X1810 Top LVL-2 CNCOL18X1810 Bottom LVL-2 CNCOL18X1811 Top LVL-2 CNCOL18X1811 Bottom LVL-2 CNCOL18X189 Top LVL-2 CNCOL18X189 Bottom LVL-2 CNCOL18X1810 Top LVL-2 CNCOL18X1810 Bottom LVL-2 CNCOL18X1811 Top LVL-2 CNCOL18X1811 ! Bottom LVL-2 CNCOL18X189 Top LVL-2 CNCOL18X189 Bottom LVL-1 LVL-1 Story LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 CNCOL18X1810 CNCOL18X1810 Top Bottom 103.861 i 117.804 � 9.8668 106.809 10,1468 j 0 283.518 68.7139 28.7561 154.159 5.5029-15.1482 183.267 217,8656 (-117,3486 186.215-17.6904 0 �[IlQ[r7�iR�iL•Ilif�iR? 247.436 ; 23.5064 ', 0 653.221-85.3259 62.056 656.169-62.336 15,9626 312.816-137.9102-194.5575 315.763-29.9975 0 238.303 241.25 574.743 577.691 309.467 312.414 115 112.914 .862 68.704 169.047 73.586 171.995 27.453 23.885 656.169 566.276 659.271 569, 378 63.259 68.553 97:576 69.2285 22.9188 0 150.2171 ( 54.6006 61.0851-54,8806 130.9072-187.3682 29.6794 0 11.0069 96.4033 46.3842 i 206.0369 16.3395 46.2822 2.608 62.336 -107.8955 0 6.607 10.7269 -75.3721 7.0854 0 -7.1658 0 15.9626 -62.6308 � 0 -53.7962-16.581 54.0909 1 0 11.235 -6.6153 6.0955 -0.189 Table 1.5 -Concrete Column Shear Envelope V Major Major At Section Location kip Combo Major i n /ft CNCOL18X189 Top 12.389 0 CNCOL18X189 ! Bottom 12.389 0 PMM PMM Ratio or Combo Rebar DCON2 0.398 DC 0.113 DC 0.359 DC 1 0.154 DC 0.993 DC 0.196 DC 0.564 DCON2 0.261 DC 0.693 DC 0.653 DC 0.877 DC 0.293 �[IlQ[r7�iR�iL•Ilif�iR? 247.436 ; 23.5064 ', 0 653.221-85.3259 62.056 656.169-62.336 15,9626 312.816-137.9102-194.5575 315.763-29.9975 0 238.303 241.25 574.743 577.691 309.467 312.414 115 112.914 .862 68.704 169.047 73.586 171.995 27.453 23.885 656.169 566.276 659.271 569, 378 63.259 68.553 97:576 69.2285 22.9188 0 150.2171 ( 54.6006 61.0851-54,8806 130.9072-187.3682 29.6794 0 11.0069 96.4033 46.3842 i 206.0369 16.3395 46.2822 2.608 62.336 -107.8955 0 6.607 10.7269 -75.3721 7.0854 0 -7.1658 0 15.9626 -62.6308 � 0 -53.7962-16.581 54.0909 1 0 11.235 -6.6153 6.0955 -0.189 Table 1.5 -Concrete Column Shear Envelope V Major Major At Section Location kip Combo Major i n /ft CNCOL18X189 Top 12.389 0 CNCOL18X189 ! Bottom 12.389 0 PMM PMM Ratio or Combo Rebar DCON2 0.398 DC 0.113 DC 0.359 DC 1 0.154 DC 0.993 DC 0.196 DC 0.564 DCON2 0.261 DC 0.693 DC 0.653 DC 0.877 DC 0.293 238.303 241.25 574.743 577.691 309.467 312.414 115 112.914 .862 68.704 169.047 73.586 171.995 27.453 23.885 656.169 566.276 659.271 569, 378 63.259 68.553 97:576 69.2285 22.9188 0 150.2171 ( 54.6006 61.0851-54,8806 130.9072-187.3682 29.6794 0 11.0069 96.4033 46.3842 i 206.0369 16.3395 46.2822 2.608 62.336 -107.8955 0 6.607 10.7269 -75.3721 7.0854 0 -7.1658 0 15.9626 -62.6308 � 0 -53.7962-16.581 54.0909 1 0 11.235 -6.6153 6.0955 -0.189 Table 1.5 -Concrete Column Shear Envelope V Major Major At Section Location kip Combo Major i n /ft CNCOL18X189 Top 12.389 0 CNCOL18X189 ! Bottom 12.389 0 PMM PMM Ratio or Combo Rebar DCON2 0.398 DC 0.113 DC 0.359 DC 1 0.154 DC 0.993 DC 0.196 DC 0.564 DCON2 0.261 DC 0.693 DC 0.653 DC 0.877 DC 0.293 11.0069 96.4033 46.3842 i 206.0369 16.3395 46.2822 2.608 62.336 -107.8955 0 6.607 10.7269 -75.3721 7.0854 0 -7.1658 0 15.9626 -62.6308 � 0 -53.7962-16.581 54.0909 1 0 11.235 -6.6153 6.0955 -0.189 Table 1.5 -Concrete Column Shear Envelope V Major Major At Section Location kip Combo Major i n /ft CNCOL18X189 Top 12.389 0 CNCOL18X189 ! Bottom 12.389 0 PMM PMM Ratio or Combo Rebar DCON2 0.398 DC 0.113 DC 0.359 DC 1 0.154 DC 0.993 DC 0.196 DC 0.564 DCON2 0.261 DC 0.693 DC 0.653 DC 0.877 DC 0.293 DC At V Minor Minor Minor kip Combo in /ft 0.348 1 0 0.3 COL18X1810 Top 26.327 0 0 0 9/8/2018 Schemmer Consulting Group Page 4 of 53 9/12/18 84 of 331 Design Data Label C12 C13 C13 C14 C14 C15 C15 C19 C19 C20 C20 C27 C27 C28 C28 C29 C29 C1 C1 C13 C13 C19 C19 C28 C28 Label B9 B9 B9 B10 B10 B10 B11 B11 B11 B12 B12 B12 B13 B13 B13 B14 Table 1.5 -Concrete Column Shear Envelope (continued) V Major Major Major V Minor kip Combo ajo kip LVL-2 CNCOL18X189 Bottom 10,601 I 0 8.111 Story Section Location LVL-2 CNCOL18X1810 Top 4,266 LVL-2 CNCOL18X1810 Bottom 4.266 LVL-2 CNCOL18X1811 Top 14,439 LVL-2 CNCOL18X1811 Bottom 14.439 LVL-2 CNCOL18X189 Top 10.235 LVL-2 CNCOL18X189 Bottom 10.235 LVL-2 CNCOL18X1810 Top 22.11 LVL-2 CNCOL18X1810 Bottom 22.11 LVL-2 CNCOL18X1811 Top 13.714 LVL-2 CNCOL18X1811 Bottom 13.714 LVL-2 CNCOL18X189 Top 11,343 LVL-2 CNCOL18X189 Bottom 11.343 LVL-2 CNCOL18X1810 Top 14.097 LVL-2 CNCOL18X1810 Bottom 14.097 LVL-2 CNCOL18X189 Top 21.634 DC LVL-2 CNCOL18X189 Bottom 21.634 LVL-2 CNCOL18X189 Top 4,025 LVL-2 CNCOL18X189 Bottom 4.025 LVL-1 CNCOL18X1810 Top 4.266 LVL-1 CNCOL18X1810 Bottom 4.266 LVL-1 CNCOL18X1810 Top 3.59 LVL-1 CNCOL18X1810 Bottom 3,59 LVL-1 CNCOL18X1810 Top 1.687 LVL-1 CNCOL18X1810 Bottom 1.439 DC 0 0 0 0 0.19 0.19 0 0 0 0 0 0 0 L Table 1.6 -Concrete Beam Flexure Envelope Story Location Section LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 I LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 Moment Combo kip-ft End -I BM30X24-103.0269 DCON2 Middle BM30X24 i-103.0269 � DCON2 End-J BM30X24-412.1076 DCON2 End -I j BM30X24 li-438,0982 DCON2 Addle BM30X24 I-109.5245 DCON2 End-J BM30X24-109.5245 DCON2 Endd BM30X24 I-91.5575 DCON2 Middle BM30X24-91.5575 DCON2 End-J BM30X24-366.23 DCON2 End -I BM30X24-428.6577 DCON2 Middle BM30X24-107,1644 DCON2 End-J BM30X24 A07.1644 DCON2 End -I BM30X24-36.8331 DCON2 Middle BM30X24-36.8331 DCON2 End-J BM30X24-147.3324 DCON2 End -I BM30X24-157.7973 1 DCON2 Mi Page 5 of 53 1.448 1.448 20.37 20.37 7.265 7.265 6.941 i 6.941 19.619 19.619 0.766 0.766 0.044 0.012 7.912 7.912 0.623 0.623 1.448 1.448 1.657 1.657 0.078 0.075 Minor Combo As Top 4. 1. Moment �+) inz kip-ft Combo 1.5 174.2501 DCON2 1.5 250,1556 DCON2 4.6 206.0538 DCON2 9 260,3244 DCON2 6 451.3604 DCON2 1.5 361,9985 I DCON2 1.3 170.7163 DCON2 1A ' 221.5949 DCON2 4.1 183,115 DCON2 4.8 253.4148 DCON2 1.5 443,4373 DCON2 1.5 356.1111 DCON2 0.6 86,6236 DCON2 0.6 123.3483 DCON2 2.2 73.6662 DCON2 2.2 78,8987 DCON2 j ITS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 As Bot inz 2.2 2.7 2.2 2.8 5 4 2.2 2.4 2.2 2.8 4.9 3.9 1.3 1.8 1.1 1.2 9/8/2018 9/12/18 85 of 331 Schemmer Consulting Group 0 0 0 0 0.19 0.19 0 0 0 0 0 0 0 L Table 1.6 -Concrete Beam Flexure Envelope Story Location Section LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 I LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 Moment Combo kip-ft End -I BM30X24-103.0269 DCON2 Middle BM30X24 i-103.0269 � DCON2 End-J BM30X24-412.1076 DCON2 End -I j BM30X24 li-438,0982 DCON2 Addle BM30X24 I-109.5245 DCON2 End-J BM30X24-109.5245 DCON2 Endd BM30X24 I-91.5575 DCON2 Middle BM30X24-91.5575 DCON2 End-J BM30X24-366.23 DCON2 End -I BM30X24-428.6577 DCON2 Middle BM30X24-107,1644 DCON2 End-J BM30X24 A07.1644 DCON2 End -I BM30X24-36.8331 DCON2 Middle BM30X24-36.8331 DCON2 End-J BM30X24-147.3324 DCON2 End -I BM30X24-157.7973 1 DCON2 Mi Page 5 of 53 1.448 1.448 20.37 20.37 7.265 7.265 6.941 i 6.941 19.619 19.619 0.766 0.766 0.044 0.012 7.912 7.912 0.623 0.623 1.448 1.448 1.657 1.657 0.078 0.075 Minor Combo As Top 4. 1. Moment �+) inz kip-ft Combo 1.5 174.2501 DCON2 1.5 250,1556 DCON2 4.6 206.0538 DCON2 9 260,3244 DCON2 6 451.3604 DCON2 1.5 361,9985 I DCON2 1.3 170.7163 DCON2 1A ' 221.5949 DCON2 4.1 183,115 DCON2 4.8 253.4148 DCON2 1.5 443,4373 DCON2 1.5 356.1111 DCON2 0.6 86,6236 DCON2 0.6 123.3483 DCON2 2.2 73.6662 DCON2 2.2 78,8987 DCON2 j ITS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 As Bot inz 2.2 2.7 2.2 2.8 5 4 2.2 2.4 2.2 2.8 4.9 3.9 1.3 1.8 1.1 1.2 9/8/2018 9/12/18 85 of 331 Schemmer Consulting Group Page 5 of 53 1.448 1.448 20.37 20.37 7.265 7.265 6.941 i 6.941 19.619 19.619 0.766 0.766 0.044 0.012 7.912 7.912 0.623 0.623 1.448 1.448 1.657 1.657 0.078 0.075 Minor Combo As Top 4. 1. Moment �+) inz kip-ft Combo 1.5 174.2501 DCON2 1.5 250,1556 DCON2 4.6 206.0538 DCON2 9 260,3244 DCON2 6 451.3604 DCON2 1.5 361,9985 I DCON2 1.3 170.7163 DCON2 1A ' 221.5949 DCON2 4.1 183,115 DCON2 4.8 253.4148 DCON2 1.5 443,4373 DCON2 1.5 356.1111 DCON2 0.6 86,6236 DCON2 0.6 123.3483 DCON2 2.2 73.6662 DCON2 2.2 78,8987 DCON2 j ITS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 As Bot inz 2.2 2.7 2.2 2.8 5 4 2.2 2.4 2.2 2.8 4.9 3.9 1.3 1.8 1.1 1.2 9/8/2018 9/12/18 85 of 331 Schemmer Consulting Group 19.619 0.766 0.766 0.044 0.012 7.912 7.912 0.623 0.623 1.448 1.448 1.657 1.657 0.078 0.075 Minor Combo As Top 4. 1. Moment �+) inz kip-ft Combo 1.5 174.2501 DCON2 1.5 250,1556 DCON2 4.6 206.0538 DCON2 9 260,3244 DCON2 6 451.3604 DCON2 1.5 361,9985 I DCON2 1.3 170.7163 DCON2 1A ' 221.5949 DCON2 4.1 183,115 DCON2 4.8 253.4148 DCON2 1.5 443,4373 DCON2 1.5 356.1111 DCON2 0.6 86,6236 DCON2 0.6 123.3483 DCON2 2.2 73.6662 DCON2 2.2 78,8987 DCON2 j ITS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 As Bot inz 2.2 2.7 2.2 2.8 5 4 2.2 2.4 2.2 2.8 4.9 3.9 1.3 1.8 1.1 1.2 9/8/2018 9/12/18 85 of 331 Schemmer Consulting Group 1.448 1.657 1.657 0.078 0.075 Minor Combo As Top 4. 1. Moment �+) inz kip-ft Combo 1.5 174.2501 DCON2 1.5 250,1556 DCON2 4.6 206.0538 DCON2 9 260,3244 DCON2 6 451.3604 DCON2 1.5 361,9985 I DCON2 1.3 170.7163 DCON2 1A ' 221.5949 DCON2 4.1 183,115 DCON2 4.8 253.4148 DCON2 1.5 443,4373 DCON2 1.5 356.1111 DCON2 0.6 86,6236 DCON2 0.6 123.3483 DCON2 2.2 73.6662 DCON2 2.2 78,8987 DCON2 j ITS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 As Bot inz 2.2 2.7 2.2 2.8 5 4 2.2 2.4 2.2 2.8 4.9 3.9 1.3 1.8 1.1 1.2 9/8/2018 9/12/18 85 of 331 Schemmer Consulting Group Design Data Label B14 B14 B15 B15 B15 B16 B16 616 B17 617 1 B19 B20 620 B20 B21 621 621 B22 B22 B23 B27 627 Table 1.6 -Concrete Beam Flexure Envelope (continued) Story Location Section LVL-2 LVL-2 � LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 I LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 Middle BM30X24 BM30X24 End-J BM30X24 End -I BM24X24 Middle BM24X24 End-J BM24X24 End -I BM24X24 Middle j BM24X24 End-J BM24X24 End -I BM24X24 Middle BM24X24 End-J BM24X24 End -I BM24X24 Middle BM24X24 End-J BM24X24 End -I BM24X24 Middle BM24X24 End-J BM24X24 1 Moment Combo kip-ft -39,4493 DCON2 39,4493 DCON2 -51.115 DCON2 -18.6375 DCON2 204,4601 DCON2 316.6961 DCON2 79.174 DCON2 -79.174 DCON2 -3 4,5661 DCON2 34,5661 DCON2 138,2642 DCON2 62,0301 DCON2 40,5075 I DCON2 40,5075 DCON2 116,6016 DCON2 49,9199 DCON2 -199.6797 I DCON2 137,6839 DCON2 78,0352 DCON2 312,1408 DCON2 -303,3329 DCON2 75.8332 DCON2 133,1484 DCON2 148.9868 DCON2 47,1738 DCON2 123.0374 DCON2 250,0856 DCON2 DCON2 nd-I E'BM24X24:-9.7219 i DCON2 i Middle BM24X24-85.0774 DCON2 End-J BM24X24-9.7219 DCON2 End -I BM24X24 -342.1 DCON2 Middle BM24X24-90,0058 ! DCON2 End-J BM24X24-329.7373 DCON2 Endo BM24X24 !-143,7333 DCON2 Middle BM24X24-104,3144 DCON2 End-J BM24X24-154,7057 DCON2 Endo BM30X24-16,3809 DCON2 1 Middle BM30X24-85.1721 DCON2 LVL-2 End-J BM30X24-65.5237 LVL-2 ' End -I ' BM30X24 1,-420.4508 LVL-2 Middle BM30X24-105.1127 LVL-2 End-J BM30X24-105,1127 LVL-2 End -I BM30X24-682,5142 DCON2 DCON2 DCON2) DCON2 DCON2 2.5 As Top Moment (+) mZ kip-ft Combo in 0.6 293.2111 DCON2 0.6 180,889 DCON2 0.7 51.115 DCON2 1.2 0.5 3 1.1 1.1 0.6 2.1 0.6 2.2 0.6 0.5 1.5 1.9 0.1 0.1 3.5 1.1 3.7 1.2 1.3 1.8 1.8 1 0.3 1.3 4.7 1.5 1.5 7.3 . . . . . 18.6375 DCON2 102.23 DCON2 204.5688 ! DCON2 268.1918 DCON2 182.5332 DCON2 85.5378 I DCON2 121.65 DCON2 69.1321 DCON2 81.0151 DCON2 259.2749 DCON2 166.0885 ! DCON2 158.0348 DCON2 382.7394 DCON2 189.9847 DCON2 264.3611 DCON2 537.9693 DCON2 218.5389 DCON2 216.2475 DCON2 526.9065 DCON2 245.1917 DCON2 189.4941 DCON2 374.9926 DCON2 140.9096 DCON2 35.6782 DCON2 147,992 DCON2 131.084 DCON2 41.0515 1 DCON2 29.5725 DCON2 9.7219 DCON2 171.05 DCON2 211.1919 DCON2 164.8686 DCON2 80.4443 DCON2 79.3631 DCON2 77.3529 1 DCON2 114.9561 DCON2 119.2804 ! DCON2 44.3532 ( DCON2 210.2254 DCON2 281.507 DCON2 236.9394 DCON2 413.232 DCON2 As Bot 2 3.2 2.2 0.7 1.2 1.8 2.1 2.9 1.9 1.3 1.8 1.1 1.2 2.8 2.2 1.8 4.1 1.9 2.8 6 2.3 2.2 5.9 2.6 1.9 4 1.8 0.5 1.8 1.8 0.6 0.4 0.1 1.8 2.2 1.8 1 0.9 0.9 1.7 1.8 0.7 2.3 3.1 2.6 4.3 9/8/2010 Page 6 of 53 9/12/18 Schemmer Consulting Group 86 of 331 1 Moment Combo kip-ft -39,4493 DCON2 39,4493 DCON2 -51.115 DCON2 -18.6375 DCON2 204,4601 DCON2 316.6961 DCON2 79.174 DCON2 -79.174 DCON2 -3 4,5661 DCON2 34,5661 DCON2 138,2642 DCON2 62,0301 DCON2 40,5075 I DCON2 40,5075 DCON2 116,6016 DCON2 49,9199 DCON2 -199.6797 I DCON2 137,6839 DCON2 78,0352 DCON2 312,1408 DCON2 -303,3329 DCON2 75.8332 DCON2 133,1484 DCON2 148.9868 DCON2 47,1738 DCON2 123.0374 DCON2 250,0856 DCON2 DCON2 nd-I E'BM24X24:-9.7219 i DCON2 i Middle BM24X24-85.0774 DCON2 End-J BM24X24-9.7219 DCON2 End -I BM24X24 -342.1 DCON2 Middle BM24X24-90,0058 ! DCON2 End-J BM24X24-329.7373 DCON2 Endo BM24X24 !-143,7333 DCON2 Middle BM24X24-104,3144 DCON2 End-J BM24X24-154,7057 DCON2 Endo BM30X24-16,3809 DCON2 1 Middle BM30X24-85.1721 DCON2 LVL-2 End-J BM30X24-65.5237 LVL-2 ' End -I ' BM30X24 1,-420.4508 LVL-2 Middle BM30X24-105.1127 LVL-2 End-J BM30X24-105,1127 LVL-2 End -I BM30X24-682,5142 DCON2 DCON2 DCON2) DCON2 DCON2 2.5 As Top Moment (+) mZ kip-ft Combo in 0.6 293.2111 DCON2 0.6 180,889 DCON2 0.7 51.115 DCON2 1.2 0.5 3 1.1 1.1 0.6 2.1 0.6 2.2 0.6 0.5 1.5 1.9 0.1 0.1 3.5 1.1 3.7 1.2 1.3 1.8 1.8 1 0.3 1.3 4.7 1.5 1.5 7.3 . . . . . 18.6375 DCON2 102.23 DCON2 204.5688 ! DCON2 268.1918 DCON2 182.5332 DCON2 85.5378 I DCON2 121.65 DCON2 69.1321 DCON2 81.0151 DCON2 259.2749 DCON2 166.0885 ! DCON2 158.0348 DCON2 382.7394 DCON2 189.9847 DCON2 264.3611 DCON2 537.9693 DCON2 218.5389 DCON2 216.2475 DCON2 526.9065 DCON2 245.1917 DCON2 189.4941 DCON2 374.9926 DCON2 140.9096 DCON2 35.6782 DCON2 147,992 DCON2 131.084 DCON2 41.0515 1 DCON2 29.5725 DCON2 9.7219 DCON2 171.05 DCON2 211.1919 DCON2 164.8686 DCON2 80.4443 DCON2 79.3631 DCON2 77.3529 1 DCON2 114.9561 DCON2 119.2804 ! DCON2 44.3532 ( DCON2 210.2254 DCON2 281.507 DCON2 236.9394 DCON2 413.232 DCON2 As Bot 2 3.2 2.2 0.7 1.2 1.8 2.1 2.9 1.9 1.3 1.8 1.1 1.2 2.8 2.2 1.8 4.1 1.9 2.8 6 2.3 2.2 5.9 2.6 1.9 4 1.8 0.5 1.8 1.8 0.6 0.4 0.1 1.8 2.2 1.8 1 0.9 0.9 1.7 1.8 0.7 2.3 3.1 2.6 4.3 9/8/2010 Page 6 of 53 9/12/18 Schemmer Consulting Group 86 of 331 nd-I E'BM24X24:-9.7219 i DCON2 i Middle BM24X24-85.0774 DCON2 End-J BM24X24-9.7219 DCON2 End -I BM24X24 -342.1 DCON2 Middle BM24X24-90,0058 ! DCON2 End-J BM24X24-329.7373 DCON2 Endo BM24X24 !-143,7333 DCON2 Middle BM24X24-104,3144 DCON2 End-J BM24X24-154,7057 DCON2 Endo BM30X24-16,3809 DCON2 1 Middle BM30X24-85.1721 DCON2 LVL-2 End-J BM30X24-65.5237 LVL-2 ' End -I ' BM30X24 1,-420.4508 LVL-2 Middle BM30X24-105.1127 LVL-2 End-J BM30X24-105,1127 LVL-2 End -I BM30X24-682,5142 DCON2 DCON2 DCON2) DCON2 DCON2 2.5 As Top Moment (+) mZ kip-ft Combo in 0.6 293.2111 DCON2 0.6 180,889 DCON2 0.7 51.115 DCON2 1.2 0.5 3 1.1 1.1 0.6 2.1 0.6 2.2 0.6 0.5 1.5 1.9 0.1 0.1 3.5 1.1 3.7 1.2 1.3 1.8 1.8 1 0.3 1.3 4.7 1.5 1.5 7.3 . . . . . 18.6375 DCON2 102.23 DCON2 204.5688 ! DCON2 268.1918 DCON2 182.5332 DCON2 85.5378 I DCON2 121.65 DCON2 69.1321 DCON2 81.0151 DCON2 259.2749 DCON2 166.0885 ! DCON2 158.0348 DCON2 382.7394 DCON2 189.9847 DCON2 264.3611 DCON2 537.9693 DCON2 218.5389 DCON2 216.2475 DCON2 526.9065 DCON2 245.1917 DCON2 189.4941 DCON2 374.9926 DCON2 140.9096 DCON2 35.6782 DCON2 147,992 DCON2 131.084 DCON2 41.0515 1 DCON2 29.5725 DCON2 9.7219 DCON2 171.05 DCON2 211.1919 DCON2 164.8686 DCON2 80.4443 DCON2 79.3631 DCON2 77.3529 1 DCON2 114.9561 DCON2 119.2804 ! DCON2 44.3532 ( DCON2 210.2254 DCON2 281.507 DCON2 236.9394 DCON2 413.232 DCON2 As Bot 2 3.2 2.2 0.7 1.2 1.8 2.1 2.9 1.9 1.3 1.8 1.1 1.2 2.8 2.2 1.8 4.1 1.9 2.8 6 2.3 2.2 5.9 2.6 1.9 4 1.8 0.5 1.8 1.8 0.6 0.4 0.1 1.8 2.2 1.8 1 0.9 0.9 1.7 1.8 0.7 2.3 3.1 2.6 4.3 9/8/2010 Page 6 of 53 9/12/18 Schemmer Consulting Group 86 of 331 LVL-2 End-J BM30X24-65.5237 LVL-2 ' End -I ' BM30X24 1,-420.4508 LVL-2 Middle BM30X24-105.1127 LVL-2 End-J BM30X24-105,1127 LVL-2 End -I BM30X24-682,5142 DCON2 DCON2 DCON2) DCON2 DCON2 2.5 As Top Moment (+) mZ kip-ft Combo in 0.6 293.2111 DCON2 0.6 180,889 DCON2 0.7 51.115 DCON2 1.2 0.5 3 1.1 1.1 0.6 2.1 0.6 2.2 0.6 0.5 1.5 1.9 0.1 0.1 3.5 1.1 3.7 1.2 1.3 1.8 1.8 1 0.3 1.3 4.7 1.5 1.5 7.3 . . . . . 18.6375 DCON2 102.23 DCON2 204.5688 ! DCON2 268.1918 DCON2 182.5332 DCON2 85.5378 I DCON2 121.65 DCON2 69.1321 DCON2 81.0151 DCON2 259.2749 DCON2 166.0885 ! DCON2 158.0348 DCON2 382.7394 DCON2 189.9847 DCON2 264.3611 DCON2 537.9693 DCON2 218.5389 DCON2 216.2475 DCON2 526.9065 DCON2 245.1917 DCON2 189.4941 DCON2 374.9926 DCON2 140.9096 DCON2 35.6782 DCON2 147,992 DCON2 131.084 DCON2 41.0515 1 DCON2 29.5725 DCON2 9.7219 DCON2 171.05 DCON2 211.1919 DCON2 164.8686 DCON2 80.4443 DCON2 79.3631 DCON2 77.3529 1 DCON2 114.9561 DCON2 119.2804 ! DCON2 44.3532 ( DCON2 210.2254 DCON2 281.507 DCON2 236.9394 DCON2 413.232 DCON2 As Bot 2 3.2 2.2 0.7 1.2 1.8 2.1 2.9 1.9 1.3 1.8 1.1 1.2 2.8 2.2 1.8 4.1 1.9 2.8 6 2.3 2.2 5.9 2.6 1.9 4 1.8 0.5 1.8 1.8 0.6 0.4 0.1 1.8 2.2 1.8 1 0.9 0.9 1.7 1.8 0.7 2.3 3.1 2.6 4.3 9/8/2010 Page 6 of 53 9/12/18 Schemmer Consulting Group 86 of 331 DCON2 DCON2 DCON2) DCON2 DCON2 2.5 As Top Moment (+) mZ kip-ft Combo in 0.6 293.2111 DCON2 0.6 180,889 DCON2 0.7 51.115 DCON2 1.2 0.5 3 1.1 1.1 0.6 2.1 0.6 2.2 0.6 0.5 1.5 1.9 0.1 0.1 3.5 1.1 3.7 1.2 1.3 1.8 1.8 1 0.3 1.3 4.7 1.5 1.5 7.3 . . . . . 18.6375 DCON2 102.23 DCON2 204.5688 ! DCON2 268.1918 DCON2 182.5332 DCON2 85.5378 I DCON2 121.65 DCON2 69.1321 DCON2 81.0151 DCON2 259.2749 DCON2 166.0885 ! DCON2 158.0348 DCON2 382.7394 DCON2 189.9847 DCON2 264.3611 DCON2 537.9693 DCON2 218.5389 DCON2 216.2475 DCON2 526.9065 DCON2 245.1917 DCON2 189.4941 DCON2 374.9926 DCON2 140.9096 DCON2 35.6782 DCON2 147,992 DCON2 131.084 DCON2 41.0515 1 DCON2 29.5725 DCON2 9.7219 DCON2 171.05 DCON2 211.1919 DCON2 164.8686 DCON2 80.4443 DCON2 79.3631 DCON2 77.3529 1 DCON2 114.9561 DCON2 119.2804 ! DCON2 44.3532 ( DCON2 210.2254 DCON2 281.507 DCON2 236.9394 DCON2 413.232 DCON2 As Bot 2 3.2 2.2 0.7 1.2 1.8 2.1 2.9 1.9 1.3 1.8 1.1 1.2 2.8 2.2 1.8 4.1 1.9 2.8 6 2.3 2.2 5.9 2.6 1.9 4 1.8 0.5 1.8 1.8 0.6 0.4 0.1 1.8 2.2 1.8 1 0.9 0.9 1.7 1.8 0.7 2.3 3.1 2.6 4.3 9/8/2010 Page 6 of 53 9/12/18 Schemmer Consulting Group 86 of 331 Design Data Table 1.6 - Concrete Beam Flexure Envelope (continued) Label Story Location Section MomAs Top As Bot Moment 2 bMoment Combo in' p_ p_+) ki ft Como inki ft B5 LVL-2 Middle BM30X24-170,6285 DCON2 2.2 915,3886 DCON2 10.9 B5 LVL-2 End-J 1 BM30X24-482.3167 DCON2 5.3 458,1153 DCON2 5 B24 LVL-2 End -I BM30X24 455.4643 DCON2 4.9 443.0138 DCON2 4.7 B24 LVL-2 Middle BM30X24-144.9544 DCON2 1.7 85367818 DCON2 10 B24 LVL-2 ! End-J BM30X24-579.8176 DCON2 6.4 317.9855 DCON2 3.2 B29 LVL-2 End4 BM30X24 455.9524 DCON2 5 227.9762 DCON2 2.4 B29 LVL-2 Middle BM30X24-154,9519 DCON2 2.1 232.9943 DCON2 2.4 B29 LVL-2 End-J BM30X24-434.3835 DCON2 4.6 197,4798 DCON2 2.2 Table 1.7 -Concrete Beam Shear Envelope 9/8/2018 V V At T for At T At T for As T As Label Story Section Location kip Combo in2lft kip-ft Combo Torsion kip-ft Combo Torsion At in2/ft As in B9 LVL-2 BM30X24 End -I 5.64 DCON1 0.12 54.6054 DCON2 0.19 I 45.375 DCON2 3.1 B9 LVL-2 BM30X24 Middle 48.609 DCON2 0.32 45.375 DCON2 0.16 24,2088 DCON2 3.1 B9 LVL.2 BM30X24 End-J 69.01 DCON2 0.32 7.4363 DCON2 0 7.4363 DCON2 0 B10 LVL.2 BM30X24 End -I 42.172 DCON2 0.32 31,8208 DCON2 0.11 26.012 DCON2 3.1 B10 LVL-2 BM30X24 Middle 37.93 DCON2 0.32 54.9199 DCON2 0.19 54,9199 DCON2 3.1 B10 LVL-2 BM30X24 End-J 133,629 DCON2 0.85 196,3501 DCON2 0.68 19603501 DCON2 5.3 B11 LVL-2 BM30X24 End -I 3.203 DCON1 0.1 55,3523 DCON2 0.19 47.554 DCON2 3.1 B11 LVL-2 BM30X24 Middle 17.254 DCON2 0.17 47.554 DCON2 0.16 21,3591 DCON2 3.1 B11 LVL-2 BM30X24 End-J 53.668 DCON2 0.32 15,7915 DCON2 0 15.7915 DCON2 0 B12 LVL-2 BM30X24 Endo 41.713 DCON2 i 0.32 33.852 DCON2 0.12 23,8023 DCON2 3.1 B12 LVL-2 BM30X24 Middle 37.59 DCON2 0.32 48,2704 DCON2 0.17 48,2704 DCON2 3.1 B12 LVL.2 BM30X24 End-J 130.294 DCON2 0.81 195,3062 DCON2 0.68 195,3062 DCON2 5.3 B13 LVL-2 BM30X24 End -I 6.037 DCON2 0.14 28,5548 DCON2 0.1 25.1757 DCON2 3.1 B13 LVL-2 BM30X24 Middle 6.879 DCON2 0.17 2501757 DCON2 0.09 2149502 DCON2 3.1 B13 LVL.2 BM30X24 End-J 5.431 DCON2 0 2.4735 DCON2 0 2.4735 DCON2 0 B14 LVL-2 BM30X24 Endo 38.609 DCON2 0.32 17,2948 DCON2 0 17,2948 DCON2 0 B14 LVL-2 BM30X24 Middle 33.887 DCON2 0.32 24,7606 DCON2 0.09 24,7606 DCON2 3.1 B14 LVL-2 BM30X24 End-J 16.202 DCON2 0.15 24,8984 DCON2 0.09 23,6177 DCON2 3.1 B15 LVL-2 BM24X24 End -I 6.043 DCON1 0.11 38,9482 DCON2 0.17 23.999 DCON2 2.6 B15 LVL-2 BM24X24 Middle 0.069 DCON2 0.12 23.999 1 DCON2 0.11 1544331 DCON2 2.6 B15 LVL-2 BM24X24 End-,! 14.207 DCON1 0.08 36,5833 DCON2 0.16 36,5833 DCON2 2.6 B16 LVL-2 BM24X24 End -I 76.983 DCON2 0.28 109,9248 DCON2 0.49 109,9248 DCON2 3A B16 LVL-2 BM24X24 Middle 0.786 DCON1 0.12 106.1923 DCON2 0.48 106.1923 DCON2 3.3 B16 LVL-2 BM24X24 End-J 13.378 DCON2 0.1 85,2859 DCON2 0.38 85.2859 DC( I 2.6 B17 LVL-2 BM30X24 Endo 5.78 DCON2 0.12 31.0126 DCON2 0.11 28.2693 DCON2 3.1 B17 LVL-2 BM30X24 Middle 6.848 DCON2 0.15 1 28,2693 DCON2 0.1 24,9188 DCON2 3.1 B17 LVL-2 I BM30X24 End-J 6.572 DCON2 I 0 7.3169 DCON2 0 7.3169 DCON2 0 B18 LVL-2 BM30)(24 End-i 35.392 DCON2 0.32 0.8503 DCON2 0 0.8503 DCON2 0 B18 LVL-2 BM30X24 Middle 34.727 DCON2I 0.32 42.9637 DCON2 0.15 42.9637 DCON2 3.1 B18 LVL-2 BM30X24 End-J 3.54 DCON1 0.13 43,4453 DCON2 0.15 41,0812 DCON2 3.1 B19 LVL-2 BM24X24 End -I 122.024 DCON2 0 69,3613 DCON2 0.31 50,7249 DCON2 2.5 B19 LVL-2 BM24X24 Middle 30.231 DCON2 0.25 50,7249 DCON2 0.23 2003395 DCON2 I 2.6 Page 7 of 53 9/12/18 87 of 331 Schemmer Consulting Group Design Data Label B19 B20 B20 B20 621 B21 B21 622 622 B22 1 B27 827 B27 B5 B5 B5 Table 1.7 -Concrete Beam Shear Envelope (continued) Story Section Location kip LVL-2 i BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24I LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24I LVL-2 BM24X24 LVL-2 I BM24X24 LVL-2 BM24X24 LVL-2 I BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 I BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 BM24X24 LVL-2 I BM30X24 LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 I BM30X24 LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 BM30X24I LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 BM30X24 LVL-2 I BM30X24 End-J 27.864 Endo 27.45 Middle 29.594 End-J 46.731 End -I 50.658 Middle 21.544 End-J 16.373 End-] 32.504 Middle 29.264 End-J 12.797 End -I Middle End-J 3.91 End-1 0.706 Middle End-J 2.116 End -I 125.568 Middle 28.961 End-J 16.62 Endd 6.13 Middle 14.06 End-J 1.62 End -I 0.034 Middle 2.997 End-J 0.581 Endo 44.451 Middle 35.296 End-J 21.8 End -I 1104,801 Middle 61.508 End-J 39.387 End -I 47.442 Middle 35.218 End-J 85.118 End -I 23.88 Middle 23.554 End-J 25.706 V At Combo in2/ft DCON2 i DCON2 DCON2 DCON2 DCON2 DCON2 DCON1 DCON2 DCON2 DCON1 O/S O/S DCON1 DCON2 O/S DCON2 DCON2 DCON2 DCON1 DCON2 DCON1 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON1 DCON2 DCON1 DCON2 DCON1 DCON1 DCON1 0.25 0.11 0.25 0.25 0.25 0.25 0.09 0.25 0.25 0.01 0.03 0.02 0.32 0.32 0.32 0.32 0.23 0.17 0.14 0.15 T for At T kip-ft Combc At 47.9793 DCON2 7243128 DCON2 41.9167 DCON2 26.6478 DCON2 36.985 DCON2 53.2006 DCON2 71.6162 DCON2 46.7324 DCON2 44.7257 DCON2 57.2717 DCON2 361.3962 DCON2 266.9036 DCON2 80.127 DCON2 90.8993 DCON2 212.2353 DCON2 60.5174 DCON2 54.8562 DCON2 56.0799 DCON2 49.438 DCON2 14.4887 DCON2 25.1238 DCON2 6.6448 DCON2 2.7397 DCON2 1.9344 DCON2 2.6962 DCON2 2.9562 DCON2 1.6749 DCON2 2.1552 DCON2 68.3179 DCON2 17.7648 DCON2 23.8033 DCON2 5.0164 DCON2 53.1668 DCON2 62.573 DCON2 41.5304 DCON2 66.634 DCON2 47.7769 DCON2 Table 1.8 -Concrete Joint Envelope At To in2/ft 0.21 0.32 0.19 0.12 0.17 0.24 0.32 0.21 0.2 0.26 1.62 1.2 0.36 0.41 0.95 0.27 0.25 0.25 0.22 0 0.11 0 0 0 0 0 0 0 0.24 0 0.08 0 0.18 0.22 0.14 0.23 0.17 T T for As Combo kip-ft As 33.7253 DCON2 16.2496 DCON2 26.6478 DCON2 24.1901 DCON2 36.985 DCON2 29.1941 DCON2 38.9191 DCON2 23.3605 ! DCON2 36.6263 DCON2 44.7257 DCON2 361.3962 DCON2 266.9036 DCON2 28.597 I DCON2 90.8993 DCON2 212.2353 DCON2 56.9578 DCON2 44.9181 44.1159 39.4242 14.4887 17.2508 6.6448 2.73 1.9344 97 2.6962 2.9562 1.6749 2.15 52 22.9503 17.7648 23.8033 5.0164 53.1668 38.9121 41.5304 42.8337 34.8255 DC DCON2 DCO 42 DCON2i DC DC DC DCON2 DCON2 DCON2 DCON2 DCON2 DC DC DCON2' DCON2 DCON2 DCON2 DCON2 DCON2: DCON2 B/C B/C B/C B/C JS JS JS JS Label Story Section Major Major Minor Minor Major Major Minor Minor Combo Ratio Combo Ratio Combo Ratio Combo Ratio C6 LVL-2 CNCOL18X189 C7 LVL-2 CNCOL18X1810 C8 LVL-2 CNCOL18X189 Page 8 of 53 9/8/2018 As Torsion in 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 11.1 8.2 2.6 2.8 6.5 2.4 2.5 2.5 2.6 0 2.6 0 0 0 l7 0 3.1 0 3.1 0 3.1 3.1 3.1 3.1 3.1 9/12/18 Schemmer Consulting Group 88 of 331 DCON2 DCO 42 DCON2i DC DC DC DCON2 DCON2 DCON2 DCON2 DCON2 DC DC DCON2' DCON2 DCON2 DCON2 DCON2 DCON2: DCON2 B/C B/C B/C B/C JS JS JS JS Label Story Section Major Major Minor Minor Major Major Minor Minor Combo Ratio Combo Ratio Combo Ratio Combo Ratio C6 LVL-2 CNCOL18X189 C7 LVL-2 CNCOL18X1810 C8 LVL-2 CNCOL18X189 Page 8 of 53 9/8/2018 As Torsion in 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 2.6 11.1 8.2 2.6 2.8 6.5 2.4 2.5 2.5 2.6 0 2.6 0 0 0 l7 0 3.1 0 3.1 0 3.1 3.1 3.1 3.1 3.1 9/12/18 Schemmer Consulting Group 88 of 331 Design Data 9/8/20 IQ Table 1.8 -Concrete Joint Envelope (continued) B/C B/C B/C B/C JS JS JS JS Label Story Section Major Major Minor Minor Major Major Minor Minor Combo Ratio Combo Ratio Combo Ratio Combo Ratio C12 LVL-2 CNCOL18X189 C13 LVL-2 CNCOL18X1810 C14 LVL-2 CNCOL18X1811 C15 LVL-2 CNCOL18X189 C19 LVL-2 CNCOL18X1810 C20 LVL-2 CNCOL18X1811 C27 LVL-2 CNCOL18X189 C28 LVL-2 CNCOL18X1810 C29 LVL-2 CNCOL18X189 C1 LVL-2 CNCOL18X189 C13 LVL-1 CNCOL18X1810 C19 LVL-1 CNCOL18X1810 C28 LVL-1 CNCOL18X1810 Table 1.9 - Concrete Column Summary - ACI 318-08 (Part 1 of 2) Unique Station PMM PMM As,min As Story Label Name in Design Section Design/Check Status Ratio Combo in2 in2 LVL-2 C6 20 1 0 CNCOL18X189 Check No Message 0.113 DCON2 3.2 8 LVL-2 C6 20 57 CNCOL18X189 Check No Message 0.237 DCON2 3.2 8 LVL-2 C6 20 114 CNCOL18X189 Check No Message 0.398 DCON2 3.2 8 LVL-2 C7 25 0 CNCOL18X1810 Check No Message k 0.088 DCON2 3.2 10.2 LVL-2 C7 25 23 CNCOL18X1810 Check No Message 0.088 DCON2 3.2 10.2 LVL-2 C7 25 23 CNCOL18X1810 ! Check No Message 0.105 DCON2 3.2 10.2 LVL-2 C7 25 25.5 CNCOL18X1810 Check No Message 0.105 DCON2 3.2 10.2 LVL-2 C7 25 25.5 CNCOL18X1810 Check No Message 0.147 DCON2 3.2 10.2 LVL-2 C7 25 46 CNCOL18X1810 Check No Message 0.145 DCON2 3.2 10.2 LVL-2 C7 25 46 CNCOL18X1810 Check No Message 0.154 DCON2 3.2 10.2 LVL-2 C7 25 57.5 CNCOL18X1810 Check No Message 0.153 DCON2 3.2 10.2 LVL-2 C7 25 63 CNCOL18X1810 Check No Message 0.153 DCON2 3.2 10.2 LVL-2 C7 25 63 CNCOL18X1810 Check No Message 0.212 DCON2 3.2 10.2 LVL-2 C7 25 69 CNCOL18X1810 Check No Message 0.212 1 DCON2 3.2 10.2 LVL-2 C7 25 69 CNCOL18X1810 Check No Message 0.227 DCON2 3.2 10.2 LVL-2 C7 25 92 CNCOL18X1810 Check No Message 0.227 DCON2 3.2 10.2 LVL-2 C7 25 92 CNCOL18X1810 Check No Message 0.248 DCON2 3.2 10.2 LVL-2 C7 25 100.5 CNCOL18X1810 Check No Message 0.248 DCON2 3.2 10.2 LVL-2 C7 25 100.5 CNCOL18X1810 Check No Message 0.3 DCON2 3.2 10.2 LVL-2 C7 25 115 CNCOL18X1810 Check No Message 0.359 DCON2 3.2 10.2 LVL-2 C8 30 0 CNCOL18X189 Check No Message 0.196 DCON2 3.2 8 LVL-2 C8 30 57 CNCOL18X189 Check No Message 0.528 DCON2 3.2 8 LVL-2 C8 30 114 CNCOL18X189 Check No Message 0.993 DCON2 3.2 8 LVL-2 C12 50 0 CNCOL18X189 Check No Message 0.261 DCON2 3.2 8 LVL-2 C12 50 57 CNCOL18X189 Check No Message 0.336 DCON2 3.2 8 LVL-2 C12 50 114 ! CNCOL18X189 Check No Message 0.564 DCON2 3.2 8 LVL-2 C13 55 0 CNCOL18X1810 Check No Message 0.653 DCON2 3.2 10.2 LVL-2 C13 55 57 CNCOL18X1810 Check No Message 0.67 DCON2 3.2 10.2 Page 9 of 53 9/12/18 89 of 331 Schemmer Consulting Group Design Data Story LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-1 LVL-1 LVL-1 LVL-1 LVL-1 LVL-1 LVL-1 LVL-1 LVL-1 LVL-1 LVL-1 Table 1.9 -Concrete Column Summary - ACI 318-08 (Part 1 of 2, continued) Label Unique Station Design Section Design/Chet Name in C13 55 114 CNCOL18X1810 Check C14 60 0 CNCOL18X1811 Check C14 60 57 CNCOL18X1811 Check C14 60 114 CNCOL18X1811 Check C15 65 0 CNCOL18X189 Check C15 65 57 CNCOL18X189 Check C15 65 114 CNCOL18X189 Check C19 70 0 CNCOL18X1810 Check C19 70 57 CNCOL18X1810 Check C19 70 114 CNCOL18X1810 Check C20 75 0 CNCOL18X1811 Check C20 75 57 CNCOL18X1811 Check C20 75 114 CNCOL18X1811 Check C27 110 0 1 CNCOL18X189 Check C27 110 57 CNCOL18X189 Check C27 110 114 CNCOL18X189 Check C28 115 0 CNCOL18X1810 Check C28 115 57 CNCOL18X1810 Check C28 115 100.5 CNCOL18X1810 Check C28 115 100.5 CNCOL18X1810 Check C28 115 114 CNCOL18X1810 Check C29 120 0 CNCOL18X189 Check C29 120 57 CNCOL18X189 Check C29 120 114 CNCOL18X189 Check Cl 15 0 CNCOL18X189 Check Cl 15 69 CNCOL18X189 Check Cl 15 138 CNCOL18X189 Check C13 31 0 CNCOL18X1810 Check C13 31 60 CNCOL18X1810 Check C13 31 1 120 CNCOL18X1810 Check C19 34 0 CNCOL18X1810 Check C19 34 60 CNCOL18X1810 Check C19 34 120 CNCOL18X1810 Check C28 37 0 CNCOL18X1810 Check C28 37 60 CNCOL18X1810 Check C28 37 82.5 CNCOL18X1810 Check C28 37 82.5 CNCOL18X1810 Check C28 37 120 CNCOL18X1810 i Check Page 10 of 53 k Status PMM PMM As,min Ratio Combo inz No Message 0.693 DCON2 3.2 No Message : 0.293 DCON2 3.2 No Message 0.485 DCON2 3.2 No Message 0.877 DCON2 3.2 No Message 0.254 DCON2 3.2 No Message 0.32 DCON2 3.2 No Message 0.53 DCON2 3.2 No Message 0.593 DCON2 3.2 No Message 0.575 DCON2 3.2 No Message 0.749 DCON2 3.2 No Message 0.29 DCON2 3.2 No Message ! 0.469 DCON2 3.2 No Message 0.842 DCON2 3.2 No Message 0.122 DCON2 3.2 No Message 0.225 DCON2 3.2 No Message UK DCON2 3.2 No Message 0.168 DCON2 3.2 No Message 0.101 DCON2 3.2 No Message 0.237 DCON2 3.2 No Message 0.256 DCON2 3.2 No Message 0.291 DCON2 3.2 No Message 0.181 DCON2 3.2 No Message 0.454 DCON2 3.2 No Message 0.841 DCON2 3.2 No Message 0.029 DCON2 3.2 No Message 0.086 DCON2 3.2 No Message 0.164 DCON2 3.2 No Message 0.652 DCON2 3.2 No Message 0.656 DCON2 3.2 No Message 0.653 DCON2 3.2 No Message 0.563 DCON2 3.2 No Message 0.566 DCON2 3.2 No Message 0.564 DCON2 3.2 No Message 0.068 j DCON2 3.2 No Message 0.067 DCON2 3.2 No Message 0.066 DCON2 3.2 No Message 0.065 DCON2 3.2 No Message 0.072 I DCON2 3.2 9/8/2018 in As Z 10.2 12.5 12.5 12.5 8 8 8 10.2 10.2 10.2 12.5 12.5 12.5 8 8 8 10.2 10.2 10.2 10.2 10.2 i 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 Schemmer Consulting Group 9/12/18 90 of 331 9/8/2018 in As Z 10.2 12.5 12.5 12.5 8 8 8 10.2 10.2 10.2 12.5 12.5 12.5 8 8 8 10.2 10.2 10.2 10.2 10.2 i 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 Schemmer Consulting Group 9/12/18 90 of 331 8 10.2 10.2 10.2 10.2 10.2 i 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 Schemmer Consulting Group 9/12/18 90 of 331 Design Data Table 1.9 - Concrete Column Summary - ACI 318-08 (Part 2 of 2) 9/8/2018 Mid Bar Corner At V At V Unique Station V Major V Minor Story Label As Bar As Major Minor Warnings Errors Name in in' in Combo in2/ft Combo in2/ft LVL-2 C6 20 0 1 1 DCON2 0 DCON2 0 No Message No Message LVL-2 C6 20 57 1 1 DCON2 0 DCON2 0 No Message No Message LVL-2 C6 20 114 1 1 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 0 1.3 1.3 DCON2 0 DCON2 I 0 No Message No Message LVL-2 C7 25 23 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 23 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 25.5 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 25.5 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 46 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 46 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 57.5 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 63 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 63 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 69 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 69 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 92 1.3 1.3 DCON2 0 DCON2 j 0 No Message No Message LVL-2 C7 25 92 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C7 25 100.5 1.3 1.3 DCON2 0 DCON2 , 0 No Message No Message LVL-2 C7 25 100.5 1.3 1.3 DCON2 0,19 DCON2 0 No Message No Message LVL-2 C7 25 115 1.3 1.3 DCON2 ! 0.19 DCON2 0 1 No Message No Message LVL-2 C8 30 0 1 1 DCON2 0.19 DCON2 0 No Message No Message LVL-2 C8 30 57 1 1 DCON2 0.19 DCON2 0 No Message No Message LVL-2 C8 30 114 1 1 DCON2 0.19 DCON2 0 No Message No Message LVL-2 C12 50 0 1 1 DCON2 0 I DCON2 0 No Message No Message LVL-2 C12 50 57 1 1 DCON2 0 DCON2 0 No Message No Message LVL-2 C12 50 114 1 1 DCON2 0 DCON2 0 No Message No Message LVL-2 C13 55 0 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C13 55 57 1.3 1.3 DCON2 0 DCON2 0 No Message ! No Message LVL-2 C13 55 114 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 1 C14 60 0 1.6 1.6 DCON2 0 DCON2 0 1 No Message No Message LVL-2 C14 60 57 1.6 1.6 DCON2 0 DCON2 0 No Message No Message LVL-2 C14 60 114 1.6 1.6 DCON2 0 DCON2 0 No Message No Message LVL-2 C15 65 0 1 I 1 DCON2 0 I DCON2 0 No Message No Message LVL-2 C15 65 57 1 1 DCON2 0 DCON2 0 No Message No Message LVL-2 C15 65 114 1 1 I DCON2 0 I DCON2 0 No Message No Message LVL-2 C19 70 0 1.3 1.3 DCON2 0 DCON2 0 No Message No Message LVL-2 C19 70 57 1.3 I 1.3 I DCON2 0 DCON2 0 No Message I No Message LVL-2 C19 70 114 1.3 1.3 DCON2 0 DCON2 1 0 No Message No Message LVL-2 C20 75 0 1.6 I 1.6 DCON2 0 DCON2 0 No Message I No Message LVL-2 C20 75 57 1.6 1.6 DCON2 0 DCON2 0 No Message No Message LVL-2 I C20 75 114 1.6 1.6 I DCON2 0 DCON2 0 No Message I No Message LVL-2 C27 110 0 1 1 DCON2 0 DCON2 0 1 No Message No Message LVL-2 C27 110 57 1 1 DCON2 0 DCON2 0 No Message No Message LVL-2 C27 110 114 1 1 DCON2 0 DCON2 0 No Message No Message Page 11 of 53 9/12/18 91 of 331 Schemmer Consulting Group Design Data Story LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-1 LVLA LVL-1 LVLA LVL-1 LVL-1 LVLA LVL-1 LVL-1 LVL-1 LVL-1 Story LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 Table 1.9 -Concrete Column Summary -ACI 318-08 (Part 2 of 2, continued) Label C28 C28 C28 C28 C28 C29 C29 C29 C1 C1 C1 C13 C13 C13 C19 C19 C19 C28 C28 C28 C28 C28 Label Unique Station Mid Bar Corner V Major Name in As Bar As Combo in' in' 115 0 1.3 1.3 DCON2 115 57 1.3 1.3 DCON2 115 100.5 1.3 1.3 DCON2 115 100.5 1.3 1.3 DCON2 115 114 1.3 1.3 DCON2 120 0 1 1 DCON2 120 57 1 1 DCON2 120 114 1 1 DCON2 15 0 1 1 DCON2 15 69 1 1 DCON2 15 138 1 1 DCON2 31 0 1.3 1.3 DCON2 31 60 1.3 1.3 DCON2 31 120 1.3 1.3 DCON2 34 0 1.3 1.3 DCON2 34 60 1.3 1.3 DCON2 34 120 1.3 1.3 DCON2 37 0 1.3 1.3 DCON2 37 60 1.3 1.3 DCON2 37 82.5 1.3 1.3 DCON2 37 82.5 1.3 1.3 DCON2 37 120 1.3 1.3 , DCON2 9/8/2018 Major V Minor Min or Warnings Errors in2/ft Combo in2/ft 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0.19 DCON2 0 No Message No Message 0.19 DCON2 0 No Message No Message 0.19 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message 0 DCON2 0 No Message No Message Table 1.10 -Concrete Beam Summary -ACI 318-08 (Part 1 of 2) ue Station Design Uniq Name in Section 186 186 186 186 186 186 186 186 186 186 186 186 186 186 186 186 186 As Top As,min Status Combo Top in 9 BM30X24 No Message DCON2 0.1 23.0769 BM30X24 No Message DCON2 1A23,0769 BM30X24 No Message DCON2 1A 46.1538 BM30X24 No Message DCON2 1A 46,1538 BM30X24 No Message DCON2 1.5 ! 69,2308 BM30X24 No Message DCON2 1.5 69,2308 BM30X24 No Message DCON2 1.5 92,3077 ! BM30X24 No Message j DCON2 1 1.5 92,3077 BM30X24 No Message DCON2 1.5 115,3846 BM30X24 No Message DCON2 1.5 115,3846 BM30X24 No Message DCON2 1.5 138,4615 BM30X24 No Message DCON2 j 1.5 138,4615 BM30X24 No Message DCON2 1.5 161,5385 BM30X24 No Message DCON2 1.5 161,5385 BM30X24 No Message DCON2 1.5 184,6154 : BM30X24 No Message DCON2 1.5 184,6154 BM30X24 No Message DCON2 1.5 Page 12 of 53 As Top in2 As Page 12 of 53 As Top in2 As As,min Bottom Bottom Combo in' DC 0.03225 DCON2 1A DCON2 1.4 DCON2 1.6 DCON2 1.7 DCO42 2.2 DCO42 2.2 DCO42 2.2 DCO42 2.2 DCO42 : 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 9/12/18 Schemmer Consulting Group 92 of 331 Design Data 9/8/2018 Table 1.90 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) min Unique Station Design As Top As,As ToAs As,min p Story Label Name in Section Status Combo Top in' Bottom Bottom in' Combo in' LVL-2 B9 186 207.6923 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B9 186 207,6923 BM30X24 No Message DCON2 i 1.5 1.5 DCON2 2.2 LVL-2 B9 186 230,7692 BM30X24 No Message DCON2 1.5 1.5 DCON2 1.5 LVL-2 B9 186 230.7692 BM30X24 No Message DCON2 1.5 1.5 DCON2 1.5 LVL-2 69 186 253,8462 BM30X24 No Message DCON2 2.2 2.2 DCON2 1.5 LVL-2 B9 186 253,8462 BM30X24 No Message DCON2 2.2 2.2 DCON2 1.5 LVL-2 B9 186 276.9231 BM30X24 No Message DCON2 2.2 3.5 DCON2 1.5 LVL-2 B9 186 276.9231 BM30X24 No Message DCON2 2.2 3.6 I DCON2 1.5 LVL-2 B9 186 291 BM30X24 No Message DCON2 2.2 4.6 DCON2 2.2 LVL-2 B10 190 9 BM30X24 No Message DCON2 2.2 4.9 DCON2 2.2 LVL-2 B10 190 I 23.2334 BM30X24 No Message DCON2 2.2 3.8 I DCON2 1.6 LVL-2 B10 190 23,2334 BM30X24 No Message DCON2 1.6 1.6 j DCON2 2.2 LVL-2 B10 190 j 23,5313 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 23,5313 BM30X24 No Message i DCON2 2.2 3.6 DCON2 1.6 LVL-2 B10 190 46.4667 BM30X24 No Message DCON2 2.2 2.2 DCON2 1.6 LVL-2 B10 190 46.4667 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 I B10 190 47.0625 BM30X24 No Message I DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 47,0625 BM30X24 No Message j DCON2 2.2 2.2 DCON2 1.6 LVL-2 B10 190 69.7001 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 69.7001 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 70,5938 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 70,5938 : BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 92.9334 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 92,9334 BM30X24 No Message I DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 94.125 BM30X24 I No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 94.125 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 j 190 116.1668 BM30X24 j No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 116,1668 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 117.6563 I BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 117,6563 BM30X24 No Message j DCON2 1.6 1.6 DCON2 2.2 LVL-2 I B10 190 139.4002 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 139,4002 BM30X24 No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 141.1875 BM30X24 I No Message DCON2 1.6 1.6 DCON2 2.2 LVL-2 B10 190 141.1875 BM30X24 ! No Message DCON2 1.5 1.5 j DCON2 2.2 LVL-2 B10 190 162.6335 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 190 162,6335 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 j 190 164,7188 BM30X24 No Message I DCON2 1.5 1.5 DCON2 2.2 LVL-2 j B10 190 164,7188 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 190 185.8669 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 190 185,8669 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 190 188.25 I BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 190 188.25 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 190 209.1002 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 B10 190 209,1002 BM30X24 No Message DCON2 1.5 1.5 DCON2 2.2 LVL-2 I B10 190 211.7813 BM30X24 No Message DCON2 1.5 1.5 DCON2 I 2.2 Page 13 of 53 9/12/18 93 of 331 Schemmer Consulting Group Design Data Table 1.10 =Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top As,min Story Label Name in Section Status Combo Top in' LVL-2 B10 190 211.7813 BM30X24 I No Message DCON2 1.5 LVL-2 B10 190 232,3336 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 232,3336 BM30X24 I No Message DCON2 1.5 LVL-2 B10 190 235.3125 BM30X24 No Message DCON2 105 LVL-2 B10 190 235.3125 I BM30X24 No Message DCON2 1.5 LVL-2 B10 190 2554567 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 255,567 BM30X24 No Message I DCON2 1.5 LVL-2 B10 190 258.8438 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 258.8438 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 278,8003 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 278.8003 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 282,375 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 282,375 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 302,0337 I BM30X24 No Message DCON2 1.5 LVL-2 B10 190 302.0337 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 305,9063 BM30X24 No Message DCON2 1.5 LVL-2 B10 190 305.9063 I BM30X24 No Message DCON2 1.5 LVL-2 B10 190 325,267 i BM30X24 No Message DCON2 1.5 LVL-2 B10 190 325,267 BM30X24 No Message DCON2 1.4 LVL-2 B10 190 329,4375 BM30X24 No Message DCON2 1.4 LVL-2 B10 190 329,4375 BM30X24 No Message DCON2 1.4 LVL-2 B10 190 348.5004 ! BM30X24 No Message DCON2 1.4 LVL-2 B10 190 348.5004 BM30X24 No Message DCON2 1.4 LVL-2 B10 190 352,9688 BM30X24 No Message DCON2 1A LVL-2 B10 190 352,96, BM30X24 No Message DCON2 1A LVL-2 B10 190 367.5 BM30X24 No Message DCON2 1.2 LVL-2 B11 194 9 I BM30X24 No Message DCON2 0 LVL-2 B11 194 23.0769 ! BM30X24 No Message DCON2 1.3 LVL-2 B11 194 23.0769 BM30X24 No Message ( DCON2 1.3 LVL-2 B11 194 24 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 24 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 46.1538 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 46,1538 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 48 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 48 BM30X24 No Message I DCON2 1.3 LVL-2 B11 194 69,2308 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 69.2308 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 72 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 72 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 92,3077 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 92.3077 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 96 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 96 BM30X24 I No Message DCON2 1.3 LVL-2 B11 194 115,3846 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 115,3846 I BM30X24 No Message DCON2 1.3 Page 14 of 53 As Top in2 1.4 1.2 0 1.3 1.3 1.3 9/8/2018 As As,min Bottom Bottom Combo in DCON2 2.2 DCON2 i 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 1.7 DCON2 1.8 DCON2 1.6 DCON2 1.4 DCON2 0.5 DCON2 0.1 DCON2 1.3 DCON2 1.3 DCON2 1.3 DCON2 1.3 DCON2 : 1.6 DCON2 1.6 DCON2 1.7 DCON2 1.7 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCO42 2.2 DCO42 2.2 DCO42 2.2 DCO42 2.2 Schemmer Consulting Group 9/12/18 94 of 331 Design Data Table 1.10 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top ATIop Story Label Name in Section Status Combo Top in' LVL-2 B11 194 i 120 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 121) BM30X24 No Message DCON2 1.3 LVL-2 611 194 138.4615 BM30X24 No Message DCON2 1.3 LVL-2 811 194 138,4615 BM30X24 No Message DCON2 1.3 LVL-2 B11 194 144 BM30X24 No Message DCON2 1.3 LVL-2 611 194 144 BM30X24 No Message DCON2 1A LVL-2 611 194 161,5385 BM30X24 No Message DCON2 1.4 LVL-2 611 194 161,5385 BM30X24 No Message DCON2 1A LVL-2 B11 194 168 BM30X24 No Message DCON2 1.4 LVL-2 611 194 168 BM30X24 No Message t DCON2 1A LVL-2 B11 194 184.6154 BM30X24 No Message DCON2 1.4 LVL-2 1311 194 184.6154 BM30X24 I No Message DCON2 1.4 LVL-2 1311 194 192 BM30X24 No Message DCON2 1.4 LVL-2 B11 194 192 BM30X24 No Message DCON2 1A LVL-2 B11 194 207.6923 BM30X24 No Message DCON2 1.4 LVL-2 611 194 207,6923 ! BM30X24 No Message DCON2 1A LVL-2 B11 194 216 BM30X24 No Message DCON2 1A LVL-2 B11 194 216 BM30X24 No Message DCON2 ! 1A LVL-2 B11 194 230.7692 BM30X24 No Message DCON2 1.4 LVL-2 1311 194 230,7692 BM30X24 No Message ! DCON2 1.4 LVL-2 1311 194 237 BM30X24 No Message DCON2 1.5 LVL-2 B11 194 237 BM30X24 INo Message DCON2 1.7 LVL-2 B11 194 253.8462 1 BM30X24 II No Message DCON2 2.2 LVL-2 611 194 253,8462 BM30X24 No Message ''I DCON2 2.2 LVL-2 B11 194 258 BM30X24 No Message DCON2 2.2 LVL-2 B11 194 258 BM30X24 No Message DCON2 j 2.2 LVL-2 B11 194 276.9231 BM30X24 I I No Message DCON2 2.2 LVL-2 B11 194 276,9231 BM30X24 No Message DCON2 2.2 LVL-2 B11 194 279 BM30X24 No Message DCON2 2.2 LVL-2 B11 194 279 BM30X24 No Message DCON2 2.2 LVL-2 B11 194 291 BM30X24 No Message DCON2 2.2 LVL-2 B12 198 9 BM30X24 No Message DCON2 2.2 LVL-2 B12 198 23,2334 I BM30X24 No Message DCON2 2.2 LVL-2 B12 198 23,2334 ! BM30X24 No Message DCON2 1.5 LVL-2 B12 198 23.5313 I BM30X24 No Message DCON2 1.5 LVL-2 B12 198 23,5313 BM30X24 No Message DCON2 2.2 LVL-2 B12 198 46,4667 I BM30X24 No Message DCON2 2.2 LVL-2 B12 198 46.4667 BM30X24 i No Message DCON2 1.5 LVL-2 B12 198 47,0625 BM30X24 No Message DCON2 1.5 LVL-2 B12 198 47,0625 BM30X24 No Message DCON2 2,2 LVL-2 B12 198 69.7001 BM30X24 No Message I DCON2 1.6 LVL-2 B12 198 69,7001 BM30X24 I No Message DCON2 1 1.5 LVL-2 B12 198 70.5938 BM30X24 No Message DCON2 1.5 LVL-2 B12 198 70,5938 r BM30X24 !, No Message DCON2 1.5 LVL-2 B12 198 92.9334 BM30X24 No Message I DCON2 1.5 Page 15 of 53 9/8/2018 As As,min As Top Bottom Bottom in2 Combo in 1.3 DCON2 2.2 1.3 DCON2 2.2 1.3 DCON2 2.2 1.3 DCON2 2.2 L3 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2.2 1.4 DCON2 2 1.4 DCON2 1.8 1.4 DCON2 1.7 1.4 DCON2 11 1.5 1.4 DCON2 1.4 1.4 DCON2 1A 1.5 DCON2 1A 1.7 DCON2 1A 2.2 DCON2 1.4 2.2 DCON2 1A 2.2 DCON2 1.4 2.3 DCON2 1A 3.2 DCON2 1.4 3.3 DCON2 1A 3.3 DCON2 1A 3.5 DCON21 1A 4.1 DCON2 2.2 4.8 DCON2 2.2 3.8 I DCON2 1.6 1.5 DCON2 2.2 1.5 DCON2 2.2 3.6 DCON2 1.6 2.2 DCON2 1.6 1.5 DCON2 2.2 1.5 I DCON2 2.2 2I DCON2 i 1.6 1.6 I DCON2 2.1 1.5 DCON2 2.2 1.5 DCON2 2.2 1.5 DCON2 2.2 1.5 DCON2 2.2 9/12/18 95 of 331 Schemmer Consulting Group Design Data Story Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Label Unique Station Design Status As Top Name in Section Combo LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 LVL-2 B12 198 198 198 198 198 198 198 198 198 198 198 198 198 198 198 198 198 92.9334 i BM30X24 I No Message I DCON2 94.125 BM30X24 No Message DCON2 94.125 BM30X24 No Message DCON2 116,1668 BM30X24 No Message DCON2 116.1668 I BM30X24 No Message DCON2 117,6563 BM30X24 No Message DCON2 117.6563 BM30X24 No Message DCON2 139,4002 BM30X24 No Message DCON2 139,4002 BM30X24 No Message DCON2 141.1875 BM30X24 No Message DCON2 141,1875 BM30X24 No Message DCON2 162.6335 . BM30X24 No Message DCON2 162,6335 BM30X24 No Message I DCON2 164,7188 BM30X24 No Message : DCON2 164,7188 BM30X24 No Message DCON2 185.8669 BM30X24 i No Message DCON2 185,8669 BM30X24 No Message DCON2 188.25 BM30X24 No Message DCON2 188.25 BM30X24 No Message DCON2 209,1002 BM30X24 No Message DCON2 209,1002 BM30X24 No Message DCON2 211.7813 BM30X24 No Message DCON2 211,7813 BM30X24 No Message DCON2 232,3336 BM30X24 I No Message DCON2 232.3336 BM30X24 No Message DCON2 235.3125 BM30X24 No Message DCON2 235,3125 BM30X24 No Message DCON2 255.567 BM30X24 No Message DCON2 255,567 BM30X24 No Message DCON2 258,8438 BM30X24 No Message DCON2 258.8438 BM30X24 No Message DCON2 278,8003 BM30X24 No Message DCON2 278,8003 BM30X24 No Message DCON2 282,375 BM30X24 No Message DCON2 282,375 BM30X24 No Message DCON2 302,0337 I BM30X24 No Message DCON2 302.0337 BM30X24 No Message DCON2 305.9063 BM30X24 No Message DCON2 305,9063 BM30X24 No Message DCON2 325.267 BM30X24 No Message DCON2 325,267 BM30X24 No Message DCON2 329,4375 BM30X24 No Message i DCON2 329,4375 BM30X24 No Message DCON2 348.5004 BM30X24 No Message I DCON2 348,5004 BM30X24 No Message DCON2 Page 16 of 53 As,min Top inZ 1.5 1.5 1.5 1.5 1.5 As Top inZ 9/8/2018 As As,min Bottom Bottom Combo in DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 ! 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON21, 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 1.7 DCON2 1.7 Schemmer Consulting Group 9/12/18 96 of 331 Design Data 9/8/2018 Table 1.10 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) min Unique Station Design As Top As,As To�n As As,min p Story Label Status Top 2 Bottom Bottom Name in Section Combo in' Combo in' LVL-2 B12 198 352.9688 BM30X24 No Message DCON2 1.4 1.4 DCON2 1.6 LVL-2 612 198 352.9688 BM30X24 No Message DCON2 1.3 1.3 DCON2 1.3 LVL-2 B12 198 367.5 BM30X24 No Message DCON2 1.3 1.3 DCON2 0.5 LVL-2 B13 202 0 BM30X24 No Message 'I DCON2 0.1 0.1 DCON2 0.1 LVL-2 11 B13 202 23.0769 BM30X24 No Message DCON2 0.5 0.5 DCON2 0.5 LVL-2 B13 202 23,0769 BM30X24 I No Message DCON2 ' 0.5 0.5 DCON2 0.5 LVL-2 B13 202 46.1538 I BM30X24 No Message DCON2 0.5 0.5 DCON2 0.8 LVL-2 j B13 202 46,1538 j BM30X24 1 No Message DCON2 0.6 0.6 DCON2 0.8 LVL-2 B13 202 69.2308 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.2 LVL-2 B13 202 69.2308 BM30X24 No Message ! DCON2 0.6 0.6 DCON2 1.3 LVL-2 B13 202 92.3077 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.6 LVL-2 B13 202 92,3077 BM30X24 i No Message DCON2 0.6 0.6 DCON2 1.6 LVL-2 B13 202 115,3846 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.8 LVL-2 B13 202 115,3846 BM30X24 No Message i DCON2 0.6 0.6 DCON2 1.8 LVL-2 B13 1 202 138.4615 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.8 LVL-2 B13 202 138.4615 BM30X24 No Message DCON2 0.6 0.6 i DCON2 1.8 LVL-2 B13 202 161,5385 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.7 LVL-2 B13 202 161.5385 . BM30X24 No Message DCON2 I 0.6 0.6 DCON2 1.7 LVL-2 B13 202 1184.6154 BM30X24 No Message DCON2 0.6 0.6 DCON2 1A LVL-2 B13 202 184.6154 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.4 LVL-2 B13 202 207.6923 BM30X24 No Message DCON2 0.6 0.6 I DCON2 1 LVL-2 B13 202 207,6923 BM30X24 No Message DCON2 : 0.6 0.6 DCON2 1 LVL-2 B13 202 230.7692 BM30X24 No Message DCON2 0.6 0.6 DCON2 0.6 LVL-2 B13 202 230,7692 BM30X24 No Message DCON2 0.6 0.6 DCON2 0.6 LVL-2 B13 202 253,8462 BM30X24 No Message DCON2 1.3 1.3 DCON2 0.6 LVL-2 B13 202 253,8462 BM30X24 I No Message DCON2 1.3 1.3 DCON2 0.6 LVL-2 B13 202 276,9231 BM30X24 No Message DCON2 1.9 1.9 DCON2 0.6 LVL-2 j B13 202 276.9231 BM30X24 No Message DCON2 1.9 1.9 DCON2 0.6 LVL-2 B13 202 300 BM30X24 No Message DCON2 2.2 2.2 I DCON2 1.1 i LVL-2 B14 206 0 BM30X24 No Message DCON2 2.2 2.2 DCON2 1.2 LVL-2 B14 206 23.5313 BM30X24 No Message DCON2 1.8 1.8 DCON2 0.6 LVL-2 B14 206 23.5313 BM30X24 No Message DCON2 1.7 1.7 DCON2 0.6 LVL-2 B14 206 47.0625 BM30X24 No Message DCON2 0.8 0.8 I DCON2 0.6 LVL-2 B14 206 47.0625 BM30X24 No Message I DCON2 0.7 0.7 DCON2 0.6 LVL-2 I B14 206 70.5938 BM30X24 No Message DCON2 0.6 0.6 DCON2 0.6 LVL-2 B14 206 70,5938 1 BM30X24 No Message i DCON2 0.6 0.6 DCON2 1 0.6 LVL-2 I B14 206 94.125 BM30X24 No Message DCON2 0.6 0.6 DCON2 1 1.4 LVL-2 B14 206 94,125 BM30X24 No Message DCON2 0.6 0.6 DCON2 1A LVL-2 B14 206 117.6563 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B14 206 117,6563 I BM30X24 No Message DCON2 0.6 0.6 DCON2 2,2 LVL-2 B14 206 141.1875 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B14 206 141,1875 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B14 206 164.7188 BM30X24 No Message DCON2 0.6 0.6 DCON2 2,2 LVL-2 614 206 164,7188 1 BM30X24 No Message It DCON2 0.6 0.6 DCON2 2.2 LVL-2 B14 206 188.25 BM30X24 No Message I DCON2 0.6 0.6 DCON2 2.2 Page 17 of 53 9/12/18 97 of 331 Schemmer Consulting Group Design Data Story LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Label Unique Station Design Name in Section As Top As,min Status Combo Top in o Message DCON2 0.6 o Message DCON2 0.6 o Message DCON2 0.6 o Message DCON2 0.6 o Message DCON2 0.6 o Message DCON2 0.6 o Message DCON2 0.6 614 206 I 188.25 I BM30X24 I N B14 206 211.7813 . BM30X24 N 614 206 211,7813 BM30X24 N 614 206 235,3125 BM30X24 N B14 206 235.3125 BM30X24 N B14 206 258,8438 BM30X24 N B14 206 258,8438 I BM30X24 N g B14 206 282,375 BM30X24 No Message DCON2 B14 206 282,375 BM30X24 No Message DCON2 B14 206 305,9063 : BM30X24 No Message : DCON2 B14 206 305,9063 BM30X24 No Message DCON2 B14 206 329.4375 BM30X24 No Message. DCON2 B14 206 329,4375 BM30X24 No Message DCON2 B14 206 352.9688 BM30X24 I No Message DCON2 B14 206 352.9688 BM30X24 No Message DCON2 B14 206 376.5 BM30X24 No Message DCON2 615 210 9 BM24X24 No Message DCON1 B15 210 23,0769 BM24X24 No Message DCON2 B15 210 23,0769 BM24X24 No Message DCON2 615 210 46.1538 BM24X24 No Message DCON2 615 210 46.1538 BM24X24 No Message DCON2 615 210 69.2308 BM24X24 No Message DCON2 B15 210 69,2308 BM24X24 No Message DCON2 B15 210 84 BM24X24 No Message DCON2 B15 210 84 BM24X24 No Message DCON2 B15 210 92,3077 BM24X24 No i Message DCON2 615 210 92,3077 BM24X24 No Message DCON2 B15 210 108 BM24X24 No Message DCON2 B15 210 108 BM24X24 No Message DCON2 B15 210 115,3846 BM24X24 No Message DCON2 615 210 115.3846 I BM24X24 No Message DCON2 B15 210 132 BM24X24 No Message DCON2 615 210 132 BM24X24 No Message ( DCON2 B15 210 138,4615 BM24X24 No Message DCON2 B15 210 138,4615 BM24X24 No Message DCON2 B15 210 156 BM24X24 No Message DCON2 B15 210 156 BM24X24 No Message DCON2 B15 210 161,5385 BM24X24 No Message DCON2 B15 210 161,5385 BM24X24 No Message DCON2 615 210 180 BM24X24 No Message DCON2 B15 210 180 BM24X24 No Message DCON2 Page 18 of 53 As Top inz 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.00637 0,00637 0.0003112 0,0003112 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.8 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.9 0.9 1.1 1.1 0.9 0.9 1 1 1 1 1.1 1.2 1.1 0.6 0.6 0.8 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.9 0.9 0.9 0.9 1 1 1 1 1.1 1.1 1.1 1.1 1.2 As Bottom Combo in DCON2 DCON2 DCON2 DCON2 DCON2 DCON2! DCON2 DCON2 DC DC DC DCON2 DCON2 DCON2 DCON2 DCON2i DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 11 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2I DCON2 DCON2 DCON2 � DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2', DCON2 9/8/2018 z As,min Bottom 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 1.8 1 1 0.4 0.7 0.7 0.7 0.7 0.7 0.9 0.9 0.9 1 1 1 1 1.1 9/12/18 Schemmer Consulting Group 98 of 331 0.6 0.6 0.8 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.9 0.9 1.1 1.1 0.9 0.9 1 1 1 1 1.1 1.2 1.1 0.6 0.6 0.8 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.9 0.9 0.9 0.9 1 1 1 1 1.1 1.1 1.1 1.1 1.2 As Bottom Combo in DCON2 DCON2 DCON2 DCON2 DCON2 DCON2! DCON2 DCON2 DC DC DC DCON2 DCON2 DCON2 DCON2 DCON2i DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 11 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2I DCON2 DCON2 DCON2 � DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2', DCON2 9/8/2018 z As,min Bottom 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 1.8 1 1 0.4 0.7 0.7 0.7 0.7 0.7 0.9 0.9 0.9 1 1 1 1 1.1 9/12/18 Schemmer Consulting Group 98 of 331 1.1 1.1 0.9 0.9 1 1 1 1 1.1 1.2 1.1 0.6 0.6 0.8 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.9 0.9 0.9 0.9 1 1 1 1 1.1 1.1 1.1 1.1 1.2 As Bottom Combo in DCON2 DCON2 DCON2 DCON2 DCON2 DCON2! DCON2 DCON2 DC DC DC DCON2 DCON2 DCON2 DCON2 DCON2i DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 11 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2I DCON2 DCON2 DCON2 � DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2', DCON2 9/8/2018 z As,min Bottom 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 1.8 1 1 0.4 0.7 0.7 0.7 0.7 0.7 0.9 0.9 0.9 1 1 1 1 1.1 9/12/18 Schemmer Consulting Group 98 of 331 Design Data Story Table 1 A 0 - Concrete Beam Summary = AU 318-08 (Part 1 of 2, continued) Label Unique Station Design Status As Top Name in Section Combo LVL-2 II B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 B15 210 LVL-2 I B15 210 LVL-2 B15 210 LVL-2 I B15 210 LVL-2 B16 214 LVL-2 616 214 LVL-2 B16 214 B16 214 LVL-2 LVL-2 B16 214 LVL-2 B16 214 LVL-2 B16 214 LVL-2 B16 214 LVL-2 I B16 214 LVL-2 B16 214 LVL-2 B16 214 LVL-2 B16 214 LVL-2 B16 214 LVL-2 I B16 214 LVL-2 B16 214 LVL-2 B16 214 LVL-2 B16 214 LVL-2 I B16 214 LVL-2 B16 214 LVL-2 B16 214 i LVL-2 116 214 LVL-2 B16 214 207.6923 it BM24X24 i No Message i DCON2 I, 207,6923 BM24X24 No Message DCON2 219 BM24X24 No Message DCON2 219 BM24X24 No Message DCON2 228 BM24X24 No Message DCON2 228 BM24X24 No Message DCON2 230.7692 BM24X24 No Message I DCON2 230,7692 BM24X24 No Message DCON2 239.25 BM24X24 No Message DCON2 I 239.25 BM24X24 No Message DCON2 252 I BM24X24 No Message DCON2 252 BM24X24 No Message DCON2 253.8462 BM24X24 No Message DCON2 253,8462 BM24X24 No Message DCON2 259.5 BM24X24 No Message DCON2 259.5 BM24X24 No Message j DCON2 276 BM24X24 No Message I DCON2 276 BM24X24 No Message DCON2 276,9231 BM24X24 No Message DCON2 276,9231 BM24X24 No Message DCON2 279.75 BM24X24 No Message DCON2 279.75 BM24X24 No Message DCON2 291 BM24X24 No Message DCON2 9 ' BM24X24 No Message I DCON2 23,5313 BM24X24 No Message DCON2 23,5313 BM24X24 No Message DCON2 24 BM24X24 No Message DCON2 24 BM24X24 No Message DCON2 47,0625 BM24X24 No Message DCON2 47,0625 BM24X24 No Message DCON2 48 BM24X24 No Message DCON2 48 BM24X24 No Message DCON2 70,5938 I BM24X24 No Message I DCON2 70,5938 BM24X24 No Message ! DCON2 72 BM24X24 I No Message DCON2 72 BM24X24 No Message DCON2 94.125 BM24X24 I No Message DCON2 94.125 BM24X24 No Message 'i, DCON2 96 BM24X24 No Message I DCON2 96 BM24X24 i No Message DCON2 117.6563 BM24X24 No Message DCON2 117.6563 BM24X24 I No Message DCON2 120 BM24X24 No Message DCON2 120 BM24X24 No Message DCON2 141,1875 BM24X24 No Message I DCON2 Page 19 of 53 As,min Top in2 1.2 0.9 0.9 0.9 1 1 1 1 1 1 1 As Top in2 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.8 1.8 0.7 0.7 1.8 1.8 2.2 2.5 3 2 1.1 1.1 1.9 0.9 1.1 1.1 0.9 0.9 0.9 0.9 0.9 0.9 1 1 1 1 1 1 1 1 As Bottom Combo DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 ' DCON2 DCON2 DCON2 DCON2 DCON2 . DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 9/8/2018 As,min Bottom in 1.2 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 0.7 0.7 1.2 1.2 1.8 0.7 1.8 0.9 1.7 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 9/12/18 99 of 331 Schemmer Consulting Group Design Data Story LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Label Unique Station Design Status As Top Name in Section Combo B16 B16 B16 B16 B16 B16 616 B16 B16 B16 616 B16 B16 617 B17 B17 B17 617 617 B17 B17 B17 B17 B17 B17 617 B17 B17 617 B17 617 B17 B17 B17 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 214 218 218 218 218 218 218 218 218 218 218 218 218 218 218 218 218 218 218 218 218 218 141.1875 BM24X24 No Message DCON2 144 BM24X24 No Message DCON2 144 BM24X24 No Message DCON2 153 BM24X24 No Message DCON2 153 BM24X24 ! No Message DCON2 164.7188 BM24X24 No Message DCON2 164.7188 BM24X24 No Message DCON2 188.25 ', BM24X24 No Message I DCON2 188.25 I BM24X24 No Message DCON2 211.7813 BM24X24 No Message DCON2 211.7813 BM24X24 No Message DCON2 235,3125 BM24X24 No Message DCON2 235.3125 BM24X24 No Message DCON2 258,8438 ' BM24X24 No Message DCON2 258.8438 I BM24X24 No Message DCON2 282.375 BM24X24 No Message DCON2 282.375 I BM24X24 No Message DCON2 305,9063 BM24X24 No Message DCON2 j 305,9063 BM24X24 No Message DCON2 329,4375 BM24X24 No Message DCON2 329,4375 BM24X24 No Message DCON2 352,9688 BM24X24 No Message DCON2 352.9688 BM24X24 No Message DCON2 367.5 BM24X24 No Message ! DCON2 0 BM30X24 No Message I DCON2 23.0769 j BM30X24 No Message DCON2 23,0769 BM30X24 No Message DCON2 46,1538 BM30X24 No Message DCON2 46.1538 BM30X24 No Message DCON2 69.2308 BM30X24 No Message DCON2 69,2308 I BM30X24 No Message DCON2 92,3077 BM30X24 No Message DCON2 92,3077 BM30X24 No Message DCON2 115,3846 BM30X24 No Message DCON2 115,3846 BM30X24 i No Message DCON2 138,4615 BM30X24 j No Message DCON2 138.4615 BM30X24 No Message DCON2 161,5385 BM30X24 No Message DCON2 161,5385 BM30X24 No Message DCON2 184.6154 BM30X24 No Message DCON2 184,6154 BM30X24 No Message DCON2 207,6923 BM30X24 No Message DCON2 207,6923 BM30X24 No Message ( DCON2 230,7692 BM30X24 No Message DCON2 230,7692 BM30X24 No Message j DCON2 Page 20 of 53 1.1 1 1 1 0.5 0.02272 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 As Top inz 0.02272 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Bott As om Combo DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 j DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCO DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 i DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCO42 DCO42 9/8/2018 in As,min Bottom ' 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1 0.2 0.1 0.5 0.5 1.1 1 0.6 0.6 Schemmer Consulting Group 9/12/18 100 of 331 Design Data 9/8/20 I Q Table 1.10 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) As,min As As,min Story Label Unique Station Design Status As Top Top As Top Bottom Bottom Name in Section Combo in' in' Bottom in' LVL-2 B17 218 253.8462 BM30X24 No Message DCON2 1.1 1.1 DCON2 0.6 LVL-2 B17 218 253.8462 BM30X24 No Message DCON2 1.2 1.2 DCON2 0.6 LVL-2 B17 218 276,9231 I BM30X24 No Message DCON2 1.7 1.7 DCON2 0.6 LVL-2 B17 218 276.9231 BM30X24 No Message DCON2 1.8 1.8 DCON2 0.6 LVL-2 B17 218 300 BM30X24 No Message DCON2 2.1 2.1 DCON2 1.1 LVL-2 B18 222 0 BM30X24 No Message DCON2 2.2 2.2 DCON2 1.2 LVL-2 B18 222 23.5313 BM30X24 No Message DCON2 2 2 I DCON2 0.6 LVL-2 B18 222 23,5313 BM30X24 No Message DCON2 1.9 1.9 1 DCON2 0.6 LVL-2 B18 222 47,0625 BM30X24 No Message DCON2 1.1 1.1 DCON2 0.6 LVL-2 B18 222 47,0625 BM30X24 No Message ! DCON2 1 11 DCON2 0.6 LVL-2 B18 222 70.5938 BM30X24 No Message DCON2 0.6 0.6 DCON2 0.6 LVL-2 B18 222 70.5938 BM30X24 No Message DCON2 0.6 0.6 DCON2 0.6 LVL-2 B18 222 11 94.125 BM30X24 No Message DCON2 0.6 0.6 DCON2 1 LVL-2 B18 222 94.125 BM30X24 No Message DCON2 1 0.6 0.6 DCON2 1 LVL-2 B18 222 117.6563 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.8 LVL-2 B18 222 117.6563 BM30X24 ! No Message I DCON2 0.6 0.6 DCON2 1.9 LVL-2 B18 222 141.1875 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 141.1875 BM30X24 No Message DCON2 i 0.6 0.6 DCON2 2.2 LVL-2 B18 222 164.7188 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 164,7188 1 BM30X24 No Message ' DCON2 1 0.6 0.6 DCON2 1! 2.2 LVL-2 B18 222 188.25 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 188.25 BM30X24 No Message DCON2 0.6 0.6 I DCON2 2.2 LVL-2 B18 222 211,7813 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 211,7813 BM30X24 No Message DCON2 0.6 0.6 11 DCON2 1 2.2 LVL-2 B18 222 235.3125 BM30X24 I No Message DCON2 0.6 0.6 DCON2 2,2 LVL-2 B18 222 235.3125 BM30X24 L No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 258.8438 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 258,8438 BM30X24 . No Message 1 DCON2 0.6 0.6 DCON2 : 2.2 LVL-2 B18 222 282,375 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 282.375 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 305.9063 I BM30X24 I No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 B18 222 305,9063 BM30X24 No Message DCON2 0.6 0.6 DCON2 2.2 LVL-2 I B18 222 329,4375 BM30X24 No Message I DCON2 0.6 0.6 DCON2 1.7 LVL-2 ! B18 222 329,4375 BM30X24 No Message DCON2 0.6 0.6 DCON2 1.6 LVL-2 B18 222 352.9688 1 BM30X24 I No Message DCON2 0.6 0.6 DCON2 1 LVL-2 B18 222 352.9688 BM30X24 No Message DCON2 0.6 0.6 DCON2 ! 0.9 LVL-2 B18 222 376.5 BM30X24 . No Message DCON2 0,007195 0,007195 DCON2 0.4 LVL-2 1 B19 226 9 BM24X24 No Message DCON2 1.5 1.5 DCON2 0.7 LVL-2 1 B19 226 22.05 BM24X24 No Message DCON2 1.3 I 1.3 I DCON2 0.6 LVL-2 B19 226 22.05 BM24X24 No Message DCON2 1.3 1.3 DCON2 0.6 LVL-2 B19 226 44.1 I BM24X24 I No Message I DCON2 0.7 0.7 I DCON2 I 0.6 LVL-2 B19 226 44.1 BM24X24 No Message DCON2 0.6 0.6 DCON2 0.6 LVL-2 B19 226 66.15 BM24X24 No Message DCON2 0.6 0.6 DCON2 0.7 LVL-2 B19 226 66.15 BM24X24 No Message DCON2 0.5 0.5 DCON2 0.7 LVL-2 B19 226 88.2 BM24X24 No Message DCON2 0.5 0.5 DCON2 1.3 Page 21 of 53 9/12/18 Schemmer Consulting Group 101 of 331 Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top As,min Story Label Name in Section Status Combo Top in' LVL-2 B19 226 88.2 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 110.25 BM24X24 No Message DCON2 0.5 LVL-2 I B19 226 110.25 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 132.3 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 132.3 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 154.35 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 154.35 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 176.4 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 176.4 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 198.45 BM24X24 j No Message DCON2 0.5 LVL-2 B19 226 198.45 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 220.5 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 220.5 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 242.55 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 242.55 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 264.6 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 264.E I BM24X24 No Message DCON2 0.5 LVL-2 B19 226 286.65 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 286.65 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 308.7 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 308.7 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 330.75 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 330.75 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 352.8 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 352.8 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 374.85 BM24X24 No Message I DCON2 0.5 LVL-2 B19 226 374.85 BM24X24 No Message DCON2 0.5 LVL-2 B19 226 396.9 BM24X24 No Message DCON2 1 LVL-2 B19 226 396.9 BM24X24 No Message DCON2 1.1 LVL-2 B19 226 418.95 BM24X24 No Message DCON2 1.8 LVL-2 B19 226 418.95 BM24X24 No Message DCON2 1.8 LVL-2 B19 226 432 BM24X24 No Message 1 DCON2 1.8 LVL-2 B20 230 9 BM24X24 No Message DCON2 1.7 LVL-2 B20 230 22.05 BM24X24 No Message DCON2 1.1 LVL-2 B20 230 22.05 BM24X24 No Message DCON2 1 LVL-2 B20 230 44.1 BM24X24 No Message DCON2 0.9 LVL-2 B20 230 44.1 BM24X24 No Message DCON2 0.9 LVL-2 B20 230 66.15 BM24X24 No Message DCON2 0.9 LVL-2 B20 230 66.15 BM24X24 No Message DCON2 1 LVL-2 B20 230 88.2 BM24X24 No Message I DCON2 1 LVL-2 B20 230 88.2 BM24X24 No Message DCON2 1 LVL-2 B20 230 110.25 ' BM24X24 No Message DCON2 1 LVL-2 I B20 230 110.25 BM24X24 No Message DCON2 1 LVL-2 B20 230 132.3 BM24X24 No Message DCON2 1 LVL-2 B20 230 132.3 BM24X24 No Message ( DCON2 1 Page 22 of 53 9/8/2010 As , Top As Asmin Bottom Bottom in2 Combo in 0.5 DCON2 1.4 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 ! 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 A.5 DCON2 1.7 0.5 DCON2 1 0.5 DCON2 1 1i DCON2 0.5 1.1 DCON2 0.4 1.8 DCON2 0A 1.8 DCON2 0.4 1.9 DCON2 1.1 1.7 DCON2 0.7 1.1 DCON2 0.9 1 DCON2 0.9 0.9 DCON2 0.9 0.9 DCON2 0.9 0.9 DCON2 1.7 1 DCON2 1.8 1 DCON2 1.8 1 DCON2 1.8 1 DCON2 1.8 1 DCON2 1.8 1 DCON2 1.8 1 DCON2 1.8 Schemmer Consulting Group 9/12/18 102 of 331 Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top ATIop Story Label Name in Section Status Combo Top in' LVL-2 B20 230 154.35 BM24X24 No Message DCON2 1 LVL-2 B20 230 154.35 BM24X24 No Message DCON2 1 LVL-2 B20 230 176.4 BM24X24 No Message DCON2 1 LVL-2 B20 230 176A BM24X24 No Message DCON2 i 1 LVL-2 li B20 230 198.45 BM24X24 No Message DCON2 1 LVL-2 B20 230 198.45 BM24X24 No Message DCON2 1 LVL-2 B20 230 220.5 BM24X24 No Message DCON2 1 LVL-2 B20 230 220.5 BM24X24 No Message DCON2 1 LVL-2 B20 230 242.55 BM24X24 No Message DCON2 1 LVL-2 B20 230 242.55 BM24X24 No Message DCON2 1 LVL-2 B20 230 264.6 BM24X24 No Message DCON2 1 LVL-2 B20 230 264.6 BM24X24 No Message DCON2 1 LVL-2 B20 230 286.65 BM24X24 No Message DCON2 1 LVL-2 B20 230 286.65 BM24X24 No Message DCON2 1 LVL-2 B20 230 308.7 BM24X24 No Message DCON2 1 LVL-2 B20 230 308.7 BM24X24 No Message DCON2 1 LVL-2 B20 230 330.75 BM24X24 No Message DCON2 1 LVL-2 B20 230 330.75 BM24X24 I No Message DCON2 1 LVL-2 B20 230 352.8 BM24X24 No Message DCON2 1 LVL-2 B20 230 352.8 BM24X24 I No Message I DCON2 1 LVL-2 B20 230 374.85 BM24X24 No Message DCON2 1 LVL-2 B20 230 374.85 BM24X24 No Message DCON2 1 LVL-2 B20 230 396.9 BM24X24 No Message DCON2 1.8 LVL-2 B20 230 396.9 BM24X24 No Message DCON2 1.8 LVL-2 B20 230 418.95 BM24X24 No Message DCON2 1.8 LVL-2 B20 j 230 418.95 BM24X24 No Message DCON2 1.8 LVL-2 B20 230 432 BM24X24 No Message DCON2 1.8 LVL-2 B21 234 9 BM24X24 No Message DCON2 1.8 LVL-2 B21 234 22.08 BM24X24 No Message DCON2 1.8 LVL-2 B21 234 22.08 BM24X24 No Message I DCON2 1.8 LVL-2 I B21 234 44.16 BM24X24 No Message DCON2 1.8 LVL-2 B21 234 44.16 BM24X24 No Message DCON2 1.8 LVL-2 B21 234 66.24 BM24X24 No Message DCON2 0.9 LVL-2 i B21 234 66.24 BM24X24 No Message DCON2 1 1 LVL-2 B21 234 88.32 BM24X24 No Message DCON2 1 LVL-2 B21 234 88.32 BM24X24 No Message DCON2 1 LVL-2 B21 234 110A BM24X24 No Message DCON2 1 LVL-2 B21 234 110.4 BM24X24 No Message DCON2 1 LVL-2 B21 234 132.48 BM24X24 No Message DCON2 1 LVL-2 B21 234 132.48 BM24X24 No Message DCON2 1 LVL-2 B21 234 154.56 BM24X24 No Message DCON2 1 LVL-2 B21 234 154.56 BM24X24 No Message ! DCON2 I 1 LVL-2 B21 234 176.64 BM24X24 No Message DCON2 1 LVL-2 B21 234 176.64 BM24X24 i No Message DCON2 1 LVL-2 B21 234 I 198.72 BM24X24 No Message DCON2 1 As Top inZ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.8 1.8 2.7 2.8 3.3 3.2 2.7 2.6 1.8 1.8 0.9 1 1 1 1 1 1 1 1 1 1 1 1 9/8/2018 As As,min Bottom Bottom Combo inZ DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1 DCON2 1 DCON2 1 DCON2 1 DCON2 1 DCON2 0.9 DCON2 1.8 DCON2 1.8 DCON2 0.9 DCON2 0.9 DCON2 0.9 DCON2 0.9 DCON2 0.9 DCON2 1 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 Page 23 of 53 Schemmer Consulting Group 9/12/18 103 of 331 Design Data Story LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Label Unique Station Design Status As Top Name in Section Combo B21 B21 B21 B21 B21 621 B21 B21 B21 B21 B21 621 B21 B21 B21 621 B21 B21 B21 B21 B21 B21 B22 B22 B22 B22 622 B22 B22 B22 622 622 B22 B22 B22 622 622 B22 B22 B22 B22 622 B22 822 622 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 234 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 238 198.72 I BM24X24 No Message I DCON2 220.8 BM24X24 No Message DCON2 220.8 BM24X24 No Message DCON2 242.85 BM24X24 No Message DCON2 242.85 BM24X24 No Message DCON2 264.9 BM24X24 No Message DCON2 264.9 BM24X24 No Message DCON2 286.95 BM24X24 No Message DCON2 286.95 BM24X24 No Message I DCON2 309 BM24X24 No Message DCON2 309 BM24X24 No Message DCON2 331.05 BM24X24 I No Message ! DCON2 331.05 BM24X24 No Message DCON2 353.1 BM24X24 j No Message DCON2 353.1 BM24X24 No Message DCON2 375.15 BM24X24 No Message ! DCON2 375.15 BM24X24 I No Message I DCON2 397.2 BM24X24 No Message DCON2 397.2 BM24X24 No Message DCON2 419.25 BM24X24 No Message j DCON2 419.25 BM24X24 No Message DCON2 432.3 BM24X24 No Message % DCON2 9 I BM24X24 No Message DCON2 22.08 BM24X24 No Message I DCON2 22.08 BM24X24 No Message DCON2 44.16 BM24X24 No Message DCON2 44.16 BM24X24 No Message I DCON2 66.24 BM24X24 No Message i DCON2 66.24 BM24X24 No Message DCON2 88.32 BM24X24 No Message DCON2 88.32 BM24X24 No Message DCON2 110A BM24X24 No Message !, DCON2 110A BM24X24 No Message DCON2 132.48 BM24X24 No Message 1 DCON2 132.48 BM24X24 No Message DCON2 154.56 BM24X24 No Message ! DCON2 154.56 BM24X24 No Message DCON2 176.64 BM24X24 No Message DCON2 176.64 BM24X24 No Message DCON2 198.72 BM24X24 No Message !, DCON2 1 198.72 BM24X24 No Message DCON2 22008 BM24X24 No Message DCON2 220.8 BM24X24 No Message DCON2 242.85 BM24X24 No Message ! DCON2 242.85 BM24X24 No Message DCON2 1 1 1 1 1 1 1 1 1 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1 1.1 1.7 1.8 1.8 1.8 1 0.9 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 As Top inZ 1 1 1 1 1 1 1 1 1 1 1 1 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1 1 0.9 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 9/8/2018 As As,min Bottom Bottom Combo in DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 - 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.6 DCON2 1.5 DCON2 0.9 DCON2 0.9 DCON2 0.9 DCON2 0.8 DCON2 0.7 DCON2 1.1 DCON2 0A DCON2 0.4 DCON2 0.4 DCON2 0.4 DCON2 1 DCON2 1.1 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 Schemmer Consulting Group Page 24 of 53 9/12/18 104 of 331 Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top ATIop Story Label Name in Section Status Combo Top in' LVL-2 B22 238 j 264.9 BM24X24 No Message DCON2 0.5 LVL-2 B22 238 264.9 BM24X24 No Message DCON2 0.5 LVL-2 B22 238 286.95 BM24X24 No Message DCON2 0.5 LVL-2 B22 238 286.95 BM24X24 No Message DCON2 0.5 LVL-2 B22 238 309 BM24X24 No Message DCON2 0.5 LVL-2 B22 238 309 BM24X24 No Message DCON2 0.5 LVL-2 B22 238 331.05 BM24X24 No Message DCON2 0.5 LVL-2 B22 238 331.05 BM24X24 No Message DCON2 0.6 LVL-2 B22 238 353.1 BM24X24 No Message DCON2 0.6 LVL-2 B22 238 353.1 1 BM24X24 No Message DCON2 0.6 LVL-2 B22 238 375.15 BM24X24 No Message I DCON2 0.6 LVL-2 B22 238 375.15 BM24X24 No Message DCON2 0.6 LVL-2 B22 238 397.2 BM24X24 No Message DCON2 0.8 LVL-2 B22 238 397.2 BM24X24 No Message 1 DCON2 0.9 LVL-2 B22 238 419.25 BM24X24 No Message DCON2 1.4 LVL-2 B22 238 419.25 BM24X24 No Message DCON2 1.4 LVL-2 B22 238 432.3 BM24X24 No Message DCON2 1.6 LVL-2 B1 4 9 BM24X24 I No Message DCON2 0 LVL-2 B1 4 16.8 BM24X24 No Message I DCON2 0.1 LVL-2 B1 4 16.8 BM24X24 No Message DCON2 0.5 LVL-2 B1 4 20 BM24X24 No Message DCON2 0.5 LVL-2 B1 4 20 BM24X24 No Message DCON2 0.3 LVL-2 B1 4 23.5313 BM24X24 No Message DCON2 0.3 LVL-2 B1 4 23.5313 BM24X24 No Message I DCON2 0.8 LVL-2 61 4 38.4 BM24X24 No Message DCON2 0.9 LVL-2 B1 4 38A BM24X24 No Message DCON2 1.3 LVL-2 B1 4 40 I BM24X24 No Message DCON2 1.3 LVL-2 B1 4 40 BM24X24 No Message I DCON2 1.2 LVL-2 B1 4 47,0625 BM24X24 No Message DCON2 1.3 LVL-2 B1 4 47,0625 BM24X24 No Message DCON2 1.8 LVL-2 B1 4 60 BM24X24 No Message DCON2 1.8 LW-2 61 4 60 BM24X24 I No Message DCON2 1 1.8 LVL-2 B1 4 70.5938 BM24X24 No Message DCON2 1.8 LVL-2 B1 4 70,5938 BM24X24 See ErrMsg DCON2 i 1.8 LVL-2 B1 4 94.125 BM24X24 See ErrMsg DCON2 1.2 LVL-2 61 4 94.125 BM24X24 See ErrMsg DCON2 1.2 LVL-2 B1 4 117.6563 BM24X24 See ErrMsg DCON2 0.2 LVL-2 131 4 117,6563 I BM24X24 See ErrMsg DCON2 0.2 LVL-2 B1 4 141.1875 BM24X24 See ErrMsg DCON1 0.1 LVL-2 B1 4 141,1875 BM24X24 No Message j DCON1 0.1 LVL-2 B1 4 164.7188 BM24X24 No Message DCON1 0.1 LVL-2 B1 4 164,7188 1 BM24X24 No Message j DCON1 0.1 LVL-2 I 61 4 188.25 BM24X24 I No Message DCON1 0.1 LVL-2 131 4 188.25 i BM24X24 No Message DCON2 0.1 LVL-2 B1 4 211.7813 BM24X24 No Message DCON2 0.1 Page 25 of 53 Schemmer Consulting Group 9/8/2018 As Asmin , As Top Bottom Bottom mZ Combo in' 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.5 DCON2 1.8 0.6 DCON2 1.8 0.6 DCON2 1.3 0.6 DCON2 1.2 0.6 DCON2 0.6 0.6 DCON2 0.6 0.8 DCON2 0.6 0.9 DCON2 0.6 1.4 DCON2 0.6 1.4 DCON2 0.5 1.6 DCON2 0.7 0 DCON2 0.5 0.1 DCON2 0.5 0.5 DCON2 0.1 0.5 DCON2 0.1 0.3 DCON2 0.3 0.3 DCON2 0.3 0.8 DCON2 0.3 0.9 DCON2 0.3 1.3 DCON2 0.3 1.3 DCON2 0.3 1.2 DCON2 0.3 1.3 DCON2 0.3 1.8 DCON2 0.3 1.8 DCON2 0.3 2.5 DCON1 0.005926 2.1 DCON1 0.005926 1.9 DCON1 0401702 1.2 DCON1 0,01702 1.2 DCON1 0.1 0.2 DCON2 0.1 0.2 DCON2 0.2 0.1 DCON2 0.8 0.1 DCON2 0.9 0.1 DCON2 1A 0.1 DCON2 1.5 0.1 DCON2 1.8 0.1 DCON2 1.8 0.1 DCON2 1.8 9/12/18 105 of 331 Design Data Story Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) abel Unique Station Design As Top ATIop LName in Section Status Combo Top in' LVL-2 B1 4 1211.7813 BM24X24 No Message DCON2 LVL-2 B1 4 235,3125 BM24X24 No Message DCON2 LIL-2 B1 4 235,3125 BM24X24 No Message DCON2 LVL-2 B1 4 258,8438 BM24X24 No Message DCON2 LVL-2 B1 4 258,8438 BM24X24 No Message DCON2 LVL-2 B1 4 282,375 BM24X24 No Message DCON2 LVL-2 B1 4 282.375 BM24X24 No Message DCON2 LVL-2 B1 4 305,9063 BM24X24 No Message '', DCON2 LVL-2 B1 4 305,9063 BM24X24 No Message DCON1 LVL-2 B1 4 329,4375 BM24X24 No Message i DCON1 LVL-2 B1 4 329,4375 ( BM24X24 No Message DCON1 LVL-2 B1 4 352.9688 BM24X24 No Message DCON1 LVL-2 I B1 4 352.9688 BM24X24 No Message DCON1 LVL-2 B1 4 367.5 BM24X24 No Message DCON2 LVL-2 B2 27 9 BM24X24 No Message DCON1 LVL-2 B2 27 2340761 BM24X24 No Message DCON2 LVL-2 B2 27 23,0769 I BM24X24 No Message DCON2 LVL-2 B2 27 46.1538 BM24X24 No Message DCON2 LVL-2 B2 27 46,1538 BM24X24 No Message DCON2 LVL-2 B2 27 69,2308 BM24X24 No Message DCON2 LVL-2 B2 27 69.2308 BM24X24 No Message DCON2 LVL-2 B2 27 92.3077 BM24X24 ! No Message DCON2 LVL-2 B2 27 92,3077 BM24X24 No Message DCON2 LVL-2 B2 27 115,3846 BM24X24 i No Message ! DCON2 LVL-2 B2 27 115.3846 BM24X24 See ErrMsg DCON2 LVL-2 B2 27 138,4615 BM24X24 See ErrMsg DCON2 LVL-2 B2 27 138.4615 BM24X24 No Message DCON2 LVL-2 B2 27 144 BM24X24 No Message DCON2 LVL-2 B2 27 144 BM24X24 No Message DCON2 LVL-2 B2 27 ! 161.5385 BM24X24 No Message DCON2 LVL-2 B2 27 161,5385 BM24X24 No Message DCON2 LVL-2 B2 27 184.6154 BM24X24 No Message DCON2 LVL-2 B2 27 184.6154 BM24X24 No Message DCON2 LVL-2 B2 27 207,6923 BM24X24 No Message ! DCON2 LVL-2 B2 27 207.6923 BM24X24 No Message DCON2 LVL-2 B2 27 230,7692 BM24X24 No Message DCON2 LVL-2 B2 27 230,7692 BM24X24 No Message DCON2 LVL-2 B2 27 252 BM24X24 No Message DCON2 LVL-2 I B2 27 252 BM24X24 No Message DCON2 LVL-2 B2 27 253,8462 ! BM24X24 No Message DCON2 LVL-2 B2 27 253,8462 BM24X24 No Message DCON2 LVL-2 B2 27 273.6 BM24X24 No Message DCON2 LVL-2 B2 27 273.6 BM24X24 No Message DCON2 LVL-2 B2 27 276,9231 BM24X24 No Message DCON2 LVL-2 B2 27 276.9231 BM24X24 No Message DCON2 Page 26 of 53 Schemmer Consulting Group 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 As Top in2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.005579 0.005579 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.2 0.9 1 1.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.2 0.9 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 9/8/2018 As As,min Bott om Bottom Com bo in DCON2 1.8 DCON2I 1.8 DCON2 1.8 DCON2 ! 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.8 DCON2 1.5 DCON2 1.4 DCON2'i 1 DCON2 1 DCON2 0.5 DCON2 0.4 DCON2 0.1 DCON2 0.5 DC 0.6 DC I 0.6 DC 0.5 DCON2 0.5 DCON2 � 0.4 DCON2 0.4 DCON21, 0.1 DCON2 0.1 DCON2 ! 0.1 DCON1 0.04532 DCON 1 0,04532 NI 0.03699 DCON 1 0,03699 DCON2 0.4 DCON2 ! 0.3 DCON2 0.3 DCON2 0.2 DCON2 0.3 DCON2 0.2 DCON2 0.2 DCON2 0.1 DCON2li 0.1 DCON2 0.1 DCON2 0.1 DCON2 0.1 DCON2 0.1 DCON2 0.1 DCON2 0.1 DCON2 d 0.1 DCON2 I 0.1 9/12/18 106 of 331 Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top ATyop Story Label Name in Section Status Combo Top in' LVL-2 B2 27 295.2 BM24X24 No Message DCON2 0 LVL-2 B8 1 0 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 23.1429 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 23,1429 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 46.2857 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 46,2857 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 69.4286 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 69.4286 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 92.5714 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 92,5714 BM24X24 I No Message !, DCON2 1.2 LVL-2 B8 1 115,7143 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 115.7143 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 138.8571 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 138,8571 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 162 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 162 BM24X24 No Message i DCON2 1.2 LVL-2 11 B8 1 185.1429 BM24X24 I No Message DCON2 1.2 LVL-2 B8 1 185.1429 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 208.2857 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 208,2857 BM24X24 No Message, DCON2 1.2 LVL-2 B8 1 231,4286 BM24X24 No Message DCON2 1.2 LVL-2 B8 1 231,4286 BM24X24 No Message j DCON2 1.2 LVL-2 B8 1 254,5714 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 254,5714 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 277.7143 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 277.7143 BM24X24 No Message 11 DCON2 i 1.8 LVL-2 B8 1 300.8571 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 300,8571 BM24X24 No Message DCON2 1.8 LVL-2 B8 1 324 BM24X24 No Message DCON2 1.8 LVL-2 B23 2 9 BM24X24 No Message DCON2 1 1.8 LVL-2 B23 2 123.1429 BM24X24 No Message DCON2 1.8 LVL-2 B23 2 23.1429 BM24X24 ! No Message DCON2 1.8 LVL-2 B23 2 46,2857 BM24X24 No Message DCON2 1.8 LVL-2 B23 2 46.2857 BM24X24 No Message ! DCON2 1.8 LVL-2 B23 2 69,4286 BM24X24 No Message DCON2 1.6 I LVL-2 B23 2 69.4286 BM24X24 No Message DCON2 1.6 LVL-2 B23 2 92.5714 BM24X24 No Message DCON2 1.3 LVL-2 B23 2 92,5714 ! BM24X24 No Message DCON2 1.3 LVL-2 B23 2 115.7143 I BM24X24 No Message DCON2 1 LVL-2 B23 2 115,7143 BM24X24 No Message 11 DCON2 1 LVL-2 B23 2 138.8571 BM24X24 No Message DCON2 0.6 LVL-2 B23 2 138,8571 BM24X24 No Message DCON2 0.6 LVL-2 B23 2 1 162 BM24X24 No Message DCON2 0.4 LVL-2 B23 2 162 BM24X24 No Message DCON2 1 0A LVL-2 B23 2 184.5 BM24X24 I No Message DCON2 0.6 Page 27 of 53 9/8/2018 As Top As As,min Bottom Bottom mz Combo in' 0 DCON2 0.1 3.7 DCON2 1.8 2.9 DCON2 1.1 2.9 DCON2 1.1 2.2 DCON2 1.1 2.2 DCON2 1.1 1.8 DCON2 1.1 1.8 DCON2 1.2 1.2 DCON2 1.2 L2 DCON2 1.2 1.2 DCON2 1.5 1.2 DCON2 1 1.5 1.2 DCON2 1.8 1.2 DCON2 1.8 1.2 DCON2 1.8 1.2 DCON2 1.8 1.2 DCON2 1.8 1.2 DCON2 1.8 1.2 DCON2 1.5 1.2 DCON2 1.5 1.2 DCON2 1.2 1.2 DCON2 1.2 1.8 DCON2 1.2 1.8 DCON2 I 1.1 2.1 DCON2 1.1 2.1 DCON2 1.1 2.8 DCON2 1.1 2.8 DCON2 1.1 3.5 DCON2 1.8 1.8 DCON2 1 1.8 DCON2 0.4 1.8 DCON2 0.4 1.8 DCON2 0.4 1.8 DCON2 0A 1.6 DCON2 0.4 1.6 DCON2 0A 1.3 DCON2 0.4 1.3 DCON2 1 0.4 1 I DCON2 0.4 1 DCON2 0.4 0.6 DCON2 0.4 0.6 DCON2 0A 0A DCON2 0.9 0.4 DCON2 0.9 0.6 ( DCON2 0.4 9/12/18 107 of 331 Schemmer Consulting Group Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top °T3op Story Label Name in Section Status Combo Top in' LVL-2 B23 2 184.5 BM24X24 No Message DCON2 0.6 LVL-2 B23 2 207 BM24X24 No Message DCON2 1 LVL-2 B23 2 j 207 BM24X24 No Message DCON2 1 LVL-2 i B23 2 229.5 BM24X24 No Message DCON2 1.3 LVL-2 B23 2 229.5 BM24X24 No Message DCON2 1.3 LVL-2 B23 2 252 BM24X24 ; No Message DCON2 ! 1.6 LVL-2 B23 2 252 BM24X24 No Message DCON2 1.6 LVL-2 B23 2 276 BM24X24 No Message DCON2 1.8 LVL-2 B23 2 276 BM24X24 No Message DCON2 1.8 LVL-2 B23 2 300 BM24X24 No Message DCON2 1.8 LVL-2 B23 2 300 BM24X24 No Message DCON2 1.8 LVL-2 B23 2 315 BM24X24 No Message DCON2 1.8 LVL-2 B27 7 0 BM30X24 No Message DCON2 0,02023 LVL-2 B27 7 23,0769 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 23.0769 BM30X24 No Message DCON2 0.2 LVL-2 B27 1 7 24 BM30X24 No Message DCON2 0.2 LVL-2 B27 7 24 BM30X24 No Message DCON2 0.3 LVL-2 627 7 46,1538 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 46.1538 ( BM30X24 No Message DCON2 0.3 LVL-2 B27 7 48 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 48 I BM30X24 No Message DCON2 0.3 LVL-2 B27 7 69,2308 : BM30X24 No Message DCON2 0.3 LVL-2 B27 7 69.2308 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 72 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 72 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 92.3077 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 92.3077 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 96 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 96 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 115,3846 BM30X24 No Message ', DCON2 0.3 LVL-2 B27 7 115,3846 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 120 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 120 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 138,4615 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 138.4615 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 144 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 144 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 161,5385 BM30X24 No Message 1 DCON2 0.3 LVL-2 B27 7 161.5385 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 168 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 168 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 184,6154 BM30X24 i No Message DCON2 ! 0.3 LVL-2 B27 7 184.6154 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 192 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 192 BM30X24 No Message DCON2 0.5 Page 28 of 53 As Top inz 0.6 1 1 1.3 1.3 1.6 1.6 1.8 1.8 0.02023 0.3 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.5 As Bottom Combo in' DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON21i DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 i DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 9/8/2018 As,min Bottom 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.9 0.6 1 0.2 0.2 1.4 1 1.4 1.3 1.2 1.7 1.8 1.8 1.7 1.6 1.6 1.6 1.6 1.3 1.1 0.8 0.7 0.6 0.5 0.3 0.3 DCON2 0.3 DCON2 0.3 9/12/18 108 of 331 Schemmer Consulting Group Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top ATPop Story Label Name in Section Status Combo Top in' LVL-2 B27 7 207.6923 BM30X24 No Message DCON2 1 LVL-2 B27 7 207.6923 BM30X24 No Message DCON2 1.2 LVL-2 B27 7 216 I BM30X24 No Message DCON2 1.3 LVL-2 B27 7 216 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 230.7692 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 230,7692 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 253.8462 BM30X24 No Message DCON2 0.3 LVL-2 B27 7 253,8462 BM30X24 j No Message DCON2 0.6 LVL-2 B27 7 276.9231 BM30X24 No Message DCON2 0.7 LVL-2 B27 7 276.9231 BM30X24 li No Message I DCON2 0.9 LVL-2 B27 7 300 BM30X24 No Message DCON2 1 LVL-2 B28 8 0 BM30X24 No Message DCON2 2.2 LVL-2 B28 8 23.2334 BM30X24 No Message DCON2 2.2 LVL-2 B28 8 23,2334 BM30X24 No Message DCON2 2.2 LVL-2 B28 8 46.4667 BM30X24 No Message DCON2 2.2 LVL-2 B28 8 46,4667 i BM30X24 No Message DCON2 2.2 LVL-2 B28 8 69.7001 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 69,7001 BM30X24 No Message 1 DCON2 1.5 LVL-2 B28 8 92.9334 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 92.9334 BM30X24 I No Message DCON2 1.5 LVL-2 B28 8 116.1668 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 116.1668 BM30X24 No Message DCON2 1 1.5 LVL-2 B28 8 139,4002 BM30X24 i No Message DCON2 1.5 LVL-2 B28 8 139,4002 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 162.6335 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 162,6335 BM30X24 No Message ! DCON2 1.5 LVL-2 B28 8 185.8669 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 185.8669 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 209.1002 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 209.1002 1 BM30X24 No Message I DCON2 1.5 LVL-2 B28 8 232.3336 I BM30X24 No Message 1 DCON2 1.5 LVL-2 B28 8 : 232,3336 BM30X24 i No Message ! DCON2 1 1.5 LVL-2 B28 8 255.567 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 255,567 BM30X24 No Message I DCON2 1.5 LVL-2 B28 8 278.8003 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 278.8003 BM30X24 1 No Message DCON2 1.5 LVL-2 B28 8 302.0337 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 302.0337 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 325,267 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 325,267 BM30X24 No Message DCON2 1.5 LVL-2 B28 8 348,5004 BM30X24 No Message DCON2 0,004714 LVL-2 B5 162 9 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 22.05 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 22.05 BM30X24 No Message DCON2 2.2 LVL-2 B5 j 162 44.1 BM30X24 No Message DCON2 2.2 Page 29 of 53 As Top in2 1 1.2 1.3 0.3 0.3 0.3 0.3 0.6 0.7 0.9 1 4.7 3.5 3A 2.2 2.2 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 0.004714 7.3 5.9 5.8 3.6 9/8/2018 As As,min Bottom Bottom Combo in' DCON2 0.3 DCON2 0A DCON2 0.4 DCON2 0.8 DCON2 0.7 DCON2 0.5 DCON2 0A DCON2 0.3 DCON2 0.3 DCON2 0.3 DCON2 0.6 DCON2 2.2 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DCON2 2.2 DC 2.2 DC 2.2 DC 2.2 j DC 2.2 DC 2 DC 2 DC 1.3 DC 2.2 DC 1.5 DC 1.7 DC 1.7 Schemmer Consulting Group 9/12/18 109 of 331 Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) Unique Station Design As Top AT)op Story Label Name in Section Status Combo Top in' LVL-2 B5 162 44.1 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 66.15 BM30X24 No Message DCON2 2.1 LVL-2 B5 162 66.15 BM30X24 No Message DCON2 1.9 LVL-2 B5 162 88.2 BM30X24 'i, No Message DCON2 1.9 LVL-2 B5 162 88.2 BM30X24 I No Message I DCON2 2 LVL-2 65 162 110.25 BM30X24 No Message DCON2 2 LVL-2 B5 162 I 110.25 I BM30X24 No Message DCON2 2.1 LVL-2 B5 162 132.3 BM30X24 No Message DCON2 2.1 LVL-2 B5 162 132.3 BM30X24 No Message DCON2 2.1 LVL-2 B5 162 154.35 BM30X24 No Message DCON2 2.1 LVL-2 I B5 162 154.35 BM30X24 No Message DCON2 2.1 LVL-2 B5 162 176.4 BM30X24 I No Message DCON2 2.1 LVL-2 B5 162 176A BM30X24 No Message I DCON2 2.2 LVL-2 B5 162 198.45 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 198.45 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 220.5 BM30X24 i No Message DCON2 2.2 LVL-2 65 162 220.5 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 242.55 BM30X24 No Message ! DCON2 2.2 LVL-2 B5 162 242.55 BM30X24 No Message i DCON2 2.2 LVL-2 B5 162 264.6 BM30X24 No Message i DCON2 2.2 LVL-2 135 162 264.6 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 286.65 BM30X24 j No Message DCON2 2.2 LVL-2 B5 162 286.65 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 308.7 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 308.7 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 330.75 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 330.75 BM30X24 No Message DCON2 2.2 LVL-2 135 162 352.8 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 352.8 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 374.85 BM30X24 . No Message DCON2 2.2 LVL-2 B5 162 374.85 BM30X24 No Message DCON2 2.2 LVL-2 B5 IL 162 396.9 j BM30X24 j No Message DCON2 2.2 LVL-2 B5 162 396.9 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 418.95 BM30X24 No Message DCON2 2.2 LVL-2 B5 162 418.95 I BM30X24 No Message DCON2 2.2 LVL-2 B5 162 432 BM30X24 No Message DCON2 2.2 LVL-2 I B24 174 9 BM30X24 No Message DCON2 2.2 LVL-2 B24 174 22.08 BM30X24 No Message DCON2 2.2 LVL-2 B24 174 22.08 BM30X24 No Message DCON2 2.2 LVL-2 B24 174 44.16 BM30X24 No Message DCON2 2.2 LVL-2 B24 174 44.16 BM30X24 No Message DCON2 2.2 LVL-2 B24 174 66.24 BM30X24 i No Message DCON2 1.7 LVL-2 B24 174 66.24 BM30X24 No Message DCON2 1.7 LVL-2 B24 174 88.32 BM30X24 No Message DCON2 1.7 LVL-2 I B24 174 88.32 BM30X24 I No Message DCON2 1.7 Page 30 of 53 Schemmer Consulting Group 9/8/2018 As Top As As,min Bottom Bottom inz Combo in' 3.5 DCON2 1.8 2.1 DCON2 1.8 1.9 DCON2 1.9 1.9 DCON2 2.2 2 DCON2 2.2 2 DCON2 2.2 2.1 DCON2 2.2 2.1 DCON2 2.2 2.1 DCON2 2.2 2.1 DCON2 2.2 2.1 DCON2 2.2 2.1 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 2.2 DCON2 2.2 3.9 DCON2 2.2 4.2 DCON2 2.2 5.3 DCON2 2.2 4.9 DCON2 2.2 3.8 DCON2 I 1.7 3.6 DCON2 1.7 2.2 DCON2 '', 1.7 2.2 DCON2 1.7 1.7 DCON2 2.2 1.7 DCON2 2.2 1.7 DCON2 2.2 1.7 DCON2 2.2 9/12/18 110 of 331 Design Data 9/8/2018 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued) min Unique Station Design As Top As,As ToAs As,min p Story Label Name in Section Status Combo Top in' Bottom Bottom in' Combo in' LVL-2 B24 174 110A BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 I 110A BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 132.48 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 132.48 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 154.56 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 154.56 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 176.64 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 176.64 BM30X24 No Message ! DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 198.72 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 i LVL-2 B24 174 198.72 BM30X24 No Message DCON2 1 1.7 1.7 DCON2 2.2 LVL-2 B24 174 220.8 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 220.8 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 242.85 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 i LVL-2 B24 174 242.85 BM30X24 No Message DCON2 ! 1.7 1.7 DCON2 2.2 LVL-2 B24 174 264.9 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 264.9 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 286.95 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 286.95 BM30X24 No Message DCON2 ! 1.7 1.7 DCON2 2.2 LVL-2 B24 174 309 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 309 BM30X24 ! No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 331.05 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 331.05 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 353.1 BM30X24 No Message DCON2 1.7 1.7 DCON2 2.2 LVL-2 B24 174 353.1 BM30X24 No Message I DCON2 1.7 1.7 DCON2 2.1 LVL-2 B24 174 375.15 BM30X24 No Message DCON2 2.2 2.2 DCON2 1.7 LVL-2 B24 174 375.15 BM30X24 No Message DCON2 2.2 2.4 DCON2 1.7 LVL-2 B24 174 397.2 BM30X24 No Message DCON2 2.2 4 DCON2 1.7 LVL-2 B24 174 397.2 BM30X24 No Message DCON2 2.2 4.2 DCON2 1.7 LVL-2 B24 174 419.25 I BM30X24 No Message DCON2 2.2 5.7 I DCON2 1.7 LVL-2 B24 174 419.25 BM30X24 No Message DCON2 2.2 5.8 DCON2 1.7 LVL-2 B24 I 174 432.3 BM30X24 No Message DCON2 2.2 6.4 DCON2 2.2 LVL-2 B29 5 9 BM30X24 No Message 1 DCON2 j 2.2 5 DCON2 2.2 LVL-2 B29 5 23.1429 BM30X24 No Message DCON2 2.2 4.4 DCON2 1.5 LVL-2 B29 5 23,1429 BM30X24 No Message DCON2 ! 2.2 4.3 DCON2 1.5 LVL-2 B29 5 1 46.2857 BM30X24 No Message DCON2 2.2 3.3 DCON2 1.5 LVL-2 B29 5 1 46,2857 BM30X24 No Message ',' DCON2 IF 2.2 3.2 DCON2 1.5 LVL-2 B29 5 69,4286 BM30X24 No Message DCON2 2.2 2.4 DCON2 1.5 LVL-2 B29 5 69,4286 BM30X24 No Message DCON2 2.2 2.3 DCON2 1.5 LVL-2 B29 5 92.5714 I BM30X24 No Message DCON2 2.1 2.1 I DCON2 1.5 LVL-2 B29 5 92,5714 BM30X24 No Message DCON2 2 2 DCON2 1.5 LVL-2 1 B29 5 115.7143 BM30X24 No Message DCON2 1.5 1.5 DCON2 1.6 LVL-2 B29 5 115,7143 BM30X24 ! No Message i DCON2 ! 1A 1A DCON2 1.7 LVL-2 1 B29 5 138.8571 BM30X24 No Message DCON2 1.4 1.4 DCON2 2.2 LVL-2 B29 5 138,8571 BM30X24 No Message DCON2 1A 1.4 DCON2 2.2 LVL-2 B29 5 162 BM30X24 No Message DCON2 1.4 1.4 DCON2 2.2 Page 31 of 53 9/12/18 111 of 331 Schemmer Consulting Group Design Data Table 1.10 -Concrete Beam Summary -ACI 318-08 (Part 1 of 2, continued) Story Label Unique Station Design Status As Top Name in Section Combo LVL-2 B29 5 162 BM30X24 No Message DCON2 LVL-2 B29 5 185,1429 BM30X24 No Message DCON2 LVL-2 B29 5 185,1429 BM30X24 No Message DCON2 LVL-2 B29 5 208.2857 BM30X24 No Message DCON2 LVL-2 B29 5 208.2857 BM30X24 No Message DCON2 LVL-2 B29 5 231.4286 BM30X24 No Message DCON2 LVL-2 B29 5 231.4286 BM30X24 No Message DCON2 LVL-2 B29 5 252 BM30X24 No Message DCON2 LVL-2 B29 5 252 BM30X24 No Message j DCON2 LVL-2 B29 5 254,5714 BM30X24 No Message DCON2 LVL-2 B29 5 254.5714 BM30X24 No Message DCON2 LVL-2 B29 5 276 BM30X24 No Message DCON2 LVL-2 B29 5 276 BM30X24 No Message DCON2 LVL-2 B29 5 277,7143 BM30X24 No Message DCON2 LVL-2 B29 5 277.7143 BM30X24 No Message DCON2 LVL-2 B29 5 300 BM30X24 No Message DCON2 LVL-2 B29 5 300 BM30X24 No Message DCON2 LVL-2 B29 5 300.8571 BM30X24 No Message DCON2 LVL-2 B29 5 300.8571 BM30X24 No Message DCON2 LVL-2 B29 5 315 BM30X24 No Message DCON2 9!8/2018 As,min As Top As,min Top in2 Bottom Bottom in2 Combo in' 1.5 1.5 DCON2 2.2 1.5 1.5 DCON2 2.2 1.5 1.5 DCON2 2.2 1.5 1.5 DCON2 2.2 1.5 1.5 DCON2 2.2 1.5 1.5 DCON2 2.1 1.5 1.5 DCON2 ( 1.9 1.5 1.5 DCON2 1.8 2.2 4.6 DCON2 1.3 2.2 4.6 DCON2 1.3 2.2 4.6 DCON2 1.3 2.2 4.2 DCON2 1.3 2.2 4.2 DCON2 j 1.3 2.2 4.2 DCON2 1.3 2.2 4.2 DCON2 1.4 2.2 4.2 DCON2 1A 1.6 1.6 DCON2 2.2 1.6 1.6 DCON2 2.2 2.2 4.2 DCON2 1.4 2.2 4.2 DCON2 2.2 Table 1.10 -Concrete Beam Summary -ACI 318-08 (Part 2 of 2) Story Label Unique Name LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 LVL-2 B9 186 Station As V Bottom in in' Combo 9 0.03225 DCON1 23,0769 1A DCON1 23,0769 1A DCON1 46.1538 1.6 DCON1 16.1538 1.7 DCON1 69.2308 2.2 DCON1 69,2308 2.2 DCON1 92.3077 2.3 DCON1 92,3077 2.3 DCON1 115,3846 2.6 DCON1 115,3846 2.6 DCON1 13844615 2.7 DCON1 138,4615 2.7 I DCON2 161,5385 2.6 DCON2 161,5385 2.6 DCON2 184.6154: 2.3 DCON2 184,6154 2.3 DCON2 207,6923I 2.2 DCON2 207,6923 2.2 DCON2 230.7692 1.5 DCON2 Station As V Bottom in in' Combo 9 0.03225 DCON1 23,0769 1A DCON1 23,0769 1A DCON1 46.1538 1.6 DCON1 16.1538 1.7 DCON1 69.2308 2.2 DCON1 69,2308 2.2 DCON1 92.3077 2.3 DCON1 92,3077 2.3 DCON1 115,3846 2.6 DCON1 115,3846 2.6 DCON1 13844615 2.7 DCON1 138,4615 2.7 I DCON2 161,5385 2.6 DCON2 161,5385 2.6 DCON2 184.6154: 2.3 DCON2 184,6154 2.3 DCON2 207,6923I 2.2 DCON2 207,6923 2.2 DCON2 230.7692 1.5 DCON2 Torsion Al At Shear Page 32 of 53 Torsion At Tran Torsion Combo in2/ft DC 0.19 DC 0.19 DCON2 0.18 DC 0.18 DC 0.17 DC 0.17 DC 0.16 DC 0.16 DC 0.14 DC 0.14 DC 0.12 i DC 0.12 DC 0.1 DC 0.1 DC 0.08 DC 0.08 DCON2i 0 DCON2' 0 DC ( 0 DC 0 Warnings No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message 9/12/18 112 of 331 Schemmer Consulting Group Warnings No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message 9/12/18 112 of 331 Schemmer Consulting Group Design Data 9/ar2010 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo in2/ft Long Torsion Tran Torsion Warnings in Combo in Combo in2/ft LVL-2 B9 186 230.7692 1.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B9 186 253,8462 1.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B9 186 253.8462 1.5 DCON2 0.32 DCON2 0 DCON2 0 No Message I LVL-2 B9 186 276,9231 1.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B9 186 276.9231 1.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 1 B9 186 291 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 9 2A DCON1 0.32 DCON2 3.1 DCON2 0.11 No Message LVL-2 B10 190 23,2334 1 1.6 DCON1 0.32 DCON2 3.1 DCON2 0.11 No Message LVL-2 B10 190 23,2334 2.2 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 23,5313 2.2 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 23,5313 1.6 DCON1 0.32 DCON2 3.1 DCON2 0.09 No Message LVL-2 B10 190 46,4667 1.6 DCON1 0.32 DCON2 3.1 DCON2 0.09 No Message LVL-2 B10 190 46,4667 2.2 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 47,0625 2.2 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 47,0625 1.6 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 69,7001 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 69,7001 2.2 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 70,5938 2.2 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 70,5938 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 92,9334 2.7 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 92.9334 2.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 94.125 2.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 94.125 2.8 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 116,1668 3.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 116,1668 3.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 117,6563 3.6 DCON2 0 DCON2 0 j DCON2 0 No Message LVL-2 B10 190 117.6563 3.7 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 139,4002 4.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B10 190 139,4002 4.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 141,1875 4.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 141,1875 4.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 162,6335 4.7 DCON2 0 DCON2 0 DCON2 ! 0 No Message LVL-2 B10 190 162,6335 4.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 164,7188 4.7 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 164,7188 4.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 185,8669 5 DCON2 ! 0 DCON2 0 DCON2 0 No Message LVL-2 B10 190 185,8669 5 DCON2 0.17 DCON2 3.1 DCON2 0.08 No Message LVL-2 B10 190 188.25 5 DCON2 0.17 DCON2 3.1 DCON2 0.08 No Message LVL-2 B10 190 188.25 5 DCON2 0.13 DCON2 3.1 DCON2 0.1 No Message LVL-2 B10 190 209,1002 5 DCON2 0.13 DCON2 3.1 DCON2 0.1 l No Message LVL-2 B10 190 209,1002 5 DCON1 0.17 DCON2 3.1 DCON2 0.11 No Message LVL-2 B10 190 211.7813 1 5 DCON1 0.17 DCON2 3.1 DCON2 0.11 No Message LVL-2 B10 190 211,7813 5 DCON1 0.14 DCON2 3.1 DCON2 0.13 No Message LVL-2 B10 190 232,3336 4.9 DCON1 0.14 DCON2 3.1 1 DCON2 0.13 No Message LVL-2 B10 190 232.3336 4.9 DCON1 0.12 DCON2 3.1 DCON2 0.14 No Message Page 33 of 53 9/12/18 113 of 331 Schemmer Consulting Group Design Data Story Label Table 1.10 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Unique Station Name in LVL-2 610 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 B10 I 190 LVL-2 B10 190 LVL-2 B10 190 LVL-2 ! B10 190 LVL-2 B10 190 LVL-2 4 Bll 194 LVL-2 Bll I 194 LVL-2 B11 194 LVL-2 B11 I 194 LVL-2 B11 194 LVL-2 Bll 194 LVL-2 B11 194 LVL-2 Bll 194 LVL-2 Bll 194 LVL-2 B11 I 194 LVL-2 Bll 194 LVL-2 Bll 194 LVL-2 Bll 194 LVL-2 B11 194 LVL-2 Bll 194 LVL-2 B11 194 LVL-2 Bll 194 LVL-2 B11 ( 194 LVL-2 Bll 194 LVL-2 B11 194 LVL-2 Bll 194 LVL-2 Bll 194 As V Bottom Combo inz 235.3125 4.8 DCON1 235,3125 4.8 DCON1 255,567 I 4.5 DCON1 255,567 4.5 DCON1 258,8438 4.5 DCON1 258,8438 4A DCON1 278,8003 4 DCON1 278,8003 3.9 DCON1 282.375 3.9 DCON1 282,375 3.8 DCON1 302,0337I 3.2 DCON1 302,0337 3.1 DCON1 305,9063 3.1 DCON1 305,9063 2.9 DCON2 325,267 2.3 DCON2 325,267 2.2 DCON1 329,4375 2.2 DCON1 329,4375 2.2 DCON1 348,5004 1.7 DCON1 348,5004 1.8 DCON1 352,9688 1.6 DCON1 352,9688 1A DCON2 367.5 0.5 DCON2 9 0.1 DCON1 23,0769 1.3 DCON1 23,0769 1.3 DCONr 24 1.3 DCONr� 24 1.3 DCOW 46,1538 1.6 DCON' 46,1538 1.6 DCON' 48 1.7 DCON' 48 1.7 DCON' 69,2308 2.2 DCON 69,2308 2.2 DCON' 72 2.2 DCON 72 2.2 DCON 92.3077� 2.2 DCON' 92,3077 2.2 DCON 96 2.2 DCON 96 2.2 DCON l 115.3846 2.4 DCON 115,3846 2.4 DCON 120 2.4 DCON I 120 2A DCON 138,4615I 2.4 DCON At Shear Torsion AI inz/ft Long Torsion Combo in 0.12 DCON2 I 3.1 0.1 DCON1 3.1 0.1 DCON1 3.1 0'08 DCON1 3.1 0'08 DCON1 3.1 0.06 DCON1 3.1 0.06 DCON1 3.1 0.04 DCON1 3.1 0$04 DCON1 3.1 0.02 DCON1 3.1 0.02 DCON1 3.1 0'01 DCON1 3 0'01 DCON1 3 0 DCON1 1 3 0 DCON1 3 0.02 DCON1 3.1 0.02 DCON1 3.1 0.05 DCON1 3.1 0.05 DCON1 3.1 0.16 DCON2 3.1 0.16 DCON2 3.1 0.85 DCON2 5.3 0.8 DCON2 5.3 0.07 DCON1 3.1 0.07 DCON1 3.1 0 DCON2' 0 0 DCON2I 0 0.08 DCON1 3.1 0.08 DCON1 3.1 0.09 DCON1 3.1 0.09 DCON1 3.1 0.09 DCON1 3.1 0.09 DCON1 3.1 0.1 DCON1 3.1 0.1 DCON1 3.1 0.1 DCON1 3.1 0.1 DCON1 3.1 0.11 DCON1 3.1 0.11 DCON1 3.1 0.12 DCON1 3.1 0.12 DCON1 3.1 0.13 DCON2 3.1 0.13 DCON2 3.1 0.14 DCON2 3.1 0.14 I DCON2 3.1 Page 34 of 53 9/8/2018 Torsion At Tr Torsion Warnings Combo inz/ft DC 0.14 No Message DC 0.16 No Message DC 0.16 No Message DC 0.17 No Message DC 0.17 No Message DC 0.19 No Message DC 0.19 No Message DC 0.2 No Message DC 0.2 No Message DC 0.22 No Message DC 0.22 No Message DC 0.22 No Message DC 0.22 No Message DC 0.23 No Message DC 0.23 No Message DC 0.21 No Message DC 0.21 No Message DC 0.2 No Message DC 0.2 No Message DC 0.1 No Message DC 0.1 No Message DC 0.68 No Message DC 0.68 No Message Du 0.19 No Message DC 0.19 No Message DC 0 No Message DC 0 No Message DC 0.18 No Message DC 0.18 No Message DCON2 0.17 No Message DC 0.17 No Message DC 0.17 No Message DCON2 0.17 No Message DCON2 0.17 No Message DCON2 0.17 No Message DCON2 0.16 No Message DCON2 0.16 No Message DCON2 1 0.15 No Message DCON2 0.15 No Message DCON2 0.15 No Message DCON2 0.15 No Message DCON2 0.14 No Message DCON2 0.14 No Message DCON2 0.13 No Message DCON2 0.13 No Message 9/12/18 114 of 331 Schemmer Consulting Group Design Data Story Label Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Unique Station Name in LVL-2 it 611 194 138.4615 � LVL-2 B11 194 144 LVL-2 B11 194 144 LVL-2 B11 194 161,5385 LVL-2 B11 194 161.5385 LVL-2 B11 194 168 LVL-2 B11 194 168 LVL-2 B11 194 184.6154 LVL-2 B11 194 184.6154 LVL-2 B11 194 192 LVL-2 B11 194 192 LVL-2 B11 194 207.6923 LVL-2 B11 194 207,6923 LVL-2 B11 194 216 LVL-2 B11 194 216 LVL-2 B11 194 230,7692 LVL-2 B11 194 230.7692I LVL-2 B11 194 237 LVL-2 B11 194 237 LVL-2 B11 194 253,8462 LVL-2 B11 194 253,8462 LVL-2 B11 194 258 LVL-2 B11 194 258 LVL-2 B11 194 276,9231 LVL-2 B11 194 276.9231 LVL-2 B11 194 279 LVL-2 B11 194 279 LVL-2 B11 194 291 LVL-2 B12 198 9 LVL-2 B12 198 23.2334 LVL-2 B12 198 23.2334 LVL-2 B12 198 23.5313 LVL-2 B12 198 23.5313 LVL-2 B12 198 46.4667 LVL-2 B12 198 46.4667 LVL-2 612 198 47,0625 LVL-2 B12 198 47.0625 LVL-2 B12 198 69.7001 LVL-2 B12 198 69.7001 LVL-2 B12 198 70.5938 LVL-2 B12 198 70.5938 LVL-2 B12 198 92,9334 LVL-2 B12 198 92.9334 LVL-2 B12 198 94.125 LVL-2 B12 198 94.125 Schemmer Consulting Group As Bottom in' 2.4 2.4 2.4 2.3 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2 1.8 1.7 1.5 1.4 1.4 1.4 1.4 1.4 IA1.4 1.4 1.4 1.4 1.4 1.4 2.2 2.4 1.6 2.2 2.2 1.6 1.6 2.2 2.2 1.6 2.1 2.2 2.2 2.2 2.6 2.7 2.7 2.8 V Combo DCON1 DCON1 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON1 DCON1 DCON2 DCON2 DCON1 DCON1 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 Torsion AI At Shear Long Torsion in2/ft Combo in' 0.16 DCON2 3.1 0.16 DCON2 3.1 0.11 DCON2 3.1 0.11 DCON2 3.1 0.14 DCON2 3.1 0.14 DCON2 3.1 0.17 DCON2 3.1 0.17 DCON2 3.1 0 DCON2 0 0 DCON2 I D 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0.32 DCON2 0 0.32 DCON2 0 0 DCON2 0 0 DCON2' 0 0.32 DCON2I 0 0.32 1 DCON2 0 0 DCON2 0 0 DCON2 0 0.32 DCON2 0 0.32 DCON2 0 0.32 DCON2 I 3.1 0.32 DCON2 3.1 0 DCON2 0 0 DCON2 ! 0 0.32 DCON2 3.1 0.32 DCON2 ! 3.1 0 DCON2 0 0 DCON2 0 0.32 DCON2 0 0.32 DCON2 0 0 DCON2 0 0 DCON2 j 0 0.32 DCON2 I 0 0.32 DCON2 0 0 DCON2 0 0 DCON2 0 0.32 DCON2 0 Page 35 of 53 9/8/2018 Torsion At Tr Torsion Warnings Combo in2/ft DC 0.12 No Message DC 0.12 No Message DC 0.11 No Message DC 0.11 No Message DC 0.09 No Message DC 0.09 No Message DC 0.07 No Message DC 0.07 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0.12 No Message DCON2 0.12 No Message DC 0 No Message DC 0 No Message DC 0.08 No Message DC 0.08 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DCON2 0 No Message DCON2 0 No Message DCON2 0 No Message DCON2 0 No Message DCON2 0 No Message DCON2 0 No Message 9/12/18 115 of 331 Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Story Label Unique Station Name in LVL-2 B12 li 198 i 116.1668 � LVL-2 B12 198 116,1668 LVL-2 B12 198 117.6563 LVL-2 B12 198 117,6563 LVL-2 B12 198 139,4002 LVL-2 B12 198 139,4002 LVL-2 B12 198 141.1875 LVL-2 B12 198 141.1875 LVL-2 B12 198 162.6335 LVL-2 B12 198 162.6335 LVL-2 B12 198 164.7188 LVL-2 B12 198 164,7188 LVL-2 B12 198 185.8669 LVL-2 B12 198 185,8669 LVL-2 B12 198 188.25 LVL-2 B12 198 188.25 LVL-2 B12 198 209,1002 LVL-2 B12 198 209,1002 LVL-2 B12 198 211.7813 LVL-2 B12 198 211.7813 LVL-2 B12 198 232,3336I LVL-2 B12 198 232,33361 LVL-2 B12 198 ( 235,3125 LVL-2 B12 198 235,3125: LVL-2 B12 198 255.567 LVL-2 B12 198 255,567 LVL-2 B12 198 258.8438 LVL-2 B12 198 258,8438 LVL-2 B12 198 278.8003 LVL-2 B12 198 278,8003: LVL-2 B12 198 282.375 LVL-2 B12 198 282.375 LVL-2 B12 198 302.0337I LVL-2 B12 198 302.0337 LVL-2 B12 I 198 305.9063 LVL-2 B12 198 305.9063 LVL-2 B12 198 325.267 LVL-2 B12 198 325,267 LVL-2 B12 198 329,4375 LVL-2 B12 198 329.4375 LVL-2 B12 198 348.5004 LVL-2 B12 198 348.5004. LVL-2 B12 198 352.9688 LVL-2 B12 198 352.9688I LVL-2 B12 198 367.5 Schemmer Consulting Group As V Bottom Combo in2 3.5 DCON2 3.5 DCON2 3.5 DCON2 3.6 DCON2 4.1 DCON2 4.2 DCON2 4.2 DCON2 4.3 DCON2 4.6 DCON2 4.7 DCON2 4.6 DCON2 4.7 DCON2 4.9 DCON2 4.9 DCON2 4.9 DCON2 4.9 DCON2 4.9 DCON2 4.9 DCON2 4.9 DCON2 4.9 DCON1 4.8 DCON1 4.8 DCON1 4.8 DCON1 4.7 DCON1 4A DCON1 4A DCON1 4A DCON1 4.3 DCON1 3.9 DCON1 3.8 DCON1 3.8 DCON1 3.7 DCON1 3.2 DCON1 3.1 DCON1 3 DCON1 2.9 DCON1 2.3 DCON1 2.2 DCON1 2.2 DCON1 2.2 DCON1 1.7 DCON1 1.7 DCON2 1.6 DCON2 1.3 DCON2 0.5 DCON2 At Shear Torsion AI in he/ft Long Torsion Combo in' 0.32 DCON2 0 0 DCON2' 0 0 DCON2 0 0 DCON2 0 0.32 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0.15 DCON2 3.1 0.15 DCON2 3.1 0.13 DCON2 3.1 0.13 DCON2 3.1 0.16 DCON2 3.1 0.16 DCON2 3.1 0.14 DCON2 3.1 0.14 DCON2 3.1 0.12 DCON2 ! 3.1 0.12 DCON2 3.1 0.11 DCON2 3.1 0.11 DCON2 3.1 0'08 DCON1 3.1 0.08 DCON1 3.1 0.07 DCON1 3.1 0.07 DCON1 3.1 0.05 DCON 1 3.1 0.05 DCON1 3.1 0.04 DCON1 3.1 0.04 DCON1 3.1 0.03 DCON1 3.1 0.03 DCON1 3.1 0.06 DCON1 3.1 0.06 DCON1 3.1 0.08 DCON1 3.1 0.08 DCON1 3.1 0.16 1 DCON2 3.1 0.16 DCON2 3.1 0.81 i DCON2 5.3 0.76 DCON2 5.3 Page 36 of 53 9/8/2018 Torsion At Tr Torsion Warnings Combo in2/ft DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0.08 No Message DC 0.08 No Message DCON2 0.09 No Message DC 0.09 No Message DC 0.11 No Message DC 0.11 No Message DC 0.12 No Message DC 0.12 No Message DC 1 0.14 No Message DC 0.14 No Message DCON2 0.15 No Message DC 0.15 No Message DC 0.17 No Message DC 0.17 No Message DCON2 0.18 No Message DC 0.18 No Message DC 0.19 No Message DC 0.19 No Message DCON2 0.2 No Message DCON2 0.2 No Message DCON2 0.21 No Message DC 0.21 No Message DC 0.19 No Message DC 0.19 No Message DC 0.17 No Message DCON2 0.17 No Message DC 0.08 No Message DC 0.08 No Message DC 0.68 No Message DC 0.68 No Message 9/12/18 116 of 331 Design Data 9/8/2018 Table 1.10 -Concrete Beam Summary - ACI 318-OS (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo in2/ft Long Torsion Tran Torsion Warnings in2 Combo in' Combo in2/ft LVL-2 B13 202 0 0.1 DCON2 0.12 DCON2 3.1 DCON2 0.1 No Message LVL-2 B13 202 23,0769 0.5 DCON2 0.12 DCON2 3.1 DCON2 0.1 No Message LVL-2 B13 202 23,0769 0.5 DCON2 0.12 DCON2 3.1 DCON2 0.1 No Message LVL-2 B13 202 46,1538 0.8 DCON2 0.12 DCON2 3.1 DCON2 0.1 No Message LVL-2 B13 202 46,1538 0.8 DCON2 0.13 DCON2 3.1 DCON2 0.1 No Message LVL-2 B13 202 69,2308 1.2 DCON2 0.13 DCON2 3.1 DCON2 0.1 No Message LVL-2 B13 202 69.2308 1.3 DCON2 0.14 DCON2 3.1 DCON2 0.09 No Message LVL-2 B13 202 92.3077 1.6 DCON2 0.14 DCON2 3.1 DCON2 0.09 No Message LVL-2 B13 202 92.3077 1.6 DCON2 0.17 DCON2 3.1 DCON2 0.08 No Message LVL-2 B13 202 115.3846 1.8 DCON2 0.17 DCON2 3.1 DCON2 0.08 No Message LVL-2 B13 202 115.3846 1.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 13804615 1.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 138.4615 1.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 161,5385 1.7 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 161.5385 1.7 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 184,6154 IA DCON2 0 DCON2 0 i DCON2 0 No Message LVL-2 B13 202 184,6154 1A DCON2 0 DCON2 0 I DCON2 0 No Message LVL-2 B13 202 207,6923 1 DCON2 0 DCON2 0 DCON2 0 1 No Message LVL-2 B13 202 207.6923 1 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 230,7692 0.6 DCON2 0 DCON2 0 1 DCON2 0 No Message LVL-2 B13 202 230,7692 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 253,8462 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 253.8462 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 276.9231 1 0.6 DCON2 0 DCON2 0 DCON2 0 1 No Message LVL-2 B13 202 276,9231 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B13 202 300 1.1 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 0 I 1.2 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 23.5313 0.6 DCON2 0 DCON2 0 DCON2 0 No Message I LVL-2 B14 206 23,5313 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 47,0625 0.6 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B14 206 47.0625 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 70.5938 0.6 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 814 206 70.5938 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 94.125 1A DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B14 206 94.125 1.4 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 117,6563 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B14 206 117,6563 2.2 DCON2 0 DCON2 0 DCON2 0 No Message i LVL-2 B14 206 141,1875 2.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 141.1875 2A DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 164.7188 2.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B14 206 164.7188 2.8 DCON2 0.17 DCON2 I 3.1 DCON2 0.07 No Message LVL-2 B14 206 188.25 3.1 DCON2 0.17 DCON2 3.1 DCON2 0.07 No Message LVL-2 B14 206 188.25 3.1 DCON2 0.16 DCON2 3.1 DCON2 0.08 No Message LVL-2 B14 206 211,7813 3.2 DCON2 I 0.16 DCON2 3.1 DCON2 0.08 No Message LVL-2 B14 206 211.7813 3.2 DCON2 0.16 DCON2 3.1 DCON2 0.08 No Message Page 37 of 53 9/12/18 117 of 331 Schemmer Consulting Group Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Story Label Unique Station Name in LVL-2 614 206 235.3125 LVL-2 B14 206 235.3125 LVL-2 B14 206 258.8438 LVL-2 B14 206 258,8438 LVL-2 B14 206 282.375 LVL-2 B14 206 282.375 LVL-2 B14 206 305,9063 LVL-2 B14 206 305.9063 LVL-2 B14 206 329.4375 LVL-2 B14 206 329,4375 LVL-2 B14 206 352.9688 LVL-2 B14 206 352,9688 j LVL-2 B14 206 376.5 LVL-2 B15 210 9 LVL-2 B15 210 23.0769 LVL-2 B15 210 23.0769 LVL-2 B15 210 46.1538 LVL-2 B15 210 46,1538 LVL-2 B15 210 69.2308 LVL-2 ! B15 210 69.2308 LVL-2 I B15 210 84 LVL-2 B15 210 84 LVL-2 B15 210 92.3077 LVL-2 B15 210 92.3077 LVL-2 B15 210 108 LVL-2 B15 210 108 LVL-2 B15 210 115.3846 LVL-2 B15 210 115,3846 LVL-2 B15 210 132 LVL-2 ! B15 210 132 LVL-2 B15 210 138,4615 LVL-2 B15 210 138,46151 LVL-2 B15 210 156 LVL-2 B15 210 156 LVL-2 B15 210 161.53851 LVL-2 B15 210 161,5385 LVL-2 B15 210 180 LVL-2 B15 210 180 LVL-2 B15 210 184.6154 LVL-2 !, B15 210 184.6154 LVL-2 B15 210 204 LVL-2 B15 210 204 LVL-2 B15 210 207.6923 LVL-2 B15 210 207,6923 LVL-2 B15 210 219 As Bottom in2 3.2 3.1 2.9 2.9 2.5 2.5 2.2 2.2 1.9 1.8 1 1 0A 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.8 0.8 0.8 0.8 0.9 0.9 0.8 0.8 0.9 0.9 0.9 0.9 1 1 1 1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 V Combo DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON1 DCON1 DCON2 DCON2 DCON2 DCON2 DCON2' DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2' DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 At Shear Torsion AI in2/ft Long Torsion Combo in 0.16 DCON2 3.1 0.15 DCON2 3.1 0.15 DCON2 3.1 0.15 DCON2 3.1 0.15 DCON2 3.1 0.15 DCON2 3.1 0.15 DCON2 3.1 0.15 DCON2 3.1 0'15 DCON2 3.1 0.15 DCON2 3.1 0.15 DCON2 ( 3.1 0.15 DCON2 3.1 0.15 DCON2 3.1 0 DCON2 0 0 DCON2 0 0 DCON2 !, 0 0 DCON2 0 0.11 DCON1 2.6 0.11 DCON1 2.6 0.04 DCON2 2.6 0.04 DCON2 2.6 0 DCON2 j 2.6 0 DCON2 2.6 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 i DCON2 0 0 DCON2 0 0 DCON2' 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2. 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0.12 DCON2 2.6 0,12 DCON2 2.6 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 Page 38 of 53 9/8/2018 Torsion At Tr Torsion Warnings Combo in2/ft DC 0.08 No Message DCON2 0.08 No Message DCON2 0.08 No Message DC 0.08 No Message DC 0.08 No Message DCON2 0.09 No Message DC 0.09 No Message DC 0,09 No Message DC 0.09 No Message DC 0.09 No Message DC 0,09 No Message DC 0.08 No Message DC 0.08 No Message DC ! 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0,17 No Message DC 0,17 No Message DC 0.11 No Message DC 0.11 No Message DC 0.07 No Message DC 0,07 No Message DC 0 No Message DC 0 No Message DC ! 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC j 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0.07 No Message DC 0.07 No Message DC 0 No Message DC 0 No Message DCON2 0 No Message DC 0 No Message 9/12/18 118 of 331 Schemmer Consulting Group Design Data Story Label LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B15 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 B16 able 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Unique Station Bottom V At Shear Long Torsion Name in in2 Combo in2/ft Combo in' 210 219 1.2 DCON2 0 DCON2 0 210 228 1.2 DCON2 0 DCON2 0 210 228 1.3 DC0N2 0 1 DCON2 0 210 230,7692 1.3 DCON2 0 DCON2 0 210 230.7692 1.3 DCON2 0 DCON2 0 210 239.25 1.3 DCON2 0 DCON2 0 210 239.25 1.3 DCON2 0 DCON2 0 210 252 1.3 DC0N2 0 DCON2 0 210 252 1.3 DCON2 0 DCON2 0 210 253.8462 1.3 DCON2 0 DCON2 0 210 253.8462 1.3 DCON2 0 DCON2 0 210 259.5 1.3 DCON2 0 DCON2 0 210 259.5 1.3 DCON2 0 DCON2 0 210 276 1.3 DCON2 0 DCON2 0 210 276 0.7 DCON2 0 DCON2 0 210 27609231 0.7 DC0N2 0 1 DCON2 0 210 276.9231 1.2 DC0N2 0,003328 DCON2 2.5 210 279.75 1.2 DCON2 10.003328 DCON2 2.5 210 279.75 1.2 DCON1 0.08 DCON1 2.6 210 291 1.8 DC0N1 0.08 DCON1 2.6 214 9 1.7 DCON2 0.24 DCON2 2.5 214 23,5313 0.5 DCON2 0.28 j DCON2 2.5 214 23,5313 1.8 DCON2 0 DCON2 0 214 24 1.8 DCON2 0 DCON2 0 214 24 0.7 DCON2 0.02 DCON2 3.1 214 47,0625 0.7 DC0N2 0.08 DCON2 3.1 214 47,0625 1.8 DCON2 0 DCON2 0 214 48 .8 DCON2 0 DCON2 0 214 48 0.9 DCON2 0 DCON2 3.4 214 70,5938 1.7 DCON2 0 DCON2 3A 214 70,5938 1.8 DCON2 0 DCON2 3.3 214 72 1.8 DC0N2 0 DCON2 3.3 214 72 1.8 DCON2 0 DCON2 3.3 214 94.125 1.9 DCON2 0 DCON2 3.3 214 94.125 2 DCON2 0 DCON2 3.3 214 96 2 DCON2 0 DCON2 3.3 214 96 2.1 DC0N2 0 DCON2 3.3 214 117,6563 2A DCON2 0 DCON2 3.3 214 117,6563 2.5 DC0N2 0 DCON2 3.2 214 120 2.5 DCON2 0 DCON2 3.2 214 120 2.5 DCON2 0 DCON2 3.1 214 141.1875 2.7 DC0N2 0 DCON2 3.1 214 141.1875 2.7 DCON2 0 DCON2 3.1 214 144 2.7 DCON2 0 DCON2 3.1 214 144 2.7 DCON2 0 DCON2 3 DC 1 Page 39 of 53 Torsion At DC DC DCON2 Tr Torsion Combo in2/ft DC 0 0 DC 0 DC 0 DC 0 DC 0 DC 0 DC 0 DC 0 DC 0 DC 0 DC 0 DC 0 DC '', 0 DC 0 DC 0 DC 0.13 DC 0.13 DCON2 0.16 DC 0.16 DC 0.37 DCON2 0.37 DC 0 DC 0 DCON2 0.45 DC 0.45 ON2 j 0 ON2 0 DC 0.49 DC 0.49 DC 0.49 DC 0.49 DC 0.49 DCON2 0.49 DC 0.48 DC 0.48 DC 0.48 DC 0.48 DC 0.46 DC 0.46 DCON2 0.46 DC 0.46 DC 0.45 DC 0.45 0.44 9/8/2018 Warnings No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message 9/12/18 119 of 331 Schemmer Consulting Group Design Data 9/8/2018 Table 1.10 - Concrete Beam Summary - ACI 318-OS (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo inZ/ft Long Torsion Tran Torsion Warnings in' Combo in Combo inZ/ft LVL-2 B16 214 153 2.7 DCON2 0 ( DCON2 3 DCON2 0.44 No Message LVL-2 B16 214 153 2.8 DCON2 0 DCON2 3 DCON2 0.45 No Message LVL-2 B16 214 164.7188 2.8 DCON2 0 DCON2 3 DCON2 0.45 No Message LVL-2 B16 214 164.7188 2.8 DCON2 0 DCON2 2.2 DCON2 0.32 No Message LVL-2 B16 214 188.25 2.9 DCON2 0 DCON2 2.2 DCON2 0.32 No Message LVL-2 B16 214 1 188.25 2.9 DCON2 0 DCON1 2A DCON2 0.21 No Message LVL-2 B16 214 211,7813 2.8 DCON2 0 DCON1 2A DCON2 I 0.21 No Message LVL-2 B16 214 211,7813 2.8 1 DCON1 0.12 DCON2 2.6 DCON2 0.11 I No Message LVL-2 11 B16 214 1 235.3125 2.6 DCON1 0.12 DCON2 ! 2.6 DCON2 0.11 No Message LVL-2 B16 214 1 235.3125 2.6 DCON2 0 DCON2 0 DCON2 0 i No Message LVL-2 B16 214 258,8438 2.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B16 214 1 258.8438 2.3 DCON2 0.1 DCON2 2.6 DCON2 0.08 j No Message LVL-2 B16 214 282.375 I 1.9 DCON2 0.1 DCON2 ( 2.6 DCON2 0.08 No Message LVL-2 B16 214 282,375 1.9 DCON1 0.001674 DCON1 2.5 DCON2 0.16 No Message LVL-2 B16 214 1 305.9063 1.8 DCON1 j 0.001674 DCON1 2.5 DCON2 0.16 No Message LVL-2 B16 214 305,9063 1.8 DCON2 0 DCON1 2.2 DCON2 0.24 No Message LVL-2 B16 214 329.4375 1.2 DCON2 0 DCON1 2.2 DCON2 0.24 No Message LVL-2 B16 214 329,4375 1.1 DCON2 0 DCON2 2.1 DCON2 0.31 No Message LVL-2 B16 214 352.9688 1 DCON2 0 DCON2 2.1 DCON2 0.31 No Message LVL-2 B16 214 352,9688 1 DCON2 0 DCON2 2.6 DCON2 0.38 No Message LVL-2 B16 214 367.5 0.2 DCON2 0 DCON2 2.6 DCON2 0.38 No Message LVL-2 B17 1 218 1 0 0.1 DCON2 0.11 DCON2 3.1 DCON2 0.11 No Message LVL-2 B17 218 23.0769 0.5 DCON2 0.11 DCON2 3.1 DCON2 0.11 No Message LVL-2 B17 218 2340769 0.5 DCON2 0.1 DCON2 3.1 I DCON2 0.11 No Message LVL-2 B17 218 46.1538 0.8 DCON2 0.1 DCON2 3.1 DCON2 0.11 No Message LVL-2 B17 218 46,1538 0.8 DCON2 0.11 DCON2 3.1 1 DCON2 0.11 No Message LVL-2 B17 218 69.2308 1.2 DCON2 0.11 DCON2 3.1 DCON2 0.11 No Message LVL-2 B17 218 69,2308 1.3 DCON2 0.12 DCON2 3.1 DCON2 0.1 No Message LVL-2 B17 218 92,3077 1.6 DCON2 0.12 DCON2 3.1 DCON2 0.1 No Message LVL-2 B17 218 92,3077 1.6 DCON2 0.15 DCON2 3.1 DCON2 0.09 No Message LVL-2 B17 218 115.3846 1.8 DCON2 0.15 DCON2 3.1 DCON2 0.09 No Message LVL-2 B17 218 115.3846 1.8 DCON2 0 DCON2 0 DCON2 0 1 No Message LVL-2 B17 218 138.4615 1.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 138,4615 1.8 DCON2 0 DCON2 ! 0 DCON2 0 No Message LVL-2 B17 218 161,5385 1.7 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 161,5385 1.7 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 184.6154 1.4 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 184,6154 1A DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 207.6923 1.1 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 207,6923 1 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 230.7692 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 230.7692 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 1 B17 218 253,8462 0.6 DCON2 0 DCON2 I 0 DCON2 0 No Message LVL-2 B17 218 253,8462 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B17 218 276.9231 0.6 DCON2 0 DCON2 0 DCON2 0 No Message Page 40 of 53 9/12/18 120 of 331 Schemmer Consulting Group Design Data Story Label Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Unique Station Name in LVL-2 i B17 218 276.9231 LVL-2 B17 218 300 LVL-2 B18 222 0 LVL-2 B18 222 23,5313 LVL-2 B18 222 23,5313 LVL-2 B18 222 47,0625 LVL-2 B18 222 47.0625 LVL-2 B18 222 70.5938 LVL-2 B18 222 70.5938 LVL-2 B18 222 94.125 LVL-2 B18 222 94.125 LVL-2 B18 222 117,6563 LVL-2 B18 222 117,6563 LVL-2 B18 222 141,1875 LVL-2 B18 222 141,1875 LVL-2 B18 222 164.7188I LVL-2 B18 222 164,7188 LVL-2 B18 222 188.25 LVL-2 B18 222 188.25 LVL-2 B18 222 211,7813 LVL-2 B18 222 211,7813 LVL-2 B18 222 235,3125 LVL-2 B18 222 235,3125 LVL-2 B18 222 258,8438 LVL-2 B18 222 258,8438 LVL-2 B18 222 282,375 LVL-2 B18 222 282.375 LVL-2 B18 222 305.9063 LVL-2 B18 222 305.9063 LVL-2 B18 222 329,4375 LVL-2 B18 222 329.4375 LVL-2 B18 222 352.9688 LVL-2 B18 222 352.9688 LVL-2 B18 222 376.5 LVL-2 B19 226 9 LVL-2 B19 226 22.05 LVL-2 B19 226 22.05 LVL-2 B19 226 44.1 LVL-2 B19 226 44.1 LVL-2 B19 226 66.15 LVL-2 B19 226 66.15 LVL-2 B19 226 88.2 LVL-2 B19 226 88.2 LVL-2 B19 226 110.25 LVL-2 B19 226 110.25 As V Bottom Combo 0.6 DCON2 1.1 DCON2 1.2 DCON2 0.6 DCON2 0.6 DCON2 0.6 DCON2 0.6 DCON2 0.6 DCON2 0.6 DCON2 1 DCON2 1 DCON2 1.8 DCON21, 1.9 DCON2 2.2 DCON2 2.2 DCON2 2A DCON2 2A DCON2 2.7 DCON2 2.7 DCON2 2.8 DCON2 2.8 DCON1 2.8 DCON1 2.8 DCON1 2.6 DCON1 2.6 DCON1 2.3 DCON1 2.3 DCON1 2.2 DCON1 2.2 DCON1 1.7 DCON1 1.6 DCON1 1 DCON1 0.9 DCON1 0A DCON1 0.7 DCON2 0.6 DCON2 0.6 DCON2 0.6 DCON2 0.6 DCON2 0.7 DCON2 0.7 DCON2 1.3 DCON2 1A DCON2 1.8 DCON2 1.8 DCON2 in2 At Shear Torsion AI Long Torsion Combo in2 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0.32 DCON2 0 0 DCON2 0 0.32 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0.15 DCON2 3.1 0.15 DCON2 3.1 0.11 DCON2 3.1 0.11 DCON2 3.1 0.16 DCON2 3.1 0.16 DCON2 3.1 0.14 DCON2 3.1 0.14 DCON2 3.1 0.13 DCON2 3.1 0.13 DCON2 3.1 0.12 DCON2 3.1 0.12 DCON2 3.1 0.12 DCON1 3.1 0.12 DCON1 3.1 0.12 DCON2 3.1 0.12 DCON2 3.1 0.13 DCON2 3.1 0.13 DCON2 3.1 0 DCON1 I 2.1 0 DCON1 2.1 0 DCON2 2.1 0 DCON2 2.1 0 DCON2 2.1 0 DCON2 2.1 0 DCON2 2 0 DCON2 2 0 DCON1 2.2 0 DCON1 2.2 0 I DCON1 2.5 in he1ft Page 41 of 53 9/8/2018 Tr 9/12/18 121 of 331 Schemmer Consulting Group Design Data 9/8/2018 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo in2/ft Long Torsion Tran Torsion Warnings in Combo in Combo in2/ft LVL-2 B19 226 132.3 2 DCON2 0 DCON1 2.5 DCON2 0.23 No Message LVL-2 B19 226 132.3 2 DCON1 0,05 DCON1 2.6 DCON2 0.18 No Message LVL-2 B19 226 154.35 2.5 DCON1 0.05 I DCON1 2.6 DCON2 0.18 No Message LVL-2 B19 226 154,35 2.5 DCON1 0.11 DCON1 2.6 DCON2 0.15 No Message LVL-2 B19 226 176.4 2.9 DCON1 0.11 DCON1 2.6 DCON2 0.15 No Message LVL-2 B19 226 176.4 2.9 DCON2 0.01 j DCON2 2.6 DCON2 0.12 No Message LVL-2 B19 226 198,45 3.3 DCON2 0.01 DCON2 2.6 DCON2 0.12 No Message LVL-2 B19 226 198,45 3.3 DCON2 0.03 DCON2 2.6 DCON2 0.11 No Message LVL-2 B19 226 220.5 3.8 DCON2 0,03 DCON2 j 2.6 DCON2 0,11 No Message LVL-2 B19 226 220.5 4.1 DCON1 0.09 DCON2 2.6 DCON2 0,11 No Message LVL-2 B19 226 242.55 3.6 DCON1 0.09 DCON2 2.6 DCON2 0,11 No Message LVL-2 B19 226 242.55 3.6 DCON1 0.09 DCON2 2.6 DCON2 0.11 No Message LVL-2 B19 226 264.E 3.2 DCON1 0.09 DCON2 2.6 DCON2 0,11 No Message LVL-2 B19 226 264.6 3.2 DCON2 0.07 DCON2 2.6 DCON2 0,09 No Message LVL-2 B19 226 286,65 2.8 DCON2 0.07 DCON2 2.6 DCON2 0.09 No Message LVL-2 B19 226 286,65 2.7 DCON2 0 DCON2 0 1 DCON2 0 No Message LVL-2 B19 226 308.7 2.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 819 226 308.7 2.3 DCON2 0,25 DCON2 0 DCON2 0 No Message LVL-2 B19 226 330.75 1.9 DCON2 0 DCON2 ( 0 DCON2 0 No Message LVL-2 B19 226 330.75 1.8 DCON2 0.25 DCON2 0 DCON2 0 No Message LVL-2 B19 226 352.8 1.8 DCON2 0.25 DCON2 0 DCON2 0 No Message LVL-2 B19 226 352.8 1.7 DCON1 0.1 DCON2 2.6 DCON2 0.1 No Message LVL-2 B19 226 374,85 1 DCON1 0.1 DCON2 2.6 DCON2 0.1 No Message LVL-2 B19 226 374,85 1 DCON1 0,03 DCON1 2.6 DCON2 0,15 No Message LVL-2 B19 226 396.9 0.5 DCON1 0.03 DCON1 2.6 DCON2 0.15 No Message LVL-2 B19 226 396.9 0A DCON2 0 DCON1 2.5 DCON2 0,19 No Message LVL-2 B19 226 418.95 0.4 DCON2 0 DCON1 2.5 DCON2 0.19 No Message LVL-2 B19 226 418,95 0.4 DCON2 0 DCON1 2.4 DCON2 , 0.21 No Message LVL-2 B19 226 432 1.1 DCON2 0 I DCON1 2.4 DCON2 0,21 No Message LVL-2 B20 230 9 0.7 DCON2 0 DCON2 2.2 DCON2 0,32 No Message LVL-2 B20 230 22.05 0.9 DCON2 0 DCON2 2.2 DCON2 0.32 No Message LVL-2 B20 230 22.05 0.9 DCON2 0 DCON1 ! 2 DCON2 0.28 No Message LVL-2 B20 230 44.1 0.9 DCON2 0 DCON1 2 DCON2 0.28 No Message LVL-2 B20 230 44.1 0.9 DCON2 0 DCON1 2.3 DCON2 0.23 No Message LVL-2 B20 230 66,15 1.7 DCON2 0 DCON1 2.3 DCON2 0.23 No Message LVL-2 B20 230 66,15 1.8 DCON1 0.002167 DCON1 2.5 DCON2 0,18 No Message LVL-2 B20 230 88.2 2 DCON1 j 0.002167 DCON1 2.5 DCON2 0.18 No Message I LVL-2 B20 230 88.2 2.1 DCON1 0,09 DCON1 2.6 DCON2 0.12 No Message LVL-2 B20 230 110,25 2.7 DCON1 0,09 DCON1 2.6 DCON2 0,12 No Message l LVL-2 620 230 110.25 2.8 DCON2 0.11 DCON2 2.6 DCON2 0.07 No Message LVL-2 B20 230 132.3 3A DCON2 0.11 DCON2 2.6 DCON2 0.07 No Message LVL-2 B20 230 132.3 3A DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B20 230 154.35 3.9 DCON2 0.25 DCON2 0 DCON2 0 No Message LVL-2 820 230 154.35 4 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B20 230 176A 4.5 DCON2 0.25 DCON2 0 DCON2 I 0 No Message Page 42 of 53 9/12/18 122 of 331 Schemmer Consulting Group Design Data Story Label LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 LVL-2 620 B20 B20 620 B20 620 B20 620 B20 B20 B20 B20 620 620 B20 820 B20 620 620 620 620 620 620 B20 B21 B21 B21 B21 621 B21 B21 621 B21 B21 B21 621 B21 621 621 B21 621 B21 B21 621 B21 9/8/2010 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Name in Bottom Combo inz/ft Long Torsion Tran Torsion Warnings in' Combo in' Combo inz/ft 230 176A 4.6 DCON2 0 DCON2 0 DCON2 0 No Message 230 198.45 5.1 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 198.45 5.1 DCON2 0 DCON2 0 DCON2 0 No Message 230 220.5 5.8 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 220.5 6 DCON2 0 DCON1 2.5 DCON2 0.17 No Message 230 242.55 5.2 DCON2 0 DCON1 2.5 DCON2 0.17 No Message 230 242.55 5.2 DCON2 0 DCON1 2.4 DCON2 0.19 No Message 230 264.E 4.5 DCON2 0 DCON1 2A DCON2 0.19 No Message 230 264.E 4A DCON2 0 DCON1 2A DCON2 0.18 No Message 230 286.65 3.8 DCON2 0 DCON1 2.4 DCON2 0.18 No Message 230 286.65 3.7 DCON1 0.01 DCON1 2.6 DCON2 0.16 No Message 230 308.7 3 DCON1 0.01 DCON1 2.6 DCON2 0.16 No Message 230 308.7 3 DCON1 0.07 DCON2 2.6 DCON2 0.12 No Message 230 330.75 2.3 DCON1 0.07 DCON2 2.6 DCON2 0.12 No Message 230 330.75 2.2 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 352.8 1.8 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 352.8 1.8 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 374.85 1 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 374.85 1 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 396.9 1 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 396.9 1 DCON2 0.25 DCON2 0 DCON2 0 No Message 230 418.95 1 DCON2 0.25 DCON2 'i 0 DCON2 0 No Message 230 418.95 0.9 DCON1 0.1 DCON2 2.6 DCON2 0.11 No Message 230 432 1.8 DCON1 0.1 DCON2 2.6 DCON2 0.11 i No Message 234 9 1.8 DCON2 0.11 DCON2 2.6 DCON2 0.07 No Message 234 22.08 0.9 DCON2 0.11 DCON2 2.6 DCON2 0.07 No Message 234 22.08 0.9 DCON2 0.25 DCON2 0 DCON2 0 No Message 234 44.16 0.9 DCON2 0.25 DCON2 0 DCON2 0 No Message 234 44.16 0.9 DCON2 0.25 DCON2 0 DCON2 0 No Message 234 66.24 0.9 DCON2 0.25 DCON2 0 DCON2 0 No Message 234 66.24 1 DCON2 0.25 DCON2 0 DCON2 0 No Message 234 88.32 1.8 DCON2 0.25 DCON2 0 DCON2 0 No Message 234 88.32 1.8 DCON1 0.1 DCON2 2.6 DCON2 0.11 No Message 234 110A 2.2 DCON1 0.1 DCON2 2.6 DCON2 0.11 No Message 234 110.4 2.2 DCON1 0.02 DCON1 2.6 DCON2 0.17 No Message i 234 132.48 2.9 DCON1 0.02 DCON1 2.6 DCON2 0.17 No Message 234 132.48 3 DCON2 0 DCON1 2.4 DCON2 0.21 No Message 234 154.56 3.6 DCON2 0 DCON1 2A DCON2 0.21 No Message 234 154.56 3.7 DCON2 0 DCON1 2.2 DCON2 0.23 No Message 234 176.64 4.3 DCON2 0 DCON1 2.2 DCON2 : 0.23 ' No Message 234 176.64 4A DCON2 0 DCON1 2.2 DCON2 0.24 No Message 234 1 198.72 5.1 DCON2 0 DCON1 2.2 DCON2 I 0.24 No Message 234 198.72 5.1 DCON2 0 DCON1 2.3 DCON2 0.22 No Message 234 220.8 5.9 DCON2 0 DCON1 2.3 DCON2 0.22 No Message 234 220.8 5.4 DCON2 0.1 I DCON2 2.6 DCON2 0.07 No Message Page 43 of 53 Schemmer Consulting Group 9/12/18 123 of 331 Design Data 9/8/2018 Table 1.10 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo in2/ft Long Torsion Tran Torsion Warnings in' Combo in2 Combo in2/ft LVL-2 B21 I 234 242.85 4.9 DCON2 0.1 DCON2 2.6 DCON2 0.07 No Message LVL-2 B21 234 242.85 4.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B21 234 264.9 4.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B21 234 264.9 4.3 DCON2 0.25 DCON2 0 DCON2 0 No Message LVL-2 B21 234 286.95 3.7 !, DCON2 0.25 I DCON2 0 DCON2 0 No Message LVL-2 B21 234 286,95 3.7 DCON2 0.07 DCON2 2.6 DCON2 0,09 No Message LVL-2 ! 621 234 309 3.2 DCON2 0.07 DCON2 . 2.6 DCON2 0.09 No Message LVL-2 621 234 309 3.1 DCON1 0,09 DCON1 2.6 DCON2 0,13 No Message LVL-2 B21 234 331,05 2.6 DCON1 0.09 DCON1 2.6 DCON2 0,13 No Message LVL-2 B21 234 331.05 2.5 DCON1 0.02 DCON1 2.6 DCON2 0.17 No Message LVL-2 B21 234 1 353.1 1.9 DCON1 0.02 DCON1 2.6 DCON2 0.17 No Message LVL-2 B21 234 353.1 1.8 DCON2 0 DCON1 2.4 DCON2 0.22 No Message LVL-2 B21 234 375.15 1.6 DCON2 0 DCON1 2.4 DCON2 0.22 No Message LVL-2 B21 234 375.15 1.5 DCON2 1 0 j DCON1 2.1 DCON2 0.26 No Message LVL-2 B21 234 397.2 0.9 DCON2 0 DCON1 2.1 DCON2 0,26 No Message LVL-2 B21 234 397.2 0.9 DCON2 0 DCON2 2 DCON2 0.29 No Message LVL-2 B21 234 419.25 0.9 DCON2 0 DCON2 2 DCON2 0.29 No Message LVL-2 B21 234 419.25 0.8 DCON2 j 0 DCON2 2.2 DCON2 0.32 No Message LVL-2 B21 234 432.3 0.7 I DCON2 0 DCON2 2.2 DCON2 0,32 No Message LVL-2 B22 238 9 1.1 DCON2 0 DCON1 2.4 DCON2 0.21 No Message LVL-2 B22 238 22.08 0.4 DCON2 0 DCON1 2.4 DCON2 0,21 No Message LVL-2 B22 238 22.08 0A DCON2 0 DCON1 2.5 DCON2 0,18 No Message LVL-2 B22 238 44,16 0.4 DCON2 0 DCON1 2.5 DCON2 0,18 No Message LVL-2 B22 238 44,16 0.4 DCON1 0,03 DCON1 2.6 DCON2 0,15 No Message LVL-2 B22 238 66,24 1 DCON1 0.03 DCON1 2.6 DCON2 0.15 No Message LVL-2 B22 238 66,24 1.1 DCON1 0,09 DCON2 2.6 DCON2 0.1 No Message LVL-2 B22 238 88,32 1.8 DCON1 0,09 DCON2 2.6 DCON2 0.1 No Message LVL-2 B22 238 88.32 1.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B22 238 110A 1.8 DCON2 0,25 DCON2 0 DCON2 0 No Message LVL-2 B22 238 110A 1.9 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B22 238 132.48 2.3 DCON2 0.25 DCON2 0 DCON2 0 No Message LVL-2 B22 238 132.48 2.3 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B22 238 154,56 2.7 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B22 238 154.56 2.8 DCON2 0,07 DCON2 2.6 DCON2 0.09 No Message LVL-2 I B22 238 176,64 3.1 I DCON2 0.07 DCON2 2.6 DCON2 0.09 No Message LVL-2 B22 238 176,64 3.2 DCON1 0,09 DCON2 2.6 DCON2 0.11 11 No Message LVL-2 B22 238 198.72 3.5 DCON1 0.09 DCON2 2.6 DCON2 0.11 No Message LVL-2 B22 238 198,72 3.6 11 DCON1 0,09 DCON2 2.6 DCON2 0.11 No Message LVL-2 B22 238 220.8 4 DCON1 0.09 DCON2 2.6 DCON2 0.11 No Message LVL-2 B22 238 220.8 3.7 DCON2 0.05 DCON2 2.6 DCON2 0.1 No Message LVL-2 B22 238 j 242.85 3.2 DCON2 0.05 DCON2 2.6 DCON2 0.1 No Message LVL-2 B22 238 242.85 3.2 DCON2 0.04 DCON2 2.6 DCON2 0.11 No Message LVL-2 B22 238 264.9 2.8 DCON2 0,04 DCON2 2.6 DCON2 0.11 No Message LVL-2 B22 238 264.9 2.8 DCON2 0 DCON2 2.5 DCON2 0.13 No Message LVL-2 B22 238 286,95 2A DCON2 0 DCON2 2.5 DCON2 0.13 No Message Page 44 of 53 Schemmer Consulting Group 9/12/18 124 of 331 Design Data Story Label Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Unique Name LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 ! B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B22 238 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 r 4 LVL-2 B1 4 LVL-2 61 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 LVL-2 B1 4 Schemmer Consulting Group Station B A in2 om V in Combo 286.95 2.4 DCON1 309 1.9 DCON1 309 1.9 DCON1 331.05 1.8 DCON1 331.05 1.8 DCON2 353.1 1.3 DCON2 353.1 1.2 DCON2 375.15 0.6 DCON2 375.15 0.6 DCON2 397.2 0.6 DCON2 397.2 0.6 DCON2 419.25 0.6 DCON2 419.25 0.5 DCON2 432.3 0.7 DCON2 9 0.5 DCON2 16.8 0.5 DCON2 16.8 0.1 DCON2 20 0.1 DCON2 20 0.3 DCON2 23.5313 0.3 DCON2 23.5313 0.3 DCON2 38.4 0.3 DCON2 38.4 0.3 DCON2 40 0.3 DCON2 40 0.3 DCON2 47.0625 0.3 DCON2 47.0625 0.3 DCON2 60 0.3 DCON2 I 60 0.005926 DCON2 70.5938 0.005926 DCON2 70.5938 0,01702 DCON1 94.125 j 0,01702 DCON1 94.125 0.1 DCON1 117.6563 0.1 DCON1 117,6563 0.2 DCON2 141,1875 0.8 DCON2 141,1875 0.9 DCON2 164,7188 ! 1.4 DCON2 164,7188 1.5 DCON2 188.25 1.8 DCON2 188.25 1.8 DCON2 211,7813 1.8 DCON2 211,7813 1.8 I DCON1 235,3125 1.8 j DCON1 235,3125 1.8 DCON2 in At Shear Torsion AI 2/ft Long Torsion Combo in 0.07 DCON1 2.6 0.07 DCON1 2.6 0.01 DCON1 2.6 0.01 DCON1 2.6 0 DCON1 2.4 0 DCON1 2A 0 DCON1 2.2 0 DCON1 2.2 0 DCON1 2.2 0 DCON1 2.2 0 DCON1 2.2 0 DCON1 2.2 0 DCON1 2.3 0 DCON1 2.3 0 DCON2 3.2 0 DCON2 3.2 0 DCON2 3.7 0 DCON2 3.7 0 DCON2 4 0 DCON2 4 0 DCON2 ( 4.4 0 DCON2 4.4 0 DCON2 4.3 0 DCON2 4.3 0 DCON2 4.3 0 DCON2 4.3 0 DCON2 4.1 0 DCON2 4.1 0 DCON2 2.4 0 DCON2 2A 0 DCON2 11.1 0 DCON2 11.1 0 DCON2 8.2 0 DCON2 8.2 0 DCON2 6.2 0 DCON2 6.2 0 DCON2 4.7 0 DCON2 4.7 0 DCON2 3.5 0 DCON2 3.5 0 DCON2 2.4 0 DCON2 2.4 0.01 DCON1 2.5 0.01 DCON1 2.5 0.08 DCON2 2.6 Page 45 of 53 9/8/2018 Torsion At Tran Torsion Warnings Combo in2/ft DC 0.16 No Message DC 0.16 No Message DC 0.2 No Message DC 0.2 1 No Message DC 0.23 No Message DC 0.23 No Message DC 0.25 No Message DC 0.25 No Message DC 0.26 No Message DC 0.26 No Message DCON2 0.24 No Message DC 0.24 No Message DC 0.22 No Message DC 0.22 No Message DC 0.47 No Message DC 0.47 I No Message DC 0.55 No Message DC 0.55 No Message DC 0.59 No Message DC 0.59 No Message DC 0.65 No Message DC 0.65 No Message DC 0.63 No Message DC 0.63 No Message DC 0.64 No Message DC 0.64 No Message DC 0.6 No Message DC 0.6 No Message DC 0.35 No Message DCON2 0.35 No Message DC 1.62 No Message DC 1.62 No Message DC 1.2 No Message DC 1.2 No Message DC 0.91 No Message DC 0.91 1 No Message DC 0.69 No Message DC 0.69 No Message DC 0.51 No Message DC 0.51 No Message DC 0.35 No Message DC 0.35 No Message DC 0.21 No Message DC 0.21 No Message DC 0.08 No Message 9/12/18 125 of 331 Design Data 9/8/2018 Table 1.1Ow oncree Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo in2/ft Long Torsion Tran Torsion Warnings in' Combo in' Combo inz/ft LVL-2 B1 4 258.8438 1.8 DCON2 0.08 DCON2 11 2.6 DCON2 0.08 No Message LVL-2 B1 4 258,8438 1.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B1 4 1 282.375 1.8 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B1 4 282,375 1.8 DCON1 0.03 DCON1 2.6 DCON2 0.13 No Message LVL-2 B1 4 305.9063 1.5 DCON1 0.03 DCON1 I 2.6 DCON2 0.13 No Message LVL-2 131 4 305.9063 1A DCON2 0 DCON1 2.2 DCON2 . 0.22 No Message i LVL-2 B1 4 329.4375 j 1 DCON2 0 DCON1 2.2 DCON2 0.22 No Message LVL-2 B1 4 329,4375 1 DCON2 0 DCON2 2 DCON2 0.29 No Message LVL-2 B1 4 352.9688 0.5 DCON2 0 DCON2 2 DCON2 0.29 No Message LVL-2 B1 4 352.9688 0.4 DCON2 0 DCON2 2.5 DCON2 d 0.36 No Message LVL-2 B1 4 367.5 0.1 DCON2 0 DCON2 2.5 DCON2 0.36 No Message LVL-2 B2 27 9 0.5 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B2 27 23.0769 0.6 DCON2 0 DCON2 0 DCON2 0 No Message LVL-2 B2 27 23.0769 0.6 DCON2 0.02 DCON2 1 2.6 DCON2 0.12 No Message LVL-2 B2 27 46.1538 0.5 DCON2 0.02 DCON2 2.6 DCON2 0.12 No Message LVL-2 B2 27 46,1538 0.5 DCON1 0.02 DCON1 2.6 DCON2 0.24 1 No Message LVL-2 B2 27 69.2308 0.4 DCON1 0.02 DCON1 2.6 DCON2 0.24 No Message LVL-2 62 27 69.2308 0.4 DCON2 1 0 DCON2 2.8 DCON2 0.41 No Message LVL-2 B2 27 92.3077 0.1 DCON2 0 DCON2 2.8 DCON2 0.41 No Message LVL-2 B2 27 92,3077 0.1 DCON2 0 DCON2 4.3 DCON2 0.63 No Message LVL-2 B2 27 115.3846 0.1 DCON2 0 DCON2 4.3 DCON2 0.63 No Message LVL-2 B2 27 115,3846 0,04532 DCON2 0 DCON2 6.5 DCON2 0.95 No Message LVL-2 B2 27 138,4615 0.04532 DCON2 0 DCON2 6.5 DCON2 0.95 No Message LVL-2 B2 27 138.4615 0.03699 DCON1 0.09 DCON1 2.6 DCON2 0.15 No Message LVL-2 B2 27 144 0,03699 DCON1 0.09 DCON1 2.6 DCON2 0.15 No Message LVL-2 ',, B2 27 144 0.4 DCON2 0 DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 161.5385 0.3 ( DCON2 0 DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 161,5385 0.3 DCON2 0 DCON1 2A DCON2 0.26 No Message LVL-2 B2 27 184.6154 0.2 DCON2 0 DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 184,6154 0.3 DCON2 0 DCON1 2A 1 DCON2 ! 0.26 No Message LVL-2 B2 27 207.6923 0.2 DCON2 0 DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 ! 207,6923 0.2 DCON2 0 DCON1 2A DCON2 0.26 No Message LVL-2 B2 I 27 230.7692 0.1 DCON2 0 DCON1 2A DCON2 0.26 No Message LVL-2 B2 27 230,7692 0.1 DCON2 0 DCON1 2A DCON2 i 0.26 ! No Message LVL-2 B2 27 252 0.1 DCON2 0 I DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 252 0.1 DCON2 0 DCON1 2A DCON2 0.26 No Message LVL-2 B2 27 253.8462 0.1 DCON2 0 DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 253,8462 0.1 DCON2 0 DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 273.6 0.1 DCON2 0 DCON1 2.4 DCON2 0.26 No Message LVL-2 B2 27 273.6 0.1 DCON2 0 DCON1 2.3 DCON2 0.27 No Message LVL-2 B2 27 276.9231 0.1 DCON2 0 DCON1 2.3 DCON2 0.27 No Message LVL-2 B2 27 276,9231 j 0.1 DCON2 0 DCON1 2.3 1 DCON2 0.27 No Message LVL-2 B2 27 295.2 0.1 DCON2 0 DCON1 2.3 DCON2 0.27 No Message LVL-2 B8 1 0 1.8 DCON2 0 DCON1 2.5 i DCON2 0.2 No Message LVL-2 B8 ( 1 23,1429 1.1 DCON2 0 DCON1 2.5 DCON2 0.2 No Message Schemmer Consulting Group Page 46 of 53 9/12/18 126 of 331 Design Data Table 1.10 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Story Label Unique Station Name in LVL-2 68 1 � 23.1429 LVL-2 B8 1 46.2857 LVL-2 B8 1 46.2857 LVL-2 88 1 69,4286 LVL-2 B8 1 69,4286 LVL-2 B8 1 92.5714 LVL-2 B8 1 92,5714 LVL-2 B8 1 115.7143 LVL-2 B8 1 115,7143 LVL-2 B8 1 138.8571 LVL-2 B8 1 138.8571 LVL-2 B8 1 162 LVL-2 B8 1 162 LVL-2 B8 1 185,1429 LVL-2 B8 1 185.1429 LVL-2 BS 1 208,2857 LVL-2 B8 1 208.2857 LVL-2 B8 1 231,4286 LVL-2 B8 1 231,4286 LVL-2 B8 1 254.5714 LVL-2 B8 1 254.5714 LVL-2 B8 1 277.7143 LVL-2 B8 1 277,7143I LVL-2 B8 1 300.8571 LVL-2 B8 1 300,8571 LVL-2 BS 1 324 LVL-2 B23 2 9 LVL-2 B23 2 23,1429 LVL-2 B23 2 23,1429 LVL-2 623 2 46,2857 LVL-2 B23 2 46,2857 LVL-2 B23 2 69,4286 LVL-2 B23 2 69,4286 LVL-2 B23 2 92.5714 LVL-2 B23 2 92.5714 LVL-2 B23 2 115,7143 LVL-2 B23 2 115,7143 LVL-2 B23 2 138,8571 LVL-2 B23 2 138,8571 LVL-2 B23 2 162 LVL-2 B23 2 162 LVL-2 B23 2 184.5 LVL-2 B23 2 184.5 LVL-2 B23 2 207 LVL-2 B23 2 207 As Bottom in2 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.5 1.5 1.8 1.8 2.2 2.2 1.8 1.8 1.5 1.5 1.2 1.2 1.2 1.1 1.1 1.1 1.1 1.1 1.8 1 0A 0.4 0A 0.4 0.4 0.4 0.4 0.4 0.4 0A 0A 0.4 0.9 0.9 0A 0A 0.4 0A V Combo DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON1 DCON1 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON1 DCON1 DCON1 DCON1 DCON2 DCON2 DCON2 DCON2 DCON2 At Shear Torsion AI in2/ft Long Torsion Combo in' 0 DCON1 2.4 0 DCON1 2A 0 DCON1 2.3 0 DCON1 2.3 0 DCON1 2.3 0 DCON1 2.3 0 DCON1 2.2 0 DCON1 2.2 0 DCON1 2.3 0 DCON1 2.3 0 DCON1 2.4 0 DCON1 2A 0 DCON1 2.5 0 DCON1 2.5 0 DCON1 2.4 0 DCON1 2.4 0 DCON1 2.3 0 DCON1 2.3 0 DCON1 2A 0 DCON1 2A 0 I DCON1 2A 0 DCON1 2A 0 I DCON1 2.5 0 DCON1 2.5 0.01 DCON1 2.6 0.01 DCON1 2.6 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 i DCON2 0 0 DCON2 0 0 DCON2 0 0.07 DCON2 !I� 2.6 0.07 DCON2 2.6 0.11 DCON2 2.6 0.11 DCON2 2.6 0.11 DCON2 2.6 0.11 DCON2 2.6 0.1 DCON2 2.6 0.1 DCON2 2.6 0A DCON2 I 2.6 0A DCON2 2.6 0 DCON2 0 Page 47 of 53 Torsion At Tran Torsion Combo in2/ft DCON2 0.22 DCON2 0.22 DCON2 0.23 DCON2 0.23 DCON2 0.25 DCON2 0.25 DCON2 0.25 DCON2 0.25 DCON2 0.24 DCON2 0.24 DCON2 0.22 DCON2 0.22 DCON2 0.2 DCON2 0.2 DCON2 0.22 DCON2 0.22 DCON2 0.23 DCON2 0.23 DCON2 0.22 DC 0.22 DC I 0.21 DC 0.21 DCON2 0.19 DC 0.19 DCON2 0.18 DC 0.18 DCON2li 0 DC 0 DC 0 DC 0 DCON2I 0 DCON21 0 DC 0 i DC I 0 DC 0.09 DC 0.09 DC i 0.11 DC 0.11 DC 0.11 DC 0.11 DC 0.08 DC 0.08 DC 0.08 DC 0.08 DC 0 9/8/2018 Warnings No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message 9/12/18 127 of 331 Schemmer Consulting Group Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Unique Station Story Label Name in LVL-2 B23 2 229.5 LVL-2 B23 2 229.5 LVL-2 B23 2 252 LVL-2 B23 2 252 LVL-2 B23 2 276 LVL-2 B23 2 276 LVL-2 B23 2 300 LVL-2 B23 2 300 LVL-2 B23 2 315 LVL-2 B27 7 0 LVL-2 B27 7 23,0769 LVL-2 B27 7 23,0769 LVL-2 ( B27 7 24 I LVL-2 B27 7 24 LVL-2 B27 7 46.1538 LVL-2 B27 7 46.1538 LVL-2 B27 7 48 LVL-2 B27 7 48 LVL-2 B27 7 69,2308 LVL-2 B27 7 69,2308 LVL-2 B27 7 72 LVL-2 B27 7 72 LVL-2 B27 7 92,3077 LVL-2 B27 7 92,3077 LVL-2 B27 7 96 LVL-2 B27 7 96 LVL-2 B27 7 115.3846 LVL-2 B27 7 115.3846 LVL-2 B27 7 120 LVL-2 B27 7 120 LVL-2 B27 7 138.4615 LVL-2 B27 7 138,4615 LVL-2 B27 7 144 LVL-2 B27 7 144 LVL-2 B27 7 161.5385 LVL-2 B27 7 161,5385 LVL-2 B27 7 168 LVL-2 B27 7 168 LVL-2 B27 7 184.6154 LVL-2 B27 7 184,6154 LVL-2 B27 7 192 LVL-2 B27 7 192 LVL-2 B27 7 207.6923 LVL-2 B27 7 207.6923 LVL-2 B27 7 216 As Bottom in' 0A 0A 0.4 0.4 0.4 0.4 0A 0A 0.9 0.6 1 0.2 0.2 1 1.4 1A 1A 1A 1.6 1.7 1.7 1.7 1.7 1.8 1.8 1.7 1.6 1.6 1.6 1.6 1.3 1.3 1.2 1.1 0.8 0.7 0.6 0.5 0.3 0.3 0.3 0.3 0.3 0A 0.4 V Combo DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 DCON2 AI At Shear ,Torsion Long Torsion in2/ft Combo in' 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2' 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2: 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2: 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2', 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2' 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 Page 48 of 53 9/8/20 [ a Torsion At Tr Torsion Warnings Combo in2/ft DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message DC 0 No Message Schemmer Consulting Group 9/12/18 128 of 331 Design Data Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) Unique Station Story Label Name in LVL-2 B27 7 216 LVL-2 B27 7 230,7692 LVL-2 B27 7 230,7692 LVL-2 B27 7 253,8462 LVL-2 B27 7 253.8462 LVL-2 B27 7 276,9231 LVL-2 B27 7 276.9231 LVL-2 B27 7 300 LVL-2 B28 8 0 LVL-2 B28 8 23,2334 LVL-2 B28 8 23,2334 LVL-2 B28 8 46.4667 LVL-2 B28 8 46,4667 LVL-2 B28 8 69,7001 LVL-2 B28 8 69,7001 LVL-2 B28 8 92,9334 LVL-2 B28 8 92,9334 LVL-2 B28 8 116.1668 LVL-2 B28 8 116.1668 LVL-2 B28 8 139,4002 LVL-2 B28 8 139,4002 LVL-2 B28 8 162,6335 LVL-2 B28 8 162,6335 LVL-2 B28 8 185,8669 LVL-2 B28 8 185,8669 LVL-2 B28 8 209,1002 LVL-2 B28 8 209,1002 LVL-2 B28 8 232,3336 LVL-2 B28 8 232,3336 LVL-2 B28 8 255,567 LVL-2 B28 8 255.567 LVL-2 B28 8 278,8003 LVL-2 B28 8 278,8003 LVL-2 B28 8 302,0337 LVL-2 B28 8 302,0337 LVL-2 B28 8 325,267 LVL-2 B28 8 325,267 LVL-2 B28 8 348,5004 LVL-2 B5 162 9 LVL-2 B5 162 22.05 LVL-2 B5 162 22.05 LVL-2 B5 162 44.1 LVL-2 B5 162 44.1 LVL-2 B5 162 66.15 LVL-2 B5 162 66.15 V As Bottom Combo 0.8 DCON2 0.7 DCON2 0.5 DCON2 0A DCON2 0.3 DCON2 0.3 DCON2 0.3 DCON2 0.6 DCON2 2.3 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 1.5 DCON2 2.2 DCON2 2.2 DCON2 2.4 DCON2 2.5 DCON2 2.8 DCON2 2.9 DCON2 3.1 DCON2 3.1 DCON2 3.1 DCON2 3.1 DCON2 2.9 DCON2 2.9 DCON2 2.6 DCON2 2.5 DCON2 2.2 DCON2 2.2 DCON2 2 DCON2 2 DCON2 1.3 DCON2 3.1 DCON2 1.5 DCON2 1.7 DCON2 1.7 DCON2 1.8 DCON2 1.8 DCON2 1.9 DCON1 in' At Shear Torsion AI Long Torsion Combo in' 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0.32 DCON2 0 0.32 DCON2I, 0 0.32 DCON2 0 0.32 DCON2 0 0.32 DCON2 0 0.32 DCON2 0 0.32 DCON2 0 0.32 DCON2 ! 0 0.32 DCON2 0 0.32 DCON2 j 0 0 DCON2 0 0.32 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2I, 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 I 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0 DCON2 0 0.4 DCON1 3.1 0.48 DCON1 3.1 0.31 DCON1 3.1 0.45 DCON1 3.1 0.24 DCON2 3.1 0.38 DCON2 3.1 0.32 DCON2 3.1 in2/ft DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC DC Page 49 of 53 9/8/2010 Tr e e e e e e e e e e e e e e e e I e s i e ge e ge ge e E ge ge qe 9/12/18 129 of 331 Schemmer Consulting Group Design Data 9/8/2018 Table 1.10 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo inZ/ft Long Torsion Tran Torsion Warnings in Combo in Combo inZ/ft LVL-2 B5 162 88.2 2.6 DCON1 0.32 DCON2 j 3.1 DCON2 0.11 No Message LVL-2 B5 162 88.2 2.8 DCON1 0.32 DCON2 3.1 DCON2 0.08 No Message LVL-2 B5 162 110.25 4.1 DCON1 0.32 DCON2 3.1 DCON2 0.08 No Message LVL-2 B5 162 110.25 4.3 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 132.3 5.6 DCON2 0.32 DCON2 ! 0 DCON2 0 No Message LVL-2 B5 162 1 132.3 5.7 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 li B5 162 154.35 6.9 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 65 162 154.35 7.1 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 176A 8.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 176.4 8.3 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 198.45 9.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 198.45 9.6 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 j 220.5 10.9 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 220.5 10.8 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 242.55 9.6 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 1 162 242.55 9.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 ( 264.6 I 8.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 264.6 8A DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 286.65 7.4 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 286.65 7.3 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 308.7 6.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 308.7 6.1 DCON2 0.32 DCON2 1 0 DCON2 0 No Message LVL-2 B5 162 330.75 5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 135 162 330.75 4.9 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 65 162 352.8 3.7 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 352.8 3.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 374.85 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 374.85 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 396.9 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B5 162 396.9 2.2 DCON1 0.32 DCON2 3.1 DCON2 0.08 No Message LVL-2 B5 162 418.95 2.2 DCON1 0.32 DCON2 3.1 DCON2 0.08 No Message LVL-2 B5 162 418.95 2.2 DCON1 0.32 DCON2 3.1 DCON2 0.08 No Message LVL-2 B5 162 432 2.5 DCON1 0.32 DCON2 3.1 DCON2 0.08 No Message LVL-2 B24 174 9 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 22.08 1.7 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 22.08 1.7 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 44.16 1.7 ( DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 44.16 1.7 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 66.24 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 66.24 2.2 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 88.32 3A DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 624 174 88.32 3.5 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 110.4 4.6 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 110.4 4.7 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 I 132.48 5.8 DCON2 0.32 DCON2 0 DCON2 0 No Message Page 50 of 53 9/12/18 130 of 331 Schemmer Consulting Group Design Data 9/8/2018 Table 1.10 -Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo inZ/ft Long Torsion Tran Torsion Warnings in Combo in Combo in2/ft LVL-2 B24 174 132.48 5.9 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 624 174 154.56 6.8 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 154.56 6.9 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 176.64 7.8 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 176.64 7.9 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 198.72 8.8 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 198.72 8.9 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 220.8 10 DCON2 0.32 DCON2 0 DCON2 0 No Message LVL-2 B24 174 220.8 10 DCON1 0.32 DCON2 3.1 DCON2 0.1 No Message LVL-2 B24 174 242.85 8.6 DCON1 0.32 DCON2 3.1 DCON2 0.1 No Message LVL-2 B24 174 242.85 8.5 DCON1 0.32 DCON2 3.1 DCON2 0.12 No Message LVL-2 B24 174 264.9 7.3 DCON1 0.32 DCON2 3.1 DCON2 0.12 1 No Message LVL-2 B24 174 264.9 7.2 DCON1 0.14 DCON2 3.1 DCON2 0.14 No Message LVL-2 B24 174 286.95 6 DCON1 0.14 DCON2 3.1 DCON2 0.14 No Message LVL-2 B24 174 286.95 5.8 DCON1 0.12 DCON1 3.1 DCON2 0.16 No Message LVL-2 B24 174 309 4.6 DCON1 0.12 DCON1 3.1 DCON2 0.16 No Message LVL-2 B24 174 309 4.5 DCON2 0.1 DCON1 3.1 DCON2 0.18 No Message LVL-2 B24 174 331.05 3.2 DCON1 0.09 DCON1 3.1 DCON2 , 0.18 No Message LVL-2 B24 174 331.05 3.1 DCON2 0.18 DCON1 3.1 DCON2 0.2 No Message LVL-2 B24 174 353.1 2.2 DCON1 0.07 ! DCON1 3.1 DCON2 0.2 No Message LVL-2 B24 174 353.1 2.1 DCON2 0.23 DCON1 3.1 DCON2 0.22 No Message LVL-2 B24 174 375.15 1.7 DCON2 0.09 DCON1 3.1 DCON2 0.22 No Message LVL-2 B24 174 375.15 1.7 DCON2 0.22 DCON1 I 3.1 DCON2 0.21 No Message LVL-2 B24 174 397.2 1.7 DCON2 0.08 DCON1 ! 3.1 DCON2 i 0.21 No Message LVL-2 B24 174 397.2 1.7 DCON1 0.1 DCON1 3.1 DCON2 0.18 No Message LVL-2 B24 174 419.25 1.7 DCON1 0.1 DCON1 3.1 DCON2 0.18 No Message LVL-2 B24 174 419.25 1.7 DCON1 0.16 DCON2 3.1 DCON2 0.13 No Message LVL-2 B24 174 432.3 2.9 DCON1 0.16 DCON2 3.1 DCON2 0.13 No Message LVL-2 B29 5 9 2A DCON2 0.12 DCON2 3.1 DCON2 0.1 No Message LVL-2 B29 5 23,1429 1.5 DCON2 0.12 1 DCON2 ! 3.1 DCON2 0.1 No Message LVL-2 B29 5 23.1429 1.5 DCON2 0.09 DCON2 3.1 DCON2 0.11 No Message LVL-2 B29 5 46,2857 1.5 DCON2 0.09 DCON2 1 3.1 DCON2 0.11 No Message LVL-2 B29 5 46,2857 1.5 DCON1 0.17 DCON2 3.1 DCON2 0.13 No Message LVL-2 B29 5 69,4286 1.5 DCON1 0.17 DCON2 3.1 DCON2 0.13 No Message LVL-2 B29 5 69,4286 1.5 DCON1 0.15 DCON2 3.1 DCON2 0.14 No Message LVL-2 B29 5 92,5714 1.5 DCON1 0.15 1 DCON2 3.1 DCON2 0.14 No Message LVL-2 B29 5 92,5714 1.5 DCON1 0.12 DCON1 3.1 DCON2 0.16 No Message LVL-2 B29 5 115,7143 1.6 DCON1 0.12 DCON1 3.1 DCON2 0.16 1 No Message LVL-2 B29 5 115.7143 1.7 DCON1 0.09 DCON1 3.1 DCON2 0.19 No Message LVL-2 B29 5 13808571 2.2 DCON1 0.09 DCON1 3.1 DCON2 0.19 No Message LVL-2 B29 5 138,8571 2.2 DCON1 0.04 DCON1 3.1 DCON2 0.23 No Message LVL-2 B29 5 162 2A DCON1 0.04 DCON1 3.1 DCON2 0.23 No Message LVL-2 B29 5 162 2.3 DCON1 0.12 DCON1 3.1 DCON2 0.15 No Message LVL-2 B29 5 185,1429 2.2 DCON1 0.12 DCON1 3.1 DCON2 0.15 No Message LVL-2 B29 5 185,1429 2.2 DCON1 ( 0.12 DCON1 I 3.1 DCON2 0.15 No Message Page 51 of 53 9/12/18 131 of 331 Schemmer Consulting Group Design Data 9/8/2018 Table 1.10 - Concrete Beam Summary - ACI %? I Ban (Part 2 of 2, continued) As Torsion Al Torsion At Unique Station V At Shear Story Label Name in Bottom Combo in2lft Long Torsion Tran Torsion Warnings inZ Combo in' Combo in2/ft LVL-2 B29 5 208.2857 2.2 DCON1 0.12 DCON1 3.1 DCON2 0.15 I No Message LVL-2 B29 5 208,2857 2.2 DCON1 0.12 DCON2 3.1 DCON2 0.15 No Message LVL-2 B29 5 231.4286 2.1 DCON1 0.12 DCON2 3.1 DCON2 0.15 No Message LVL-2 B29 5 231,4286 1.9 DCON1 0.13 DCON2 3.1 DCON2 0.15 No Message LVL-2 B29 5 252 1.8 DCON1 0.13 DCON2 3.1 DCON2 0.15 No Message LVL-2 B29 5 252 1.3 DCON1 0.11 DCON1 3.1 DCON2 0.16 No Message LVL-2 I B29 5 254.5714 1.3 DCON1 0.11 DCON1 3.1 DCON2 0.16 No Message LVL-2 B29 5 254,5714 1.3 DCON1 0.12 DCON1 3.1 DCON2 0.16 No Message LVL-2 B29 5 276 1.3 DCON1 0.12 DCON1 3.1 DCON2 0.16 No Message LVL-2 629 5 276 1.3 DCON1 0.12 DCON1 3.1 DCON2 0.17 No Message LVL-2 B29 5 277.7143 1.3 DCON1 0.12 DCON1 3.1 DCON2 0.17 No Message LVL-2 B29 5 277,7143 1A DCON1 0.14 DCON1 3.1 DCON2 0.16 i No Message LVL-2 ! B29 5 300 1.4 DCON1 0.14 DCON1 3.1 DCON2 0.16 No Message LVL-2 B29 5 300 2.2 DCON2 0 DC 0 DCON2 0 No Message LVL-2 B29 I 5 300.8571 2.2 DCON2 0 I DC 0 DCON2 0 No Message LVL-2 829 5 300.8571 1A DCON2 0.08 1 DCON2 3.1 DCON2 0.12 No Message LVL-2 B29 5 315 2.2 DCON2 0.08 DCON2 3.1 DCON2 0.12 No Message Table 1 A 1 - Concrete Joint Summary - ACI 318=08 (Part 1 of 2) Unique B/C B/C B/C B/C Story Label Name Design Section Status Major Major Minor Minor i Combo Ratio Combo Ratio LVL-2 C6 20 CNCOL18X189 Joint check not done. LVL-2 C7 25 1 CNCOL18X1810 Joint check not done. LVL-2 C8 30 CNCOL18X189 Joint check not done. LVL-2 C12 50 CNCOL18X189 Joint check not done. LVL-2 C13 55 CNCOL18X1810 Joint check not done. LVL-2 C14 60 CNCOL18X1811 Joint check not done. LVL-2 C15 65 CNCOL18X189 Joint check not done. LVL-2 j C19 70 CNCOL18X1810 Joint check not done. LVL-2 C20 75 CNCOL18X1811 Joint check not done. LVL-2 C27 110 CNCOL18X189 Joint check not done. LVL-2 C28 115 CNCOL18X1810 Joint check not done. LVL-2 C29 120 CNCOL18X189 Joint check not done. LVL-2 C1 15 CNCOL18X189 Joint check not done. LVL-1 C13 31 CNCOL18X1810 Joint check not done. LVL-1 C19 34 CNCOL18X1810 Joint check not done. LVL-1 C28 37 CNCOL18X1810 Joint check not done. Story LVL-2 I LVL-2 LVL-2 Table 1.11 -Concrete Joint Summary -ACI 318-08 (Part 2 of 2) Unique JS JS JS JS Label Name Major Major Minor Minor Warnings Errors Combo Ratio Combo Ratio C6 20 � I No Message No Message C7 25 No Message No Message C8 j 30 No Message No Message Page 52 of 53 9/12/18 132 of 331 Schemmer Consulting Group Design Data Table 1.11 - C Story Label LVL-2 C12 LVL-2 C13 LVL-2 C14 LVL-2 C15 LVL-2 C19 LVL-2 C20 LVL-2 C27 LVL-2 C28 LVL-2 C29 LVL-2 C1 LVL-1 C13 LVL-1 '', C19 LVL-1 C28 :oncrete Joint Summary - ACI 318-C JS JS JS Unique Major Major Minor Name Page 53 of 53 Mi 9/8/2018 Schemmer Consulting Group 9/12/18 133 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED SLAB ANALYSIS Hotel, 10" Podium PT SLAB NUMBER OF BAYS = 6 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3.00 CONCRETE WEIGHT(PCF) = 150.00 TOP POST -TENSION COVER(IN) = 1..75 BOTTOM POST -TENSION COVER(IN) = 1.00 STRAND DIAMETER(IN) _ .50 MINIMUM P/A OF TENDONS(PSI) = 150.00 MAXIMUM SPACING OF STRANDS(IN) = 60.00 TOP REBAR COVER(IN) = 1.50 BOTTOM REBAR COVER(IN) = 1.00 REBAR YIELD STRENGTH(KSI) = 60.00 LIVE LOAD REDUCTION LIMIT = .00 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 100 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 2 3 4 1.00 1.00 1.00 1.00 .000 .000 .000 .000 4.00 4.00 4.00 4.00 .00 2.00 .00 2.00 5 1.00 :000 4.00 .00 6 1.00 .000 4.00 2.00 7 8 1.00 1.00 .000 .000 4.00 4.00 .00 2.00 9 10 11 12 13 14 1.00 1.00 1.00 1.00 1.00 1.00 ..000 .000 .000 .000 ,000 .000 4.00 4.00 4.00 4.00 4.00 4.00 .00 2.00 .00 2.00 .00 2.00 8 /03/16 ***** SLAB PROPERTIES AND LOADS ***** ---------UNIFORM (PSF)---------- --------CONCENTRATED (LBS)--------- NUMBER LENGTH TRIB DEPTH DL ADL PREST LL RED LL DIST DL ADL PREST LL (FT) WIDTH(FT) (IN) CANT-1 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 18.35 .00 .00 10.00 .00 10.00 125.00 210.00-278.57 180.00 180.00 .00 .00 .00 .00 .00 2 18.35 10.00 10.00 125.00 210.00-265.30 180.00 180.00 .00 .00 .00 .00 .00 3 13.50 10.00 10.00 125.00 210.00-196.07 180.00 180.00 .00 .00 .00 .00 .00 4 13.50 10.00 10.00 125.00 210.00-196.07 180.00 180.00 .00 .00 .00 .00 .00 5 18.35 10.00 10.00 125.00 210.00-265.30 180.00 180.00 .00 .00 .00 .00 .00 6 18.35 10.00 10,00 125.00 210.00-278.57 180.00 180.00 .00 .00 .00 '00 .00 CANT-2 .00 .00 .00 .00 .00 _00 .00 .00 .00 .00 .00 .00 .00 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM BOT SUPPORT NUMBER CGS AT SUPPORT CGS AT MIDSPAN EFF. FORCE (KIPS) 1 2 3 5.00 6.00 8.00 00 1.25 3.00 6 00 26.80 26.80 26 Schemmer Consulting Group 4 5 8.00 8.00 00 6.00 3 80 26.80 26 6 7 8.00 5.00 00 1.25 .00 80 26.80 .00 9/12/18 134 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED SLAB ANALYSIS 'Q' St Hotel, 10" Podium PT SLAB 8/03/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD NET FINAL NET ULTIMATE 1.ODL+0.25LL LOAD DL STRESS NET NEG. POS. NEG, POS. NEG. POS. NEG, POS. 1 1 TOP DOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 2 TOP DOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 3 TOP HOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4 4 TOP DOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5 5 TOP DOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 6 6 TOP DOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 7 7 TOP DOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .Oo .00 .00 .00 .00 .00 .00 .00 .00 .00 ***** SLAB MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 .83 .00 1.40 .00 -1.86 .00 -1.20 1.34 .00 .00 -.14 1.71 .00 .00 .23 .00 4.63 .00 2.46 .00 2.46 2.20 .00 2 2 LEFT RIGHT -3.28 -3.42 -5.51 -5.75 7,23 7.62 4.60 4.88 -5.01 -5.15 .29 .22 -6.57 -6.70 -1.28 -1.33 -17.82 -18.47 -10.09 -10.65 -9.64 -10.04 -8.72 -9.11 3 3 LEFT RIGHT -1.60 -1.72 -2.70 -2.89 2.95 3.52 1.61 2.12 -3.51 -3.77 1.20 1.29 -4.86 -4.86 -.15 .20 -10.35 -11.10 -3.24 -3.47 -4.97 -5.33 -4.00 -4.29 4 4 LEFT RIGHT -.85 -685 -1.43 -1.43 .98 .98 .21 .21 -2.26 -2.26 1.03 1.03 -3.57 -3.57 -.27 -.27 -6.11 -6.11 -1.09 -1.09 -2.74 -2.74 -2.03 -2.03 5 5 LEFT RIGHT -1.72 -1.60 -2.89 -2.70 3.52 2.95 2.12 1.61 -3.77 -3.51 1.29 1.20 -4.86 -4.86 -415 .20 -11.10 -10.34 -3.47 -3.24 -5.33 -4.97 -4.29 -4.00 6 6 LEFT RIGHT -3.42 -3.28 -5.75 -5.51 7.62 7.23 4.88 4.60 -5.15 -5.01 .22 .29 -6.70 -6.57 -1.33 -1.28 -18.47 -17.82 -10.65 -10.09 -10.04 -9.64 -9.11 -8.72 7 7 LEFT RIGHT .83 .00 1.40 .00 -1.86 .00 -1.20 .00 1.34 .00 -.14 .00 1.71 .00 .23 .00 4.63 .00 2.46 .00 2.46 .00 2.20 .00 ***** SLAB MOMENTS AT MIDSPAN (K-FT) ***** 1 2 3 4 5 6 MSPAN MSPAN MSPAN MSPAN MSPAN MSPAN 2.95 1.66 .78 .78 1.66 2.95 4.96 2.80 1.31 1.31 2.80 4.96 -6.62 -3.58 -.99 -.99 -3.58 -6.62 -4.27 -2.24 -.30 -.30 -2.24 -4.27 -1.49 -2.06 -2.20 -2.20 -2.06 -1.49 5.74 4.46 3.32 3.32 4.46 5.74 -019 -1.18 -1.10 -1.10 -1.18 -119 7.03 5.33 4.42 4.42 5.33 7.03 7.12 2.06 -1.01 -1.01 2.06 7.12 18.47 12.52 7.77 7.77 12.52 18.47 7.54 3.94 1.54 1.54 3.94 7.54 9.42 5.80 3.02 3.02 5.80 9.42 Schemmer Consulting Group 9/12/18 135 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED SLAB ANALYSIS Hotel, 10" Podium PT SLAB 8/03/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) STRESSES STRESSES MOM CAP ULT UBC SECTIONS TOP BOT TOP BOT (K-FT) MOMT 2618(i) 2618(j) REBAR LENGTH AND AREA CMP BLK(IN) ***** AT SUPPORT ***** 1 1 LEFT RIGHT -243. -172. -243. -315. -223. -326. -223. -121. 11.08 11.08 .000 .000 .240 6.09 FT X .240 IN2 .90 2 2 LEFT RIGHT -520. -536. 33. 49. 171. 179. -618. -625. 19.16 19.16 .000 .000 .240 10.18 FT X .240 IN2 .94 3 3 LEFT RIGHT -340. -370. -147. -116. 68. 68. -515. -515. 19.16 19.16 .000 .000 .240 8.96 FT X .240 IN2 .94 4 4 LEFT RIGHT -256. -256. -231. -231. -9. -9. -437. -437. 19.16 19.16 .000 .000 .240 7.75 FT X .240 IN2 .94 5 5 LEFT RIGHT -370. -340. -116. -147. 68. 68. -515. -515. 19.16 19.16 .000 .000 .240 8.96 FT X .240 IN2 .94 6 6 LEFT RIGHT -536. -520. 49. 33. 179. 171. -625. -618. 19.16 19.16 .000 .000 .240 10.18 FT X .240 IN2 .94 7 7 LEFT RIGHT -172. -243. -315. -243. -326. -223. -121. -223. 11..08 11.08 .000 .000 .240 6.09 FT X .240 IN2 .90 ***** AT MIDSPAN ***** 1 2 3 4 5 6 MSPAN MSPAN MSPAN MSPAN MSPAN MSPAN 13. -109. -225. -225. -109. 13. -499. -378: -262. -262. -378. -499. -645. -543. -488. -488. -543. -645. 198. 97. 42. 42. 97. 198. 21.30 16.37 8.56 8.56 16.37 21.30 .000 .000 .000 .000 .000 .000 .000 .000 -.004 -.004 .000 .000 .240 .240 .240 .240 .240 .240 6.54 6.54 4.60 4.60 6.54 6.54 FT FT FT FT FT FT X X X X X X .240 .240 .240 .240 .240 .240 IN2 IN2 IN2 IN2 IN2 IN2 .94 .92 .89 .89 .92 .94 AVERAGE REBAR WEIGHT (LB/FT2) _ .75 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 9.18 2 ______DEAD 9.18 3 6.75 4 6.75 5 9.18 6 9.18 I -GROSS (IN4) 1000.0 1000.0 1000.0 1000.0 1000.0 1000.0 I-EFF(IN4) DEFL(IN) 1000.0 -.038 1000.0 -..015 1000.0 .000 1000.0 .000 1000.0 -.015 1000.0 -.038 I-EFF(IN4) DEFL(IN) 1000.0 .013 1000.0 .007 1000.0 .005 1000.0 .005 1000.0 .007 1000.0 .013 LL---- I-EFF (IN4) DEFL(IN) 1000.0 .057 1000.0 .025 1000.0 .009 1000.0 .009 1000.0 .025 1000.0 .057 Schemmer Consulting Group 9/12/18 136 of 331 SCHEMMER CONSULTING GROUP REBAR SLAB ANALYSIS Q St Hotel, Anacortes, WA, 1-wy slab, level 1 NUMBER OF BAYS = 1 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH (KSI) = 5.00 REBAR YIELD STRENGTH (KSI) = 60.00 CONCRETE WEIGHT(PCF) = 150.00 TOP STEEL DISTANCE T-D(IN) = 1.50 BOTTOM STEEL DISTANCE T-D(IN) = 1.25 SLAB WIDTH(FT) = 18.00 LIVE LOAD REDUCTION LIMIT = .00 2-WAY SLAB CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 100 PERCENT SKIPPED ***** COLUMN PROPERTIES ***** NUMBER LENGTH (FT) STIFF WIDTH SPAN PAR. (IN) WIDTH PERP.SPAN(IN) (ZERO IF ROUND) 1 2 3 4 1.00 9.67 1.00 9.67 4.00 4.00 4.00 9.00 .00 B.00 .OD 8.00 .00 12.00 .00 12.00 ***** SLAB PROPERTIES AND LOADS ***** UNIF (PS F) NUMBER LENGTH DEPTH DL ADL LL RED LL (FT) (IN) CANT-1 1 CANT-2 .00 18.00 .00 .00 .00 8.00 100.00 .00 .00 .00 .00 25.00 100.00 .00 .00 .00 100.00 .00 9/03/18 CONCENTRATED (LB/FT) DIST DL LL .00 .00 .00 .00 .00 .00 .00 .00 .00 Schemmer Consulting Group 9/12/18 137 of 331 SCHEMMER CONSULTING GROUP REBAR SLAB ANALYSIS Q St Hotel, AnacortesI WA, 1-wy slab, level 1 9/03/16 NUMBER TOP BOT 1 .00 1943 2 .00 1.43 ***** SLAB MOMENTS AT SUPPORT (K-FT) ***** NUMBER LEFT RIGHT AREA OF COMP.BLOCK STEEL(IN2) DEPTH(IN) LENGTH AND AREA OF REBAR 1 -.50 .20 5.00 FT X .173 IN2 .00 *** MAXIMUM ALLOWABLE .017 REDISTRIBUTION FACTOR AT THIS SUPPORT = .19 *** 2 -050 .017 .20 5.00 FT X .173 IN2 *** MAXIMUM ALLOWABLE .00 REDISTRIBUTION FACTOR AT THIS SUPPORT = .19 *** ***** SLAB MOMENTS ON SPAN (K-FT) ***** NUMBER MSPAN AREA OF AREA -UBC SEC. COMP.BLOCK STEEL(IN2) 2607(m)(IN2) DEPTH(IN) LENGTH AND AREA OF REBAR 1 11.14 .378 .173 .44 13.00 FT X .378 IN2 AVERAGE REBAR WEIGHT = 1.25 LB/FT2 ***** IMMEDIATE SPAN DEFLECTIONS ***** ------DEAD LOAD------ UMBERDIST(FT) I-GROSS(IN4) I-EFF(IN4) DEFL(IN) 1 9.00 512.0 512.0 .088 LL---- I-EFF(IN4) DEFL(IN) I-EFF(IN9) DEFL(IN) 512.0 .109 418.E 241 Schemmer Consulting Group 9/12/18 138 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium A/2-6 PT Beams 8/12/18 NUMBER OF BAYS = 3 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1,00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) _ 5 50 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 1.00 .000 4.00 1.50 2 10,50 .469 4,00 1,50 3 4 1,00 10.50 .000 .469 4,00 4,00 1.50 1.50 5 1.00 .000 4,00 1.50 6 10.50 .469 4,00 1,50 7 1,00 .000 4.00 1,50 8 10.50 .469 4.00 1.50 ***** BEAM PROPERTIES ***** NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (FT) (FT4) (IN) (IN) (IN) (IN) (IN) (IN3) (IN3) (FT) CANT-1 1 2 3 CANT-2 .00 36.75 27.00 36,75 .00 2,27 2.27 2,27 2,27 2,27 15.57 15,57 15,57 15,57 15,57 24,00 24,00 24.00 24,00 24.00 84.00 84.00 84.00 84.00 84,00 10,00 10.00 10,00 10.00 10,00 24,00 24.00 24.00 24,00 24.00 5581.97 5581.97 5581,97 5581,97 5581,97 3021,43 3021,43 3021,43 3021,43 3021,43 15,70 15,70 14,00 15,70 15.70 ***** BEAM LOADS ***** UNIFORM (PSF) ------UNIFORM (K/FT)------ --------CONCENTRATED (KIPS) -------- NUMBER ADL LL DL ADL PREST LL DIST DL ADL PREST LL CANT-1 1 2 3 CANT-2 .0 210.0 210.0 210.0 .0 .0 180.0 180.0 180.0 .0 .000 2,313 2,100 2,313 .000 .000 3.297 2,940 3.297 .000 .000 -4.012 -3,529 -4.012 .000 .000 1.861 2,060 1.861 .000 . 000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM DOT SUPPORT NUMBER 1 2 3 4 CGS AT SUPPORT 15.57 16.00 16.00 15.57 CGS AT MIDSPAN 15.57 2.00 4.00 2.00 15.57 INTERMEDIATE CGS .00 .00 .00 EFF. FORCE (KIPS) .00 589.60 321,60 589.60 .00 Schemmer Consulting Group 9/12/18 139 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium A/2-6 PT Beams 8/12/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD LOAD DL STRESS NET NEG. POS NET FINAL NET ULTIMATE 1.ODL+0.25LL NEG. POS, NEG, POS. NEG, POS. 1 TOP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 BOT -128.60 -183.65 223.76 115.30 -101.38 .00 -189.87 -88.49 -536.91 -374.70 2 2 TOP BOT .00 66.68 96.12 .00 -117.91 .00 .00 -61.84 .00 .00 .00 46.44 .00 44.88 91.32 .00 195.35 .00 .00 269.66 3 TOP ..00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 BOT -66.68 -96.12 117.91 61.84 -46.44 .00 -91.32 -44.88 -269.66 -195.35 4 TOP .00 .00 .00 .00 .00 .00 .00 .00 :00 .00 4 HOT 128:60 183.65 -223.76 -115:30 .00 101:38 88.49 189.87 374.70 536.91 ***** BEAM MOMENTS AT SIIPPORT (K-FT) ***** 1 LEFT .00 .00 .00 .00 .00 1 RIGHT -100.00 -142.84 174.08 89.74 -78.59 2 LEFT -223.14 -316.92 384.58 196.06 -187.85 2 RIGHT -169.63 -240.08 290.57 147.10 -148.57 3 LEFT -169.63 -240.08 290.57 147.10 -148.57 3 RIGHT -223.14 -316.92 384.58 196.06 -187.85 4 LEFT -100.00 -142.84 174.08 89.74 -78.59 4 RIGHT .00 .00 .00 .00 .00 00 .00 .00 .00 .00 .00 .00 00-147.35 -68 .77-400.46-291.41-251.99-242.84 00-343.32-155.48-910.68-648.07-563.54-540.06 00-267.70-119.13-700.18-491.64-428.97-409.70 00-267.70-119.13-700.18-491.64-428.97-409.70 00-343.3.2-155.48-910.68-648.07-563.54-540.06 00-147.35 -68.77-400.46-291.41-251.99-242.84 00 .00 .00 .00 .00 .00 .00 ***** ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** 1 MSPAN 197.61 282.21 -343.85 -177.18 .00 155.79 135.97 291.76 575.78 Schemmer Consulting Group 852 .36 479.82 535.76 59.36 -.OS 22.55 852.36 479.82 535.76 9/12/18 140 of 331 9/12/18 140 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 24x24 Podium A/2-6 PT Beams 8/12/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) REBAR LENGTH AND AREA CMP COMPR STRESSES STRESSES MOM CAP ULT UBC SECTIONS BLK REBAR TOP BOT TOP BOT (K-FT) MOMT 2618 (i) 2618 (j) FT IN2 FT IN2 (IN) (IN2) ***** AT SUPPORT ***** SUPPORT TOP SPAN 1 1 2 2 3 3 LEFT RIGHT LEFT RIGHT LEFT RIGHT -546. -739. -968. -863. -863. -968. -546. -190. 232. 36. 38. 232. -501. -185. 237. 74. 74. 237. -501. -1087. -1865. -1565. -1565. -1865. 600.57 600.57 621.69 621.69 621.69 621.69 .00 3.70 3.70 .00 .00 .00 2.42 5.68 5.68 10.3 16.7 16.7 2.42 5.68 5.68 .0 17.6 12..8 .00 1.01 1.42 7.75 8.36 6.36 .00 2.23 2.23 4 4 LEFT RIGHT -739. -546. -190. -546. -185. -501. -1087. -501. 600.57 600.57 .00 .00 2.42 10.3 2.42 17.6 1.01 7.75 .00 ***** AT MIDSPAN ***** 1 MSPAN -166. -1250. -1129. 657. 1132.17 2 3 MS PAN MS PAN -309. -166. -278. -1250. -322. -1129. -184. 657. 619.69 1132.17 ***** AT MAXIMUM LOCATION ***** 1 2 3 MAX MAX MAX -1138. -322. -1138. 675. -184. 675. 1126.79 619.69 1126.79 .00 .00 .00 .00 .00 .00 5.15 1.87 5.15 14.1 10.2 14.1 2.57 .94 2.57 35.3 25.5 35.3 2.57 .94 2.57 2.88 1.51 2.68 .00 .00 .00 AVERAGE REBAR WEIGHT (LB/FT) = 21.84 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO. 3 WEIGHT SIZE SPACE ZONE SIZE NO. 3 SPACE ZONE SIZE NO. 3 SPACE ZONE SIZE NO. 3 SPACE ZONE SIZE N0. 3 SPACE ZONE NO. 3 SIZE SPACE ZONE NO. 3 SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 273.48 6.0 2.8 2 113 .07 6.0 4.4 3 273.48 6.0 2.2 6.0 6.0 6.0 6.5 24.0 3.9 11.3 1.5 11.3 19.8 24.0 19.8 6.0 6.0 6.0 3.9 24.0 6.5 6.0 6.0 6.0 2.2 4.4 2.8 AVERAGE WEIGHT OF TIES (LB/FT) = 6.47 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 16.88 2 13.50 3 19.87 ______DEAD LOAD______ I-GROSS(IN4) I-EFF (IN4) DEFL(IN) 47048.0 47048.0 -.136 47048.0 47048.0 .017 47046.0 47048.0 -.136 ______DL + ADL_______ I-EFF (IN4) DEFL(IN) 47048.0 .126 47048.0 -.012 47048.0 .126 ----DL + ADL + LL---- I-EFF(IN4) DEFL (IN) 29549.7 .430 47046.0 -.018 40061.2 .317 Schemmer Consulting Group 9/12/18 141 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium A/2-6 PT Beams NUMBER OF BAYS 3 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1,00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) = 5,00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3.00 CONCRETE WEIGHT(PCF) = 150,00 TOP POST -TENSION COVER(IN) = 2.50 BOTTOM POST -TENSION COVER(IN) = 1,50 STRAND DIAMETER(IN) = 1,00 TOP REBAR COVER(IN) = 2.50 BOTTOM REBAR COVER(IN) = 2.50 REBAR YIELD STRENGTH(KSI) = 60.00 LIVE LOAD REDUCTION LIMIT = .40 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 1.00 .ODO 4.00 1. 50 2 10.50 .469 4.00 1.50 3 4 5 1.00 10.50 1,00 .000 .469 .000 4,00 4,00 4,00 1.50 1.50 1.50 6 10.50 .469 4.00 1.50 7 1.00 .000 4.00 1650 8 10450 .469 4.00 1.50 ***** BEAM PROPERTIES ***** NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (FT) (FT4) (IN) (IN) (IN) (IN) (IN) (IN3) (IN3) (FT) CANT-1 1 2 3 CANT-2 .00 36,75 27.00 36.75 .00 2,27 2.27 2,27 2,27 2,27 15.57 15.57 15,57 15.57 15.57 24.00 24.00 24.00 24.00 24,00 84,00 84,00 84.00 84,00 84.00 10,00 10,00 10.00 10.00 10.00 24,00 24.00 24,00 24.00 24,00 5581.97 5581.97 5581,97 5581.97 5581.97 3021.43 3021,43 3021,43 3021,43 3021,43 .75 .75 .75 .75 .75 ***** BEAM LOADS ***** UNIFORM (PSF) ------UNIFORM (K/FT)------ --------CONCENTRATED (KIPS) -------- NUMBER ADL LL DL - ADL PREST LL DIST DL ADL PREST LL CANT-1 1 2 3 CANT-2 .0 210:0 210.0 210.0 .0 .0 180.0 180.0 180.0 .0 .000 .444 .444 .444 .000 .000 .157 .157 .157 .000 .000 .000 .000 .000 .000 .000 .135 .135 .135 .000 .000 18.375 13.500 18,375 .000 .000 45.300 33.300 45.300 :000 .000 64,500 47.400 64.500 .000 .000 -90.479 -47.644 -90.479 .000 .000 33.200 24.400 33.200 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM BOT SUPPORT NUMBER 1 2 3 4 CGS AT SUPPORT 15.57 16.00 16.00 15.57 CGS AT MIDSPAN 15.57 2.00 4.00 2.. 00 15.57 INTERMEDIATE CGS .00 .00 .00 EFF. FORCE (KIPS) .00 723.60 321,60 723,60 .00 Schemmer Consulting Group 9/12/18 142 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium A/2-6 PT Seams 8/12/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD LOAD DL STRESS NET NEG, POS 1 TOP .00 .00 .00 .00 .00 1 POT -126.30 -153.71 209.36 101.90 -82.09 2 TOP .00 .00 .00 .00 .00 2 BUT 61.99 75.45 -120.24 -69.07 .00 3 TOP .00 .00 .00 .00 .00 3 BOT -61.99 -75.45 120.24 69.07 -40.29 4 TOP .00 .00 .00 .00 .00 4 BOT 126.30 153.71 -209.36 -101.90 .00 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -106.05 .00 -130.71 .00 179.20 .00 89.28 .00 -69.58 2 LEFT -233.95 -286.34 356.44 154.57 -152.70 2 RIGHT -180.80 -221.19 256.04 98.28 -117.97 3 LEFT -180.80 -221.19 256.04 98.28 -117.97 3 RIGHT -233.95 -286.34 356.44 154.57 -152.70 4 LEFT -106.05 -130.71 179.20 89.28 -69.58 4 RIGHT .00 .00 .00 .00 .00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** NET FINAL NET ULTIMATE NEG. POS. NEG. POS .00 .00 .00 .00 .00 .00 -152.74 -70.65 -467.36 -336.01 .00 .00 .00 .00 .00 40.29 17.20 57.50 164.93 229.39 .00 .00 .00 .00 .00 .00 -57.50 -17.20 -229.39 -164.93 .00 .00 .00 .00 .00 82.09 70.65 152.74 336.01 467.36 l.ODL+0.25LL NEG. POS. 00 .00 .00 .00 .00 .00 .00 00 -127.14 -57.55 -379.62 -284.10 -243.98 -236.75 00 -316.55 -163.85 -833.92 -624.34 -536.12 -520.29 00 -263.93 -145.96 -644.30 -482.39 -414.23 -401.99 00 -263.93 -145.96 -644.30 -482.39 -414.23 -401.99 00 -316.56 -163.85 -833.92 -624.34 -536.12 -520.29 00 -127.14 -57.55 -379.62 -284.10 -243.98 -236.75 00 .00 .00 .00 .00 .00 .00 1 MSPAN 298.13 384.35 -529.53 -279. 06 .00 202.40 152.95 355.35 818.98 1168.10 682.48 749.33 2 MSPAN 67.55 93.79 -47.70 15.56 .00 48.55 113.64 162. 19 193.61 298.13 161.34 190.74 3 MSPAN 298.13 384.35 -529.53 -279.06 .00 202.40 152.95 355.35 818.98 1168,10 682.48 749.33 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** DISTANCE NET FINAL DISTANCE NET ULTIMATE DISTANCE 1.ODL+0.25LL 1 18.38 355.35 18.38 1168,10 18.38 749.33 2 13.50 162.19 13.50 298.13 13.50 190.74 3 18.38 355.35 18.38 1168,10 18.38 749.33 9/12/18 Schemmer Consulting Group 143 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 24x24 Podium A/2-6 PT Beams 8/12/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T OLT REBAR REQUIRED(IN2) REBAR LENGTH AND AREA CMP COMPR STRESSES STRESSES MOM CAP OLT UBC SECTIONS BLK REBAR TOP DOT TOP DOT (K-FT) MOMT 2618(i) 2618(j) FT IN2 FT IN2 (IN) (IN2) ***** AT SUPPORT ***** SUPPORT TOP SPAN 1 1 2 2 3 3 LEFT RIGHT LEFT RIGHT LEFT RIGHT -671. -863. -1003. -882. -882. -1003. -671. -316. -57. -280. -280. -57. -615. -615. -342. -1120. 65. -1873. -48. -1664% -48. -1664. 65. -1873. 711.73 711.73 737.58 737.58 737.58 737.56 .00 1.13 1.13 .00 .00 .00 2.34 5.38 5.38 10.3 16.7 16.7 2.34 5.38 5.38 .0 17.6 12.8 .00 .97 1.35 9.10 9.70 9.70 .00 2.03 2.03 4 4 LEFT RIGHT -863. -671. -316. -671. -342. -1120. -615. -615. 711.73 711.73 .00 .00 2.34 10.3 2.34 17.6 .97 9.10 .00 ***** AT MIDSPAN ***** 1 2 3 MSPAN MSPAN MSPAN -71. -332. -71. -1779. -236. -1779. -1379. 796. _-622. 371. -1379. 796. 1343.53 619..69 1343453 ***** AT MAXIMUM LOCATION ***** 1 2 3 MAX MAX MAX -1379. 796. -622. 371. -1379. 796. 1343.53 619.69 1343.53 .00 .00 .00 .00 .00 .00 7.17 1.87 7.17 14.1 10.2 14.1 3.58 .94 3.58 35.3 25.5 35.3 3.58 .94 3.58 3.62 1.51 3.62 .00 .00 .00 AVERAGE REBAR WEIGHT (LB/FT) = 24.47 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO. 3 ZONE NO, 3 ZONE NO, 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 225.83 6.0 6.9 6.0 7.9 11.3 5.1 6.0 4.6 6.0 4.2 2 67.57 6.0 11.3 6.0 14.5 1.5 20.4 6.0 14.5 6.0 11.3 3 225.83 6.0 4.2 6.0 4.6 11.3 5:1 6.0 7.9 6.0 6.9 AVERAGE WEIGHT OF TIES (LB/FT) = 5.09 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 18.38 2 13.50 3 18.38 ______DEAD LOAD______ I -GROSS (IN4) I-EFF (IN4) DEFL(IN) 47048.0 47048.0 -.147 47048-.0 47048.0 .031 47048.0 47048.0 -.147 Schemmer Consulting Group ______DL + ADL_______ ----DL + ADL + LL---- 9/12/18 144 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 30x24 Podium B/2-6 PT Beams NUMBER OF BAYS = 3 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = '96 ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3.00 CONCRETE WEIGHT(PCF) = 150.00 TOP POST -TENSION COVER(IN) = 2.50 BOTTOM POST -TENSION COVER(IN) = 1.50 STRAND DIAMETER(IN) = 1.00 TOP REBAR COVER(IN) = 2.50 BOTTOM REBAR COVER(IN) = 2.50 REBAR YIELD STRENGTH(KSI) = 60.00 LIVE LOAD REDUCTION LIMIT .40 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 2 1.00 10.50 .000 .469 4.00 4.00 1.50 1.50 3 1.00 '000 4.00 1.50 4 10.50 .469 4.00 1.50 5 1.00 .000 4.00 1.50 6 10.50 .469 4.00 1.50 7 1.00 '000 4.00 1.50 8 10.50 .469 4.00 1.50 ***** SEAM PROPERTIES ***** NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (FT) (FT4) (IN) (IN) (IN) (IN) (IN) (IN3) (IN3) (FT) CANT-1 1 2 3 '00 36.75 27,00 36.75 3.93 3.93 3.93 3.93 16.48 16.48 16.48 16.48 24.00 24.00 24.00 24.00 190.00 190.00 190.00 190,00 10.00 10.00 10.00 10.00 36.00 36.00 36.00 36.00 10833,93 10833,93 10833,93 10833,93 4939462 4939,62 4939,62 4939,62 28.25 28.25 28.25 28.25 CANT-2 '00 3.93 16.48 24.00 190.00 10.00 36.00 10833.93 4939,62 28.25 ***** BEAM LOADS ***** UNIFORM (PSF) NUMBER ADL LL CANT-1 .0 .0 1 210.0 180.0 2 210.0 180.0 3 210.0 180.0 CANT-2 .0 .0 -----UNIFORM DL ADL . 000 .000 4.056 5.932 4.056 5.932 4'056 5.932 '000 '000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM SOT SUPPORT NUMBER CGS AT SUPPORT CGS AT MIDSPAN INTERMEDIATE CGS EFF. FORCE (KIPS) 1 2 16.48 21.00 16.48 2.00 8 .00 .001018,40 804 PREST LL DIST DL ADL PREST LL . 000 .000 .000 .000 .000 .000 .000 -6.416 3.051 '000 .000 .000 '000 '000 -9.558 3.051 '000 '000 '000 '000 '000 -8.416 3.051 '000 .000 '000 .000 '000 .000 .000 '000 .000 '000 '000 '000 3 4 21.00 16.48 00 2.00 16.48 00 .00 001018.40 '00 Schemmer Consulting Group 9/12/18 145 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'QSt Hotel, 30x24 Podium B/2-6 PT Beams 8/12/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD NET FINAL NET ULTIMATE 1.ODL+0.25LL LOAD DL STRESS NET NEG, POS. NEG, POS. NEG. POS. NEG, POS. 1 1 TOP BOT .00 -163.03 .00 -238.44 .00 332.96 .00 199.89 .00 -122.63 .00 .00 .00 -191.15 -68.52 .00 .00 -677.98 -481.77 .00 2 2 TOP BOT .00 80.69 .00 118.02 .-00 -152.35 .00 -85.36 .00 .00 .00 60.70 .00 46.37 107.06 .00 .00 238.46 335.57 .00 3 3 TOP BOT .00 -80.69 .00 -118.02 .00 152.35 .00 85.36 .00 -60.70 .00 .00 .00 -107.06 -46.37 .00 -335.57 .00 -238.46 .00 4 4 TOP HOT .00 163.03 .00 238.44 .00 -332.96 .00 -199.89 .00 .00 .00 122.63 .00 68.52 191.15 .00 481.77 .00 677,98 .00 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -114.30 .00 -167.17 .00 232.56 .00 139.19 .00 -85.98 .00 .00 .00 -134.89 -48.91 .00 -456.32 .00 -337.77 .00 .00 -290.85 .00 -281.48 2 2 LEFT RIGHT -397.69 -337.86 -581.65 -494.14 854.19 734.60 533.37 462.85 -299.14 -254.13 .00 .00 -424.29 -351.53 -125.16 -97.40 -1587.68 -1348,81 -1175.22 -998.40 -1011.96 -859.71 -979.35 -832.00 3 3 LEFT RIGHT -337.86 -397.69 -494.14 -581.65 734.60 854.19 462.85 533.37 -254.13 -299.14 .00 .00 -351.53 -424.29 -97.40 -125.16 -1348.81 -1587.68 -998.40 -1175,22 -859.71 -1011,96 -832.00 -979.35 4 4 LEFT RIGHT -114.30 .00 -167.17 .00 232.56 .00 139.19 .00 -85.98 .00 .00 .00 -134.89 .00 -48.91 .00 -456.32 .00 -337.77 .00 -290.85 .00 -281.48 .00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** 1 2 3 MSPAN MSPAN MSPAN 374.02 -8.16 374.02 547.02 -11.94 547.02 -763.85 -42.31 -763.85 -458.58 -54.28 -458.58 .00 .00 .00 281.33 -6.14 281.33 157.19 -62.41 157.19 438.52 -68.55 438.52 1105.25 -24.12 1105.25 1597,96 22.25 1597.96 921.04 -20.10 921.04 1018.52 14.18 1018.52 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** DISTANCE NET FINAL DISTANCE NET ULTIMATE DISTANCE 1.ODL+0.25LL 1 2 3 16.60 13.50 20.15 445.81 -68.55 445.81 16.47 13.50 20.28 1628,49 22.25 1628.49 16.47 13.50 20.28 1037,98 1037,98 14.18 9/12/18 Schemmer Consulting Group 146 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 30x24 Podium B/2-6 PT Beams 8/12/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) REBAR LENGTH AND AREA CMP COMPR STRESSES STRESSES MOM CAP ULT UBC SECTIONS BLK REBAR TOP SOT TOP BOT (K-FT) MOMT 2618(i) 2618(j) FT IN2 FT IN2 (IN) (IN2) ***** AT SUPPORT ***** SUPPORT TOP SPAN 1 1 LEFT RIGHT -462. -616. -462. -124. -424. -274. -424. -751. 1075.53 1075.53 .00 .00 2.77 10.3 2.77 .0 .00 8.36 .00 2 2 LEFT RIGHT -1053. -974. 834. 663. 46. -34. -1454. -1278. 1463.47 1463.47 1.44 .00 10.39 16.710,39 17.6 1.65 10.71 1.75 3 3 LEFT RIGHT -974. -1053. 663. 834. -34. 46. -1278. -1454. 1463.47 1463.47 1.44 .00 10.39 16,710,39 12..8 2.60 10.71 1.75 4 4 LEFT RIGHT -616. -462. -124. -462. -274. -424. -751, -424. 1075,53 1075,53 .00 .00 2.77 10.3 2.77 17.6 1.65 8.36 .00 ***** AT MIDSPAN ***** 1 MSPAN 46. -1576. -909. 642. 2053,44 2 MSPAN -304. -496. -259. -501. 1160.83 3 MSPAN 46. -1576. -909. 642. 2053.44 ***** AT MAXIMUM LOCATION ***** 1 2 3 MAX MAX MAX -917. -259. -917. 659. -501. 659. 2036.16 1160.83 2036916 .00 .00 .00 .00 .00 .00 9.82 3.90 9,82 14.1 4.91 10.2 1.95 14.1 4.91 35.3 25.5 35.3 4.91 1.95 4.91 2.33 1.54 2.33 .00 .00 .00 AVERAGE REBAR WEIGHT (LB/FT) = 36.93 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO. 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 2 3 681.08 6.0 1.5 304.91 6.0 2.1 681.08 6.0 1.1 6.0 6.0 6.0 3.5 8.9 1.9 11.3 1.5 11.3 6.3 24.0 6.3 6.0 6.0 6.0 1.9 8.9 3.5 6.0 6.0 6.0 1.1 2.1 1.5 AVERAGE WEIGHT OF TIES (LB/FT) = 16.34 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 16.47 2 13.50 3 20.28 _____DEAD LOAD______ I -GROSS (IN4) I-EFF(IN4) DEFL (IN) 81425.7 68416.8 -.255 61425.7 61162.4 .013 81425.7 68880.3 -.253 ____DL + ADL_______ I-EFF (IN4) DEFL(IN) 81425.7 .089 81425.7 -.027 425.7 .089 81 ----DL + ADL + LL---- I-EFF(IN4) DEFL (IN) 71743.7 .278 81425.7 -.047 71743.8 .278 Schemmer Consulting Group 9/12/18 147 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 30x24 Podium B/2-6 PT Beams 8/12/18 NUMBER OF BAYS = 3 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) _ 5 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M LNER STIFF WIDTH (FT) (FT4) (FT) 1 2 3 1.00 10.50 1.00 .000 .469 .000 4.00 4.00 4.00 1.50 1.50 1.50 4 10.50 .469 4.00 1.50 5 1.00 .000 4.00 1950 6 7 8 10.50 1.00 10.50 .469 .000 .469 4.00 4.00 4.00 1.50 1.50 1.50 ***** BEAM PROPERTIES ***** NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (FT) (FT4) (IN) (IN) (IN) (IN) (IN) (IN3) (IN3) (FT) CANT-1 1 2 3 CANT-2 .00 36.75 27.00 36.75 .00 3.93 3.93 3.93 3.93 3.93 16.48 16.48. 16.48 16.48 16.48 24.00 24.00 24.00 24.00 24.00 190.00 190.00 190.00 190.00 190.00 10.00 10.00 10.00 10.00 10.00 36.00 36.00 36.00 36.00 36.00 10833.93 10833693 10833,93 10833,93 10833,93 4939,62 4939,62 4939462 4939,62 4939.62 1.00 1.00 8.00 1.00 1.00 ***** BEAM LOADS ***** DNIFORM (PSF) ------UNIFORM (K/FT)------ --------CONCENTRATED (KIPS)------- - NUMBER ADL LL DL ADL PREST LL DIST DL ADL PREST LL CANT-1 1 2 3 CANT-2 .0 210.0 210.0 210.0 .0 .0 180.0 180.0 180.0 .0 .000 .650 1.525 .650 .000 .000 .210 1..680 .210 .000 .000 .000 -9.558 .000 .000 .000 .180 1.364 .180 .000 .000 18.375 .000 18.375 .000 .000 77.200 .000 77.200 .000 .000 .000 108,800-193,138 .000 .000 108,800-183.138 .000 .000 .000 56.000 .000 56.000 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM DOT SUPPORT NUMBER 1 2 3 4 CGS AT SUPPORT 16.46 21.00 21.00 16.48 CGS AT MIDSPAN 16.48 2.00 8.00 2.00 16.48 INTERMEDIATE CGS .00 .00 .00 EFF. FORCE (KIPS) .001206.00 804.,001206,00 .00 Schemmer Consulting Group 9/12/18 148 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 30x24 Podium B/2-6 PT Beams 8/12/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD LOAD DL STRESS NET NEG. POS 1 1 TOP BOT .00 -163.38 .00 -200.77 290.74 .00 .00 153.53 .00 -104.24 2 2 TOP BOT .00 105.69 .00 131.77 -121.19 .00 .00 -26.41 .00 .00 3 TOP .00 .00 .00 .00 .00 3 BOT -105.69 -131.77 121.19 26.41 -63.61 4 4 TOP BOT .00 163.38 .00 200.77 -290.74 .00 .00 -153.53 .00 .00 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -129.68 .00 -162.19 .00 234.48 .00 125.71 -83.78 .00 2 2 LEFT RIGHT -326.44 -249.69 -399.67 -300.05 818.05 683.87 563.24 495.73 -223.62 -172.99 3 3 LEFT RIGHT -249.69 -328.44 -300.05 -399. 67 663.67 818.05 495.73 563.24 -172.99 -223.62 4 4 LEFT RIGHT -129.68 .00 -162.19 .00 234 .46 .00 125.71 .00 -83.78 .00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** 1 2 3 MSPAN MSPAN MSPAN 552.13 -125.74 552.13 710.49 -163.49 710.49 -1087.64 -93.04 -1087.64 -633.40 -227.15 -633.40 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** NET FINAL NEG. POS NET ULTIMATE 1.ODL+0.25LL NEG. POS. NEG. POS. .00 .00 -177.64 .00 -73.41 .00 .00 -603.75 -436.97 .00 .00 63.61 116.27 .00 179.88 .00 .00 284.95 386.72 .00 .00 .00 -179.86 .00 -116.27 .00 .00 -386.72 -264.95 .00 .00 104.24 73.41 .00 177.64 .00 .00 436.97 603.75 .00 00 .00 .00 .00 .00 .00 .00 00 -141.37 -57.58 -465.14 -350.47 -300.49 -292.06 00 00 -133.67 -38.66 89.95 134.13 -1182.25 -899.01 -873.72 -659.68 -752.65 -569.26 -728.10 -549.74 00 00 -38.86 -133.67 134.13 89.95 -899.01 -1182.25 -659.68 -873.72 -569.26 -752.65 -549.74 -728.10 00 00 -141.37 .00 -57.58 .00 -465.14 .00 -350.47 � .00 -300.49 � .00 -292.06 .00 00 367.76 174.96 542.74 1515.14 2137.88 1262.62 1376.50 00 -62.12-382.27-444.40-347.08-409.02-289.23-261.04 00 367.76 174.98 542.74 1515.14 2137.88 1262.62 1376.50 DISTANCE NET FINAL DISTANCE NET ULTIMATE DISTANCE 1.ODL+0.25LL 1 18.36 2 13.50 3 16.38 542.74 -444.40 542.74 18.38 13.50 18.38 2137.88 -409.02 2137.88 18.38 13.50 18.38 1376.50 -281.04 1376.50 Schemmer Consulting Group 9/12/18 149 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 30x24 Podium B/2-6 PT Beams 8/12/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR. REQUIRED(IN2) REBAR LENGTH AND AREA CMP COMPR STRESSES STRESSES MOM CAP ULT UBC SECTIONS BLK REBAR TOP BOT TOP HOT (K-FT) MOMT 2618(i) 2618(j) FT IN2 FT IN2 (IN) (IN2) ***** AT SUPPORT ***** SUPPORT TOP SPAN 1 1 2 2 LEFT RIGHT LEFT RIGHT -547. -547. -686. -241, -1171, 821. -1096. 657. -502. -502. -345. -845. -354. -826. -459. -596. 1284,66 1284,66 1740,13 1740.13 .00 .00 _ ,00 .00 2,87 7,51 10.3 16.7 2,87 7,51 .0 17.6 .00 1,30 9.70 11,57 .00 .00 3 3 LEFT RIGHT -1096, 657. -1171, 821, -459. -596. -354. -826. 1740.13 1740.13 .00 .00 7.51 16.7 7,51 12.8 1.88 11,57 .00 4 LEFT -686. -241. -345. -845. 1284,66 4 RIGHT -547. -547. -502, -502. 1284.66 .00 .00 2,87 10.3 2,87 17.6 1.30 9.70 .00 ***** AT MIDSPAN ***** 1 MSPAN 155, -2086, -1103, 817. 2356.68 2 MSPAN -113, -916. 158, -1414. 1160.83 3 MSPAN 155. -2086, -1103. 817. 2356,68 *** TRANSFER STRESS EXCEEDS COMPRESSION LIMIT ***** AT MAXIMUM LOCATION ***** 1 2 3 MAX MAX MAX -1103, 817, 158. -1414, -1103, 817, 2356,68 1160,83 2356,68 .00 .00 .00 .00 .00 .00 13.09 3.90 13,09 14.1 10.2 14.1 6,55 1,95 6,55 35.3 25.5 35.3 6.55 1,95 6,55 2,82 1,54 2,82 .00 000 000 AVERAGE REBAR WEIGHT (LB/FT) = 36.52 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 518,98 6.0 3.7 2 53.33 6.0 18.0 3 518,98 6.0 2.4 6.0 6.0 6.0 4.1 24.0 2.6 11.3 1.5 11.3 2.8 24.0 2.8 6.0 6.0 6.0 2.6 24.0 4.1 6.0 6.0 6.0 2.4 18.0 3.7 AVERAGE WEIGHT OF TIES (LB/FT) = 10,70 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 18.38 2 13.50 3 18,38 _____DEAD LOAD______ ______DL + ADL_______ I-EFF(IN4) DEFL(IN) 61425.7 .111 81425.7 -. 119 81425.7 .ill -DL + ADL + LL- I-EFF(IN4) DEFL (IN) 81425.7 .363 81425.7 -.102 81425.7 .363 Schemmer Consulting Group 9/12/18 150 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 24x24 Podium C/2-6 PT Beams NUMBER OF BAYS = 3 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KS I) = 5.00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3.D0 CONCRETE WEIGHT(PCF) = 150.00 TOP POST -TENSION COVER(IN) = 2.50 BOTTOM POST -TENSION COVER (IN) = 1.50 STRAND DIAMETER(IN) = 1.00 TOP REBAR COVER(IN) = 2.50 BOTTOM REBAR COVER(IN) = 2.50 REBAR YIELD STRENGTH (KSI) = 60.00 LIVE LOAD REDUCTION LIMIT = .40 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 1.00, .000 4.00 1.50 2 10.50 .469 4.00 1.50 3 1.00 .000 4.00 1.50 4 10.50 .469 4.00 1.50 5 1.00 .000 4.00 1.50 6 10.50 .469 4.00 1.50 7 1.00 .000 4.00 1.50 8 10.50 .469 4.00 1.50 8 /12/18 ***** BEAM PROPERTIES ***** NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH CANT-1 1 (FT) .00 36.75 (FT4) 2.27 2.27 (IN) 15.57 15.57 (IN) 24.00 24.00 (IN) 84.00 84.00 (IN) 10.00 10.00 (IN) 24.00 24.00 (IN3,) 5581.97 5581.97 (IN3) 3021.43 3021.43 (FT) 13.25 13.25 2 27.00 2.27 15.57 24.00 84.00 10.00 24.00 5581. 97 3021.43 13.25 3 36.75 2.27 15.57 24.00 84.00 10.00 24.00 5581.97 3021.43 13.25 CANT-2 .00 2.27 15.57 24.00 84.00 10.00 24.00 5581.97 3021.43 13.25 ***** BEAM LOADS ***** UNIFORM (PSF) NUMBER ADL LL CANT-1 .0 .0 1 210.0 180.0 2 210.0 180.0 3 210.0 180.0 CANT-2 .0 .0 ------UNIFORM (K/FT)------ DL ADL PREST LL . 000 .000 .000 .000 2.006 2.783 -3.876 1.742 2.006 2.783 -4.653 1.989 2.006 2.783 -3.878 1.742 . 000 .000 .000 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM BOT SUPPORT NUMBER 1 2 3 4 CGS AT SUPPORT 15.57 21.00 21.00 15.57 CGS AT MIDSPAN 15.57 2.00 10.00 2.00 15.57 INTERMEDIATE CGS EFF. FORCE (KIPS) .00 .00 482.40 .00 .00 482.40 482.40 .00 --------CONCENTRATED (KIPS)-------- DIST DL ADL PREST LL . 000 .000 .000 .000 .000 . 000 .000 .000 .000 .000 . 000 .000 .000 .000 .000 . 000 .000 .000 .000 .000 . 000 .000 .000 .000 .000 9/12/18 Schemmer Consulting Group 151 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium C/2-6 PT Beams 8/12/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD LOAD DL STRESS NET NEG. POS 1 1 TOP BOT .00 -110.53 .00 -153.29 208.14 .00 116.35 .00 .00 -94.58 2 2 TOP DOT .00 54.26 .00 75.26 -85.92 .00 -39.39 .00 .00 .00 3 3 TOP BOT .00 -54.26 .00 -75.26 85.92 .00 39.39 .00 .00 -42.32 4 4 TOP DOT .00 110.53 .00 153.29 -208.14 :00 -116.35 .00 .00 .00 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT -85.62 .00 .00 -119.03 .00 160.96 .00 89.62 -73.28 .00 2 2 LEFT RIGHT -197.72 -153.17 -274.22 -212.44 404.02 327.85 242.66 204.19 -177.21 -141.04 3 3 LEFT RIGHT -153.17 -197.72 -212.44 -274.22 327.85 404.02 204.19 242.66 -141.04 -177.21 4 4 LEFT RIGHT -85.82 .00 -119.03 .00 160.96 .00 89.62 .00 -73.28 .00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** NET FINAL NET ULTIMATE 1.ODL+0.25LL NEG. POS. NEG, POS. NEG. POS. .00 .00 -150.26-55.68 .00 .00 -467.91 .00 -316.58 :00 .00 42.32 43.60 .00 85.92 .00 155.42 .00 223.13 .00 .00 .00 -85.92 .00 -43.60 .00 -223.13 .00 -155.42 .00 .00 94.58 55,68 .00 150.26 .00 316.58 .00 467.91 too 00 00 .00 -117.17 .00 -43.89 .00 -348.54 -245.82 .00 .00 -214 .24 .00 -204.85 00 00 -245.13 -178.80 -67.91 -37.75 -815.86 -637.83 -566.32 -438.73 -495.59 -384.84 -471.93 -365.61 00 00 -178.80 -245.13 -37.75 -67.91 -637.83 -815.86 -438.73 -566.32 -384.84 -495.59 -365.61 -471.93 00 00 -117.17 too -43.89 .00 -348.54 too -245.82 .00 -214.24 .00 -204.85 .00 1 2 3 MSPAN MSPAN MSPAN 169.84 9.90 169.8.4 235.56 13.73 235.56 -319.84-178.79 -66.56 -62.67 -319.84-178.79 .00 145.34 .00 20.59 .00 145.34 85.55 -42.95 85.55 230.90 -22.36 230.90 486.48 28.35 486.48 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** DISTANCE NET FINAL DISTANCE NET ULTIMATE DISTANCE 1.ODL+0.25LL 1 2 3 17.01 13.50 19.74 233.38 -22.36 233.38 16.82 13.50 19.93 753.58 87.88 753.58 16.85 13.50 19.90 462.62 44.81 462.62 Schemmer Consulting Group 743.28 87.88 405.40 23.63 456.52 44.81 743.28 405.4O 456.52 9/12/18 152 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 24x24 Podium C/2-6 PT Beams 8/12./18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) REBAR STRESSES STRESSES MOM CAP ULT UBC SECTIONS TOP ROT TOP ROT (K-FT) MOMT 2618(i) 2618(j) ***** AT SUPPORT ***** 1 LEFT -447. -447. -410. -410. 516.80 1 RIGHT -640. -91. -158. -876. 516.80 .00 .00 2.05 2 LEFT -969. 517. 117. -1384. 740.87 2 RIGHT -886. 364. -26. -1120. 740.87 1.04 .00 4.94 3 LEFT -886. 364. -26. -1120. 740.87 3 RIGHT -969. 517. 117. -1384. 740.87 1.04 .00 4.94 4 LEFT -640. -91. -158. -876. 516.80 4 RIGHT -447. -447. -410. -410. 516.80 .00 .00 2.05 ***** AT MIDSPAN ***** 1 MSPAN -63. -1157. -907. 507. 960.01 2 MSPAN -312. -696. -362. -499. 565.80 3 MSPAN -63. -1157. -907. 507. 960.01 ***** AT MAXIMUM LOCATION ***** 1 MAX -912. 517. 954.99 .00 .00 4.38 2 MAX -362. -499. 565.80 .00 .00 1.87 10 AVERAGE REBAR WEIGHT (LB/FT) = 16.77 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO, 3 ZONE NO. 3 ZONE NO, 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 220.04 6.0 3.4 6.0 9.1 11.3 24.0 6.0 4.9 6.0 2.6 2 105.35 6.0 4.8 6.0 24.0 1.5 24.0 6.0 24.0 6.0 4.8 3 220.04 6.0 2.6 6.0 4.9 11.3 24.0 6.0 9.1 6.0 3.4 AVERAGE WEIGHT OF TIES (LB/FT) = 5.35 ***** IMMEDIATE SPAN DEFLECTIONS ***** N 1 16.82 2 13.50 3 19.93 ------DEAD LOAD -DL + ADL------- ----DL + ADL + LL---- 9/12/18 Schemmer Consulting Group 153 of 331 SCHEMMER CONSIILTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium C/2-6 PT Seams NUMBER OF BAYS = 3 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3.00 CONCRETE WEIGHT(PCF) = 150.00 TOP POST -TENSION COVER(IN) = 2.50 BOTTOM POST -TENSION COVER(IN) = 1.50 STRAND DIAMETER(IN) = 1.00 TOP REBAR COVER(IN) = 2.50 BOTTOM REBAR COVER(IN) = 2.50 REBAR YIELD STRENGTH(KSI) = 60.00 LIVE LOAD REDUCTION LIMIT = .40 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SRIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 2 3 1.00 10.50 1.00 .000 .469 .000 4.00 4.00 4.00 1.50 1.50 1.50 4 5 10.50 1.00 .469 .000 4.00 4.00 1.50 1.50 6 7 8 10.50 1.00 10.50 .469 .000 .469 4.00 4.00 4.00 1.50 1.50 1.50 ***** BEAM PROPERTIES ***** NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (FT) (FT4) (IN) (IN) (IN) (IN) (IN) (ZN3) (IN3) (FT) CANT-1 1 2 3 CANT-2 .00 36.75 27.00 36.75 .00 2.27 2.27 2.27 2..27 2:27 15.57 15.57 15.57 15.57 15.57 24.00 24.00 24.00 24.00 24.00 84.00 84.00 84.00 84.00 84.00 10.00 10..00 10.00 10.00 10.00 24.00 24.00 24.00 24.00 24.00 5581,97 5581,97 5581.97 5581.97 5581,97 3021,43 3021.43 3021.43 3021,43 3021.43 .75 .75 .75 .75 .75 ***** BEAM LOADS ***** UNIFORM (PSF) ------UNIFORM (K/FT)------ --------CONCENTRATED (RIPS)------- - NUMBER ADL LL DL ADL PREST LL DZST DL ADL PREST LL CANT-1 1 2 3 CANT-2 .0 210.0 210.0 210.0 .0 .0 180.0 180.0 180.0 .0 .000 .444 .444 .444 .000 .000 - .157 .157 .157 .000 .000 -4.740 -5.931 -4.740 .000 .000 .135 .135 .135 .000 .000 18.375 13.500 18.375 .000 .000 36.000 26.400 36.000 .000 .000 51.200 37.600 51.200 .000 .000 .000 .000 .000 .000 .000 26.300 19.300 26.300 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM DOT SUPPORT NUMBER 1 2 3 4 CGS AT SUPPORT CGS AT MIDSPAN INTERMEDIATE CGS EFF. FORCE (KIPS) 15.57 21.00 15.57 2.00 10.00 .00 .00 .00 589.60 589.60 21.00 2. .00 589.60 15.57 00 15.57 .00 Schemmer Consulting Group 9/12/18 154 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 24x24 Podium C/2-6 PT Beams 6/12/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD NET FINAL NET ULTIMATE 1.ODL+0.25LL LOAD DL STRESS NET NEG. POS. NEG. POS. NEG. POS. NEG. POS. 1 TOP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 BOT -105.41 -123.81 254.40 171.88 -66.58 .00 -41.41 25.17 -361.60 -275.07 �i, 2 2 TOP BOT .00 51.80 .00 60.80 .00 -105. 01 .00 -62.67 .00 .00 .00 32.71 7.58 .00 .00 40.29 .00 _135.11 187.45 .00 �, 3 TOP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 BOT -51.80 -60.80 105. 01 62.67 -32.71 .00 -40.29 -7.58 -187.45 -135.11 ' �� 4 TOP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 �j 4 SOT 105.41 123.81 -254.40 -171.88 .00 66.58 -25.17 41.41 275.07 381.60 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -88.19 .00 -105.15 .00 196.73 .00 126.24 -56.33 .00 .00 .00 -52.94 .00 .00 3.39 .00 -309.25 -232.. .00 01 -199.13 .00 .00 -193.34 I 2 2 LEFT RIGHT -194.82 -150.51 -230.46 -178.01 493.60 400.71 343.43 286.26 -123.70 -95.54 .00 .00 -55.18 -23.35 68. 72.19 52 -679.92 -525.21 -510.34 -394.23 -437.96 -338.31 -425.28 -328.52 i, ', 3 LEFT -150.51 -178.01 400.71 286.26 -95.54 .00 -23.35 72.19 -525.21 -394.23 -338.31 -328.52 ' 3 RIGHT -194.82 -230.46 493.80 343.43 -123.70 .00 -55.18 68.52 -679.92 -510.34 -437.96 -425.28 ' 4 LEFT -88.19 -105.15 196.73 126.24 -56.33 .00 -52.94 3.39 -309.25 -232.01 -199.13 -193.34 4 RIGHT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** 1 2 MSPAN MSPAN 244.67 53 .86 307.86 74.49 -390.92 -81.37 -161.43 -34.84 .00 .00 162.72 38.47 161.61 46.98 324.33 85.45 663.03 154.02 943.99 552.53 606.48 237.45 128.35 152.06 3 MSPAN 244.67 307.86 -390.92 -181.43 .00 162.72 161.61 324 .33 663.03 943.99 552.53 606.48 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** DISTANCE NET FINAL DISTANCE NET ULTIMATE DISTANCE 1.ODL+0.25LL 1 2 18.38 13.50 324.33 85.45 18.38 13.50 943.99 237.46 18.38 13.50 606.48 152.06 3 18.38 324.33 18.38 943.99 18.36 606.48 9/12/18 Schemmer Consulting Group 155 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 24x24 Podium C/2-6 PT Beams 8/12/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) REBAR LENGTH AND AREA CMP COMPR ELK REBAR FT IN2 FT IN2 (IN) (IN2) SUPPORT 10.3 1.90 16.7 4.33 16.7 4.33 10.3 1.90 TOP SPAN 0 .00 17.6 .78 0 14.1 2.88 35 ..3 2.88 10.2 .94 25.5 .94 14.1 2.88 35.3 2.88 4 .4 89 .5 0 00 00 00 AVERAGE REBAR WEIGHT (LB/FT) = 18.10 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO, 3 ZONE NO, 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO, 3 ZONE NO, 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 141.05 6.0 11.5 6.0 14.9 11.3 8.2 6.0 7.1 6.0 6.2 2 42.29 6.0 18.0 6.0 24.0 1.5 24.0 6.0 24.0 6.0 18.0 3 141.05 6.0 6.2 6.0 7.1 11.3 8.2 6.0 14.9 6.0 11.5 AVERAGE WEIGHT OF TIES (LB/FT) = 3.18 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST (FT) 1 18.38 2 13 .50 3 18.38 ______DEAD LOAD_____ _ I -GROSS (IN4) 2-EFF (IN4) DEFL(IN) 47048.0 38288.8 -.230 47048.0 32520.5 -.009 47048.0 38288.8 -9230 ______DL + ADL_______ ----DL + ADL + LL---- Schemmer Consulting Group 9/12/18 156 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 29x24 Podium 2/A-C PT Beams NUMBER OF BAYS = 2 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3..00 CONCRETE WEIGHT(PCF) = 150.00 TOP POST -TENSION COVER(IN) = 2.50 BOTTOM POST -TENSION COVER(IN) = 2.00 STRAND DIAMETER(IN) = 1.00 TOP REBAR COVER(IN) = 2.50 BOTTOM REBAR COVER(IN) = 2.50 REBAR YIELD STRENGTH(KSI) = 60.00 LIVE LOAD REDUCTION LIMIT = .40 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) � (FT) 1 2 3 4 5 6 1.00 10.50 1.00 1.00 1.00 10.50 .000 .969 .000 .000 .000 .969 9.00 4.00 4.00 4.00 4.00 4.00 1.50 1.50 1.50 1.50 1.50 1.50 ***** BEAM PROPERTIES ***** 8/03/18 NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (FT) (FT4) (IN) (IN) (IN) (IN) (IN) (IN3) (IN3) (FT) CANT-1 1 2 CANT-2 .00 25.00 31.90 .00 2.27 2.27 2.27 2.27 15.57 15.57 15.57 15.57 24.00 24.00 24.00 24.00 89.00 84.00 89.00 89.00 10.00 10.00 10.00 10.00 24.00 24.00 24.00 24.00 5561.97 5581.97 5581.97 5581.97 3021.43 3021.43 3021.43 3021.43 9.94 9.94 9.94 9.94 ***** BEAM LOADS ***** UNIFORM (PSF) ------UNIFORM (K/FT)------ --------CONCENTRATED (KIPS) -------- NUMBER ADL LL DL ADL PREST LL DIST DL ADL PREST LL CANT-1 1 2 CANT-2 .0 210.0 210.0 .0 .0 180.0 160.0 .0 .000 1.592 1.592 .000 .000 2.087 2.087 .000 .000 -4.513 -9.005 .000 .000 1.:698 1.557 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM BOT SUPPORT NUMBER 1 2 3 CGS AT SUPPORT 15.57 21.00 15.57 CGS AT MIDSPAN 15.57 2.50 2.50 15.57 INTERMEDIATE CGS .00 .00 EFF. FORCE (KIPS) .00 268.00 375.20 .00 Schemmer Consulting Group 9/12/18 157 of 331 S CHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x29 Podium 2/A-C PT Beams 8/03/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD NET FINAL NET ULTIMATE LOAD DL STRESS NET NEG. POS. NEG. POS. NEG, POS 1 1 TOP BOT .00 -20.73 .00 -27.17 .00 64.71 .00 49.81 .00 -22.52 .00 .00 .00 -5.70 .00 16.82 .00 -93.51 .00 -57.47 2 2 TOP BOT .00 .00 .00 .00 .00 .00 .00 too .00 .00 .00 .00 .00 .00 .00 .00 woo .00 .00 .00 3 3 TOP BOT .00 56.10 .00 73.53 too -137.51 .00 -93.79 .00 .00 .00 54.21 .00 -7.88 .00 46.34 .00 155.56 .00 242.30 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -9.95 -13.09 .00 .00 33.09 .00 26.12 .00 -11.17 .00 .00 .00 -1.08 2 2 LEFT RIGHT -126.02 -123.80 -165.19 -162.27 327.99 326.65 231.49 232.25 -125.21 -123.80 too .00 -88.43 -83.22 3 3 LEFT RIGHT -39.90 .00 -52.30 .00 97.23 .00 66.09 woo -38.46 .00 .00 .00 -33.42 .00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** 1 2 MSPAN MSPAN 41.95 96.11 54.98 125.98 -130.97 -235.59 -100.81 .00 45.59 -34,04 -160.68 .00 92.89 -13.50 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** DISTANCE NET FINAL DISTANCE NET ULTIMATE DISTANCE 1 7.94 2 17.05 20.01 80.51 9.58 17.42 231.25 439.58 9.54 17.40 1.ODL+0.25LL NEG. POS. 10.10 .oa .00 -43.65 .00 -27.59 -24.75 .00 -22.99 .00 36.78 40.58 -527.79 -519.71 -349.45 -343.29 -309.61 -304.34 -291.21 -286.07 5.03 00 -165.28 .00 -110.64 .00 -97.74 .00 -92.20 .00 11.59 116.32 201.16 96.93 79.39 266.52 429.90 222.10 1.ODL+0.25LL 133.25 259.56 115.29 253.70 Schemmer Consulting Group 9/12/18 158 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 29x29 Podium 2/A-C PT Beams 8/03/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) ***** AT MIDSPAN ***** 1 MSPAN -32. -649. -253. -182. 580.91 2 MSPAN -2. -986. -490. -4. 763.54 ***** AT MAXIMUM LOCATION ***** 1 MAX -271. -148. 561.15 .00 2 MAX -492. 1. 756.83 .00 REBAR LENGTH AND AREA CMP COMPR li BLK REBAR FT IN2 FT IN2 (IN) (IN2) I SUPPORT TOP SPAN . 7.4 1.15 .0 .00 3.65 .00 14.9 3.00 11.8 .52 5.92 .00 9.0 1.15 14.9 .52 4.77 .00 00 REBAR LENGTH AND AREA CMP COMPR li BLK REBAR FT IN2 FT IN2 (IN) (IN2) I SUPPORT TOP SPAN . 7.4 1.15 .0 .00 3.65 .00 14.9 3.00 11.8 .52 5.92 .00 9.0 1.15 14.9 .52 4.77 .00 00 00 1.87 9.9 .94 23.5 .99 1.35 .00 00 2.94 12.0 1.22 29.9 1.22 1.78 .00 AVERAGE REBAR WEIGHT (LB/FT) = 9.39 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 63.42 6.0 18.0 11.5 29.0 6.0 5.8 2 101.45 6.0 4.7 6.0 15.0 5.9 24.0 6.0 24.0 6.0 7.7 AVERAGE WEIGHT OF TIES (LB/FT) = 2.85 ***** IMMEDIATE SPAN DEFLECTIONS ***** ------DEAD LOAD ------ NUMBER DIST (FT) I -GROSS (IN9) I-EFF(IN9) DEFL (IN) 1 9.58 47048.0 42539.4 -.037 2 17.42 47048.0 42433.5 -.101 ------DL + ADL------- I-EFF(IN9) DEFL (IN) 47048.0 -.014 47048.0 -.008 ----DL + ADL + LL---- I-EFF (IN4) DEFL (IN) 97048.0 .003 ; 47048.0 .054 Schemmer Consulting Group 9/12/18 159 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 30x29 Podium 3/A-C PT Beams 8/03/16 NUMBER OF BAYS = 2 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) _ 5 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM Llvaj LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT9) (FT) 1 2 3 4 5 6 1.00 10.50 1..00 1.00 1.00 10.50 .000 .469 .000 .000 .000 .469 4.00 4.00 4.00 4.00 4.00 4.00 1.50 1.50 1.50 1.50 1.50 1950 ***** SEAM PROPERTIES ***** NUMBER CANT-1 1 2 CANT-2 LENGTH (FT) .00 25.00 31.90 .00 M INER (FT9) 3.48 3.48 3.48 3.48 CGC (IN) 16.83 16.83 16.83 16.83 DEPTH (IN) 24.00 24.00 24.00 24.00 FLANGE (IN) 190.00 190.00 190.00 190.00 SLAB (IN) 10.00 10.00 10.00 10.00 WEB (IN) 30.00 30.00 30.00 30.00 ST (IN3) 10069.75 10069.75 10069.75 10069675 SB (IN3) 4292.02 4292,02 4292,02 4292,02 TRIB WIDTH (FT) 18.38 18.38 18.38 18.38 ***** BEAM LOADS ***** UNIFORM (PS F) ------UNIFORM (K/FT)------ --------CONCENTRATED (KIPS) -------- NUMBER ADL LL DL ADL PREST LL DIST DL ADL PREST LL CANT-1 .0 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 .0 210.0 180.0 2.734 3.859 -5.631 2.489 .000 .000 .000 .000 .000 2 210.0 180.0 2.734 3.859 -5.056 2.178 .000 .000 .000 .000 .000 CANT-2 .0 .0 .000 .000 .000 .000 .000 .000 .000 .000 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM BOT SUPPORT NUMBER 1 2 3 CGS AT SUPPORT 16.83 21.00 16.83 CGS AT MIDSPAN 16.83 2.50 2.50 16.83 INTERMEDIATE CGS .00 .00 EFF. FORCE (KIPS) .00 321.60 455.60 .00 Schemmer Consulting Group 9/12/18 160 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 30x29 Podium 3/A-C PT Beams 8/03/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD NET FINAL NET ULTIMATE LOAD DL STRESS NET NEG. POS. NEG. POS. NEG. POS 1 1 TOP BOT .00 -25.59 .00 -36.11 .00 58.00 .00 37.63 .00 -26.17 .00 .00 .00 -29.87 .00 -3.71 .00 -115.91 .00 -79.05 2 2 TOP SOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .DO .00 .00 .00 .00 .00 .00 .00 .00 3 3 TOP BOT .00 72.95 .00 102.95 .00 -131.69 .00 -70.59 .00 .00 .00 56.36 .00 99.22 .00 100.57 .00 211.09 .00 301.26 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -7.65 .00 -10.79 .00 19.83 13.97 .00 .00 -9.17 2 2 LEFT RIGHT -224.54 -220".52 -316.87 -311.20 428.18 425.69 242.18 243.98 -185.65 -185.33 3 3 LEFT RIGHT -95.91 .00 -64.78 .00 82.19 .00 93.68 .00 -35.10 .00 l.ODL+0.25LL NEG. POS. 00 00 .00 -7.78 .00 1.39 .00 -35.33 -22.13 .00 .00 -19.90 .00 -18.49 00 00 -299.09 -291.37 -113.23 -106.09 -909.19 -897.21 -649.70 -636.07 -564.37 -554.93 -591.42 -531.72 00 00 -63.60 .00 -28.50 .00 -181.42 .00 -132.82 .00 -119.68 .00 -110.69 .00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** 1 MSPAN 72.66 102.59 -169.68 -106.84 .00 79.30 2 MSPAN 172.36 243.23 -311.12 -166.77 .00 133.15 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** DISTANCE NET FINAL DISTANCE NET ULTIMATE 1 8.91 107.08 9.37 906.93 2 17.75 245.42 17.80 759.36 10.52 89.82 210.29 346.80 104.46 237.61 998.70 734.21 DISTANCE 1.ODL+0.25LL 9.29 293.15 17.76 978.01 175.20 205.95 415.58 462.82 Schemmer Consulting Group 9/12/18 161 of 331 SCHE[IIIER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 30x24 Podium 3/A-C PT Beams 8/03/16 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) REBAR LENGTH AND AREA CMP COMPR STRESSES STRESSES MOM CAP ULT UBC SECTIONS BLK REBAR TOP HOT TOP HOT (K-FT) MOMT 2618(i) 2618(j) FT IN2 FT IN2 (IN) (IN2) ***** AT SUPPORT ***** SUPPORT TOP SPAN 1 1 2 2 3 3 LEFT RIGHT LEFT RIGHT LEFT RIGHT -151. -168. -503. -504. -266. -214. -151. -112. 463. 467, -92. -214, -139. -129. 160. 151, -121. -196. -139. -160. -1033. -1011. -374. -196. 423.64 423.64 734.08 734.08 566.67 566.67 .00 2.30 .00 .00 .00 .00 1,44 5,59 1944 7.4 19.9 9.0 1,44 5.59 1.44 11.8 14.9 .0 .00 .88 .88 3,56 6,68 4.67 .00 .00 .00 ***** AT MIDSPAN ***** 1 2 MSPAN MSPAN -24. -15. -450. -680. -240. -480. 99. 468. 705.16 993.60 ***** AT MAXIMUM LOCATION ***** 1 2 MAX MAX -266. -489. 161. 490. 675.38 981.52 .00 .00 .00 .00 3.83 4.48 9.4 12.0 1.91 2.24 23.5 29.9 1.91 2.24 .83 loll .00 .00 AVERAGE REBAR WEIGHT (LB/FT) = 16.89 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 9-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO, 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 175.91 6.0 8.3 2 234.28 6.0 2.3 11.5 7.6 6.0 4.9 6.0 5.9 2.6 29.0 6.0 24.0 6.0 3.6 AVERAGE WEIGHT OF TIES (LB/FT) = 7.08 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 9.37 2 17,80 ------DEAD LOAD ------ I -GROSS (IN4) I-EFF(IN4) DEFL (IN) 72224.9 72224.9 -.023 72224.9 7222494 -.060 ------DL + ADL------- I-EFF (IN4) DEFL (IN) 72224.4 .001 72 22494 .047 ----DL + ADL + LL---- I-EFF(IN4) DEFL (IN) 72224.4 .020 72224.4 .105 9/12/18 Schemmer Consulting Group 162 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium 4/A-C PT Beams NUMBER OF BAYS = 2 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1.09 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3.00 CONCRETE WEIGHT(PCF) = 150.00 TOP POST -TENSION COVER(IN) = 2.50 BOTTOM POST -TENSION COVER(IN) = 2.00 STRAND DIAMETER(IN) = 1.00 TOP REBAR COVER(IN) = 2.50 BOTTOM REBAR COVER(IN) = 2.50 REBAR YIELD STRENGTH(KSI) = 60.00 LIVE LOAD REDUCTION LIMIT = .40 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 1.00 .000 4.00 1.50 2 10.50 .469 4.00 1.50 3 1.00 .000 4.00 1.50 4 1.00 .000 4.00 1.50 5 1.00 .000 4.00 1.50 6 10.50 .469 4.00 1.50 9/03/18 ***** BEAM PROPERTIES ***** NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (FT) (FT4) (IN) (IN) (IN) (IN) (IN) (IN3) (IN3) (FT) CANT-1 1 2 CANT-2 .00 25.00 31.40 .00 2.27 2.27 2.27 2.27 15.57 15.57 15.57 15.57 24.00 24.00 24.00 24.00 84.00 84.00 84.00 84.00 10.00 10.00 10.00 10.00 24.00 24.00 24.00 24.00 5581.97 5581.97 5581.97 5581.97 3021943 3021.43 3021.43 3021,43 15.94 15.94 15.94 15.94 ***** BEAM LOADS ***** UNIFORM (PS F) ------UNIFORM (K/FT)------ --------CONCENTRATED (KIPS) ---=---- NUMBER ADL LL DL ADL PREST LL DIST DL ADL PREST LL cANz-1 1 2 CANT-2 .o 210.0 210.0 .0 .o 180.0 180.0 .0 .000 2.342 2.342 .000 .000 3.347 3.347 .000 .000 -4.964 -4.577 .000 .000 2.299 2.065 .000 .000 .000 28.400 .000 .000 .000 21.300 .000 .000 .000 22.600 .000 .000 .000 .000 .000 .000 .000 18.500 .000 ***** TENDON PROPERTIES ***_** TENDONS MEASURED FROM BOT SUPPORT NUMBER 1 2 3 CGS AT SUPPORT CGS AT MIDSPAN 15.57 INTERMEDIATE CGS E FF. FORCE (KIPS) 15.57 2.50 .00 .00 294.80 21.00 2.50 .00 428.80 15..57 15.57 .00 Schemmer Consulting Group 9/12/18 163 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium 4/A-C PT Beams 9/03/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD NET FINAL NET ULTIMATE LOAD DL STRESS NET NEG. POS. NEG. POS. NEG. POS 1 1 TOP BOT .00 -28.11 .00 -41.05 .00 69.16 .DO 47.27 .00 -30.61 .00 .00 .00 -30.61 .00 .00 .00 -131.98 .00 -82.99 2 2 TOP BOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 3 TOP BOT .00 104.68 .00 141.43 .00 -158.51 .00 -68.10 .00 .00 .00 90.33 .00 87.60 .00 177.93 .00 295.33 .00 439.86 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -12.69 .00 -18.85 34.74 .00 .00 25.18 .00 -19.93 2 2 LEFT RIGHT -196.93 -192.80 -277.15 -271.58 370.63 367.48 207.06 207.75 -178.52 -176.86 3 3 LEFT RIGHT -66.16 ..00 -91.79 .00 112.31 .00 56.26 .00 -56.78 .00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** l.ODL+0.25LL NEG. POS. 00 00 .00 -11.73 3.20 .00 .00 -59.27 .00 -37.85 .00 -33.86 -31.59 .00 00 00 -281.97 -273.76 -103.45 -96.90 -820.35 -806.63 -568.89 -557.26 -497.96 -488.25 -474.08 -464.38 00 00 -102.92 .00 -45.64 .00 -269.17 .00 -189.54 .00 -165.26 .00 -157.95 .00 1 2 MSPAN 56.90 MSPAN 156.26 83.07 217.82 -139.98 -95.68 -271.58-139.76 .00 61.96 .00 139.72 -.O1 102.50 61.96 167.97 265.43 139.97 166.54 237.21 496.69 686.85 374.08 921.37 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** 1 2 DISTANCE 8.70 18.98 NET FINAL 83.82 254.32 DISTANCE 9.42 18.09 NET ULTIMATE 335.35 715.67 DISTANCE 9.35 18.03 1.ODL+0.25LL 197.67 438.20 Schemmer Consulting Group 9/12/18 164 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS 'Q' St Hotel, 24x24 Podium 4/A-C PT Beams 9/03/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED (IN2) REBAR LENGTH AND AREA CMP COMPR STRESSES STRESSES MOM CAP ULT UBC SECTIONS BLK REBAR TOP BOT TOP BOT (K-FT) MOMT 2618 (i) 2618 (j) FT IN2 FT IN2 (IN) (IN2) ***** AT SUPPORT ***** SUPPORT TOP SPAN 1 1 2 2 3 3 LEFT RIGHT LEFT RIGHT LEFT RIGHT -273. -273. -327. -173. -843. 425. -844. 928. -518. -179. -397. -397. -251. -251. -225. -297. 242. -1485. 224. -1452. -144. -771. -365. -365. 397.23 397.23 672.48 672.48 971.33 471.33 .00 2.02 .00 .00 .00 .00 1.15 4.97 1.57 7.4 19.9 9.0 1.15 4.97 1.57 .0 11.8 14.9 .00 .77 .82 3.93 7.64 5.58 .00 .00 .00 ***** AT MIDSPAN ***** 1 MSPAN -68. -653. -384. -5. 633.76 2 MSPAN -97. -953. -875. 578. 849.21 ***** AT MAXIMUM LOCATION ***** 1 MAX -431. 82. 604.79 .00 .00 1.67 9.9 .99 23.5 .94 1.44 2 MAX -911. 695. 834.99 .00 .00 9.19 12.0 2.07 29.9 2.07 2.22 AVERAGE REBAR WEIGHT (LB/FT) = 13.80 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE 1-- ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ,WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) {FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 153.05 6.0 7.8 2 261.38 6.0 2.3 11.5 6.0 7.5 4.7 6.0 5.9 2.8 24.0 6.0 24.0 6.0 1.8 AVERAGE WEIGHT OF TIES (LB/FT) = 7.16 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 9.92 2 18.09 ------DEAD LOAD------ I-GROSS(IN4) I-EFF(IN4) DEFL(IN) 47048.0 47048.0 -.032 47096.0 96783.7 -.070 ------DL + ADL------- I-EFF(IN9) DEFL (IN) 97098.0 -.002 97048.0 .079 ----DL + ADL + LL---- I-EFF(IN4) DEFL(IN) 97098.0 .022 41956.3 .203 Schemmer Consulting Group 9/12/13 165 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x29 Podium 4.5/A-C PT Beams NUMBER OF BAYS = 2 DL ULT FACTOR = 1.20 LL ULT FACTOR = 1.60 PREST TRANSFER RATIO = 1909 ECOL/EBEAM = 1.00 REDISTRIBUTION FACTOR = .96 ULTIMATE CONCRETE STRENGTH(KSI) = 5.00 CONCRETE STRENGTH AT TRANSFER(KSI) = 3.00 CONCRETE WEIGHT(PCF) = 150.00 TOP POST -TENSION COVER(IN) = 2.50 BOTTOM POST -TENSION COVER(IN) = 2.00 STRAND DIAMETER(IN) = 1.00 TOP REBAR COVER(IN) = 2.50 BOTTOM REBAR COVER(IN) = 2.50 REBAR YIELD STRENGTH(KSI) = 60.00 LIVE LOAD REDUCTION LIMIT = .40 CONCENTRATED LIVE LOAD 0 PERCENT SKIPPED UNIFORM LIVE LOAD 0 PERCENT SKIPPED TENDONS SUPPORTED AT COLUMN CENTER LINE ***** COLUMN PROPERTIES ***** NUMBER LENGTH M INER STIFF WIDTH (FT) (FT4) (FT) 1 1.00 .000 4.00 1950 2 10.50 .469 9.00 1.50 3 1.00 .000 4.00 1.50 4 1000 .000 4.00 1.50 5 1.00 .000 4.00 1.50 6 10.50 .469 4.00 1.50 ***** BEAM PROPERTIES ***** 9/03/18 NUMBER LENGTH M INER CGC DEPTH FLANGE SLAB WEB ST SB TRIB WIDTH (ET) (FT4) (IN) (IN) (IN) (IN) (IN) (IN3) (IN3) (FT) CANT-1 2.61 15.00 24.00 84.00 10.00 30.00 6020.00 3612.00 13.50 1 .00 25.00 2.61 15.00 24.00 84.00 10.00 30.00 6020.00 3612.00 13.50 2 28.40 2.61 15.00 24.00 84.00 10.00 30.00 6020.00 3612,00 13.50 CANT-2 .00 2.61 15.00 24.00 84.00 10.00 30.00 6020.00 3612.00 13.50 ***** BEAM LOADS ***** UNIFORM (PSF) ------UNIFORM (K/FT)------ --------CONCENTRATED -- UMBER NUMBER ADL LL DL ADL PREST LL DIST DL ADL PREST LL CANT-1 1 2 CANT-2 .0 210.0 210.0 .0 .0 180.0 180.0 .0 .000 2.125 2.125 .000 .000 2.835 2.835 .000 .000 -3.545 -4.464 .000 .000 2.066 1.976 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 ***** TENDON PROPERTIES ***** TENDONS MEASURED FROM HOT SUPPORT NUMBER CGS AT SUPPORT CGS AT MIDS PAN INTERMEDIATE CGS EFF. FORCE (KIPS) l 15.00 21 15.00 2.50 .00 .00 214.40 2 3 .00 15.00 2.50 15.00 .00 348.40 .00 Schemmer Consulting Group 9/12/18 166 of 331 SCHENA7ER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS Hotel, 24x24 Podium 4.5/A-C PT Beams 9/03/18 ***** COLUMN MOMENTS (K-FT) ***** DEAD ADDED PRE- TRANS LIVE LOAD NET FINAL LOAD DL STRESS NET NEG, POS. NEG. POS 1 1 TOP BOT .00 -29.15 .00 -38.89 .00 40.69 .00 15.20 .00 -29.11 2 2 TOP BOT .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 3 TOP BOT .00 50.51 .00, 67.39 .00 -112.07 .00 -71.64 .00 .00 ***** BEAM MOMENTS AT SUPPORT (K-FT) ***** 1 1 LEFT RIGHT .00 -19.10 .00 -18.81 .00 17.13 .00 4.57 .00 -14.32 2 2 LEFT RIGHT -147.82 -146.18 -197.21 -195.02 288.76 277.63 166.93 156.44 -139.58 -138.81 3 3 LEFT RIGHT -31.67 .00 -42.25 .00 71.53 .00 46.30 .00 -28.97 .00 NET ULTIMATE 1.ODL+0.25LL NEG. POS. NEG. POS. .00 00 .00 -56.46 .00 -27.35 .00 -128.22 .00 -81.65 00 00 .00 .00 .00 .00 .00 .00 .00 .00 00 46.40 .00 5.83 .00 52.22 .00 141.48 .00 215.71 00 00 .00 -30.10 .00 -15.77 .00 -59.90 -39.46 .00 .00 -35.02 .00 -32.90 00 00 -195.85 -202.38 -56.27 -63.58 -611.86 -606.28 -414.03 -409.45 -364.72 -360.87 -345.02 -341.21 00 00 -31.35 000 -2.39 .00 -129.65 .00 -88.70 .00 -77.91 .00 -73.92 _00 ***** BEAM MOMENTS AT MIDSPAN (K-FT) ***** 1 MSPAN 65.74 87.70 -91.76 -34.28 .00 65.63 2 MSPAN 103.28 137.79 -229.15 -146.49 .00 94.87 ***** MAXIMUM POSITIVE MOMENTS ON SPAN (K-FT) ***** DISTANCE NET FINAL DISTANCE NET ULTIMATE 1 10.97 134.45 9.96 332.93 2 16.77 119.96 16.14 473*64 61.68 127.31 189.12 303.13 153.93 178.17 11.92 106.79 289.29 456.41 291.07 273.93 DISTANCE 1.ODL+0.25LL 9.94 196.14 16.13 284.08 Schemmer Consulting Group 9/12/18 167 of 331 SCHEMMER CONSULTING GROUP POST -TENSIONED BEAM ANALYSIS `Q' St Hotel, 29x29 Podium 4.5/A-C PT Beams 9/03/18 - STRESS INDICATES COMPRESSION (PSI) + STRESS INDICATES TENSION (PSI) TRANSFER FINAL P-T ULT REBAR REQUIRED(IN2) REBAR LENGTH AND AREA CMP COMPR STRESSES STRESSES MOM CAP ULT UBC SECTIONS BLK REBAR. TOP BOT TOP HOT (K-FT) MOMT 2618(i) 2618(j) FT IN2 FT IN2 (IN) (IN2) ***** AT SUPPORT ***** SUPPORT TOP SPAN 1 1 2 2 3 3 LEFT RIGHT LEFT RIGHT LEFT RIGHT -185. -195. -634. -613. -394. -301. -185. -170. 253. 218. -148. -301. -170. -170. -110. -270. 114. -927. 127. -949. -214. -381. -277. -277. 263.24 263.24 585.37 585.37 396.53 396.53 000 .32 .00 .00 .00 .00 1.44 3.53 1.44 7.4 14.1 8.2 1.44 3.53 1.44 .0 11.8 13.4 .00 .62 .62 2.64 4.81 3.76 .00 .00 .00 ***** AT MIDSPAN ***** 1 2 MSPAN MSPAN -117. -9. -299. -788. -424. 253. -489. 78. 467.02 720.45 ***** AT MAXIMUM LOCATION ***** 1 2 MAX MAX -438. 277.. -506. 105. 455.61 710.88 .00 .00 .00 .00 2.02 2.67 9.4 10.8 1.01 1.34 23.5 26.9 1.01 1.34 1.17 1.74 .00 .00 AVERAGE REBAR WEIGHT (LB/FT) = 10.61 ***** TIES REQUIRED ***** (ZONES NUMBERED FROM LEFT TO RIGHT) ---ZONE I— ---ZONE 2-- ---ZONE 3-- ---ZONE 4-- ---ZONE 5-- ---ZONE 6-- ---ZONE 7-- TIE ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO. 3 ZONE NO, 3 WEIGHT SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SIZE SPACE SPAN (LBS) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) (FT) (IN) 1 85.01 6.0 16.8 11.5 24.0 6.0 4.4 2 117.67 6.0 3.9 6.0 16.5 2.9 24.0 6.0 24.0 6.0 7.8 AVERAGE WEIGHT OF TIES (LB/FT) = 3.69 ***** IMMEDIATE SPAN DEFLECTIONS ***** NUMBER DIST(FT) 1 9.96 2 16.14 ------DEAD LOAD ------ I -GROSS (IN4) ------DL + ADL------- ----DL + ADL + LL---- Schemmer Consulting Group 9/12/18 168 of 331 0 N W 4i L 6 LsL'6 L'6 9L '9t L'9 L'9t ezt e'� e'z ezt 6 6 6 LE Z 94Z / yz r' Q 9'L �4d 'Qt 00 8'L -L Bl e t b'bb'b b' '4 b'b b'b bb 'b 'b x 49.3 9.A9.3 9.7 N L } 4.4 4.4 16.7 �16.7 Schemmer Consulting Group rD 0LOUau O O W 31 fY N �12118 169 of 331 0 N m M0 Z9t'0 M0 "t'0 s ero eo 00t9 SL9'0 ZG ' 9L0 moo B L'0 9fit'0 / to OU0 s Q �09000 Eb I oz'0y 6ZO F eaur W&O MWO 09A b'0 Z'9Zl'0 VOO( t'0 Gy i i I X h 0.822 0.12ED80 o.140 N 1.086 0.399 0.1440.192 7 V D D J V n n 2 L �12/18 170 of 331 Schemmer Consulting Group STABS 2016 16.2.0 STABS 2016 Shear Wall Design ACI 318-08 Pier Design Pier Details License #"19DDNUCAVF854J2 Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF LVL-2 ELDP2 -15 192 216 10 1 Material Properties E C (Ib/in2) f C (n2) Lt.Wt Factor (UnitlessI f Y (n2) fYS (n2) 4030000 5000 1 60000 60000 Design Code Parameters th v (Seismic) IP MAX IP MIN P MAX 0.9 0.65 0.75 0.6 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, in Right Xz in Right YZ in Length in Thickness in Top Leg 1 -15 84 -15 300 216 10 Bottom Leg 1 -15 84 -15 300 216 10 Flexural Design for P, Ms and Mz Station D/C Flexural P U kip M Uz kip-ft M �, kip-ft Top 0.144 DWAL5 -31.417 31.675 -198.501 Bottom 0.192 DWAL5 -146.346 -4.7691 -223,0699 Shear Design Station Location ID Rebar in2/ft Shear Combo PU kip kip-ft kip kip kip Top Leg 1 0.3 DWAL9 -23.956 -167.3333 61.23 298,822 493.222 Bottom Leg 1 0.3 DWAL9 -46.926 42.7562 60.424 295,377 489.777 Boundary Element Check (ACI 21.9.6.3, 21.9.6.4) Station Location ID Edge Length (in) Governing Combo P U kip M U kip-ft Stress Comp lb/in' Stress Limit Ib/in2 C Depth in C Limit in Top -Left Leg 1 Not Stressed DWAL1 0 0 0 0 0 0 Top -Right Leg 1 Not Stressed DWAL1 0 0 0 0 0 0 Bottom -Left Leg 1 Not Required DWAL20 86.225 -304,038 86.84 1000 24,9317 51.4286 Botttom-Right Leg 1 Not Stressed DWAL20 0 0 0 0 0 0 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 1 9/8l2018 9/12/18 171 of 331 ETABS 2016 16.2.0 ETABS 2016 Shear Wall Design ACI 318-08 Pier Design Pier Details License * 19DDNUCAVF854J2 Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF LVL-2 ELDP3 105 192 216 10 1 Material Properties E�(Ib/in2) I c(Ib/inz) Lt.WtFactor(Unitless) fY(Ib/in2) fys(Ib/in2) 4030000 5000 1 60000 I 60000 Design Code Parameters �T C v �v(S@IS1711C) IP MAX IPMIN PMAX 0.9 0.65 0.75 0.6 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in LeftY, in Right X z in Right Yz in Length in Thickness in Top Leg 105 84 105 300 216 10 Bottom Leg 105 84 105 300 216 10 Flexural Design for P, M3 and Mz Station D/C Flexural P U kip M Uz kip-ft M �, kip-ft Top 0.822 DWAL2 239.63 -781.0443 -86,2912 Bottom 0.08 DWAL9 311,585 1.1021 1457,8382 Shear Design Station Location ID Rebar in2/ft Shear Combo P U kip kip-ft kip kip kip Top Leg 1 0.3 DWAL9 208,431 -179,9027 180.801 333.68 528.08 Bottom Leg 1 0.3 DWAL10 330,665 443.4876 192,423 352,015 546,415 Boundary Element Check (ACI 21.9.6.3, 21.9.6.4) Station Location ID Edge Length (in) Governing Combo P U kip M U kip-ft Stress Comp lb/in' Stress Limit Ib/in2 C Depth in C Limit in Top —Left Leg 1 Not Required DWAL3 225,335 -197,4062 134.79 7710007552.3364 51,4286 Top —Right Leg 1 Not Required DWAL3 205,338 32,9108 100.14 51,9652 51.4286 Bottom —Left Leg 1 Not Required DWAL24 190.932 13,8498 86.26 1000 51.6978 51,4286 Botttom—Right Leg 1 Not Required DWAL24 443,028 1013,3575 361.49 1000 56,3777 51,4286 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 1 9/8/2018 9/12/18 172 of 331 ETABS 2016 16.2.0 ETABS 2016 Shear Wall Design ACI 318-08 Pier Design Pier Details License # 19DDNUCAVF854J2 Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF LVL-2 I ELBP2 1 1371,75 360 120.9 10 1 Material Properties E C (n2) f C (Ib/in2) Lt.Wt Factor (Unitless) f Y (n2) fYs (Ib/in2) 4030000 5000 1 60000 60000 Design Code Parameters T � C � v � v (Seismic) IP MAX IP MIN P MAX 0.9 0.65 0.75 0.6 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, in Right X z in Right Yz in Length in Thickness in Top Leg 1 1311.3 360 1432.2 360 120.9 10 Bottom Leg 1 1311.3 360 1432.2 360 120.9 10 Flexural Design for P, Ma and Mz Station DIC Flexural P U kip M Uz kip-ft M �s kip-ft Top 0.715 DWAL2 340,904 136,5719 -1783,2724 Bottom 0.196 DWAL5 219,946 32,6682 784,3084 Shear Design Station Location ID Rebar in2/ft Shear Combo PU kip kip-ft kip kip kip Top Leg 1 0.3 DWAL5 272,057 -1858,0516 176,583 208,522 317,332 Bottom Leg 1 0.3 DWAL5 219,946 784,3084 210,731 202.261 311,071 Boundary Element Check (ACI 21.9.6.3, 21.9.6.4) Station Location ID Edge Length (in) Governing Combo PU kip MU kip-ft Stress Comp Ib/in2 Stress Limit Ib/in2 C Depth in C Limit in Top -Left 10,4928 DWAL4 315.073 -1211.9508 857.59 1000 20,9856 28.7857 Top -Right [7Legl Not Stressed DWAL4 0 0 0 0 0 0 Bottom -Left Leg 1 Not Required DWAL7 297,954 23,5867 234.83 1000 20,5402 28,7857 Botttom-Right Leg 1 Not Required DWAL7 297.954 23.5867 258.06 1000 20.5402 28.7857 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 1 9/8/2018 9/12/18 173 of 331 ETABS 2016 16.2.0 ETABS 2016 Shear Wall Design ACI 318-08 Pier Design Pier Details License #'19DDNUCAVF854J2 Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF LVL-2 ELBP3 1432.2 252 216 10 1 Material Properties E,(Ib/in2) fC(Ib/in2) Lt.WtFactor(UnitlessI fY(Ib/in2) fYs(Ib/in2) 4030000 5000 1 60000 60000 Design Code Parameters T C v v (Seismic) IP MAX IP MIN P MAX 0.9 0.65 0.75 0.6 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, in Right Xz in Right Yz in Length in Thickness in Top Leg 1 1432.2 144 1432.2 360 216 10 Bottom Leg 1 1432.2 144 1432.2 360 216 10 Flexural Design for P, Ms and Mz Station D/C Flexural P U kip M Uz kip-ft M �, kip-ft Top 0.345 DWAL6 -255.564 -4.358 -463.9546 Bottom 0.303 DWAL6 -231,777 10,5649 -268.7706 Shear Design Station Location ID Rebar in2/ft Shear Combo PU kip kip-ft kip kip kip Top Leg 1 0.3 DWAL9 -183,479 -546.3643 58.088 274,894 469,294 Bottom Leg 1 0.3 DWAL9 -159,692 121,5954 58.088 278,462 472,862 Boundary Element Check (ACI 21.9.6.3, 21.9.6.4) Station Location ID Edge Length (in) Governing Combo P„ kip M U kip-ft Stress Comp lb/in' Stress Limit Ib/in2 C Depth in C Limit in Top -Left Leg 1 Not Stressed DWAL1 0 0 0 0 0 0 Top -Right Leg 1 Not Stressed DWAL1 0 0 0 0 0 0 Bottom -Left Leg 1 Not Stressed DWAL1 0 0 0 0 0 0 Botttom—Right Leg 1 Not Stressed DWAL1 0 0 0 0 0 0 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 1 9/8/2018 9/12118 174 of 331 ETABS 2016 16.2.0 ETABS 2016 Shear Wall Design ACI 318-08 Pier Design Pier Details License #*19DDNUCAVF854J2 Story ID Pier ID Centroid X (in) Centroid Y (in) Length (in) Thickness (in) LLRF LVL-2 ELV1P4 708 258 84 8.0004 1 Material Properties E �(Ib/in2) f (Ib/in2) Lt.Wt Factor (Unitless) fY (Iblin2) fYs (Iblin2) 4030000 5000 1 60000 60000 Design Code Parameters T � C � v � v (Seismic) IP MAX IP MIN P MAX 0.9 0.65 0.75 0.6 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station Location ID Left X, in Left Y, in Right X z in Right Yz in Length in Thickness in Top Leg 1 708 216 708 300 84 8.0004 Bottom Leg 1 708 216 708 300 84 8.0004 Flexural Design for P, M, and Mz Station D/C Flexural P U kip M uz kip-ft M �, kip-ft Top 0.479 DWAL10 31.947 0.1595 465,4217 Bottom 0.451 DWAL26 24.02 -0.2028 -419,3514 Shear Design Station Location ID Rebar in2/ft Shear Combo PU kip kip-ft kip kip kip Top Leg 1 0.24 DWAL10 31.947 465,4217 77.653 98.882 159,365 Bottom Leg 1 0.24 DWAL10 39.348 427.6113 77.653 99.992 160,475 Boundary Element Check (ACI 21.9.6.3, 21.9.6.4) Station Location ID Edge Length (in) Governing Combo PU kip MU kip-ft Stress Comp lb/in' Stress Limit Ib/in2 C Depth in C Limit in Top —Left Leg 1 Not Required DWAL7 32.222 -73.8439 142.13 1000 7.9889 20 Top —Right Leg 1 Not Required DWAL7 65.698 166,3744 309.96 1000 8.9801 20 Bottom —Left Leg 1 Not Required DWAL8 39.348 427.6113 603.95 1000 8.1999 20 Botttom—Right Leg 1 Not Required DWAL8 73.099 11,0693 122.89 1000 9.1992 20 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 1 9/8/2018 9/12/18 175 of 331 ETABS 2016 16.2.0 License # 19DDNUCAVF854J2 ETAB S 2016 Shear Wall Design ACI 318-08 Pier Design Pier Details Material Properties E,(Ib/inZ) P.(Ib/inZ) Lt.WtFactor (unitless) Iyk1b/inZ) fys(IblinZ) 4030000 5000 1 60000 60000 Design Code Parameters W T y y (.SeISmIC) IP MAX IP MIN P MAX 0.9 0.65 0.75 0.6 0.02 0.0025 0.8 Pier Leg Location, Length and Thickness Station ID Left X, Left Y, Right X z Right Yz Length Thickness Location in in in in in in Top Leg 1 708 216 798 216 90 8.0004 Bottom Leg 1 708 216 798 216 90 8.0004 Flexural Design for P, M, and Mz Station D/C Flexural P U kip M Uz kip-ft M �, kip-ft Top 0.601 DWAL9 0.872 -29,0959 291,3763 Bottom 0.435 DWAL6 -8.349 2.1515 -329,0205 Shear Design Station Location ID Rebar inZ/ft Shear Combo P„ kip kip-ft kip kip kip Top Leg 1 0.24 DWAL6 14.031 341,3099 1 44.721 95.356 160,159 Bottom Leg 1 1 0.24 DWAL6 -8.349 -329.0205 47.755 99.558 164,361 Boundary Element Check (AU 21.9.6.3, 21.9.6.4) Station ID Edge Governing P U M U Stress Comp Stress Limit C Depth C Limit Location Length (in) Combo kip kip-ft Ib/inZ Ib/inZ in in Top —Left Leg 1 Not Required DWAL24 38.603 1.8271 51.58 1000 8.2955 21.4286 Top —Right Leg 1 Not Required DWAL24 50.21 89,3205 168.97 1000 8.6441 21.4286 Bottom —Left Leg 1 Not Required DWAL16 46.74 -6.6809 72.34 1000 8.5399 21,4286 Botttom—Right Leg 1 Not Required DWAL16 46.593 5.5249 70.85 1000 8.5355 21,4286 QStHtIRSW 9-06-2018.EDB Schemmer Consulting Group Page 1 of 1 9/8/2018 9/12/18 176 of 331 Integrated building Design Software ShrwlDesign Q Street Hotel Model File: QStHtI, Revision 0 9/8/2018 9/12/18 Schemmer Consulting Group 177 of 331 Design Data 1 Design Data This chapter provides design data and results. 1.1 Shear Wall Design Table 1.1 -Shear Wall Preferences -ACI 318-08 Item Value Rebar Material A615Gr60 Rebar Shear Material % A615Gr60 Importance Factor 1 System C d 5.5 Phi (Tension) 0.9 Phi (Compression) 0.65 Phi (Shear and Torsion) 0.75 Phi (Shear Seismic) 0.6 PMax factor 0.8 # Interaction Curves 24 # interaction Points 11 Edge Design PTWax 0.06 Edge Design PC -Max 0.04 Section Design IP-Max 0.02 Section Design IPWin 0.0025 D/C Ratio Limit 0.95 9/8/2018 Table 1.2 -Shear Wall Pier Overwrites -ACI 318-08 (Part 1 of 2) EdgeBarSpc Story Pier Design LLRF (Seismic PierSecType Design/Check EndBar EdgeBar in LVL-2 ELV1P3 I Yes LVL-2 ELV1P4 I Yes Schemmer Consulting Group 1 Yes Uniform Reinforcing Section Check Page 2 of 7 #6 #6 24 9/12/18 178 of 331 Design Data 9/8/2018 Table 1.2 -Shear Wall Pier Overwrites -ACI 318-08 (Part 1 of 2, continued) Story Pier Design LLRF Seismic PierSecType Design/Check EndBar EdgeBarEdgeBarSpc in LVL-1 ELBP4 Yes 1 Yes Uniform Reinforcing Section Check #6 #6 12 LVL-1 ELBP5 Yes 1 Yes Uniform Reinforcing Section Check #6 #6 12 Table 1.2 - Shear Wall Pier Overwrites - ACI 318-08 (Part 2 of 2) Cover Material in 3 CONC5 3 CONC5 3 CONC5 3 CONC5 1.5 CONC5 3 CONC5 1.5 CONC5 1.5 CONC5 1.5 CONC5 1.5 CONC5 1 CONC5 1.5 CONC5 1.5 CONC5 1.5 CONC5 3 CONC5 3 CONC5 3 CONC5 3 CONC5 1.5 CONC5 3 CONC5 1.5 CONC5 1.5 CONC5 1.5 CONC5 1.5 CONC5 Table 1.3 - Shear Wall Spandrel Overwrites - ACI 318-08 (Part 1 of 2) LL Thick Depth Cover Cover Slab Slab Thick Story Spandrel Design reduction Seismic Length Left Left Top Bottom Width Depth Right Left Left Left Left g Factor in in in in in in in LVL-2 S1 Yes 1 Yes 52.5 10 37.5 3.75 3.75 0 0 j 10 Table 1.3 - Shear Wall Spandrel Overwrites - ACI 318-08 (Part 2 of 2) Depth Cover Cover Slab Slab Right Top Bottom Width Depth Material Consider in Right Right Right Right Vc? in in in in 37.5 3.75 3.75 0 0 CONC5 Yes Page 3 of 7 Schemmer Consulting Group 9/12/18 179 of 331 Design Data Table 1.4 - Shear Wall Pier Summary - ACI 31848 (Part 1 of 3) Pier Design Edge End spacing D/C Pier Leg Story Label StatiRebar on Type Rebar Rebar in LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL- LVL- LVL- LVL- LVL- LVL- LVL- LVL- LVL- LVL- LVL- LVL- LVL 9/8/2018 Leg X1 Leg Y1 Leg X2 in in in #6 24 0.825 Top Leg 1 708 Page 4 of 7 300 300 300 300 216 216 216 216 216 216 216 216 279 279 279 279 144 144 144 144 216 216 216 216 360 144 W 1 144 ! 300 300 340 798 798 798 798 708 708 708 708 798 798 798 1 798 798 1432.2 1432.2 1432.2 1432.2 798 798 798 798 1432.2 1432.2 1432.2 1432.2 1432I 1432.2 1432.2 1432.2 105 105 15 15 105 105 1311.3 1311.3 1311.3 i 1311.3 105 105 1311.3 9/12/18 180 of 331 Schemmer Consulting Group Design Data Table 1.4 -Shear Wall Pier Summary -ACI 318-08 (Part 1 of 3, continued) Pier Design Edge Story Label Station Type Rebar LVL-2 ELBP5 Bottom Uniform #6 LVL-1 ! ELBP5 Top Uniform #6 LVL-1 ELBP5 Bottom Uniform #6 9/8/2018 End Rebar D/C Leg X1 Leg Y1 Leg X2 in Rebar Spacing Ratio Pier Leg in in in #6 12 0.265 Bottom Leg 1 1311.3 340 1311.3 #6 12 0.19 Top Leg 1 1311.3 340 1311.3 #6 12 0.292 Bottom Leg 1 1311.3 340 1311.3 Table 1.4 -Shear Wall Pier Summary -ACI 318-08 (Part 2 of 3) Story Pier Station Leg Y2 Label in LVL-2 ' ELV1P3 Top 300 LVL-2 ELV1P3 Bottom 300 LVL-1 ELV1P3 Top 300 LVL-1 ELV1 P3 Bottom 300 LVL-2 ELV1P4 Top 300 LVL-2 ELV1P4 Bottom 300 LVL-1 ELV1 P4 Top 300 LVL-1 ELV1P4 j Bottom 300 LVL-2 ELV1P5 Top 237 LVL-2 ELV1P5 Bottom 237 LVL-1 ELV1P5 Top 237 LVL-1 ELV1P5 Bottom 237 LVL-2 ELV1P6 Top 300 LVL-2 ELV1P6 Bottom 300 LVL-1 ELV1P6 Top 300 LVL-1 ELV1P6 Bottom 300 LVL-2 ELBP1 Top 144 LVL-2 ELBP1 Bottom 144 LVL-1 ELBP1 Top 144 LVL-1 ELBP1 Bottom 144 LVL-2 ELV1P2 Top 216 LVL-2 I ELV1P2 Bottom 216 LVL-1 ELV1P2 I Top 216 LVL-1 ELV1P2I Bottom 216 LVL-2 ELBP2 Top 360 LVL-2 ELBP2 Bottom 360 LVL-1 ELBP2 Top 360 LVL-1 ELBP2 Bottom 360 LVL-2 ELBP3 Top 360 LVL-2 ELBP3 Bottom 360 LVL-1 ELBP3 Top 360 LVL-1 ELBP3 Bottom 360 LVL-2 ELDP1 Top 84 LVL-2 ELDP1 Bottom 84 LVL-2 ELDP2 Top 300 Schemmer Consulting Group Shear CompressiveCompressive C Rebar CompressiveCompressive Stress Limit Stress Limit Depth Stress Left Stress Right Left Right Left Page 5 of 7 in 28.7857 9/12/18 181 of 331 Design Data Table 1 A -Shear Wall Pier Summary -ACI 318-08 (Part 2 of 3, continued) Story Pier Label Station LVL-2 i ELDP2 � Bottom LVL-2 ELDP3 Top LVL-2 ELDP3 j Bottom LVL-2 ELBP4 Top LVL-2 ELBP4 Bottom LVL-1 ELBP4 Top LVL-1 ELBP4 Bottom LVL-2 ELDP4 Top LVL-2 ELDP4 % Bottom LVL-2 ELBP5 Top LVL-2 ELBP5 Bottom LVL-1 ELBP5 Top LVL-1 ELBP5 Bottom Schemmer Consulting Group Shear CompressiveCompressive Leg Y2 Rebar CompressiveCompressive Stress Limit Stress Limit in inz/ft Stress Left Stress Right Left Right lb/in' Win' lb/in' lb/in' 300 0.3 1 86.84 0 1000 0 300 0.3 134.79 100.14 1000 1000 300 0.3 86.26 361.49 1000 1000 300 0.3 303.59 167.37 1000 1000 300 0.3 374.17 213.77 1000 1000 300 0.3 113.7 169.68 1000 1000 300 0.3 306.82 226.66 1000 1000 300 0.67 0 1318,59 0 1000 300 0.81 1535.32 234.07 1000 1000 360 0.3 862.19 476.49 1000 1000 360 0.3 912.13 515.28 1000 1000 360 0.3 781.09 168.14 1000 1000 360 0.3 282.94 182.94 1000 1000 Table 1.4 -Shear Wall Pier Summary -ACI 318-08 (Part 3 of 3) Story LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LV L-2 LVL-2 LVL-1 LVL-1 LVL-2 LVL-2 LVL-1 LVL-1 LVL-2 Pier Station Label ELV1P3 ELV1P3 ELV1P3 ELV1P3 ELV1P4 ELV1 P4 ELV1P4 ELV1P4 ELV1P5 ELV1P5 ELV1P5 ELV1P5 Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom ELV1P6I Top ELV1P6 Bottom ELV1 P6 Top ELV1P6 Bottom ELBP1 Top ELBP1 Bottom ELBP1 Top ELBP1 Bottom ELV1P2 Top ELV1P2 Bottom ELV1P2 I Top ELV1P2 Bottom ELBP2 Top C Limit ,Boundary Boundary Right Zone Zone in Left Right in in 10.4928 Page 6 of 7 Warnings No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message C Depth Left in 12.8332 5.1259 5.8821 3.8126 9/8/2018 C Limit Leftn i 12.5 4.7619 4.7619 4.7619 9/12/18 182 of 331 Design Data Table IA - Shear Wall Pier Summary - ACI 318-08 (Part 3 of 3, continued) Sto Pier Station ry Label LVL-2 ELBP2 ', Bottom LVL-1 ELBP2 Top LVL-1 ELBP2 Bottom LVL-2 ELBP3 Top LVL-2 ELBP3 Bottom LVL-1 ELBP3 Top LVL-1 ELBP3 Bottom LVL-2 ELDP1 Top LVL-2 ELDP1 Bottom LVL-2 ELDP2 Top LVL-2 ELDP2 Bottom LVL-2 ELDP3 Top LVL-2 ELDP3 Bottom LVL-2 ELBP4 Top LVL-2 ELBP4 Bottom LVL-1 ELBP4 Top LVL-1 ELBP4 Bottom LVL-2 ELDP4 Top LVL-2 ELDP4 Bottom LVL-2 ELBP5 Top LVL-2 ELBP5 Bottom LVL-1 ELBP5 Top LVLA ELBP5 Bottom C Limit Boundary Boundary Right Zone Zone in Left Right in in 12.5 7.5832 3.1259 3.8821 1.9063 Warnings No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message No Message 9/8/2018 Table 1.5 -Shear Wall Spandrel Summary -ACI 318-08 (Part 1 of 2) Top Top Top Top Design Bottom Bottom Bottom Dottom esign Av Vert Story Spandrel Station Rebar Rebar Rebar Rebar Rebar Rebar Label in Moment Ratio Combo in 2 Ratio Combo Moment inZ/ft kip-ft kip-ft LVL-2 S1 Left 0.1 0.000331 I DWAL22-14.1314 1 0.002663 DWAL5 111.9644 0.7 LVL-2 S1 Right 2 i 0.005334 DWAL5 .-291,0972 0,009347 2.5E-05 DWAL22 1.0646 0.63 Table 1.5 - Shear Wall Spandrel Summary - ACI 318-08 (Part2 of 2) Design Diag Design Story Spandrel Station Av Horz Shear hear Av Dzag Shear Shear Warnings Errors Label in /ft Combo kip in Combo Diag. kip LVL-2 S1 Left 0.18 DWAL3 102.914 2 DWAL3 102.914 No Message No Message LVL-2 S1 Right 0.18 DWAL3 97.725 1.9 DWAL3 97.725 No Message No Message Page 7 of 7 9/12/18 183 of 331 Schemmer Consulting Group f z i lit - - -- - -11 _. IL NP -, lk - - ' Z- aw -- - IF 173 -- MORL � 4 SPOOMO 9/12/18 Schemmer Consulting Croup ,-y , 184 of 331 ---� �+c3 ax:.ntucncut SllRVEYWu 3Rt3Q1A SEect Sake Anacvr[es WA 9822I afoc 3�-2%19U06 is 7 12oa� t��� Q �5 �� N � � (rc�i SV��w = �p�s� __ t�i ► _: S C�o�v� = � `-� `� -tars.=- l 2.5 ' �r�' )� � - � o � v�a.�l ��.A�t2� t`t PS4 9L� I5 LL. r b<< ._.. S� — � �'� �(o� l fi.uJ%1��1 S �a.�n -- 4 `--c, J -�-.v� = 7 ` [bL(3 (2'�(, �'-�''2 �3.L�5"Yj�fS fit,' �'� 4V�Lk W�� �, . � u3 ��� 1 ��� 3.125x13�5 �- a�.. Ca Lo �- Cr .�_ � _ _ Vrt l ✓� C �.� v __" � _�' l�v u ��V SS �-S (`C S t � l �"o G� 5P/�.I�; 2��i fi'� �2� hex � �J 32�t Schemmer Consulting Group 9/12/18 185 of 331 wg,Sl moo it - f f r' f U MAMMA ww - - - 411.1 - -- F f `� �� 9/12/18 Schemmer Consulting ro� �' 186 of 331 '� �� Schemmer Cona.......� �. __r 9/12/18 187 of 331 SCHEMMER C(liJlR:IiAG (mmm %),c y Q���rDu Gti • "� 2.5 47" -�iccy) u.v�t�r� c�rs�t• l o � d i i 'Wall14 G-3 �Mc �G� •5 �ov Ozaototer ) Lam► '�, W.= (or l 9 w f l�r� C, 2Go i I La-S w� V,S6 �P�f C�SI. �.5 x It 4 -T r 11= !2 WAu- I C1j2 U 5� S �4� l3.5 �,00 r 4 d► SDD f l (d7ao4� @ (Tj' (urlre LSD 3 9/12/18 Schemmer Consulting Group 188 of 331 _ 'I ! ' .. ,. T� � .•K1: 1. ���. c������Oci -rw = � c� fl. � tva(( I�t=-��, .��� ' `� �,('��) Poi--� �(5 Pv =-t� u ��� � �� � '4 r-{� � � �i V V i � Sr. i �`�� :3 '�g �l Kf , _ - _ �► � � k� 5%x13.5 C-rr,-l�,.e Y�c.C�7 cm rt � r � 71P� �� r,326 Schemmer Consulting Group 9/12/18 189 of 331 Project: Q_StHotel Location: STAIR JOISTkw 6 O.C. Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 105INx7.25INx5.0FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 106.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U2710 Dead Load 0.01 in Total Load 0.03 IN U1910 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 300 lb 300 lb Dead Load 126 lb 126 lb Total Load 426 lb 426 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1005 psi Cd=1.00 CI=0.99 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. J- to Grain: Fc -1= 625 psi Fc - t' = 625 psi Controlling Moment: 532 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 426 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo' d Provided 6.35 in3 13.14 in3 3.55 in2 10.88 in2 6.33 in4 47.63 in4 532 ft-Ib 1101 ft-lb 426 lb 1305lb Steven Renck 4 -u �It, Steven Renck, PE z Q Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 3:39:04 AM LOADING DIAGRAM Steven Renck 4 -u �It, Steven Renck, PE z Q Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 3:39:04 AM LOADING DIAGRAM 5ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 100 40 0.6 1 psf psf ft 0 pif Side 100 40 0.6 2 psf psf ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW wT = 120 48 = 2 170 pif pif pif plf Schemmer Consulting Group 9/12/18 190 of 331 Project: Q_StHotel Location: STAIR JOIST@16" O.C. Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 1.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 106.8% Controlling Factor: Moment Steven Renck fr%`1 Steven Renck, PE Cd�� Bellevue, WA 98004 �1.� StruCalc Version 8.0.113.0 9/12/2018 3:39:15 AM VIVID DIAGRAM 500 426 Ibs @ 0 ft 260 Shear(Ibs) 0 =250 -500 -026 Ibs @ 5 ft 600 532 ft-Ibs @ 2 ft 300 Moment (ft-Ib) _ 0 -300 =600 -0.03 -0.01 Deflection (in) 0 0.01 0.03 0,022 in @ 2.5 ft 5ft Schemmer Consulting Group 9/12/18 191 of 331 Project: Q_StHotel Location: Interior Corridor Header GLB FB5 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 13.5 IN x 4.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 201.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN U6134 Live Load Deflection Criteria: L/180 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2070 lb 2070 lb Dead Load 1991 lb 1991 lb Total Load 4061 lb 4061 lb Bearing Length 1.22 in 1.22 in BEAM DATA Center Span Length 4.5 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Flo= 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2393 psi Cd=1.00 Cl=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp.1 to Grain: Fc - -L 650 psi Fc - l' = 650 psi Controlling Moment: 4569 ft-lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 4061 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 22.91 in3 155.67 in3 Area (Shear): 22.99 in2 69.19 in2 Moment of Inertia (deflection): 41.11 in4 1050.79 in4 Moment: 4569 fMb 31045 ft-lb Shear: 4061 lb 12223lb Steven Renck Steven Renck, PE I Iocra� ,} Bellevue, WA 98004 StruCam Version 8.0.113.0 9/12/2018 3:40:10 AM LOADING DIAGRAM 4.5 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = 13 ft 4 ft Wall Load WALL = 190 plf LIVE LOAD REDUCTION Average Uniform Load: LL_Ave = 54.1 psf Floor Loaded Area: FLA = 76.5 sf Reduction Based on Total Area: R1 = 0 Max. Reduction Based On DL/LL Ratio: R2 = 0 Max. Reduction Based On Total Area: R3 = 0 Controlling Reduction Factor: R = 0 Design Live Load With Reduction: LL = 54.1 psf BEAM LOADING Beam Total Live Load: wL = 920 plf Beam Total Dead Load: wD = 870 plf Beam Self Weight: BSW = 15 plf Total Maximum Load: wT = 1805 plf 9/12/18 Schemmer Consulting Group 192 of 331 Project: Q_StHotel Location: Interior Corridor Header GLB F65 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 5,125INx13.5INx4.5FT 24F44 - Visually Graded Western Species - Dry Use Section Adequate By: 201.0% Controlling Factor: Shear Steven Renck Steven Renck, PE s .ate Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 3:40:19 AM VMD DIAGRAM 5000 4061 Ibs @ 0 ft 2500 Shear (Ibs) 0 =2500 =5000 4061 Ibs @ 4 ft 6000 4569 ft-Ibs @ 2 ft 2500 Moment (ft-lb) 0 =2500 -5000 -0.01 0 I Deflection (in) 0 0 0.01 0.009in@2.2ft 4.5 ft 9/12/18 193 of 331 Schemmer Consulting Group Project: Q_StHotel Location: Interior Corridor Header GLB FB5 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 13.5 IN x 4.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 201.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U6134 Live Load Deflection Criteria: U180 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2070 lb 2070 lb Dead Load 1991 lb 1991 lb Total Load 4061 lb 4061 lb Bearing Length 1.22 in 1.22 in BEAM DATA Center Span Length 4.5 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2393 psi Cd=1.00 Cl=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc - -L = 650 psi Fc - L' = 650 psi Controlling Moment: 4569 ft-lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 4061 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Section Modulus: 22.91 in3 Area (Shear): 22.99 in2 Moment of Inertia (deflection): 41.11 in4 Moment: 4569 fl:4 Shear: 4061 lb Schemmer Consulting Group Provided 155.67 in3 69.19 in2 1050.79 in4 31045 ft-lb 12223 lb Steven Renck Steven Renck, PE Bellevue, WA 98004 StruCale Version 8.0.913.0 9/12l2018 3:41:03 AM LOADING DIAGRAM 4.5 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 100 psf Floor Dead Load FDL = 40 psf 40 psf Floor Tributary Width FTW = 13 ft 4 ft Wall Load WALL = 190 plf LIVE LOAD REDUCTION Average Uniform Load: LL_Ave = 54.1 psf Floor Loaded Area: FLA = 76.5 sf Reduction Based on Total Area: R1 = 0 Max. Reduction Based On DULL Ratio: R2 = 0 Max. Reduction Based On Total Area: R3 = 0 Controlling Reduction Factor: R = 0 Design Live Load With Reduction: LL = 54.1 psf BEAM LOADING Beam Total Live Load: wL = 920 plf Beam Total Dead Load: wD = 870 plf Beam Self Weight: BSW = 15 plf Total Maximum Load: wT = 1805 plf 9/12/18 194 of 331 Project: Q_StHotel Location: Interior Corridor Header GLB FB5 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 13.5 IN x 4.5 FT 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 201.0% Controlling Factor: Shear Steven Renck Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 3:41:15 AM VMD DIAGRAM 5000 4061 Ibs @ 0 it 2600 Shear(Ibs) 0 =2600 --' - -5000 4061 Ibs @ 4 ft 5000 4569 ft-Ibs @ 2 ft 2500 Moment (ft-Ib) 0 -2500 -5000 -0.01 0 Deflection (in) 0 0 0.01 0.009in@2.2ft 4.5 ft 9/12/18 Schemmer Consulting Group 195 of 331 Project: Q_StHotel Location: Int. Roof corridor Beam 4 (R64) Roof Beam [2009 International Building Code(2005 NDS)] 5.125 IN x 13.5 IN x 8.5 FT 24F44 - Visually Graded Western Species - Dry Use Section Adequate By: 337.6% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN U4832 Dead Load 0.03 in Total Load 0.05 IN U2000 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L1180 REACTIONS A B Live Load 1445 lb 1445 lb Dead Load 2046 lb 2046 lb Total Load 3491 lb 3491 lb Bearing Length 1.05 in 1.05 in BEAM DATA Span Length 8.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2989 psi Cd=1.25 C1=1.00 Shear Stress: Fv = 265 psi Fv' = 331 psi Cd=1.25 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp.1 to Grain: Fc -1= 650 psi Fc - J-' = 650 psi Controlling Moment: 7419 ft-Ib 4.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 3491 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 29.78 in3 155.67 in3 Area (Shear): 15.81 in2 69.19 in2 Moment of Inertia (deflection): 94.58 in4 1050.79 in4 Moment: 7419 ft-lb 38776 ft-lb Shear: 3491 lb 15279lb Steven Renck StI-ud ` �1, Steven Renck, PE a .14 Bellevue, WA 98004 as Str iGalc Version 8.0.113.0 9/12/2018 3:41:46 AM LOADING DIAGRAM 8.5 ft ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 13 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 4 ft Wall Load: WALL = 40 plf Non -Snow Roof Loaded Area: RLA = 144.5 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8.5 ft Beam Self Weight: BSW = 15 plf Beam Uniform Live Load: wL = 340 plf Beam Uniform Dead Load: wD_adj = 481 plf Total Uniform Load: wT = 821 plf Schemmer Consulting Group 9l12/18 196 of 331 Project: Q_StHotel Location: Im, Roof corridor Beam 4 (RB4) Roof Beam [2009 International Building Code(2005 NDS)] 50125 IN x 13.5 IN x 8.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 337.6% Controlling Factor: Shear Steven Renck Steven Renck, PE Beak, 4 ` Bellevue, WA 98004 LOW StruCalc Version 8.0.113.0 9l12/2018 3:42:02 AM VMD DIAGRAM 4000 3491 Ibs @ 0 ft 2000 Shear(lbs) 0 •2000 .4000 =3491 Ibs @ 8 ft 8000 7419 ft-Ibs @ 4 ft 4000 Moment (ft4b) - 0 -0000 -8000 -0.0s -0.03 Deflection (in) 0 0.03 0.08 0,051 in @ 4.2 ft 8.5 ft Schemmer Consulting Group 9/12/18 197 of 331 Project: Q_StHotel Location: W BEAM AT BREAKFAST -REDUCED Multi -Loaded Multi -Span Beam [2009 International Building Code(AISC 13th Ed ASD)] A992-50 W12x96 x 25.5 FT Section Adequate By: 7.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.36 IN U843 Dead Load 0.82 in Total Load 1.19 IN U258 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 11252 lb 11569 lb Dead Load 25110 lb 25788 lb Total Load 36361 lb 37357 lb Bearing Length 1.50 in 1.50 in BEAM DATA Center Span Length 25.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 25.5 ft STEEL PROPERTIES W12x96 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12.7 in Web Thickness: tw = 0.55 in Flange Width: bf = 12.2 in Flange Thickness: tf = 0.9 in Distance to Web Toe of Fillet: k = 1.5 in Moment of Inertia About X-X Axis: Ix = 833 in4 Section Modulus About X-X Axis: Sx = 131 in3 Plastic Section Modulus About X-X Axis: Zx = 147 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 6.78 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 17.64 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 2 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 10.91 ft Elastic lateral -torsional buckling stress: Fcr = 0 ksi Nominal Flexural Strength w/ safety factor: Mn = 366767 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 17.64 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 53.95 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 139700 lb Controlling Moment: 247143 ft-Ib 12.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spans) 2 Controlling Shear: -37357 Ib 26.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 774.8 in4 833 in Moment: 247143 ft-Ib 366767 ft-Ib Shear: -37357 lb 139700lb Steven Renck Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.o.113.0 9/12/2018 7:57:58 AM LOADING DIAGRAM 1 3 4 2 zs.s rt UNIFORM LOADS Center Uniform Live Load 384 plf Uniform Dead Load 640 plf Beam Self Weight 96 plf Total Uniform Load 1120 plf POINT LOADS - CENTER SPAN Load Number One Two Three Four Live Load 2016 lb 1152 lb 2448 lb 1872 lb Dead Load 6371 lb 2121 lb 6846 lb 4526 lb Location 8.33 ft 12.67 ft 15.8 ft 22.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Three Left Live Load 384 plf 384 plf 384 plf Left Dead Load 850 plf 850 plf 850 plf Right Live Load 384 plf 384 plf 384 pif Right Dead Load 850 plf 850 plf 850 plf Load Start 0 ft 12.67 ft 22.5 ft Load End 8.3 ft 15.8 ft 25.5 ft Load Length 8.3 ft 3.13 ft 3 ft 9/12/18 Schemmer Consulting Group 198 of 331 Project: Q_Striotel Location: W BEAM AT BREAKFAST -REDUCED Multi -Loaded Multi -Span Beam [2009 International Building Code(AISC 13th Ed ASD)] A992-50 W12x96 x 25.5 FT Section Adequate By: 7.5% Controlling Factor: Deflection Steven Renck Steven Renck, PE Sru, d� Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 7:58:10 AM VIVID DIAGRAM 40000 36361 Ibs @ 0 ft 20000 r $hear(lbs) 0 =20000 - --- -40000 -373571bs @ 26ft 300000 247143 ft4bs @ 13 ft 150000 Moment (ft-lb) 0 -150000 -300000 _2 -1 Deflection (in) 0 1 2 1.186 in@12.8ft 25.5 ft Schemmer Consulting Group 9/12/18 199 of 331 Project: O_StHotel Location: ROOF JOIST @ 16" Roof Beam [2009 International Building Code(2005 NDS)j 1.5 IN x 7.25 IN x 7.0 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 55.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2963 Dead Load 0.07 in Total Load 0,09 IN U895 Live Load Deflection Criteria: U180 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 140 lb 140 lb Dead Load 324 lb 324 lb Total Load 464 lb 464 lb Bearing Length 0.49 in 0.49 in BEAM DATA Span Length 7 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1,15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1152 psi Cd=1.15 C1=0.98 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. --I-to Grain: Fc - JL = 625 psi Fe -1' = 625 psi Controlling Moment: 811 ft-Ib 3.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 464 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea d 8.45 in3 3.36 in2 12.78 in4 811 ft-lb 464 lb Provided 13.14 Provided 13.14 in3 10.88 in2 47.63 in4 1262 ft-lb 1501 lb Steven Renck Sft'll , Steven Renck, PE t Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 4:19:44 AM LOADING DIAGRAM -7 ft ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 2 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 0 ft Wall Load: WALL = 40 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 7 ft Beam Self Weight: BSW = 2 plf Beam Uniform Live Load: wL = 40 plf Beam Uniform Dead Load: wD_adj = 92 plf Total Uniform Load: wT = 132 plf 9/12/18 Schemmer Consulting Group 200 of 331 Project: Q_Stnotel Location: ROOF JOIST @ 16" Roof Beam [2009 International Building Code(2005 NDS)j 1.5 IN x 7.25 IN x 7.0 FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 55.5% Controlling Factor: Moment Steven Renck Steven Renck, PE Bellevue, WA 98 04 StruCalc Version 8.0.113,0 9/12/2018 4:19:59 AM VIVID DIAGRAM 500 464 Ibs @ 0 ft 250 Shear(Ibs) 0 =250 -500 464 Ibs @ 7 ft 900 811 ft-Ibs @ 4 ft 450 Moment (ft-lb) -�—' 0 -450 -900 -0.1 -0.05 Deflection (in) 0 0.05 0.1 0.094in@3.5ft 7 ft Schemmer Consulting Group 9/12/18 201 of 331 Project: Q_StHotel Location: RGofJoist Floor Joist [2009 International Building Code(2005 NDS)] TJI 110 / 11.875 - iLevel Trus Joist x 17.0 FT @ 24 O.C. Section Adequate By: 9.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.31 IN U663 Dead Load 0.31 in Total Load 0.61 IN U332 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 340 lb 340 lb Dead Load 340 lb 340 lb Total Load 680 lb 680 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No BEAM DATA Center Span Length 17 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 I -JOIST PROPERTIES TJI 110 / 11.875 - iLevel Trus Joist Base Values Moment Cap: Mcap = 3160 ft-lb Cd = 1.00 Shear Stress: Vcap = 1560 lb Cd = 1.00 End Reaction: Rcap = 910 lb Cd = 1.00 w/ web stiffeners: RcapWS = 0 lb Cd = 1.00 Interior Reaction: IRcap = 1935 lb Cd = 1.00 w/ web stiffeners: (RcapWS = 2295 lb Cd = 1.00 E.I.: El = 267 Ib-in2 Controlling Moment2890 ft-lb 8.5 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 680 lb At left support of span 2 (Center Span) Created by combining all dead and live loads. Adjusted Mcap' = 3160 ft-Ib Vcap' = 1560 Ib Rcap' = 910 Ib RcapWS' = 0 lb (Rcap' = 1935 lb (RcapWS' = 2295 lb EI' = 267 Ib-in2 Comparisons with required sections: Read Provided E.I.: 145 in2-Ib E6 267 in2-Ib xE6 Moment: 2890 ft-Ib 3160 ft-Ib Shear: 680 lb 1560lb Steven Renck Steven Renck, PE SruC�c Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 0:57:28 AM LOADING DIAGRAM 77ft JOIST LOADING Uniform Floor Loading Live Load Dead Load Total Load FL Adj. For Joist Spacing LL = DL TL = wT Center 20 psf = 20 psf 40 psf = 80 plf Schemmer Consulting Group 9/12/18 202 of 331 LOADING DIAGRAM 77 7 17 ft VMD DIAGRAM 6801bs @ Oft 700 360 Shear (lbs) 0 _ =350 =700 -680Ibs @ 17 ft 2890 ft-Ibs @ 8 ft 3000 _ Moment (ft-lb) -- 0 =1500 =3000 =0.7 -0.35 Deflection (in) 0 0.35 O.7 0.615 in@8.5ft 17ft Schemmer Consulting Group 9/12/18 203 of 331 Project: Q_StHotel Location: 2x6 Exterior Wall Stud Column [2009 International Building Code(2005 NDS)] 145INx5.5INx8.3FT@ 12O.C. #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 2.2% DEFLECTIONS Deflection due to lateral loads only: Defl = 0.06 IN = L/1634 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1253 lb Dead Load: Vert-DL-Rxn = 2030 lb Total Load: Vert-TL-Rxn = 3283 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 79 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 79 lb COLUMN DATA Total Column Length: 8.3 ft Unbraced Length (X-Axis) Lx: 8.3 ft Unbraced Length (Y-Axis) Ly: 4 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 0.25 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Compressive Stress: Bending Stress (X-X Axis) Bending Stress (Y-Y Axis): Modulus of Elasticity: Min. Mod. of Elasticity: Base Fc Values Adjusted = 1400 psi Fc' = 432 psi Cd=1.00 Ch1.10 Cp=0.28 Fbx = 850 psi Fbx' = 1233 psi Cd=1.00 CF=1.30 Cr--1.15 C1=0.97 Fby = 850 psi Fby' = 1271 psi Cd=1.00 CF=1.30 Cr-1.15 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Column Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 1.5 in Area: A = 8.25 in2 Section Modulus (X-X Axis): Sx = 7.56 in3 Section Modulus (Y-Y Axis): Sy = 2.06 in3 Slenderness Ratio: Lex/dx = 18.11 Ley/dy = 32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 398 psi Allowable Compressive Stress: Fc' = 432 psi Eccentricity Moment (X-X Axis): Mx -ex = 68 fl:4 Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 fl:4 Moment Due to Lateral Loads (Y-Y Axis): My = 0 fl:4 Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1233 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1271 psi Combined Stress Factor: CSF = 0.98 Steven Renck �rCtI Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:29 AM LOADING DIAGRAM B U ft A AXIAL LOADING Live Load: PL = 1253 plf Dead Load: PD = 2015 plf Column Self Weight: CSW = 15 plf Total Load: PT = 3283 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 19 psf 9/12/18 Schemmer Consulting Group 204 of 331 LOADING DIAGRAM I B 8.3 ft A 9/12/18 Schemmer Consulting Group 205 of 331 Project: Q_StHotel Location: 2x6 Interior Wall Stud Column [2009 International Building Code(2005 NDS)] 1.5 IN x 5.5 IN x 8.3 FT @ 12 O.C. #1 & Btr - Douglas -Fir -Larch (North) - Dry Use Section Inadequate By: 12.2% DEFLECTIONS Deflection due to lateral loads only: Defl = 0.01 IN = L/6983 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1963 lb Dead Load: Vert-DL-Rxn = 2128 lb Total Load: Vert-TL-Rxn = 4091 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 21 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 21 lb COLUMN DATA Total Column Length: 8.3 ft Unbraced Length (X-Axis) Lx: 8.3 ft Unbraced Length (Y-Axis) Ly: 4 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 0.25 in Load Eccentricity (Y-Axis) - ey: 0 in Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #1 & Btr - Douglas -Fir -Larch (North) Base Values Adjusted Compressive Stress: Fc = 1800 psi Fc' = 497 psi Cd=1.00 Cf=1.10 Cp=0.25 Bending Stress (X-X Axis): Fbx = 1150 psi Fbx' = 1652 psi Cd=1.00 CF=1.30 Cr=1.15 C1=0.96 Bending Stress (Y-Y Axis): Fby = 1150 psi Fby' = 1719 psi Cd=1.00 CF=1.30 Cr-1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 660 ksi E_min' = 660 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 1.5 in Area: A = 8.25 in2 Section Modulus (X-X Axis): Sx = 7.56 in3 Section Modulus (Y-Y Axis): Sy = 2.06 in3 Slenderness Ratio: Lex/dx = 18.11 Ley/dy = 32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 496 psi Allowable Compressive Stress: Fc' = 497 psi Eccentricity Moment (X-X Axis): Mx -ex = 85 ft-Ib Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft4b Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1652 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1719 psi FAILED - Combined Stress Factor: CSF = 1.12 Schemmer Consulting Group S� Steven Renck Steven Renck, PE Bellevue, WA 98004 StruCalc Version U.113.0 ft F1 9/12/2018 8:57:29 AM Live Load: PL = 1963 plf Dead Load: PD = 2113 plf Column Self Weight: CSW = 15 plf Total Load: PT = 4091 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 5 ps 9/12/18 206 of 331 0 l�1 Schemmer Consulting Group 9/12/18 207 bf 331 Project: Q_StHotel Location: Column 1-roof Column [2009 International Building Code(2005 NDS)] 1.5 IN x 5.5 IN x 8.33 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.4% DEFLECTIONS Deflection due to lateral loads only: Defl = 0.05 IN = L/2047 Live Load Deflection Criteria: L180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 1000 lb Dead Load: Vert-DL-Rxn = 1625 lb Total Load: Vert-TL-Rxn = 2625 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 62 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 62 lb COLUMN DATA Total Column Length: 8.33 ft Unbraced Length (X-Axis) Lx: 8.33 ft Unbraced Length (Y-Axis) Ly: 2 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.25 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 1112 psi Cd=1.25 Cf=1.10 Cp=0.60 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1463 psi Cd=1.25 CF=1.30 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1463 psi Cd=1.25 CF=1.30 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 1.5 in Area: A = 8.25 in2 Section Modulus (X-X Axis): Sx = 7.56 in3 Section Modulus (Y-Y Axis): Sy = 2.06 1n3 Slenderness Ratio: Lex/dx = 18.17 Ley/dy = 16 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 318 psi Allowable Compressive Stress: Fc' = 1112 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 fi:4 Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-Ib Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1463 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1463 psi Combined Stress Factor: CSF = 0.29 Steven Renck Steven Renck, PE $true Bellevue, WA 98004 StruCalc Version 8.0.11 u 9/12/2018 8:57:29 AM LOADING DIAGRAM B 8.33 ft A AXIAL LOADING Live Load: PL = 1000 Ib Dead Load: PD = 1610 lb Column Self Weight: CSW = 15 lb Total Load: PT = 2625 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 15 plf 9/12/18 Schemmer Consulting Group 208 of 331 i B n Schemmer Consulting Group 9/12/18 209 of 331 Project: O_StHotel Location: Column 1-2nd floor Column [2009 International Building Code(2005 NDS)] 3.5INx5.5INx7.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 50.9% DEFLECTIONS Deflection due to lateral loads only: Defl = 0.01 IN = L/8048 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 3000 lb Dead Load: Vert-DL-Rxn = 3639 lb Total Load: Vert-TL-Rxn = 6639 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 53 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 53 lb COLUMN DATA Total Column Length: 7 ft Unbraced Length (X-Axis) Lx: 7 ft Unbraced Length (Y-Axis) Ly: 7 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Compressive Stress: Fc = 1350 psi Fc' = 702 psi Cd=1.00 Cf=1.10 Cp=0.47 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1170 psi Cd=1.00 CF=1.30 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E = 1600 ksi. E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 19.25 in2 Section Modulus (X-X Axis): Sx = 17.65 in3 Section Modulus (Y-Y Axis): Sy = 11.23 in3 Slenderness Ratio: Lex/dx = 15.27 Ley/dy = 24 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 345 psi Allowable Compressive Stress: Fc' = 702 psi Eccentricity Moment (X-X Axis): Mx -ex Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-,lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1170 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1170 psi Combined Stress Factor: CSF = 0.49 Steven Renck Steven Renck, PE $frUC3�C '� Bellevue, WA 98004 StruCalc Version 8.0.113,0 9/12/2018 8:57:29 AM LOADING DIAGRAM GI B 7ft A AXIAL LOADING Live Load: PL = 3000 Ib Dead Load: PD = 3610 lb Column Self Weight: CSW = 29 lb Total Load: PT = 6639 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 15 plf 9/12/18 Schemmer Consulting Group 210 of 331 B Schemmer Consulting Group 9/12/18 211 of 331 Project: O_StHotel Location: Column 1-1stfloor Column [2009 International Building Code(2005 NDS)j 3.5 IN x 5.5 IN x 7.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 21.3% REFLECTIONS Deflection due to lateral loads only: Defl = 0.01 IN = L/8048 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 5000 lb Dead Load: Vert-DL-Rxn = 5639 lb Total Load: Vert-TL-Rxn = 10639 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 53 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 53 lb COLUMN DATA Total Column Length: 7 ft Unbraced Length (X-Axis) Lx: 7 ft Unbraced Length (Y-Axis) Ly: 7 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 702 psi Cd=1.00 C1=1.10 Cp=0.47 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1170 psi Cd=1.00 CF=1.30 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1170 psi Cd=1.00 CF=1.30 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 19.25 in2 Section Modulus (X-X Axis): Sx = 17.65 in3 Section Modulus (Y-Y Axis): Sy = 11.23 in3 Slenderness Ratio: Lex/dx = 15.27 Ley/dy = 24 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 553 psi Allowable Compressive Stress: Fc' = 702 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-Ib Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-Ib Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1170 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1170 psi Combined Stress Factor: CSF = 0.79 Steven Renck SIr�C�I�'1 Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:29 AM LOADING DIAGRAM B 7ft A Live Load: PL = 5000 Ib Dead Load: PD = 5610 Ib Column Self Weight: CSW = 29 lb Total Load: PT = 10639 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 15 Schemmer Consulting Group 9/12/18 212 of 331 LOADING DIAGRAM B 7ft A 9/12/18 Schemmer Consulting Group 213 of 331 Project: Q_StHotel Location: At. Roof Column 1 (RC1) Column [2009 International Building Code(2005 NDS)] 165 IN x 5.5 IN x 8,33 FT @ 12 O.C. #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 40.8% DEFLECTIONS Deflection due to lateral loads only: Defl = 0.07 IN = L/1535 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2166 lb Dead Load: Vert-DL-Rxn = 3167 lb Total Load: Verl:JL-Rxn = 5333 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 83 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 83 lb COLUMN DATA Total Column Length: 8.33 ft Unbraced Length (X-Axis) Lx: 8.33 ft Unbraced Length (Y-Axis) Ly: 0 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.15 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adjusted Compressive Stress: Fc = 1400 psi Fc' = 1092 psi Cd=1.15 Cf=1.10 Cp=0.62 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1461 psi Cd=1.15 CF=1.30 Ci=1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1461 psi Cd=1.15 CF=1.30 Cr=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 1.5 in Area: A = 8.25 in2 Section Modulus (X-X Axis): Sx = 7.56 in3 Section Modulus (Y-Y Axis): Sy = 2.06 in3 Slenderness Ratio: Lex/dx = 18.17 Ley/dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 646 psi Allowable Compressive Stress: Fc' = 1092 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft4b Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1461 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1461 psi Combined Stress Factor: CSF = 0.59 l Steven Renck Steven Renck, PE t�CalC'J Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:29 AM LOADING DIAGRAM 4 B 8.33 A AXIAL LOADING Live Load: PL = 2166 If Dead Load: PD = 3152 plf Column Self Weight: CSW = 15 plf Total Load: PT = 5333 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 20 psf Schemmer Consulting Group 9/12/18 214 of 331 LOADING DIAGRAM B 8,33 fi A 9/12/18 Schemmer Consulting Group 215 of 331 Project: O_StHotel Location: Ext. Floor Column 1 (FC1) Column [2009 International Building Code(2005 NDS)] (2)1.5INx5.5INx8.33FT@12O.C. #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 29.5% CAUTIONS * Laminations to be nailed together per National DEFLECTIONS Deflection due to lateral loads only: Defl = 0.03 IN = L/3070 Live Load Deflection Criteria: L/180 Steven Renck Steven Renck, PE •� alCl) Bellevue, WA 98004 StruCam Version 8.0.113.0 for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 3249 lb Dead Load: Vert-DL-Rxn = 4841 lb Total Load: Vert-TL-Rxn = 8090 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 83 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 83 lb COLUMN DATA Total Column Length: 8.33 ft Unbraced Length (X-Axis) Lx: 8.33 ft Unbraced Length (Y-Axis) Ly: 4 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adjusted Compressive Stress: Fc = 1400 psi Fc' = 695 psi Cd=1.00 Cf=1.10 Cp=0.45 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1271 psi Cd=1.00 CF=1.30 Cr=1.15 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1271 psi Cd=1.00 CF=1.30 Cr=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X-X Axis): dx = 5.5 in Column Section (Y-Y Axis): dy = 3 in Area: A = 16.5 in2 Section Modulus (X-X Axis): Sx = 15.13 in3 Section Modulus (Y-Y Axis): Sy = 4.13 in3 Slenderness Ratio: Lex/dx = 18.17 Ley/dy = 16 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 490 psi Allowable Compressive Stress: Fc' = 695 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-Ib Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1271 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1271 psi Combined Stress Factor: CSF = 0.71 LOADING DIAGRAM B 8.33 fl A 9/12/2018 8:57:29 AM AXIAL LOADING Live Load: PL = 3249 plf Dead Load: PD = 4812 plf Column Self Weight: CSW = 29 plf Total Load: PT = 8090 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 20 psf Schemmer Consulting Group 9/12/18 216 of 331 0 Schemmer Consulting Group 9/12/18 217 of 331 Project: Q_StHotel Location: Ext. Floor Column 2 (FC2) Column [2009 International Building Code(2005 NDS)] (3) 1.5 IN x 5.5 IN x 8.33 FT @ 12 O.C. #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 36.1 % CAUTIONS Laminations to be nailed together per National Deflection due to lateral loads only: Defl = 0.02 IN = L/4605 Live Load Deflection Criteria: L/180 Steven Renck PE Steven Renck, Bellevue, WA 9808004 StruCalc Version 8.0.113.0 for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 5415 lb Dead Load: Vert-DL-Rxn = 7864 lb Total Load: Vert-TL-Rxn = 13279 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 83 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 83 lb COLUMN DATA Total Column Length: 8.33 ft Unbraced Length (X-Axis) Lx: 8.33 ft Unbraced Length (Y-Axis) Ly: 4 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.33 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Compressive Stress Bending Stress (X-X Axis): Bending Stress (Y-Y Axis) Modulus of Elasticity: Min. Mod. of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Fc Values Adjusted = 1400 psi Fc' = 840 psi Cd=1.00 Cf=1.10 Cp=0.55 Fbx = 850 psi Fbx' = 1271 psi Cd=1.00 CF=1.30 Cr=1.15 Fby = 850 psi Fby' = 1271 psi Cd=1.00 CF=1.30 Cr-1.15 E = 1600 ksi E' = 1600 ksi E min = 580 ksi E min' = 580 ksi dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' _ y EccentricitMoment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' _ Combined Stress Factor: CSF = 5.5 4.5 24.75 in 22.69 in 6.19 in 18.17 10.67 537 840 0 0 0 0 0 1271 0 1271 0.64 2 3 3 in in psi psi psi psi psi psi ft-Ib ft-Ib ft-Ib ft-Ib 9/12/2018 8:57:30 AM n Live Load: dx = dy = A= Sx = Sy = Lex/dx = Ley/dy = Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc' _ y EccentricitMoment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' _ Combined Stress Factor: CSF = 5.5 4.5 24.75 in 22.69 in 6.19 in 18.17 10.67 537 840 0 0 0 0 0 1271 0 1271 0.64 2 3 3 in in psi psi psi psi psi psi ft-Ib ft-Ib ft-Ib ft-Ib 9/12/2018 8:57:30 AM n Live Load: 5.5 4.5 24.75 in 22.69 in 6.19 in 18.17 10.67 537 840 0 0 0 0 0 1271 0 1271 0.64 2 3 3 in in psi psi psi psi psi psi ft-Ib ft-Ib ft-Ib ft-Ib 9/12/2018 8:57:30 AM n Live Load: PL = 5415 plf Dead Load: PD = 7820 plf Column Self Weight: CSW = 44 plf Total Load: PT = 13279 plf LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 20 Schemmer Consulting Group 9/12/18 218 of 331 LOADING DIAGRAM �i B 8.33 fl A 9/12/18 Schemmer Consulting Group 219 of 331 Project: Q_StHotel Location: Tube steel Column [2009 International Building Code(AISC 13th Ed ASD)] HSS 5 x 5 x 3/16 x 9.0 FT /ASTM A242-46 Section Adequate By: 33.2% DEFLECTIONS Deflection due to lateral loads only: DO = 0.05 IN = U2139 Live Load Deflection Criteria: U240 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 21000 lb Dead Load: Vert-DL-Rxn = 14108 lb Total Load: Vert-TL-Rxn = 35108 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 563 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 563 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 0.5 in Load Eccentricity (Y-Axis) - ey: 0.5 in COLUMN PROPERTIES HSS 5 x 5 x 3/16 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29 ksi Column Section: dx = 5 in dy = 5 in Column Wall Thickness: t = 0.174 in Area: A = 3.28 in Moment of Inertia (deflection): Ix = 12.6 in4 ly = 12.6 in4 Section Modulus: Sx = 5.03 in3 Sy = 5.03 in3 Plastic Section Modulus: Zx = 5.89 in3 Zy = 0 in3 Red. of Gyration: rx = 1.96 in ry = 1.96 in Column Compression Calculations: KL/r Ratio: KLx/rx = 55.1 KLy/ry = 55.1 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 37.5 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 74 kip Column Bending Calculations per AISC 13th Edition Steel Manual: Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment: Mx -ex = 1458 ft-lb My-ey = 1458 ft-lb Lateral Moment + Eccentricity: Mrx = 1458 ft-lb Mry = 1458 ft-lb Flange Buckling Ratio: FBR = 25.74 Allow, Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non -Compact: NC = 35.15 Web Buckling Ratio: WBRX = 25.74 WBRY = 0 Allow. WBR for Eqn. F7-5: AWBR = 60.76 Nmnl, Flex. Str. w/ Sfty Factor: Mcx = 13.5 ft-kip Mcy = 13.5 ft-kip Controlling Equation F7-1 F7-1 Combined Stress Calculations: 1-11-1a Controls : 0.67 Controlling Combined Stress Factor: 0.67 F �Steven Renck ( al�;r'1 Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:30 AM LOADING DIAGRAM N' B 9ft A AXIAL LOADING Live Load: PL = 21000 IV, Dead Load: PD = 14000 lb Column Self Weight: CSW = 108 lb Total Load: PT = 35108 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 125 plf Schemmer Consulting Group 9/12/18 220 of 331 B 0 Schemmer Consulting Group 9/12/18 221 of 331 Project: O_StHotel Location: Column 4 Column [2009 International Building Code(2005 NDS)] 3.5INx7.25INx7.0FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 30.4% DEFLECTIONS Deflection due to lateral loads only: Defl = 0.03 IN = L/2765 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 13000 lb Dead Load: Vert-DL-Rxn = 38 lb Total Load: Verl:JL-Rxn = 13038 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 350 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 350 lb COLUMN DATA Total Column Length: 7 ft Unbraced Length (X-Axis) Lx: 7 ft Unbraced Length (Y-Axis) Ly: 7 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.33 Lateral Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adjusted Compressive Stress: Fc = 1400 psi Fc' = 738 psi Cd=1.33 Cf=1.05 Cp=0.38 Bending Stress (X-X Axis): Fbx = 850 psi Fbx' = 1470 psi Cd=1.33 CF=1.30 Bending Stress (Y-Y Axis): Fby = 850 psi Fby' = 1470 psi Cd=1.33 CF=1.30 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Column Section (X-X Axis): dx = 7.25 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 25.38 in2 Section Modulus (X-X Axis): Sx = 30.66 in3 Section Modulus (Y-Y Axis): Sy = 14.8 in3 Slenderness Ratio: Lex/dx = 11.59 Ley/dy = 24 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 514 psi Allowable Compressive Stress: Fc' = 738 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-Ib Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1470 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1470 psi Combined Stress Factor: CSF = 0.7 eQ l� Steven Renck Steven Renck, PE y�r�iCal�'1 Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:30 AM LOADING DIAGRAM id B 7ft A AXIAL LOADING Live Load: PL = 13000 I Dead Load: PD = 0 lb Column Self Weight: CSW = 38 lb Total Load: PT = 13038 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 100 plf Schemmer Consulting Group 9/12/18 222 of 331 i B Schemmer Consulting Group 9/12/18 223 of 331 Project: O_StHotel Location: STAIR JOIST@16" O.C. Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 1.5INx7.25INx5.0FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 106.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN L/2710 Dead Load 0.01 in Total Load 0.03 IN L/1910 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 300 lb 300 lb Dead Load 126 lb 126 lb Total Load 426 lb 426 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adiusted Bending Stress: Fb = 850 psi Fb' = 1005 psi Cd=1.00 CI=0.99 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp.1 to Grain: Fc - -L = 625 psi Fc -1' = 625 psi Controlling Moment: 532 ft-Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 426 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 6.35 in3 13.14 in3 3.55 in2 10.88 in2 6.33 in4 47.63 in4 532 ft-lb 1101 ft-lb 426 lb 1305lb Steven RencSteven Renck, PE truCalc Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12l2018 8:57:30 AM LOADING DIAGRAM Steven RencSteven Renck, PE truCalc Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12l2018 8:57:30 AM LOADING DIAGRAM 5ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 100 40 0.6 1 psf psf ft 0 plf Side 100 40 0.6 2 psf psf ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW wT = 120 48 = 2 170 plf plf plf plf 9/12/18 Schemmer Consulting Group 224 of 331 LOADING DIAGRAM ;77 5ft VMD DIAGRAM 500 426 Ibs @ 0 ft 250 Shear(Ibs) 0 -250 -500 426 Ibs @ 5 ft 600 300 Moment (ft-Ib) 532 ft-Ibs @ 2 ft 0 -300 -600 -0.03 -0.01 Deflection (in) 0 0.01 0.03 0.022 in @ 2.5 ft 5ft Schemmer Consulting Group 9/12/18 225 of 331 Project: Q_StHotel Location: LANDING BEAM Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)j 5.5INx7.5INx10.0FT #1 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 14.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.18 IN L/660 Dead Load 0.08 in Total Load 0.26 IN L/460 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1250 lb 1250 lb Dead Load 544 lb 544 lb Total Load 1794 lb 1794 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center Span Length 10 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch (North) Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1199 psi Cd=1.00 CI=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc --L' = 625 psi Controlling Moment: 4485 ft-Ib 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1794 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Schemmer Consulting Group Rea d 44.89 in3 15.83 in2 105.45 in4 4485 ft-lb 1794 lb Provided 51.56 Provided 51.56 in3 41.25 in2 193.36 in4 5151 ft4b 4675 lb Steven Renck u Strt a Steven Renck, PE ill Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:30 AM LOADING DIAGRAM loft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 1 100 psf 40 psf 2.5 ft 0 plf Side 100 40 0 2 psf psf ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW wT = 250 100 = 9 359 plf plf plf plf 9/12/18 226 of 331 LOADING DIAGRAM ;77 loft VMD DIAGRAM 2000 1794 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 =2000 ---'_ _-- -1794 Ibs @ 70 ft 5000 2500 Moment (ft-Ib) 4485 ft-Ibs @ 5 ft 0 =2500 -5000 -0.2 -0.1 Deflection (in) I 0 0.1 0.2 0.182 in@6ft loft Schemmer Consulting Group 9/12/18 227 of 331 Project: Q_StHotel Location: STRINGER BEAM Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 7.25 IN x 10.0 FT 91 - Douglas -Fir -Larch (North)- Dry Use Section Adequate By: 33.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.16 IN L/745 Dead Load 0.07 in Total Load 0.23 IN L/517 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1000 lb 1000 lb Dead Load 442 lb 442 lb Total Load 1442 lb 1442 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center Span Length 10 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch (North) Base Values Adjusted Bending Stress: Fb = 1200 psi Fb' = 1199 psi Cd=1.00 C1=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - L' = 625 psi Controlling Moment: 3606 ft-lb 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1442 lb At support. Created by combining all dead and live loads. Comparisons with required sections Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 36.1 in3 48.18 in3 12.73 in2 39.88 in2 84.36 in4 174.66 in4 3606 ft-lb 4813 ft-lb 442 lb 4519lb Steven Renck aI i Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:30 AM LOADING DIAGRAM Steven Renck aI i Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:30 AM LOADING DIAGRAM 10ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 100 40 2 1 psf psf ft 0 plf Side 2 100 psf 40 psf 0 ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW wT = 200 80 = 8 288 plf plf plf plf Schemmer Consulting Group 9/12/18 228 of 331 LOADING DIAGRAM loft VMD DIAGRAM 2000 1000 Shear (Ibs) 0 1442 Ibs @ 0 ft -1000 -2000 4442 Ibs @ 10 It 4000 2000 Moment (ft-Ib) 0 =2000 4000 3606 ft-Ibs @ 5 ft -0.2 -0.1 Deflection (in) 0 0.1 0.2 0.161 in@Sft 10ft 9/12/18 Schemmer Consulting Group 229 of 331 Project: O_StHotel Location: RB1 Roof Beam [2009 International Building Code(2005 NDS)] 345 IN x 11.875 IN x 9.0 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 159.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/2573 Dead Load 0.09 in Total Load 0.13 IN L/829 Live Load Deflection Criteria: L/180 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1125 lb 1125 lb Dead Load 2366 lb 2366 lb Total Load 3491 lb 3491 lb Bearing Length 1.42 in 1.42 in BEAM DATA Span Length 9 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Base Values Adjusted Bending Stress: Fb = 2600 psi Fb' = 2972 psi Cd=1.15 C1=0.99 CF=1.00 Shear Stress: Fv = 285 psi Fv' = 328 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc - -L = 700 psi Fc -1' = 700 psi Controlling Moment: 7854 ft-lb 4.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 3491 lb At support. Created by combining all dead and live loads. Comparisons with required sections Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea d 31.71 in3 15.98 in2 141.35 in4 7854 ft-lb 3491 lb Provided 82.26 Provided 82.26 in3 41.56 in2 488.41 in4 20371 ft4b 9081 lb Steven Renck fruCalct� Stven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:30 AM LOADING DIAGRAM 9ft ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 12.5 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 20 psf Tributary Width: TW = 0 ft Wall Load: WALL = 200 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 9 ft Beam Self Weight: BSW = 12 plf Beam Uniform Live Load: wL = 250 plf Beam Uniform Dead Load: wD_adj = 526 pif Total Uniform Load: wT = 776 plf Schemmer Consulting Group 9l12l18 230 of 331 LOADING DIAGRAM sft VMD DIAGRAM 4000 3491 Ibs @ 0 ft 2000 Shear(Ibs) 0 =2000 _-- - ---= - -4000 4491 Ibs @ 9 k 8000 7854 k_Ibs�(a. 4 k 4000 -� Moment (ft-lb) 0 -4000 -8000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 0.13 in@4.5ft 9k Schemmer Consulting Group 9/12/18 231 of 331 Project: O_StHotel Location: R62 Roof Beam [2009 International Building Code(2005 NDS)] 3.125 IN x 13.5 IN x 5.0 FT 24F44 - Visually Graded Western Species - Dry Use Section Adequate By: 323.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.01 in Total Load 0.01 IN L/6072 Live Load Deflection Criteria: L/180 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 800 lb 800 lb Dead Load 1226 lb 1226 lb Total Load 2026 lb 2026 lb Bearing Length 1.00 in 1.00 in BEAM DATA Span Length 5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 CI=0.99 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp. -L to Grain: Fc - -L = 650 psi Controlling Moment: 2533 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2026 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 11.12 in3 Area (Shear): 9.97 in2 Moment of Inertia (deflection): 25.33 in4 Moment: 2533 ft-lb Shear: =2026 lb Adiusted Controlled by: Fb' = 2733 psi Fv' _ 305 psi 1800 ksi 930 ksi 650 psi Provided 94.92 in3 42.19 in2 640.72 in4 21615 ft-lb 8571 lb Steven Renck Steven Renck, PE `!!'rarCBellevue, WA 98004 StruCalc Version 8.0.113,0 9/12/2018 8:57:31 AM LOADING DIAGRAM 5ft ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 12.5 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 3.5 ft Wall Load: WALL = 80 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 320 plf Beam Uniform Dead Load: wD_adj = 491 pif Total Uniform Load: wT = 811 plf Schemmer Consulting Group 9/12/18 232 of 331 LOADING DIAGRAM Eft VMD DIAGRAM 3000 2026 Ibs @ 0 ft 1500 Shear(Ibs) 0 -1500 — - - --_--� =3000 -20261bs @ 5 ft 3000 2533 ft-Ibs @ 2 ft Moment (ft-Ib) - 0 -1500 =3000 -0.01 -0.01 Deflection (in) 0 0.01 0.01 0.01 in @ 2.5 ft 5 ft 9/12/18 Schemmer Consulting Group 233 of 331 Project: Q_StHotel Location: RB3 Roof Beam [2009 International Building Code(2005 NDS)] 3.125INx13.6INx9.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 135.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.04 IN U2637 Dead Load 0.06 in Total Load 0.10 IN U1041 Live Load Deflection Criteria: L/180 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1440 lb 1440 lb Dead Load 2207 lb 2207 lb Total Load 3647 lb 3647 lb Bearing Length 1.80 in 1.80 in BEAM DATA Span Length 9 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 CI=0.99 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi Comp.1 to Grain: Fc - -L = 650 psi Controlling Moment: 8207 ft-lb 4.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 3647 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 36.04 in3 Area (Shear): 17.95 in2 Moment of Inertia (deflection): 147.7 in4 Moment: 8207 ft-lb Shear: 3647 lb Adiusted Controlled by: Fb' = 2733 psi Fv' = 305 psi fW Steven Renck Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:31 AM Side One Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 12.5 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 3.5 ft Wall Load: WALL = 80 plf E' = 1800 ksi Adjusted Beam Length: Ladj = 9 ft E_min' = 930 ksi geam Self Weight: BSW = 9 plf 650 psi Beam Uniform Live Load: wL = 320 plf Beam Uniform Dead Load: wD_adj = 491 plf Total Uniform Load: wT = 811 plf Provided 94.92 in3 42.19 in2 640.72 in4 21615 ft-lb 8571 Ib Schemmer Consulting Group 9/12/18 234 of 331 LOADING DIAGRAM sft VMD DIAGRAM 4000 3647 Ibs @ 0 ft 2000 Shear(Ibs) 0 0,2000 --- - �" 4000 -36471bs @ 9 ft 8207 ft Ibs @ 4 ft 9000 4600 Moment (ft-lb) 0 -4600 •9000 -0.2 •0.1 Deflection (in) 0 0.1 0.2 0.104 in @ 4.6 ft 9ft Schemmer Consulting Group 9/12/18 235 of 331 Project: O_StHotel Location: R65 Roof Beam [2009 International Building Code(2005 NDS)] 5.5INx5.5INx9.0FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 7.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1813 Dead Load 0.20 in Total Load 0.26 IN L/411 Live Load Deflection Criteria: U180 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 180 lb 180 lb Dead Load 615 lb 615 lb Total Load 795 lb 795 lb Bearing Length 0.23 in 0.23 in BEAM DATA Span Length 9 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adiusted Bending Stress: Fb = 725 psi Fb' = 833 psi Cd=1.15 Cl=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp.1 to Grain: Fc - -L 625 psi Fc - m-' = 625 psi Controlling Moment: 1788 ft-lb 4.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -795 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea d 25.75 in3 6.1 in2 44.56 in4 1788 ft-lb 795 lb Provided 27.73 in3 30.25 in2 76.26 in4 1925 ft-lb 3943 lb �p Steven Renck Steven Renck, PE t!'aIG I Bellevue, WA 98004 wo StruCalc Version 8.0.113,0 9/12/2018 8:57:31 AM LOADING DIAGRAM s ft ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 2 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 0 ft Wall Load: WALL = 80 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 9 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 40 plf Beam Uniform Dead Load: wD_adj = 137 plf Total Uniform Load: wT = 177 plf Schemmer Consulting Group 9/12/18 236 of 331 LOADING DIAGRAM �� sn 4 VMD DIAGRAM 800 795 Ibs @ 0 ft 400 Shear(Ibs) 0 400 -800 -795 Ibs @ 9 ft 2000 1000 Moment (n-Ib) 1788 ft-Ibs @ 4 ft 0 -1000 -2000 -0.3 -0.15 Deflection (in) 0 0.15 0.3 0.263 in@4.5ft 9ft Schemmer Consulting Group 9/12/18 237 of 331 Project: Q_StHotel Location: ROOF JOIST @ 16" Roof Beam [2009 International Building Code(2005 NDS)] 1.5INx7.25INx7.0FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 55.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2963 Dead Load 0.07 in Total Load 0.09 IN L/895 Live Load Deflection Criteria: U180 Total Load Deflection Criteria: L1240 REACTIONS A B Live Load 140 lb 140 lb Dead Load 324 lb 324 lb Total Load 464 lb 464 lb Bearing Length 0.49 in 0.49 in BEAM DATA Span Length 7 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 1 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adiusted Bending Stress: Fb = 850 psi Fb' 1152 psi Cd=1.15 C1=0.98 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - -L = 625 psi Controlling Moment: 811 ft-lb 3.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 464 lb At support. Created by combining all dead and live loads. Comparisons with required sections Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea d 8.45 in3 3.36 in2 12.78 in4 811 ft-lb 464 lb Provided 13.14 Provided 13.14 in3 10.88 in2 47.63 in4 1262 ft-lb 1501 lb l Steven Renck Steven Renck, PE `I uC'C'J Bellevue, WA 98004 GtrnCn r \/P.rcinn R n_113.0 9/12/2018 8:57:31 AM LOADING DIAGRAM 7ft ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 2 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 25 psf Tributary Width: TW = 0 ft /all Load: WALL = 40 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 7 ft Beam Self Weight: BSW = 2 plf Beam Uniform Live Load: wL = 40 plf Beam Uniform Dead Load: wD_adj = 92 plf Total Uniform Load: wT = 132 pif Schemmer Consulting Group 9/12/18 238 of 331 LOADING DIAGRAM 7ft VMD DIAGRAM 600 464 Ibs @ 0 ft '.. 250 77777777� Shear(Ibs) 0 -250 =500 -0641bs @ 7 ft 900 811 ft-Ibs @ 4 ft Moment (ft-lb) 0 -450 =900 -0.1 =0.05 Deflection (in) 0 0.05 0.1 0.094 in@3.Sft 7ft 9/12/18 Schemmer Consulting Group 239 of 331 Project: Q_StHotel Location: FB1 CASE 2 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5,25 IN x 11.875 IN x 8.0 FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 38.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0,05 IN 1./1755 Dead Load 0,09 in Total Load 0.14 IN L/672 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3313 lb 2563 lb Dead Load 5260 lb 3939 lb Total Load 8572 lb 6501 lb Bearing Length 2,33 in 1.77 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 2 ft Live Load Duration Factor 1.00 Notch Depth 0,00 MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Base Values Adiusted Bending Stress: Fb = 2600 psi Fb' = 2597 psi Cd=1.00 C/=1.00 CF=1.00 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 700 psi Fc; 1' = 700 psi Controlling Moment: 17384 ft-lb 3.04 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8572 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Schemmer Consulting Group Read 80.34 in3 45,12 in2 261,65 in4 17384 ft-lb 8572 lb Provided 123.39 Provided 123.39 in3 62.34 in2 732.62 in4 26698 ft-lb 11845 lb Steven Renck �rffU ti Steven Renck, PE �l Bellevue, WA 98004 Cori I n r\/areinn R n 113 n 9/12/2018 8:57:31 AM LOADING DIAGRAM 1 8ft UNIFORM LOADS Center Uniform Live Load 500 plf Uniform Dead Load 690 plf Beam Self Weight 18 plf Total Uniform Load 1208 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1125 lb Dead Load 2366 lb Location 3 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 250 plf 0 plf Left Dead Load 313 plf 76 plf Right Live Load 250 plf 0 plf Right Dead Load 313 plf 76 plf Load Start 0 ft 0 ft Load End 3 ft 3 ft Load Length 3 ft 3 ft 9/12/18 240 of 331 LOADING DIAGRAM 1 8ft VMD DIAGRAM 9000 8572 Ibs @ 0 ft 4500 Shear(lbs) 0 4500 --`--_----- -- _-._._-�_- 4000 =NEI .6501 Ibs @ 8 it 17384 ft4bs @ 3 Ift 20000 Moment (ft-Ib) 0 =10000 -20000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 0.143in@3.8ft 8ft Schemmer Consulting Group 9/12/1 S 241 of 331 Project: Q_StHotel Location: F132 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5,125 IN x 13.5 IN x 8.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 26.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.06 IN L/1711 Dead Load 0.08 in Total Load 0.14 IN L/725 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 4080 lb 4080 lb Dead Load 5555 lb 5555 lb Total Load 9635 lb 9635 lb Bearing Length 2.89 in 2.89 in BEAM DATA Center Span Length 8.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 8.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2393 psi Cd=1.00 Cl=1.00 Shear Stress: Fv = 265 psi FV = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - -L' = 650 psi Controlling Moment: 20474 ft-lb 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 9635 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided Steven Renck $f�UCalc Steven Renck, PE Bellevue, WA 98004 StruCale Version 8.0.113.0 9/12/2018 8:57:31 AM LOADING DIAGRAM NNO 8.5 ft UNIFORM LOADS Center Uniform Live Load 960 pif Uniform Dead Load 1040 pif Beam Self Weight 15 pif Total Uniform Load 2015 pif TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 0 plf Left Dead Load 252 plf Right Live Load 0 plf Right Dead Load 252 plf Load Start 0 ft Load End 8.5 ft Load Length 8.5 ft Schemmer Consulting Group 9/12/18 242 of 331 LOADING DIAGRAM B.5 ft VMD DIAGRAM 10000 9635 Ibs @ 0 ft 5000 Shear (Ibs) 0 W5000 -10000 =9635 Ibs @ 8 ft 30000 20474 ft-Ibs @ 4 ft 15000 Moment (ft4b) -¢TIDY 0 =15000 =30000 "0.2 =0.1 Deflection (in) 0 0.1 0.2 0.141 in@4.2ft 8.5 ft Schemmer Consulting Group 9/12l18 243 of 331 Project: Q_StHotel Location: FB3 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5,125 IN x 13.5 IN x 8.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 5.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.08 IN L/1345 Dead Load 0.10 in Total Load 0.18 IN L/567 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4758 lb 4922 lb Dead Load 6521 lb 6714 lb Total Load 11279 lb 11636 lb Bearing Length 3.39 in 3.49 in BEAM DATA Center Span Length 8.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 8.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2393 psi Cd=1.00 CI=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc -1= 650 psi Fc - L' = 650 psi Controlling Moment: 26986 ft-lb 4.08 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -11636 lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Schemmer Consulting Group 135.32 in3 65.87 in2 444.7 in4 26986 ft-lb -11636 lb Provided 155.67 in3 69.19 in/ 1050,79 in4 31045 ft-lb 12223 lb � 1 Steven Renck O Steven Renck, PE Sll� GalC�jf Bellevue, WA 98004 Atrur.Ar. \/arsion 8.0.113.0 9/12/2018 8:57:31 AM LOADING DIAGRAM Provided 155.67 in3 69.19 in/ 1050,79 in4 31045 ft-lb 12223 lb � 1 Steven Renck O Steven Renck, PE Sll� GalC�jf Bellevue, WA 98004 Atrur.Ar. \/arsion 8.0.113.0 9/12/2018 8:57:31 AM LOADING DIAGRAM i, 8.5 ft UNIFORM LOADS Center Uniform Live Load 960 plf Uniform Dead Load 1040 pif Beam Self Weight 15 plf Total Uniform Load 2015 plf - POINT LOADS CENTER SPAN Load Number One Live Load 800 lb Dead Load 1226 lb Location 4 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 0 plf 320 plf Left Dead Load 252 plf 400 plf Right Live Load 0 plf 0 plf Right Dead Load 252 pif 0 plf Load Start 0 ft 4 ft Load End 8.5 ft 8.5 ft Load Length 8.5 ft 4.5 ft 9/12/18 244 of 331 LOADING DIAGRAM 1 8.5 ft VMD DIAGRAM 20000 11279lbs @ 0 ft 10000 Shear(lbs) 0 -10000 ---- - - --="-----� =20000 -116361bs @ 8 ft 26986 ft-Ibs @ 4 ft 30000 Moment (ft-lb) 0 -15000 =30000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 0.18 in@4.2ft 8.5 ft Schemmer Consulting Group 9/12/18 245 of 331 Project: Q_Stnotel Location: FB4 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5.125INx13.5INx6.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 163.4% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN L/7298 Dead Load 0.01 in Total Load 0.02 IN U3019 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1920 lb 1920 lb Dead Load 2721 lb 2721 lb Total Load 4641 lb 4641 lb Bearing Length 1.39 in 1.39 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2393 psi Cd=1.00 CI=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -I- to Grain: Fc - -L = 650 psi Fc -1' = 650 psi Controlling Moment: 6961 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4641 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided �f Steven Renck Steven Renck, PE $frOC�C -� Bellevue, WA 98004 � StruCalc Version 8.0.113,0 9/12/2018 8:57:32 AM page LOADING DIAGRAM NNO Eft UNIFORM LOADS Center Uniform Live Load 640 plf Uniform Dead Load 640 plf Beam Self Weight 15 plf Total Uniform Load 1295 pif TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 0 plf Left Dead Load 252 plf Right Live Load 0 plf Right Dead Load 252 plf Load Start 0 ft Load End 6 ft Load Length 6 ft Schemmer Consulting Group 9/12/18 246 of 331 LOADING DIAGRAM 6ft VMD DIAGRAM 5000 4641 Ibs @ 0 ft 2500 Shear(Ibs) 0 -2500- -- - --- - -5000 i 4641 Ibs @ 6 k 7000 6961 ft-Ibs (rD 3 ft 3500 yE Moment (ft-Ib) _ 0 =3500 •7000 -0.03 -0.01 Deflection (in) 0 0.01 0.03 0.024 in@aft 6k Schemmer Consulting Group 9/12/18 247 of 331 Project: Q_StrlMel Location: F66 Multi -Loaded MultkSpan Beam [2009 International Building Code(2005 NDS)] 5.5INx9.5INx8.5FT #2 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 30.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/3698 Dead Load 0.09 in Total Load 0.12 IN L/865 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 690 lb 510 lb Dead Load 2286 lb 1671 lb Total Load 2976 lb 2181 lb Bearing Length 0.87 in 0.63 in BEAM DATA Center Span Length 8.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch (North) Base Values Adiusted Bending Stress: Fb = 875 psi Fb' = 874 psi Cd=1.00 C1=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp. -I-to Grain: Fe -1= 625 psi Fc -1' = 625 psi Controlling Moment: 4634 ft-lb 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2181 lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd 63.63 in3 19.24 in2 109.06 in4 4634 ft-lb -2181 lb Provided 82.73 in3 52.25 in2 392.96 in4 6025 ft-lb 5922 lb t Steven Renck Steven Renck, PE 54�4, �I Bellevue, WA 98004 we StruCam Version 8.0.113.0 9/12/2018 8:57:32 AM LOADING DIAGRAM Provided 82.73 in3 52.25 in2 392.96 in4 6025 ft-lb 5922 lb t Steven Renck Steven Renck, PE 54�4, �I Bellevue, WA 98004 we StruCam Version 8.0.113.0 9/12/2018 8:57:32 AM LOADING DIAGRAM 1 onx 8.5 ft UNIFORM LOADS Center Uniform Live Load 120 plf Uniform Dead Load 130 plf Beam Self Weight 11 plf Total Uniform Load 261 plf POINT LOADS - CENTER SPAN Load Number One Live Load 180 lb Dead Load 615 lb Location 0 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 0 plf Left Dead Load 252 plf Right Live Load 0 plf Right Dead Load 252 plf Load Start 0 ft Load End 8.5 ft Load Length 8.5 ft Schemmer Consulting Group 9/12/18 248 of 331 LOADING DIAGRAM 1 8.5 ft VMD DIAGRAM 3000 2181 Ibs @ Oft 1500 Shear(Ibs) 0 -1500 ----_ -- - - - - -3000 -21811bs@8ft 5000 4634 ft-Ibs @ 4 ft 2500 Moment (ft-lb) 0 -2500 =5000 -0.2 -0.1 Deflection (in) 0 0.1 0,27777 0.118in@4.2ft 8.5 ft Schemmer Consulting Group 9/12/18 249 of 331 Project: Q_StHotel Location: FB1 CASE 1 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5INx11.875INx8.0FT 1.8E-2600F - APA EWS LVL Stress Classes Section Adequate By: 25.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.08 IN U1221 Dead Load 0.09 in Total Load 0.17 IN L/581 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3000 lb 3000 lb Dead Load 3300 lb 3300 lb Total Load 6300 lb 6300 lb Bearing Length 2.57 in 2.57 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 1.8E-2600F - APA EWS LVL Stress Classes Base Values Adiusted Bending Stress: Fb = 2600 psi Fb' = 2587 psi Cd=1.00 CI=0.99 CF=1.00 Shear Stress: Fv = 285 psi Fv' = 285 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. l to Grain: Fc - L = 700 psi Fc - L' = 700 psi Controlling Moment: 12601 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 6300 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read 58.45 in3 33.16 in2 201.58 in4 12601 ft-lb 6300 lb Provided 82.26 Provided 82.26 in3 41.56 in2 488.41 in4 17733 ft-lb 7897 lb Steven Renck Sf�QalCQ� Steven Renck, PE Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:32 AM LOADING DIAGRAM 8ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 750 pif 813 plf 12 plf 1575 plf Schemmer Consulting Group 9/12/18 250 of 331 LOADING DIAGRAM 8ft VMD DIAGRAM 7000 6300 Ibs @ 0 It 3500 Shear(Ibs) 0 =3500 =7000 -6300 Ibs @ 8ft 20000 12601 ft4bs @ 4It 10000� III Will Moment (ft4b) 0 =10000 -20000 I -0.2 -0.1 Deflection (in) 0 0.1 0.2 0.165 in @ 4 ft 8ft Schemmer Consulting Group 9/12/18 251 of 331 Project: Q_StHotel Location: W BEAM AT BREAKFAST -REDUCED Multi -Loaded Multi -Span Beam [2009 International Building Code(AISC 13th Ed ASD)] A992-50 W12x96 x 25.5 FT Section Adequate By: 7.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.36 IN U843 Dead Load 0.82 in Total Load 1.19 IN L/258 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 11252 lb 11569 lb Dead Load 25110 lb 25788 lb Total Load 36361 lb 37357 lb Bearing Length 1.50 in 1.50 in BEAM DATA Center Span Length 25.5 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 25.5 ft STEEL PROPERTIES W12x96 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d = 12.7 in Web Thickness: tw = 0.55 in Flange Width: bf = 12.2 in Flange Thickness: tf = 0.9 in Distance to Web Toe of Fillet: k = 1.5 in Moment of Inertia About X-X Axis: Ix = 833 in4 Section Modulus About X-X Axis: Sx = 131 in3 Plastic Section Modulus About X-X Axis: Zx = 147 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 6.78 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 17.64 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 2 ft Limiting Unbraced Length - for lateral -torsional buckling: Lp = 10.91 ft Nominal Flexural Strength w/ safety factor: Mn = 366767 ft-lb Controlling Equation: F2-1 Web height to thickness ratio: h/tw = 17.64 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 53.95 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal Shear Strength w/ safety factor: Vn = 139700 lb Controlling Moment: 247143 ft-Ib 12.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spans) 2 Controlling Shear: -37357 Ib 26.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Read Provided Moment of Inertia (deflection): 774.8 in4 833 in Moment: 247143 ft-Ib 366767 ft-Ib Shear:-373571b 139700lb Schemmer Consulting Group Steven Renck truSteven Renck, PE calci') Bellevue, WA 98004 RtruCn r.. \/imm nn R.0.113.0 9l12/2018 8:57:32 AM LOADING DIAGRAM 3 4 z 25.5 ft UNIFORM LOADS Center Uniform Live Load 384 plf Uniform Dead Load 640 plf Beam Self Weight 96 plf Total Uniform Load 1120 plf POINT LOADS - CENTER SPAN Load Number One Two Three Four Live Load 2016 lb 1152 lb 2448 lb 1872 lb Dead Load 6371 lb 2121 lb 6846 lb 4526 lb Location 8.33 ft 12.67 ft 15.8 ft 22.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Three Left Live Load 384 plf 384 plf 384 plf Left Dead Load 850 plf 850 plf 850 plf Right Live Load 384 plf 384 plf 384 plf Right Dead Load 850 plf 850 plf 850 plf Load Start 0 ft 12.67 ft 22.5 ft Load End 8.3 ft 15.8 ft 25.5 ft Load Length 8.3 ft 3.13 ft 3 ft 9/12/18 252 of 331 LOADING DIAGRAM 1 3 4 2 N M 12 25.5 ft VMD DIAGRAM 40000 36361 Ibs @ 0 ft 20000 Shear(Ibs) 0 -20000 -- - — -- AOOOO==Il=37367 Ibs @ 26 ft 300000 247143 ft-Ibs @ 13 ft 150000 Moment (ft-lb) 0 =150000 -300000 -2 -1 Deflection (in) 0 1 2 1.186 in@12.8ft 25.5 ft Schemmer Consulting Group 9/12/18 253 of 331 Project: Q_StHotel Location: Tube steel REDUCED Column [2009 International Building Code(AISC 13th Ed ASD)] HSS 5 x 5 x 114 x 9.0 FT /ASTM A242-46 Section Adequate By: 45.0% DEFLECTIONS Deflection due to lateral loads only: DO = 0.04 IN = L/2716 Live Load Deflection Criteria: L/240 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 25800 lb Dead Load: Vert-DL-Rxn = 11742 lb Total Load: Vert-TL-Rxn = 37542 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 563 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 563 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length (X-Axis) Lx: 9 ft Unbraced Length (Y-Axis) Ly: 9 ft Column End Condtion-K (e): 1 Load Eccentricity (X-Axis) - ex: 0.5 in Load Eccentricity (Y-Axis) - ey: 0.5 in COLUMN PROPERTIES HSS 5 x 5 x 1/4 - Square Steel Yield Strength: Fy = 46 ksi Modulus of Elasticity: E = 29 ksi Column Section: dx = 5 in dy = 5 in Column Wall Thickness: t = 0.233 in Area: A = 4.3 in Moment of Inertia (deflection): Ix = 16 in4 ly = 16 in4 Section Modulus: Sx = 6.41 in3 Sy = 6.41 in3 Plastic Section Modulus: Zx = 7.61 in3 Zy = 0 in3 Rad. of Gyration: rx = 1.93 in ry = 1.93 in Column Compression Calculations: KL/r Ratio: KLx/rx = 55.96 KLy/ry = 55.96 Controlling Direction for Compr. Calcs: (Y-Y Axis) Flexural Buckling Stress: Fcr = 37.26 ksi Controlling Equation F7-1 Nominal Compressive Strength: Pc = 96 kip Column Bending Calculations per AISC 13th Edition Steel Manual: Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment: Mx -ex = 1558 ft-lb My-ey = 1558 ft-lb Lateral Moment + Eccentricity: Mrx = 1558 ft-lb Mry = 1558 ft-lb Flange Buckling Ratio: FBR = 18.46 Allow. Flange Buckling Ratio: AFBR = 28.12 Allow. FBR for Non -Compact: NC = 35.15 Web Buckling Ratio: WBRX = 18.46 WBRY = 0 Allow. WBR for Eqn. 1`7-5: AWBR = 60.76 Nmnl, Flex. Str, w/ Sfty Factor: Mcx = 17.5 ft-kip Mcy = 17.5 ft-kip Controlling Equation 177-1 F7A Combined Stress Calculations: HIAa Controls : 0.55 Controlling Combined Stress Factor: 0.66 FF �Steven Renck Steven Renck, PE Str��al�'1 Bellevue, WA 98004 StruCalc Version 8.0.113.0 9/12/2018 8:57:32 AM LOADING DIAGRAM B 9 ft A AXIAL LOADING Live Load: PL = 25800 Ib Dead Load: PD = 11600 lb Column Self Weight: CSW = 142 lb Total Load: PT = 37542 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 125 plf Schemmer Consulting Group 9/12/18 254 of 331 i�� B ,_, Schemmer Consulting Group 9/12/18 255 of 331 SCHEMMER aINSa3tNr, reciUm rrlJc EiGti:�L"tiu avia�ax G sucVr:-e;a �ai�F:�er-�vx�i B01A Sheet P!, C. Magn WA 98222 ax 3sa293-9006 ec'.� 51 a _ I 59 S4 +del 1?il r � � s`� � Schemmer Consulting Group r,*AP t 20( l Or l i if N V" sN rpm (a o 9/12/18 h_ 256 of 331 SCHEMMER c%KT%1,1WG. (:Ii(XIP PII.0 ENGRIEERMG CNa3fRUCRaw F1IWNWG SURVEYING RESOENf i4L HOME DESIGN 301301h Street Suite t Anacortes WA 9A721 as®:380-293-S4 ac 291-0051 vi IW7 Vk y _-Vk) AtOOL . 4,4 psf Wl,LAG G ZX, 9 to"" o< <, 5 �s7 y2t' Vt4A.M (OKe 5;( vv6oc � '50 2.2 fSF- yI 61A� t. (OAUm$ Et f5 — CCAadc� 9/12/18 Schemmer Consulting Group 257 of 331 SC EMMER MN.Saula"NO : <;R01T P„.0 01 ENGINEERING CM.STRIlCR1RAL4'I.WNWO SURVEYING RESCENNL HONE DESIGN 30130th Street Sui1eC Anjtorte WA, 98221 olAw: 380-29 904 Ix, 360-Z93-40 1 W lN, p l.0 Pip PtS`C� �t3 U C�l� �.r1r��trtc�r' 2ov�e- =�0/2� '�(pOY(C72 O =f- 2 2 (499 I� Z0; w 23.5�- Xco' •SF517x�C 23.5�x Schemmer Consulting Group 23s PV (le)P(f� Gave 1'zc�S �Nt DtIze c�to95 9/12/18 258 of 331 sC�' N(�%R cwstaalu: rnotm euc ENSWUMNG Cr&.STMctUM^A KM SURVVMG �IiLL' F.G520c�' 1 30130th Sheet Suite Arcacortes WA 98221 ~. 9U08 do 51 INal,l� - corr wa�L4� I,, (vJO14 (WaA 45) j\j&U -e o Walls C, rK Wain � l a J (wOLgo ) ,54atrr, hW (WaI(e7) Schemmer Consulting Group 711; L ?kLC Le Ak05 reo�. C spa ,{1 Loo.S�XSX2 = (005 2Sim) C517C �� S 21� w h � V (14) (0o.52X(o'=Zolo �� �07"ZI 6j D V 1 )�4 ( ' toI . oI �c2 °i '� : 6[ ISO 9/12/18 259 of $31 5CHEMMER Rnt:t„ l OPOI N M E ENGINEERING CfJISTR(MtW- iANNNG SURYEYMG RUMDEk,tALHOW DEEM 30130th Street Suite C, Anacortes, WA 98221 c+nc.:360.2939008 L 360-293-4051 StIeS7y .l c- �o0-c dl�l0 W�rLo ^- W� 5coo ✓ ` VAlLVLS Lv�#n� f,aw rao� ni(A (b0.5 (�OL�u � k,k l0� (tor 2 PCsr c + V, MtP x )41 lwx 10 Oz -F- �l�S Io�� X 2 7 yalt ter5f/�JOx2 = 21r7 9/12/18 Schemmer Consulting Group 260 of 331 SCHEMMER « t:t, � GROUP PTjC ENGINEERING CN1.RIRUCSURAL- taIMWG SURVEYING RESIDBlR4LHOWEDESIGN 30130th St e l Suite C, Anacortes, WA 98221 cake., 360-293-9006 We 364293-0051 sky 67 (5t� 3r�( 40 rsf=-� -� c �loa r 40fs F 9 �iv'f- ' Iq s��2'� cu' )2 at � � ,z •r = OPIZ I � t��Oskx I )'C2��- �r - 8 Hwy 4a psi x( a' 1r- (� x (d,c 2 %4= 85VF (tbo = Selo lFP Schemmer Consulting Group 9/12/18 261 of 331 SCHEMMER MNSLIATM; »� ,�,7ju ENG,NEERING �CM- TRUCR[NatAUNNING SURVEYING RES,OENTIAL HOW DESIGN 3013o1h S(reel Suilr C, Anamrtes WA 98771 101 380.798.9DD6 tar 3 .0- 5V � ! t� 2 sf X tco.s"+ Mrs (2'+-tZx2 fi2cf-x�n25 X"1+ laxlo x2 2 IC0.s ��a-� r 5 Lam 5 e p 25 )4{$ + Lek �e �T (o'�x2 z �� S� v � Fs� �`r o •`} 2 K lv X 15 .._ � x�l � 1 xtO x 2 t ot) Z i a.s 2 =GtOP(f x2 = ►-s�� ��F p-xi�'t` y !:mc� IPli� 9/12/18 Schemmer Consulting Group 262 of 331 d t<` Schemmer Consulting Group ISOb£6Z�9Em gpp646Z-0.9E� SZZ96 VM saLtucuV a1(� 75 £TOE �t,7�nans prgNhYkt7ylYuarfLL1.41W �U`S7aFY`7\3 2/18 V of 331 gild d�lUi1J •J.u ]:L�51N � �JS 1 A r. 9/12/18 Schemmer Consulting Group 264 of 331 SCHEMMF,R cxxstA:lr..r. r.Rcttm vuc ENGINEERING SM_SIArK:fUFLU RANNIN6 Sl1RVEYING L.NOMEDESIGN 301 301h Street Suite C. Macortes. WA 9A221 aow: 300.2939D00 rk 360-293-009 `�lSN1.lG �P���scS �ia�.��-gam- �e�� = lDo .5 pta�✓Inra�vx s�lea-ram �t� 59 �-�c oo •S Zs 522/l a�- S I wa�� �� �-�-��-�-��.���-�rSx�-��k�.�=��.2�` waC� �In�S ���� l of z� - �s�� 3 /��•ZS = 25�22-�4-�.ZS r c�-S,�t� ��W�� _3 � r � I.� �s �Zy � l 9 � �.� (s��� Wail u. li �-� che�-k �- Nto�- 2j�,1`�.re�� ��,�� .. 2 �,�,Q�' �p X� - 3 2 "t l�L X. W - INa�1 �2 �� = ��k5�4x8.�3� 2 Fr � i Z ��____ 4______ � �3s� Flo C� �-�- of �o � � r� �vel sau. e� � (}}a(,� S 9/12/18 Schemmer Consulting Group 265 of 331 c�-S,�t� ��W�� _3 � r � I.� �s �Zy � l 9 � �.� (s��� Wail u. li �-� che�-k �- Nto�- 2j�,1`�.re�� ��,�� .. 2 �,�,Q�' �p X� - 3 2 "t l�L X. W - INa�1 �2 �� = ��k5�4x8.�3� 2 Fr � i Z ��____ 4______ � �3s� Flo C� �-�- of �o � � r� �vel sau. e� � (}}a(,� S 9/12/18 Schemmer Consulting Group 265 of 331 SCHEMMER CY2\4C I:1i iG t ROlW IM34 ENGINEERMG CMrsTfiucTURu+'I IMG SURVEYING FtE9UChlVLHCWDEMN 30130th Street Suite C, A"cortes, WA 98771 crlW 360-293-90W t,.c 360.793-0051 atc �vot�� FiPJJl��1,�V� �CoV1k�d� o a <I �t VA-Irl 2' (��1�i�{,3�_ 2-�lox 21L03/Lk ; 21`10 -f o-1 �}oI 2z7Ito G51(A -- I 9/12/18 Schemmer Consulting Group 266 of 331 2 "r b Schemmer Consulting Group 9/12/18 267 of 331 aar 2 u)at1k*�Mv �o�ovJn i SCHEMMER (Y)FSL7:ItCG GItill U't ENGINEERING-smucnrrw ara++(wc. SURVEY,NG 30130th Street Suite C. Armcortes, WA 9112M om.: 360,'L93-9096 fac 364293-4051 wa-u 0evy{-t•, Wal [gV* l j0. k 4�=,kevrs stow ISIM.ILwww tport�) A�u-� S IS gmam VtIVU• ' . k(9IA �lao✓ 50o f Z�.S = 12�� ply wo13�X�.S�cg,33 sks'-`56sZet 46 5. - �623 �0►5��� 1S2 N� 5.� tk {rood 1�lel uvo�l =r5x kl r, 8.33� l3 L Z k 2 (1vI YA,•�S (01 w POI.1� '! 1Op 4E J5 9/12/18 Schemmer Consulting Group 268 of 331 SCHEMMER a)&%naT%vv Gnoup r11 c �v ENGy7EEW11G awssnxnmusluauaG SURVEYING REWenU! FOWDESIGN 30130th street suite C. Anacones, WA 58121 ooe v ® D T s ' 11,a 2to)A ��f44� I -L —9 � � C It 'Dra r 41ItZ! (CMC' 66) (5Los # I (2,o) Tl 5(092, ��, ptftof n� l3qgo CP U 904 04041L "Do Z &L. scat low sN Q2101 In3 ki Val 't ea.s*dt weA Las✓ `f = 2�i`ioXl� " 213�2.�ox25� �� 2Z' 7�� v `tl Schemmer Consulting Group 9/12/18 269 of 331 .CICHEMMER Cif\SUI:171T: crone Pnc �� ENcsrtE�c tavdsmlucltautrtrwml� s!rt�ar�lc 303 30th Street Suite C. Anacortes, WA 99721 v� 3&1-293-900fi Ia,:360-2B3-0O51 -� k G T"lit _A- t�ra Sln�a� tl�U�VL(Zt a SIMSLA1(1 NIX�(49P �lrw�(.= 2ti2 � lk (sw i� t 'Udcp.ekm - t °vCot�l4- C?ru�,S�S2 ru„�,u lc - lk/L 7F« C`2w E i F(C* v 2 `� �. 5292X,b � -- ��� (��'L���� � • = - j ��3 ��lo U 1 t�� --(3b3 9/12/18 Schemmer Consulting Group 270 of 331 SCHEMMER CONit6,,,.GN GROUP Pf7C QiG77EIIiL4'G U'a Sha�ltlR/J..ltllt� SURvm4G T;S iL41.WIWIIESIG4 �0130th5treet Suite Cam. Anat�es. WA 98221 oMoc 36D�283-9006 ax 36Q�S3i055 i Grlt� lap " G04�Y'l� O Y� =40 u�pV- lla`x �s� f l$pskx�o = (o(ooPl Alt VOW ti/ Room (U fl,C� Schemmer Consulting Group t i 9/12/18 271 of 331 SCHEMESIMG MER CY}\SI,7;Il�Cr GRf)[JP PIJC sURMTM fZES 8:AlP3.'A2cDE=aJ 301301h street SWfe CC An.uartei WA 93221 ,'..: icTY5:•kSf !'�R�Uir3'1-K��Ui.S� jNkC 4r CTrtd c) , Lo rr ( o r is�k �UIA12©Plfi why = 1b�2S�s-� [41 W Adw,u S z/3 (�Sflxl 42)J/ , ~ I so`lb • f No CAP(k(+ =� ( Lr fi= 33f�x1�I I62 ©� = 3t3�� li d (L Quiz vLm) z walls = 2xe -� 6xll' = V7 ' V. kif! ( 5 0 T 5 8 /� LAf 9/12/18 Schemmer Consulting Group 272 of 331 a n'� �i'•- ., . � - L L .� ew s �w A {� �� ii, iw� °w� �� �= -- - �. �: ■ ��' -- — � -- �+rZg �_ ■� � ��_ s� -- -- - Schemmer Consulting Group .- CC► 9/12l18 273 of 331 "m bCl) .�l m rm m -i O z 9/12/18 274 of 331 Schemmer Consulting Group i I kSCIHIEMMCR cog-yT:IT(1 ono P P(Jic ENGN"33" G CWBA MUCTtXM41At8WW SURVEYMG Iii.SOB(IW.Ii01E0EsC�1 ' 3013M Strom WteC An cortc WA 98221 3 Ix360.2 U51 D ec> c 6 VL&> �� _ S 519g1, = 23oPk,.- ( Sw t) l cocl �, 10 G�c n - 33 (not, vat+ � _ �� 5 P � � C � W 2� It'd � � ©� l'��^ k [o�wtkw T= 3�4SKto�- 2f3 t`�ox�d�)� - 3tl� IL-H r100r✓ 4�84 yt a341 � fikw—5D525 .tN f 9/12/10 Schemmer Consulting Group 275 of 331 SCHEMMER amv�T:mc; rronr rug ENGINEERING cmt- nUCrIFNL-I'l "NG SURVEYING RESIDENTIAL HOME DESIGN 301301h Street Suite 4 Anacortes, WA 98221 .00Ir fc�r� EST E LA. VY '�lo i. +kpi�F� ra�gtL)�_ 2 Irao4 �eJe1 Chl&i•' fI `ft ' r. it t �V'O' , �t��,srcv �/� (I q& v o j� , = �2 t�s JUL 3 2 v�tt� gyres ask �o %��o�►rtS re� , r _ _. A4�+b %,:kve weal 6vks Was sf or VJe5a.+ 9/12/18 Schemmer Consulting Group 276 of 331 SC�MM� «uaurarr, c;t:�xm me S�b� L► 0 N tJ��CL UPr l_U ,� �--TPS = r, �� �? 2�k'� o , G . � ��� �' G' $�� ©. G C�. 4 v" b�G . Schemmer Consulting Group (_oa�c c�llav�ed =- l3� � l� �� �� =- �� P�� r2�����. ���� `. �.� o P1-� '' -- SAS ,P�� �c,�,2) =�� �� CS�� �� t o90 � (�= c� c� �� << �� ,c c� << �, T31: �-(r�cr Tb �oP �'LJ�i � C F t d�r� � � $,. ; ply �S I l.� (���i �1 �5� Pt�- ��� ���- (sw�2� �'t b �l�` (s ��) 9/12/18 277 of 331 S1��1�11TiL` dl CT?\if.'i:IT(. C,RO[1F FtJC ' E:iG:7{c�iL\G CIVtATR1CTtK414%PMMit F,c'�tZC:�:r CESii 301 30th Street Suite C, Ana[ortes, W 998771 3662919045 La 360-29.14051 S11� 2 -- (papa eal< rv.W`) *fp u,pe(�E To 6otJ Cv� � C- 'Po P t v M To (60b [jolle; fir' Si! t✓L. t. ;se 12`t oic, w ► � 1 � � ti� � Z go Swat L"l!?����3o�L2",�� 9/12/18 Schemmer Consulting Group 278 of 331 Diaphragms and Shear Walls TABLE 1 7 ALLOWABLE SHEAR (POUNDS PER FOOT) FOR APA PANEL SHEAR WALLS WITH FRAMING OF OOUGLAS-FIR, LARCH, OR SOUTHERN PINEW FOR WIND OR SEISMIC LOADINGth•h• wilkt (See also IBC Table 2306.4.1) ` Panels Applied Over r _ Panels Applied Direct to Framing 1/2\0or 6/8" Gypsum Sheath!n� Minimum Minimum / Nominal Nail Nail Size Nail Spacing at Nat' Ize Nail 5pacin at Panel Penetration (common or Panel Edges (in.) (com n or panel Edge (in.) Panel Grade Thickness in Framing galvanized galvam ed (in.) (in.) box)tkt 6 4 3 2t°7 box) 6 4 21"1 5/16 1-1/4 (0-113adial) 200 300 390 510 (0.111"Idia. 200 300 390 510 APA 3/8 - 2301di 360fd1 460(d) 610idi - - - - --- STRUCTURAL_I 7/16 1-3/8 Jr. 8d `� 255td1 3951dh 505tdi 6701d1 lod 28�Q 430 550111 730 (0.131" dia. (0.148"dia.) / grades 15/32 280 430 550 t870 15/32 1-1/2 0.148' dia.) 340 510 665j11 ( �.. _ all 5/16 or 1/410 6d 180 270 350 450 Sd /180 270\350 450 1-1/4 / -- - 3/8 (0•l13" dia•) 200 300 390 510 (0.131 di �) 200 300 �37 510 APA RATED SHEATHING; APA 3/8 — -- 2201dl 32001 4101d> 53001 1 RATED SIDING19? 1 7/16 1-3/8 8d tj 2401d1 350'dl 45010d1d1 58501 260 380 4901� 640 and other APA (0,1311" dia. _ _ _- , (0.148/ dia.) \ grades except -15/32 260 380 490 640 - Species Group 5 15/32 10d 310 460 _60011) 770 r — — — -- -TT/2- r. 19/32 (O.148" dial) 340 510 6651f) 870 • / /— — — — — Nail Size Nail Size APA RATED (galvanized (galvanized SIDING(g) and casing) casing) other APA grades 5/161 1-1/4 6d 140 210 275 360 8d 140 210 275 360 except Species (0.113" dia.) (0.131" dia.) Group 5 3/8 1-3/8 (o.13I")dia,) 160 240 310 410 (01482dia) 160 240 310111 410 (a) For framing of other species: Find specific gravity for species of lumber in the AF&PA National Design Specification (NDS). Find shear value from table above for nail size for aciuol grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor - (1 - (0.5 -SG)), where SG = Specific Gravity of the framing lumber. This adjustment shall not be greater than 1. (b) Panel edges backed with 2 inch nominal or wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate framing members for 3/8 inch and 7/16 inch panels installed an studs spaced 24 inches on center. For other conditions and panel thicknesses, space nails maximum 12 inches on center on intermediate supports. (c) 3/8 inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied direct to framing as exterior siding. (d) Allowable shear values are permitted to be increased to values shown for 15/32 inch sheathing with some nailing provided (1) studs are spaced a maximum of 16 inch on center, or (2) panels are applied with long dimension across studs. w (e) Framing at adjoining panel edges shall be 3 inch nominal or wider, and nails shall be staggered where nails are spaced 2 inch on center. Ty pical Layout for Shear Walls Load Framing _a Shear wall boundary (f) Framing at adjoining panel edges shall be 3 inch nominal or wider, and nails shall be staggered where both the (allowing conditions are met: (1) 10d (3 inch x 0.148 inch} nails having penetration into fram- ing of more than 1-1/2 inch and (2) nails are spaced 3 inch on center. (g) Values opply to all -veneer plywood. Thickness of point of fastening on panel edges governs shear values. (h) Where panels applied on both faces of a wall and nail spacing is less than 6 inches o.c. on either side, panel joints sholl be offset to fall on different framing members, or framing shall be 3 inch nominal or Thicker at adjoining panel edges and nails on each side shall be stag- gered. (i) In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per lineal foot, all framing members receiving edge nailing from abutting panels shall not be less than a single 3 inch nominal member, orhvo 2 inch nominal members fastened together in accordance with IBC Section 2306.1 to transfer the design shear value between framing members. Wood structural panel joint and sill plate nailing shall be staggered in all cases. See IBC Section 2305.3,11 for sill plate size and anchorage requirements. (j) Golvanized nails shall be hot dipped or tumbled. (k) For shear loads of normal or permanent load duration as defined by the AF&PA NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively. Blacking Framing Ll — Foundation resistance Form No. L350A ■ O 2007 APA The Engineered Wood Association ■ 9/12/18 Schemmer Consulting Group 279 of 331 Diaphragms and Shear Walls TABLE B-1 ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH -LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS-FIR-LARCH OR SOUTHERN PINE[Q) FOR WIND OR SEISMIC LOADING("•r,9,t,) j Minimum Minimum Fastener Nominal Common Penetration Panel Nail Size or in Framing Thickness PanetGrade'A Staple Gage (in.) (in) I lOd common nails 1-1/2 APA (0,148" dio,) STRUCTURALI - grades APA RATED SHEATHING, APA RATED STURD-1- FLOOR and other APA grades excepi Species Group 5 14 gage 2 Staples tad common nails (0.148" dia.) 14 gage stoplestr� 15/32 19/32 23/32 15/32 19/32 15/32 19/32 23/32 15/32 19/32 23/32 Blocked Diaphragms Minimum Cases 1 and 21� Nominal Width of Fastener Spacing Per Line at Framing Boundaries (in.) Member at 4 24/2 2 Adjoining Panel Fastener Spacing Per Line at Edges and Lines of - Other Panel Edges (in.) Boundaries(e) Fasteners 6 4 4 3 3 2 3 2 605 815 875 1,150 - - 4 2 700 915 11005 1,290 - - 4 3 875 11220 11285 11395 - - 3 2 670 880 965 11255 - - 4 2 780 990 1,110 1,440 - - 4 3 965 1320 1,405 1,790 - - 3 4 4 3 4 - 3 4 For 51: 1 inch = 25.4 mm, 1 plf = 74-6 N/m. {o) For framing of the other species: (1}Find specific gravity for spe- cies of Framing lumber in AF&PA NDS, (2) For staples find shear value from table above for Structural 1 panels (regardless of actual grade) and multiply value by 0.82 for species with specific grav- ity of 0.42 or greater, or 0.65 for all other species. (3) For nails, find shear value from table above for nail sae of actual grade and multiply value by the following adjustment factor: = 11 - (0.5 - SG)), where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than 1. (b) Fastening along intermediate framing members: Space fasteners a maximum of 12 inches on center, except 6 inches on center for spans greater than 32 inches. (c) Panels conforming to PS 1 or PS 2. (d) This table gives shear values for Cases 1 and 2, as shown in IBC Table 2306.3.1. The values shown are applicable to Cases 3, 4, 5 and 6 as shown in IBC Table 2306.3.1, providing fasteners at all continuous panel edges are spaced in accordance with the bound ary fastener spacing. Schemmer Consulting Group 3 4 4 3 4 d 3 4 4 3 4 3 4 Cl 2 730 955 1050 1365 {e) The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members not located of boundaries or adjoining pone) edges shall be 2 inches. (f) Staples shall hove o minimum crown width of 7/16 inch, and shall be installed with their crowns parallel to the long dimension of the framing members. (g) High load diaphragms shall be subject to special inspection in accordance with IBC Section 1704.6.1. (h) For shear loads of normal or permanent load duration as defined by the AF&PA NDS, the values in the table above shall be multi- plied by 0.63 or 0.56, respectively, Form No. L350A ■ ®2007 APA -The Engineered Wood Association ■ www-apawood.org 9/12/18 280 of 331 Diaphragms and Shear Walls TABLE A-3 PANEL RIGIDITY THROUGH THE THICKNESS Gt (Ibf/in, of panel depth) (See also IBC Table 2305.2.2(2)) Stress Parallel to or Perpendicular to Strength Axis _ Plywood Span Rating _ 3-p1y 24/0 25,000 24/16 27,000 32/16 27,000 40/20 28,500 48/24 31,000 16 oc 27,000 20 oc 28,000 24 oc 30,000 32 oc 36,000 48 oc 50,500 _ 4-ply 5-pry OSB 32,500 37,500 77,500 35,000 40,500 83,500 35,000 40,500 83,500 37,000 43,000 88,500 40e500 46,500 96,000 35,000 40,500 83,500 36,500 42,000 87,000 39,000 45,000 93,000 47,000 54,000 110,000 65,500 76,000 155,000 Structural i Multiplier 1.3 1.3 1.1 Tables I and 2 present allowable shears which apply to most shear wall and diaphragm designs. Occasionally, due to higher lateral loads or to building geometry or layout, higher allowable shears are required. Calculation by principles A mechanics using values of fastener strength and panel shear values (see APA Research Report 138) is one way to design for higher shears. Another option is to use Table B-1 for high -load horizontal diaphragms (see also IBC Table 2306.3.2). For high -load shear walls, structural panels may be applied to both faces of framing. Allowable shear for the wall may be taken as twice the tabulated shear for one side per IBC Section 2303.3.9. Where the shear capacities of each side are not equal, the allowable shear may be either the shear for the side with the higher capacity or twice the shear for the side with the lower capacity, whichever is greater. If nail spacing is less than 6 inches o.c. on either side, panel joints should be offset to fall on different framing members or framing should be 3-inch nominal or greater and nails on each side should be staggered. Schemmer Consulting Group Form No. L350A � ®20D7 APA -The Engineered Wood Associotion � www.apowood.org 9/12/18 281 of 331 24 oc 30,000 32 oc 36,000 48 oc 50,500 _ 4-ply 5-pry OSB 32,500 37,500 77,500 35,000 40,500 83,500 35,000 40,500 83,500 37,000 43,000 88,500 40e500 46,500 96,000 35,000 40,500 83,500 36,500 42,000 87,000 39,000 45,000 93,000 47,000 54,000 110,000 65,500 76,000 155,000 Structural i Multiplier 1.3 1.3 1.1 Tables I and 2 present allowable shears which apply to most shear wall and diaphragm designs. Occasionally, due to higher lateral loads or to building geometry or layout, higher allowable shears are required. Calculation by principles A mechanics using values of fastener strength and panel shear values (see APA Research Report 138) is one way to design for higher shears. Another option is to use Table B-1 for high -load horizontal diaphragms (see also IBC Table 2306.3.2). For high -load shear walls, structural panels may be applied to both faces of framing. Allowable shear for the wall may be taken as twice the tabulated shear for one side per IBC Section 2303.3.9. Where the shear capacities of each side are not equal, the allowable shear may be either the shear for the side with the higher capacity or twice the shear for the side with the lower capacity, whichever is greater. If nail spacing is less than 6 inches o.c. on either side, panel joints should be offset to fall on different framing members or framing should be 3-inch nominal or greater and nails on each side should be staggered. Schemmer Consulting Group Form No. L350A � ®20D7 APA -The Engineered Wood Associotion � www.apowood.org 9/12/18 281 of 331 HDQ8/HHDQ Holdowns The HHDQ saries of holdowns combines low deRection and high loads with ease of installation. The unique seat design of the HDQ8 greatly minimizes deflection under load. Both styles of holdown employ the Simpson Strong -Tie° Strong -Drive" SDS Heavy -Duty Connector ;crows which install easily, reduce fastener slip and provide a greater net section when compared to bolls. They may be installed either flush or raised off the mudsill without a reduction in load value. Special Features: • Uses Strong -Drive SDS Heavy -Duty Connector screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts • Strong -Drive SDS Heavy -Duty Connector screws are supplied with the holdowns to ensure proper fasteners are used • No stud bolts to countersink at openings Material: HDQ8 — 7 gauge; HHDQ — Body: 7 gauge, washer'b" plate Finish: HDQ8 — Galvanized; HHDQ — Simpson Strong Tie gray paint; Installation: • See General Notes on pp. 75-76 • No additional washer is required • Strong -Drive SDS Heavy -Duty Connector screws install best with a low -speed high -torque drill with a %a hex -head driver HDQ8: • 9s" of adjustabilMY perpendicular to the wall HHDQ11/14: • No additional washer is required • HHDQ14 requires a heavy -hex anchor nut (supplied with holdown) Codes: See p.14 for Code Reference Key Chart Horizontal HDQS Installation Pilot hole (Bolt not required) Washer provided with . boldown HDQS U.S. Patents 6,006,487 and 6,3273831 Pilot holes (9olts nut required) HHDQ11 (NNDQf4 similar) Minimum Yxled ri>zmber. thickness Preservalit� trezled barrio may be requfin . SIMPSON StrongTie HDQS Vertical Installation Vertical HHDQ11 Installation (NNDLJI4 similar) Not sure you have the right holdown? Our Holdown Selector software is a great tool to help you select the best product for the job. Visit strongtie.com/software. - These products are available with additional corrosion protection. Far more information, sae p.1 ts. t Model 1. See pp. 75-76 for Hnldown and Tension Tie General Notes. 2. Noted HHOQ14 allowable toads are based on a 5'h'-wide post (134 min), Other loads based on MY -wide post minimum. 3. HHDQ14 requires heavy -box anchor nut (supplied With holdown).4. HDQ and HHDQ Instailc-d hnduontally achieve compression toads with the addBion of a standard nui an the underside of the load transfer plate. Refer to ICC-ES ESR 2320 for design values. HDQ8 requires a standard nut and BP/s-2 (sold separately) load washer on the underside of the holdown for compression load. Design of anchorage rods for compression force shall be per the Designer. 9/12/18 77 Schemmer Consulting Group UPDATED 02/127/8 282 of 331 y Qt i- .a C a W LW OW U) LTP4/LTP5/A34/A35 Framing Angles and Plates The larger LTP5 spans subfloor at the top of the blocking or rim board. The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate-to•drn board or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 exclusive bending slot allows Instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. Material: LTP4/LTP5 — 20 gauge; all others — 18 gauge Finish: Galvanized. Some products available in stainless steel or ZMAV coating; see Corrosion Information, pp. 15-18. Installation: • Ilse all specified fasteners; see General Notes • A35 — Bend one time only Codes: See p.14 for Code Reference Key Chart Joists to Plate with A Leg Inside 'h' minimum 24l0 APA-rated wood structural panel sheathing Studs to Plate with B Leg Outside SPAX S6 x'f! SCreWS Into SUb11pOr and framing �Y m T • � J ❑04 m 0 m U I ® 46� 0 I r u m m G i LTP4 m I m �r e 11/j6�1?/is m � m o LTP5 0 0 ©LTP4lnstalled over Woad A35 Structural Panel Sheathing Joists to Beams LTP4 attaching Top Plates to Rim Board A35 Ceiling Joists to Beam I r� ® A35 LTP5 Installed over Wood Structural Panel Sheathing s3o 9/12/18 Schemmer Consulting Group 283 of 331 LTP4/LTPS/A34/A35 Framing Angles and Plates (coot.) `These products are avalable w th addRional corosion 7rtasc products aro approved for installation wt[h the Strang-DriveF protection. For more information, see p.18. SD Connector screw. See pp. 30-40 for more Information. SS, SIMPSON OF/SP SPF/HF 1 (101 Type of Direction Allowable Loads Allowable Loads Cade Floor Roof Floor Roof t10. Connection Fasteners of Load Ref. (100) (125) (160} (100) (125) (160) Fi 395 485 515 340 415 445 1p1,L5, 10 (8) 8d x 1'�5° L180 FL Ft 395 455 455 340 390 390 A3i Uoin All 365 395 255 315 340 02 (9) Bd x 1'/s° C1 210 210 180 180 180 A2 295 365 380 255 315 325 �3 (12) Bid 1'W 255 L1B, rL C2 295 365 370 316 320 A35 D 230 230 230 200 1 200 200 F1 595 695 695 510 600 600 ® (12) 8d x I W) 1`26 595 670 670 510 575 575 G 580 670 670 500 570 575 L5, LTP4 © 02) 8d x 1'k" FL H 580 600 600 500 515 515 G 580 620 620 500 535 535 IN LTP5 70 (12) Bd x l W L18, FL H 545 545 545 470 470 470 1. Allowable loads are for one .When am installed on each side of the joist, the minimum joist thickness is 311 . 2. Some Illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sulrx iently. In this case, mechanical reinforcement should be considered. 3. LI P4 can be installed over %" wood structural panel sheathing with 8d x 1'h's nails and achieve 0.72 of the listed load, or over'Fa' and achievo 0,64 of the listed bad. 8d commons will achieve 100% bad. 5. The LTP5 may be installed over wood structural panel sheathing up to W thick using 8d x 1'h" mails with no reduction to load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 8. Fasteners: 8d x I = 0.131' dia. x 1112" long; H34 UIJIIII InSL311d1i1111 See pp. 26-27 for other nail sizes and Informstion. 9/12/18 331 Schemmer Consulting Group UPDATED D2Ji2/18 284 of 331 SIMPSON HRS/ST/HST/HTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI Strap Ties (cont.) Codes: See p.14 for Code Reference Key Chart - These products are available w0h eddttional corrosion protection. For more information, see p.18. Model No. LSTA9 LSTA12 LSTA15 LSTA18 LSTA21 LSTA24 ST292 ST2122 ST2115 ST2215 LSTA30 LSTA36 LSTI49 LST173 MSTA9 MSTA12 MSTA15 MSTA18 MSTA21 MSTA24 MSTA30 MSA63 MSS TA49 ST6215 ST6224 ST9 ST12 ST18 ST22 MSTC28 MSTC40 MSTC52 HTP37Z MSTC66 MSTC78 ST6236 HRS6 FIRS8 HRS12 MST126 MST136 MSTI48 MSTI60 MST172 � HRS416Z Dimensions Ga. (job) 18 14 12 W 14 1 Y4 11/4 11/4 1 Y4 1 1/42Y,e 2Mo 4'4 2Yle 1 Y+ 1 Y4 344 33/4 11/4 11/4 t1/4 1'N 1'/4 1 Y4 1 Y4 11/a 11/4 2Me 2lie 11/4 1 Y4 1 Y+ 1Ya 3 3 3 3 3 3 Ve 1;e tie 1% Us 2Ka 21Se M 2Yie 31/4 9� L 9 12 15 18 21 24 e 12WIG 169ia 1641s 30 36 49 73 9 12 15 16 21 24 30 36 49 163'is 2No 9 11 `ye 17Y4 21% 281/4 40r/4 521/4 7 653/4 T744 33% 6 8 12 26 36 48 60 2 16 These products are approved for Installation with the Strong Drive' SD Connector screw. See pp. 39-40 for more Information. Allowable Tension Loads (DF/SP) (160) (8) tOd 740 (10)10d 925 (12)10d 11110 (14)10d 1,235 (16)10d 11235 (18) lod 11235 (12)16d 1,265 (16►16d (t0)16d (20)16d (22) 1Od (24)1 Od 32)10d x 1 W ;48} 10d x 11h" (8)10d (10)10d (12)10d (14)10d (16)10d (16)10d (22)10d (26)1 Od (26)1Od (20)16d (28)16d (8)16d (10)16d (14)16d (18)16d (3 i)16d sinkers (52)16d sinkers (62)16d sinkers (20) lOd x l'R (76)16d sinkers (76) 16d sinkers (40)16d (6)10d (10)10d (14)10d (26)10d x 1 /4" (36)10d x 1'h" (48)10d x 11h" (60)10d x 114" ((2)10d x l',V 1161 YV x 1'h" SDS Fasteners Fotai) 660 1,875 1,640 2,975 4,205 750 940 1,130 1,315 1,505 2,050 2,050 2,020 2,095 2,540 885 1,105 1,420 1,420 3,455 4,745 4,745 1, 60 5,860 b,860 3,845 605 1,010 1,415 2,745 3,800 5,065 5,080 5,080 2,835 Allowable Tension Loads (SPF/HF) (160) 635 795 950 1,110 1,235 1,235 1,120 1,505 660 1,640 1,640 2,555 3,830 645 810 970 1,130 1,290 1,455 1,820 2,020 1,AaD 2,540 760 950 1,330 1,420 2,980 4,745 14, L3, L5, FL FL, L3, L5 14, IL14, L3, L5, FL 14, L31 L5, FL 14, L3, L5, FL 1,600 L5 5,860 5,860 14, L3, L5, FL 3,845 525 880 L5, FL 1,230 3,22D 4,290 14,L3,L5,FL 5,080 5,08D 2,305 170 23k' end distance Typical LSTA Installation (Hanger not shown) Bend strap one time only, max. 12/12 joist pitch. 1. Allowable loads have been increased for wind or seismic loading with no funher Increase allowed; reduce where other loads govern. 2. See p. 27 for allowable nail substitutions and bad reductions. When nailing strap aver wood structural panels, use 2'h" long fastener, minimum. 3. Use half of the nails in each momber being connected to achieve the listed loads. 4.Tonslon loads apply for uplift when installed venioa0y. Nails: 16d = 0.162' dia. x 31h' long, 16d sinker = 0.148' dia. x 3Y+ long, f Od = 0.148' dia. x 3" tong: 10d x 1'h' = 0.148' dia, x I'IF long. See pp. 2647 for other nail sizes and information. 302 9/12/18 Schemmer Consulting Group 285 of 331 Coiled Straps CMSTC provides nail slots for easy installation; it can be cut to length. CS are continuous utifdy straps which can be cut to length on the jobsite. Packaged in lightweight (about 40 lb) cartons. Finish: Galvanized. Some products available in ZMAX° coating; see Corrosion Information, pp. 15-18. Installation: • Use all specified fasteners; see General Notes. • Wood shrinkage after strap installation across horizontal wood members may cause strap to buckle outward. • Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. • The table shows the maximum allowable loads and the nails required to obtain ahem. Fewer nails may be used; reduce the allowable load as shown in footnote #3. • The cut length of the strap shall be equal to twice the "End Length" noted in the table plus the clear span dimension. • CMST only - Use every other round hole if the wood tends to split. Use round and triangle holes for comparable MST loads, providing wood does not tend to split. • For lap slice and attemate nailing information, refer to technical bulletin T--CMST at strongtie.com. ■ CS straps are available in 25' lengths; order CS14-R, CS16-R, CS18-R, CS20-R or C822-1`1. Codes: See p.14 for Code Reference Key Chart ihesa products are evaltable with additbnal corrosipn protection. For moro information, see p.18. Those products are approved for Installation with the Strong-nrivoA SD Connector screvr. See pp. 39-40 for more Information. Moddi No. total L Ga DF/SP SPF/HF p►lotivahle Tension Loads (160) Code Ref. Fasteners Length Fasteners Length CMSTT2 40' 12 (74)16d 33" (84)16d 38" 91216 (86)10d 39" (98)1Od 44" 9,215 CMST14 521fz' 14 (56)16d 26" (66) 16d 30" 61490 34" 63490 (66)10d 30" (76) 10d CMSTCI6 54' 16 16(ds0) 20" i6ds8) 25" 41585 14, FL FL C$14 CS16 100' 14 (26)1W 15" (30) lod 16" Z490 (30) Bd 16" (36) Bd 19" 2,490 150' 16 (20)10d 11" (22)1Oil 13" 1,705 (22) ed 13" (26) $d 14" 11705 CS18 200' 18 (16)10d 9" (18) Tod it" 1,370 12" 11370 (18) Bd 11" (22) 8d CS20 250' 20 (12)10d 6" (14)10d 9" 10030 (14) Bd 9" 06) Bd 9" 11030 C522 300' 22 (10)10d 7"719 (12)10d 845 (12) Bd 7" (14) Bd 1 8" 1 845 i . Fastener quantities and end lengths are, calculated using an increase for wind or soismic loading. 2. Use hall of the required pals in each member being connected to achieve the listed loads. 3. Calculate the connector value for a Iaduoed number of nails as follows' No, of Nails Used Allowable Load = x Table Load No. of Nails in Table Example: CMSTC761n DF/SP wnh 40 Halls total. (Hatt of The nails In each member being connected) Allowable Load = 40 Nags Nsed) x 4,585 Ib. = 3,668 Ib. 50 Nails (table) 4. Tendon loads apply for upgit when installed vertically. 5, Nalls: 16d = 0,1620 dia. x 3'k' long, 16tl sinker - 0.148' dia. x 3Y�" long, 1 Od = 0.148" dia. x 3" long. Sep pp. 2647 for other nail sizes and information. Not Sure How Much Coil Strap You Need? Simpson Strong -Tie has aweb-based ape, the Coil Strap Length Calculator, which can help you quickly determine the cut length of each strap and the total amount of coil strap needed for each application an a project. For more information or to access, go to strongtie.com/software. Schemmer Consulting Group UPUATEDC±4/17//7 Typical CS Installation as a Floo 4o-Floor Tie (CMST requires minimum (2) 2x studs) Nails not required in clear span Provide min. 1�' end distance for CS and CMST SIM SP ON Sheathing npt showlnI for clarity i _W�� maws eTM' 2%. CS16 Hole Pattern (Aft other CS straps similar) I a�sne waneE" 'ra•� CMST14 Hole Pattern (CMST12 similar) e e o e e • r;- e. Ch14rCi6 16 GAWE e " e a e CMSTCI6 Hole Pattern Gauge stamped on part for easy identification Cut �ngth Strap clear span -End langth — Roat sheathing SubpudiNst(noner- CMST requires 3X or 2-2x minimum Typical Horizontal CS/CMST Installation Minimum end distance is tOx dlametnr of nail (tyP•) —End lonlith -- �-Hanger 1���j- Purnn (Beam or truss typ.) 305 9/12/18 286 of 331 its T/MSlimb TC/MSTA Strap TIeS Codes: See p.14 for Code Reference Key Chart - These products are available with additional corrosion protection. For more information, see p.18. Floor4o-Floor Clear Span Table ■ ■ ■ These products are droved for kutallatfon with the Strong-Driva� SD Connector screw. See pp. 39-40 for more Information. Model No, Clear pa Fasteners (Total) Alto Loads (DFISP) ALooads(SPFIHF) (160) (160) 18 (26)10d 21020 2,020 MSTA49 16 (26)10d 2,020 4020 MSTC28 18 (12)16d sinkers _ 1,155 1.540 - 995 16 (16) 16d sinkers 1,325 MSTC40 24 (20) 116d sinkers -- 29310 1,985 18 (28)16d sinkers 21695 22320 16 (32)16d sinkers 3,080 21650 MSTC52 24 (36)16d sinkers 3,465 2,980 18 (44) 16d sinkers 41235 31645 16 (48)16dsinkers 4,620 39975 30 24 (48)16d sinkers 4,180 41120 (54) 16d sinkers 5,380 41640 MSTC66 . 18 (64) 16d sinkers 51860 5,495 16 (68)16d sinkers 5,860 5,640 30 (64)16d sinkers 5,860 5t495 MSTC78 24 (72)16d sinkers 51860 51860 18 (76)16d sinkers 53860 5,860 24 04)16d 16725 1,495 MST37 18 (20)16d 21465 29135 16 (22)16d 21710 31215 2,345 24 (26)16d 21780 MST48 18 16 (32)16d (34)16d 36960 41205 3,425 3,640 30 (34) t6d 41605 3,995 MST60 24 (40)16d 51240 41700 18 (46)16d _ 61235 51405 30 (48)16d 61505 61640 MST72 24 (54)16d _ 6,730 6,346 18 (62} 16d 6,730 6,475 See footnotes below. Model No Ga. Dimensions (in.) Fast (Tc v! L Nails A45T27 MST37 12 2Yis 27 (30)16d 2Yw 371/s (42)16d MST48 Ve 48 (50)16d MST60 10 214s 60 (68)16d N 72 214e 72 (68)16d HST2 7 2'/a 21 Y4 - HST5 5 21 % - HS73 3 3 2511h - tiST6 6 25Y2 Stitch nailing of double studs by others tdails are not rcgilired in the rim board area When nailing the strap over OSB(plywood, use a 2 %z long ninimum Floor -to -Floor Tie Installation Showing a Cteax Span Doers Allowable Tension Loads Allowable Tension Loads SIMPSON Stron�Tie Typical DetaH wfth Strap Installed Over Sheathing (0PlSP) lsrrinrl �� Boas Nags Bolts Nails Bolts flat. r. Dla, (160) (160) 4 '7Z 3,700 2,165 3,20D 20000 6 'fz 50080 31025 4,480 2,805 8 4't 5,310 3,675 5,190 3,410 10 'h 6,730 4,485 6,475 41175 10 1h 6,730 4,485 6,475 4,175 6 gg - 51220 - 41835 12 4a - 10,650 - 9,870 6 V4 _. - 7,680 - BOO 12 1'4 - 15,470 - 13,320 2.Inslap bolts or Halls as specified by l3oit and nail values may not be combined. 3. Allowable bait loads are based on parapet -to -grain loading and these minimum member thicknesses: MST - 21e; HST2 and HST5 - 40; HST3 and HST6 - 4'ef i lef fill every Heil ht4e Wail l Gel r i Y t sa� o, ! I „ t I I r 1 -Ind quonGty r1 instant• 5. Use half of the rmulred nails In each member being connected to achieve the listed loads. 7. Tenslon loads apply for uplift as well when installed vertically. S. Nails: 16d = 0.162° dia. x 3'h' long, 16d sinker = 0.148" dia. x 3Y4" long, 10d x 1 r'ho = 0.148" dia. x 11h" long. 304 See pp. 26-27 for other nail sizes and information. Schermer Consulting Group STHQ Shown !1! 9/12/18 287 of 331 2.Inslap bolts or Halls as specified by l3oit and nail values may not be combined. 3. Allowable bait loads are based on parapet -to -grain loading and these minimum member thicknesses: MST - 21e; HST2 and HST5 - 40; HST3 and HST6 - 4'ef i lef fill every Heil ht4e Wail l Gel r i Y t sa� o, ! I „ t I I r 1 -Ind quonGty r1 instant• 5. Use half of the rmulred nails In each member being connected to achieve the listed loads. 7. Tenslon loads apply for uplift as well when installed vertically. S. Nails: 16d = 0.162° dia. x 3'h' long, 16d sinker = 0.148" dia. x 3Y4" long, 10d x 1 r'ho = 0.148" dia. x 11h" long. 304 See pp. 26-27 for other nail sizes and information. Schermer Consulting Group STHQ Shown !1! 9/12/18 287 of 331 SIMPSON H D U/DTT Holdowns kcont.) l� SS r ihcse products are available with additional corms on protaclion. For morn information, seo p.18, Model No, DTT2Z Oa" 14 Dimensions Cm') Fasteners Minimum Wood Member Thickness (n.)(6)SD#9x1'R Allowable Tension (160)jv"jeabl Loads I Code DF/SP SPF/HF DeflectionRef. W H B _ SO Ye 15a Anchor Bolt Dia. % Fasteners 1% 840 840DTTiZ 1Yz 7% 1r/+e V4 910 640(B) (6)10dxPI 1od x 1Yd 910 850 1,825 10800 0.105 14 3Ya 61416 1% 11''+e 'h (8) Y4" x 11h" SDS 1 K (8)'/4"x1Ys"SDS 3 21145 1,B35 OA28 (8) Y4" x 2'h" SDS 3 21145 21105 OA28 DTT2Z-SDS2.5 HDU2-SDS2.5 14 3 81Y+s 3'/4 1`s'+a 11e 9S (6)1/4" x 2W SDS 3 31075 21215 0,088 L86FL 4,565 31285 0.114 HDU4-SDS2.5 14 3 101%a 31/4 14Sa 1% ira (10) Y4° x 2W SDS 3 3 51645 4,065 0.115 HDU5-SDS2.5 14 3 13% 3Y4 1* 14 5/8 (14) Y4" x 21h" SDS HDUB-SOS2.5 10 3 16% 3'h - I L% 11h 1k (20)'/d' x 21h" SDS 3 66765 070 U 11 31h 6,970 51020 0.116 41A 71870 56665 0.113 1% 1% 1 (30)'/d' x 21h" SOS 5/1h 6,865 0,137 HDUII SDS2.5 10 3 22'!4 31/z 7% 11,175 81045 0.137 HDU14 SDS2.5 7 3 25%6 3'h 1Y+e 1 �iic 1 (36) Y4" x 2'N' SDS 4x6a4 108770 71755 OA22 110 7+/4a 14390 10,435 0.177 16. L8, FL 51h" 14,445 109350 .Soo pp, 75-76 for Haklown and Tension Tie General Notes, 2. Noted HDU14 allowable loads are based on a 5'h' wide post (6x6 min.). 3. HIDU 14 requires heavy -hex anchor nut to achievo tabulated loads (suppliod with holdown). 4. Loads are applicable to installation on either narrow or wide face of post. T o — Studslpost Threaded rod Floor joist (2) 2x blocking 0 u Typical HQU Tie Between Floors 9/12/18 7S !.1FUAi Ea 02/12/1b Schemmer Consulting Group 288 of 331 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 percent retained on the No. 4 sieve, or awell-graded crushed rock. Structural fill for dry weather construction may contain on the order of 10 percent fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, non -yielding condition when the water content is greater than optimum. Accordingly, we recommend that imported structural fill with less than 5 percent fines be used during wet weather conditions. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even "clean" imported select granular fill to a firm and unyielding condition. Soils with over -optimum moisture contents should be either scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents. Backfill and Compaction Structural fill should be placed in horizontal lifts 8 to 10 inches in loose thickness and thoroughly compa��ted. All structural fill placed under toad bearing areas should be compacted to at leapt 95 percent of the maximum dry density, as determined using test method ASTM D155�. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested periodically throughout the fill placement. 'Wet Wt/e�ther EarthworiE If construction is accomplished during wet weather, we recommend that structural fill consist of imported, clean, well -graded sand or sand and gravel as described above. If fill is to be placed . or earthwork is to be performed in wet weather or under wet conditions, the contractor may reduce soil disturbance by: Limiting the size of areas that are stripped. of topsoil artd left e-xposed • Accomplishing earthwork in srriall sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel "working mats" over areas of prepared subgrade • Removing wet surficial soil prior to corr►mencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber - tired roller at the end of each working day • Providing up gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades. Seismic Eiesigrr Caro�sideraiic�E�s The Pacific Northwest is seismically active and the site could be subject to ground shaking from a moderate to major earthquake. Consequently, moderate levels of earthquake shaking should be anticipated during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. For structures designed using the seismic design provisions of the 2015 International Building Code, the native soil interpreted to underlie the site within the upper 100 feet classifies as Site Page 5 of 14 Schemmer Consulting Group 9/12/18 289 of 331 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA dob No. 18-0218 Class D, according to 2010 ASCE -7 Standard —Table 20.3-1, Site Class Definitions. The corresponding values for calculating a design response spectrum for the assumed soil profile type is considered appropriate for the site, Please reference the following values for seismic structural design purposes: Conterminous 48 States — 2015 International Building Code Zip Code 98221 Central Latitude = 48.49775°N, Central Longitude =-122.61133°W Short Period (0,2 sec) Spectrral Acceleration Maximum Considered Earthquake (MCE) Value of S5= '1.093(g) Site Response Coefficient, Fa = 1.063 (Site Class D) Adjusted spectral response acceleration for Site Ciass D, Srws = SS x Fa = 1.162 (g) Design spectral response acceleration for Site Class D, Sos = 2/3 x SMS = 0.774 (g) One Second Period (1 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of S, = 0.433 (g) Site Response Coefficient, F„= 1.567 (Site Class D} Adjusted spectral response acceleration for Site Ciass D, Snn, = S, x F„ = 0.678 (g) Design spectral response acceleration for Site Class D, So, = 2/3 x SM, = 0.452 (g) Foundation Support System Foundation support for the proposed hotel building may be provided by continuous or isolated spread footings founded on a minimum 2 feet of compacted, structural fiiJ placed over competent, native Glaciomarine Drift soils. We recommend that qualified geotechnical personnel confirm that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork. To provide proper support, we recommend that existing topsoil and fill (if present) be removed from beneath the building foundation areas down to the native soils. The surface should be compacted to a firm and unyielding condition with asmooth-drum roller. hoe -pack, or a similar piece of construction equipment. Once suitable bearing conditions have been confirmed, then foundations can bear directly on the native soils, or the-t�trilding pad constructed with properly compacted structural fill as described elsewhere in this report. Continuous and isolated spread footings should be founded a minimum of 18 inches below the lowest adjacent final grade for freeze/thaw protection. The footings should be sized in accordance with tl�e structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous and individua{ spread footings founded on compacted structural fill placed atop suitably prepared, very stiff to hard, Glaciomarine Drift soils, may be proportioned using a net allowable soil bearing pressure of 2,500 pounds per square foot (psf). The term "net allowable bearing pressure" reters to the pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live loads, exclusive of the weight of Page 6 of 14 Schemmer Consulting Group 9/12/18 290 of 331 GeoTest Services, Inc. May 7, 2018 3002 0 Avenue, Anacortes, WA Job No. 18-0218 the footing or any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. Assuming construction is accomplished as previously recommended and for the maximum allowable soil bearing pressure recommended above, we estimate the total settlement of building foundations should be less than about one inch and differential settlement between two adjacent load -bearing components supported on competent soil should be less than one half the total settlement. Floor Support Conventional slab -on -grade floor construction is considered feasible for the planned site improvements. Floor stabs may be supported on properly placed and compacted structural fill placed over properly prepared native soil. Prior to placement of any new structural fill for slab subgrade preparation, the native soil subgrade should be proof -rolled as recommended in the Site Preparation and Earthwork section of this report and approved for continued construction. We recommend that interior concrete slab -on -grade floors be underlain by a minimum of 6 inches of compacted, clean, free -draining gravel with less than 3 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. If desired, additional protection against water intrusion below the slab could include a slab underdrain system to collect and direct water, if present, toward an approved discharge point. To help reduce the potential for water vapor migt`a#ion through floor slabs, a continuous 10-mil minimum thickness polyethylene sheet aJith tape_sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. The American Concrete Institute (ACM guidelines suggest that the slab may either be poured directly on the vapor barrier or on agranular-curing layer piaced over the vapor barrier depending on conditions anticipated during construction. We recommend that the architect or structural engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend that the vapor barrier be observed by a representative of GTS to confirm that openings have been properly sealed. Use of a curing layer is generally only recommended during drier months of the year and/or when limited rain is expected during the slab -on -grade construction process. If the slab wilt be constructed during thowet season, exposed to rain after construction or the site may be potentially wet, we do not recommend the use of curing layer as excessive moisture emissions through the slab may occur. Exterior concrete slabs,on-grade, such as sidewalks, may be supported directly on undisturbed native or on properly placed and compacted structural fill; however, long-term performance wiR be enhanced if exterior slabs are placed on a layer of clean, durable, well -draining granular material. Page 7 of 14 Schemmer Consulting Group 9/12/18 291 of 331 Geo I est Services, Inc. 3002 0 Avenue, Anacortes, WA Resistance to Lateral Loads May 7, 2018 Job No. 18-0218 The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill° material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted will be the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted is the at -rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. We recommend that yielding walls under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic foot (pcf) for structural fill (import pit run) in active soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of 55 pcf for structural fill in at -rest conditions, The design of walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. GTS also recommends that a seismic surcharge pressure of 12H be included where H is the wall height in feet. The seismic surcharge should be- modeled as a rectangular distribution with the resultant applied at the midpoint of the wall. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive resistance of well -compacted fill placed against the sides of foundations may be considered equivalent to a fluid with a density of 250 pounds per cubic feet. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should include a drain system constructed in general accordance with -the recommendations presented in the Foundation and Site Drainage section of this report. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. An allowable coefficient of base friction of 0.30, applied to vertical dead loads only, may be used between the base of the footing and the underlying imported granular structural fill and/or suitable native deposits. If passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. We do not recommend increasing the coefficient of friction to resist seismic or wind loads. Foundation and Site Drainage To reduce the potential for perched groundwater and surface water to seep into interior spaces we recommend that an exterior footing drain system be cons#ructed around the perimeter of new building foundations as shown in the Typical Footing and Wall Drain Section, Figure 3. The drain Page 8 of 14 9/12/18 Schemmer Consulting Group 292 of 331 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 should consist of a minimum 4-inch diameter perforated PVC pipe, surrounded by a minimum 12 inches of filtering media with the discharge sloped to carry water to a suitable collection system. The filtering media may consist of open -graded drain rock wrapped by a nonwoven geotextile fatlrrc (such as I�Iirafi t40N or equivalent) or a°graded sand and gravel filter. The drainage backfill should be carried up the back of wall and contain less than 3 percent by weight passing the U.S. Standard IVo. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe should be placed slightly below the elevation of the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will not seep through walls or floor slabs. The footing drain should discharge to an approved drain system and include cleartouts to allow periodic maintenance and inspection. Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the foundation and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains, but should be separately discharged directly to the stormwater collection system or other appropriate outlet. Pavement and sidewalk areas should be sloped and drainage gradients: should be-maintairxect to carry all surface water away from the building towards the local stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. GTS understands that an elevator pit will be incorporated as part of the proposed development, and potentially a swimming pool. Water could potentially collect below the elevator pit or swimming pool, as these elements would be placed below existing site grades and in soils that are considered low permeability. Where appropriate, GTS recommends that the elevator pit, swimming pool, or similar below -grade element have adequate water stops and waterproofing to resist the intrusion of water into these elements. Additional measures such as gravity drains or sunipsmay also needto be incorporated intathe drainag�designfor these elements. GTS should be allowed to review the final drawings to confirm that adequate drainage measures are being incorporated, and to revise our recommendations if required. Temporary and Permanent Slopes Actual construction slope configurations and maintenance of safe working conditions, including temporary excavation stability, should be the- responsibility of- the contractor, who is able to monitor the construction activities and has direct control over the means and methods of construction. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. if instability is detected, the contractor should flatten the side slopes or insta[I temporary shoring. Temporary excavations in excess of 4 feet should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155�66403. Temporary unsupported excavations in the native soils encountered at the project site are classified as a Type B soil according to WAC 296-155-66403 and may be sloped as steep as 1 H: 1 V (Horizontal: Vertical). Ali soils encountered are classified as Type C soil in the presence of groundwater seepage: Flatter slopes or temporary sharing may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. Page 9 of 14 Schemmer Consulting Group 9/12/18 293 of 331 PROGRAM # 32 POST TE�JSIONEQ BEAi1 9/12/18 Schemmer Consulting Group 294 of 331 �P 5-7 PROGRAM SUMMARY INPUT Input consists of the geometry of the frame and the loads which are to be applied. See Figele METAOD OF ANALYSIS Program uses moment distribution to solve for moments required, Moments are reduced to the face of the column, Negative mom- ents are multiplied by the redistribution factor and the redis- tributed moment is added tr- the midspan moment. Maximum noments are derived by so�.ving for the point of zero shear, The prestress force and the tendon profile is used to calculate the equivalent prestress load. RESULTS Moments are given at the support midspanf arLd the location for maximum positIve moment® Stresses are given at the same location as the moments, Ulti®s.te capacity is given at the same location as the moments° Schemmer Consulting Group 9/12/18 295 of 331 JOB TITLE PRESTRESSED BEAM OR SLATS ANALYSIS FROG. SUNJECT Post tensioned Beams and Slabs Gantilev have con at end. Suppo JOB NO. I DATE min Input stiffness = 4 or 3 for fixed or piru�ed. FIGURE 1 BM[CT NO. NOTES: 1. Cantilevers are input seperatelyF left then right. 2. Beams are input left to right. 3. Columns are input top and bottom' then left to right. 4. Loads input are positive if 3. 5. Uniform or concentrated loads may be input. 6. Maximum of 3 concentrated 16ads per bay. 74 Maximum number of spans is 10 excluding the cantilevers. 8. Indicate on the input sheet whether the tendons are measured from the top or bottom, 9. Negative moments indicate tension at top of slab and left side of columns. 10. Negative stresses indicate comrression, positive stresses Indicate tension. 11. Results are in terms of span # and support #. 12. Moments are reduced to the face of the support. 13. Negative ultimate moments are redistributed according, to the redistribution factor. Redistributed moments are added to the midspan and maximum moments. 9/12/18 Schemmer Consulting Group 296 of 331 PROGRAM 9 32 Title: POST -TENSION BEAM ANALYSIS PROGRAM Purpose: Analysis of post -tensioned beam, Input Description. Explains specific headings in input sheet, Card 1. Job title. 2. Transfer ratio: is normally input =1.17 Live Load Skip -Live load is skipped if "yes" is input and not skipped when "no" is input. tJhen live load is skipped, positive & negative moments are obtained for their individual worst conditions. Ec = is the ratio of modules of elasticity. Eb = of column to that of the beam. Redistribution factor - Morma1iy input 0.9 redistributes moments from support to midspan @ ultimate loads. Tendon Measure - for this program always input tendon drapes from bottom of beam. Schemmer Consulting Group 9/12/18 297 of 331 FY - mild steel yeild stress. If this is input = G, program does not look for cards # 1G & 11. ;� Of Conc Loads - is the total no. of concentrated loads along the entire length of the beamsp but does nat include concentrated loads on the cantilevers. CARD # 3 NOTE that tt�o cards must always be present. If there are no cantilevers, input two blank cards adz: added dead load is dead lnad active on slab after transfer of prestress. CARD ,',- 4 tdote only a maximum of 11 supports may be input. CARD # 5 NOTE only a maximum of 10 bays may be input. CARD # 6 # READ if consecutive columns have identical properties they may be grouped together this way. COLUMN LENGTH floor to floor height stiffness 3 or 4. Input 4 if column is fixed at far end and 3 if column is pinned at far end. Schemmer Consulting Group 9/12/18 298 of 331 AP8-(0 Note program calculates section properties of T-beam only. If any other section is used, the area & moment - of inertia have to be input instead. See input sheet for instructions. CARD # 8 # REQUIRED if consecutive spans have identical span lengths & load, they may be grouped together th15 way. CARD # 9 Conc, loads are input from left to right. For a given bay, the location of the cone. load is defined to be frorn the col. °� (i the left end of the bay. Conc, prestressed loads are always inpur as +VE. Note, when hared strands are input & strand profile should be input as a straight prafile at the c.g, of the section. (cards # 4 & 5). CARD #10 Always input location of rebar from bottom of beam. #11 Schemmer Consulting Group 9/12/18 299 of 331 I Engineering Criteria - Poured -in -Flare Concrete Slab and Beam Design I. Moment Distribution Member stiffnesses for spans and columns are computed based on the member's length and moment inertia and on whether the columns are fixed or pinned. Fixed end moments are computed at the ends of each span according to the formulas: M = Wi.2/12 for uniform load W. M = PA (L-A) 2/L2 for uniform load P at distance A from support. The distribution procedure begins at the leftmost joint, at which the span and column moments are balanced in proportion to their stiffnesses. The amount by which the joint was unbalanced is carried over to the second joint. The second joint is balanced with carry-over moments going to the first and third (if there is one) joints. The balancing of the joints proceeds from left to right until the rightmost joint has been balanced. At this point the program returns to the leftmost joint and starts over. After the tenth iteration of this balancing procedure, the routine stops. II. Sh:ip�ed Live Load For all loading conditions other than skipped live load, final moments are based on applying loads to all spans at one time. For skipped live load, two sets of moments are computed for every possible condition which involves loading only one span at a tine: one for uniform loads and the other for concentrated loads, After a loading condition is completed, each location (top, bottom, left, right and midspan) is checked for the sign of its resulting moment. Positive and negative moments are totalled separately and weighted with the non�sskipped Live load moments according to the percentage of live load skipping that has been input. Negative support moment (left and right) computation is an exception to this method. For these moments the two spans adjacent to a specific support are loaded while all other spans are not loaded. The resulting moments are 9/12/18 Schemmer Consulting Group 300 of 331 -v taken as the negative skipped live load moments, III. Redistribution of Moments The portion of each ultimate moment which is due to dead load or non -skipped live load is handled separately from the portion due to skipped live load. For the non -skipped portion, the two end moments on a specific span are reduced by a percentage which has been input, and the average amount of reduction is added as positive moment to the midspan moment. F'or the skipped portion, the end moments and the midspan moment are reduced by the input percentage. The resulting midspan moments (non -skipped plus skipped) are compared to the moments that would have been arrived at if none of the live load had been skipped, and the greater of the two is chosen as the ultimate midspan moment. IV. Computation of Rebar Three criteria are used to compute the area of longitudinal rebar required at each support and on each span, although the last two are for post -tensioned slabs and beams only. The first criterion is based on the use of the rebar and post tensioning (if there is any) to produce tensile forces which are balanced by a portion of the concrete on the opposite side (bottom at support, top at midspan) of the member. The resulting moment must be enough to balance the ultimate moment computed at this location. The post -tensioning tensile force can be increased above its effective value according to formula 18-4 and Section 18.7.1 of the American Concrete Institute Code. The symbols used in this formula are defined in Engineering Criteria - Precast Concrete Beam Design, Part II.° The second criterion is based on the final stresses caused by a loading condition of dead load plus 1.2 times live load, with all live load non -skipped. The program computes rebar according to code formulas for 1-way slabs, Z-way slabs, beams, and joists. The third criterion is similar to the first but uses the cracking moment of the section, as defined in Section 18,8.a of the ACI Code, in place of the ultimate moment. 9/12/18 Schemmer Consulting Group 301 of 331 For beams, the first and third criteria may result in rebar being used for compressive as well as tensile forces. This happens if a compression block depth of more than 30% of the total beam depth would be required to balance the tensile forces. In that case, the maximum compression block is used and the remaining force is pro- vided by compression rebar. For beams, transverse rebar is computed roughly as described in Engineering Criteria - Precast Concrete Beam Design, except that the shear capacity of the con- crete is always taken to be 1.5 f�, or 1.65 f� for joists. v. Deflections Deflections are computed by treating the moment diagram at a specific stage (dead load, added load, or Live load) as a vertical load and computing the resulting "moment" on each span. These are computed at the location of the maximum positive moment for non -skipped live load runs and at midspan for skipped live load runs. The deflection at this location is simply M/EI where M is the "moment," E is the modulus of elasticity of the concrete, and I is the effective moment of inertia of the span, which may be less than or equal to the actual moment of inertia. To compute I ff, three points on the span are considered; the lef� end, midspan, and the right end. At each of these points, the cracked section moment of inertia is computed under the assumption that only the steel, not the concrete, is capable of absorbing tensile stresses. The ratio of the section cracking moment, from ACI Code Section 18.8.3. to the actual moment due to the Loads at this stage is also computed at this point. If this ratio exceeds 1, Ieff is set equal to the actual moment of inertia. Otherwise Ieff is set equal to: Tcracked x (1-Ratio)3 + Tactual x Ratio 3. This procedure is not followed for post --tensioned members where the stress due to the loads at this stage does not exceed WV fc. In that case, I f is set equal to I tual` Once I has been determined �n all three points, tie three r69yues are averaged to get the value used in the deflection computation. Note that I for this stage can be less than or equal to what it wasein the previous stage, since more downward load is being applied. 9/12/18 Schemmer Consulting Group 302 of 331 I SYSTEM DOCUMENTATION I Section 1 NAM I PROGRAM INDEX/UPDATES I Page xx I I DATA PROCESSING DEPARTMENT I Date 2/83 4.1.3(a) Minimum PT -Beam Reinforcement Area Requirements Minimum REBAR REQUIRED for posttensioned beam designs is calculated in accordance with the 1982 UBC section 2618(j). Posttensioned Beams: Section 2618(i) 2.A 1) As = 0.004A where, As = minimum area of nonprestressed tension reinforcement, in2 A = area of flexural tension face above neutral axis Section 2618(�) 2.S 2) Area of steel required for minimum design moment, not including prestress moment; Md = l.ODL + fl.25LL(unreduced) With load and capacity reduction factors of 1.0. A-P13 ~10 Schemmer Consulting Group 9/12/18 303 of 331 , a APIS — I1 ao� H d fm4 En i=4 V4 ro a-�V CME ts, }C>ao 0 LLJtoO_S9H7 Jw �9 P:r+W3 AO I o m MHfn0 zu Inw 3w qw W 4 W C) w o w -� o w W O O J O C 7 D. a cam C] lu OdW. w V) w d y W'~ ¢ U F- LL a 1'- O p Enuj 2 O J U� Q Gl LAJ 4 i >1 � Ui v W n } H CL h / 1 i `) cc is U F" l Ln Q O O CD,J d CD C7CUU Q v p� �QO FY-= W Yl p Q O CD .LD � � Q n F- 0 1 � a Fw- O4-P7 , b U H ncrW W i O LtowCD LAJ Of 3 Q F— m r t VAj — U ^ [O N 1 tl� T W y O w C7 e04 Os O Q` C] r- x A i >' a O H �-1 \ CD CD W ; ;00� ztiWO a LM tI-WO^ E z O as C3 w w w¢ w`�oz� Q �¢� � �W a Cti tnI-. W �� F- w LL .-� {-- ,a J_ R C] F— J C:o to m F— c Fr a rts U LO Z U _~_f d 1 H C) CL � . a Z w v U' = Lj. Ld W f . ~ En �+� Q O i OC �w A F- F- a o� xH� ai OCO � ¢ S a s CLU> w LOOM H mcici fn �L► SChe m o Inbfj u= U hf1►-+ H � w w O pPl 7 Qa Schem z Q a sa H t7 V N 0 A z p H z* W Gi a f' Fa Ul SO fr, Sri O e-a 41 B 4-t to is •ri (A O f!1 4' G7 W Cn 9 r"1 H H a co a � w o s~ w H V O � a r-I r' E-+ O ay GL, U as % ^ a 1 � •ri V) 0 ip N a V) C, a co s m � E: N E1 o s~ w � M^ o m rX4 �a%.- a N x z m 9/12/18 305 of 331 r f o a W 0 in a cr� %. R. 4 a U] H f� 14 z f� 2 0 H Schemn =-a W >: m u7M r7 M H E-i Ej p � 0 ~W 7 ►{ a.-I a1 3 H 3 Fv z HH Z E4 H P--I L7 O (lJ H4 W . T 4-4 is H Gr to � Lv a Y z z w V O C.9 r r ! a DLLM U W r LJ ' f H Z '• cEnn u or w H [ t e 1 , 1 1 7 nn W .� r 3 f w , i ¢�z 1 I w ! s ¢n~z # ! 1 , Z:F � w �- CO CoLi r,-. O w o a z 2 Fes- --: r c a F- S w F+1 o -iJ LU LL Q LL.I cr W 2' C) er onsdEmn www�__ww' ww»wl�wrlw�, ww�wwwwwwr w��lw>rwwlr� wwi�'ww�w~ice ` ww'www>•i��r - • _ _ waww�wrwwrwr�ww,r,,,,` �w w�ww�llwwww� rwrw�iwnwwwrw..w.�� r�wrrwwwr�..rr _ �tw��wwwrw�w�w�r _ Qwwi•www>ww� �ww>•www�lw' wwwwww■�r�w; wrwwewool= �r.l...�. �wwNwrrwrw{�"iwulw�wl _ ws.wmwulww�wtrrw■� _ � w�wl♦�wr�� rwwww wl��' wwimm 3 �ww�www�wtw�wwirww ww�wi��w�iw w�r� w�www��w Qi'I -/t JOi TITI.it J08 NO. DATE SHEET NO, *.• 4&-O 1 SUBJKCT OAdP DESIGNED SIGNED tt� �� �r '' At Mk LYt,I S 1 ?+,p004 Ali rpprv%r1 12 x I it CAPri Go I.. TM LO~ 1 .z t' fill Schemmer Consulting Group 307 of 331 1TE SHEET NO. I DESIGNED (SIGNED lv&ic Z� � 9/12/18 Schemmer Consulting Group 308 of 331 ... 8 JOB TITLE JOB NO. DATE ' SHEET H( SUBJE T DESIGNED SIGNED OrK.Am AnA.Yk+S fosT I I ISO r� �?pM �ot'f. of G,�,ecfry �4PB- ►6 Schemmer Consulting Group 9/12/18 309 of 331 �?pM �ot'f. of G,�,ecfry �4PB- ►6 Schemmer Consulting Group 9/12/18 309 of 331 Q (Sf Sian t�(wr.l pQ. � b P L' -ro# Wr DESIGNED SI - V7 •w or �r L" 7L7 AP COOP z r +' t. cor IV r -1.2 CeIWLAT) VfPu T) Schemmer Consulting Group 9/12/18 310 of 331 r �4 p�-I S JOB TITLE JOB NO. DATE' � SHEET NO. SUBJECT DESIGNED SIGNED Asolvw g U111r. LoAP I lY, or �I4tv2 A.8 � Op 3.cv 400 3.s apor.1 0?)p m'. sb �O. Z(Odo 1020 I,, t. Qom'. MUI.1+f;L+E1� t D.L , t•. L , t• 3q I L.362 12 `K c Zolfo: r a' f0 a3rlp gT f�GTiv� L0AD5 rNuv . ) I� col, = � �► Col., % • 03iQ K em = .01 V& Ic MIA ; 001 S(0 ,k=.18VOP woal $yam .o,s(c UCO 62' , �syo'` IZ Schemmer Consulting Group 311 of 331 n I� v, G : P "dpr o oEstcro sIva v& Ik tv &511< ouTFIAT Gv l.� F� F�'•G � � � ::;�fl 410 tic 9/12/18 r Consulting Group 312 of 331 -�%='k I � h`t p-L* s -&w F^ �AloI M Pam. 12'��i< Z�Ik 1 ap Ik IPwT ) ' �� t•f�T �C� be �Q'rlGl. QjIK x �� .:.� ?.�?..� CG�•TPuT � co Iwo ;trot, s �1'`` art. � C d1fP�►T t-� .;Isi_ Ida COcaTPc.T � oo � 9l12/18 Schemmer Consulting Group 313 of 331 i0M TITL[ NO. hrt , tol is to ft. x I. t1 woo 09.1, I�rl ""59 rrt". I'`OI Nit h�l. riti n . 014ty 1� NE-T uct. MIM. . I ate. � • �O. � t i d'O s Mp.,, -ti'1 rmq 1•Ivo.rv, etIcoi:p C::� I.� tMp�i I.Aq ('Ivo.C7) \Tt P ISN[[T 400 t**j-rivQ40 Nit o_ � I.t1OPOr26 11.2lk M rat ham, cz r.vac, CouttiuT J C o &T(AT ) (aAT;14T I �v. 2 DuYPcs'[ � �;N • � cx►'fl�•t � rws c vwtPwTJ or 11L Schemmer Consulting Group 9/12/18 314 of 331 r MtRkuS. rZ1 MOM to F�N�L sT��s Q GivPpl�'t'f ll �� I.E>� e JVPOOP rtI&rWOWc2 JOY NO. s �2�ms0�1,1'1 $3Z 38 2lo.IZ i4 n15-2z S GNED g 2s)2.11 so zlsO.3Z mom C 04FDT i Schemmer Consulting Group 9/12/18 315 of 331 UI,T�rtT�.-t� 6;;Vrrlr�7 rti ►st LJLT. mOx. OESIGYdED R t&of Fob op 2� ?e i-- 1 Q %5d 1 Core'q m SIGNED r rr aK. �a 3. 2$.2Cv 61 list 0 a3 Schemmer Consulting Group 9/12/18 316 of 331 i•- �: 0GC00 t•-i�04JOd 00000 L0O0Q0 iJO0000 i�iwr•;c:f-•:C•ars ! �Qaaac i i•--000ad ^�)FY);`�iF')i'�i ^Lfidi^1G00 sYsMt�IF`)i�ihM v)i000d0 LLM 0�cc C00 .m. w O 00000 i!00000 1--Y C•l cop Vj C e N C •, L.._ -' !'ri F ` i ; n; J z L2, C., g. ?• 0000C Awl!0000=� s-ec-oc�d t CAGCCGJ O0000 ;a.1 ••-%V f' 0 0' ti 0 sit tic:?.^. Y + 1• Y • �t i` ; : ii j-{ it 1 O � 0 U S'.J ri :3 CJ 00000 Oat �. L✓'�zccaacc t c �o i3� z i-var =�OCG O O i; sLJ::f'3C1C� :") rt MIA d 1 Tr OQ000 �•C�C7 i}-1 a + d ui=; t- i-014110LrJ0r! 0111 ;�;,�.{ �? ),.ti,w^ . e tT ! O (eq i+ _s i-t `.� Y . - . F^ t•7 >n F<-J L uO-tJ-!f 0� i fJ=r000 O C0 !i f O C Zi _d ► a•000C+ ^ C Cq !! d0 _iU) Li_ 00t0o0,000 L)Z<,'cF T �•rr r-i•�t"i L•A),$) 00000,; a r- Li L 00000Oc?O C'i"- + . UXIio .-. i\ o fL'i••-u ie i-i r • • • r • ♦ • f�.•[i ): ;:iti 7 _is L:J 0it1 +!! Z + iz 3E i- oV 114M i\ O`-'i_d t--?�i i1i !1 !i 'L'�JE '�I ''' ���.�0 i•� o Pei +irryr^w03. CyCi �Ea 00000 *Z LJ • fi- ZreZ;:e ..t- £r0 3f *0 C•<C'7ammil G Ucl =i -� ii i4f �wodw•A%o*0 r:dcaOr3 ?ice^a-�ccd r. Amml !I ZCL ;3) 'i0 iJJ i{;4"^.00CIO0� 0co ; Uj<ii'� 1-'."�� :�r>- ir±!j U ii + It U�; LCO ..fir, 1=i 0 W �!-OryOClOr.00•1 Zi-- + « E W!y� O ireeG L--Uti 4izw i F�j 1-t i-iL + .. • 4fi-LhF`�'�'4" ^ =!„-� n.� 000 L'F-t-�� ►•'ice 0 }- IFE- ` O 0 0 0 W •• dE L• 00000 IMAM N3�!`-.s-ms s-:flEiz G'Z•...,.e-Z _..) d iL r t-•i 3E sJ & . . L. • •}-- U UUvZZCL00 w i- is0mwVj00000 LO a—•i r•f t i �!t!'{ r�_ i-;s-i �•; E!! Z'•--+ i.1..1 A u i:i_ iL `•�' N) i<; M 'V) ^ it iC.:i -t- •�v,�+v�iLi- :><:w O — tL'= (i: CAS MAW 1- t1 • :; t�t-Oz rt�0'�U HOi LC i-^OGOOOGOO iii-^00000 A £ Lis; C,is to it,--izil�Z.z..i=i��l.li;.iU •-O .�JiC Low''•ii---^i00J'J000 OLD•-t�0C00 � � iLi•-Zi.ii-'! >mCcCel.J L+)m 0 ZL41 • • . + + . Y iefZL go O 0 00000 '^OL ii-rZit>-Z : J!Oi! �43 im1 z L 1 ZU) iQ.=)CLi 2 -i-Ll3 t- iOt-'sd`1�s- L1<i1 i UJDAii_ J ,-s r. s 1 t' C: n G00O00 0z mCL01 JUZ�OUt�33=Crt�* I9J :-t-+O =1 �c ZC =:0 J=_1=. CLU #wtr4zCd(Z6ri f O�i�U tilu {y jE0 ! •T M ZC4 z�%LVA4"U ii 0 -LUE W irez fw7 ri--. li t'•`- ::-i r'O i- E m r � yY4 i h !-'_ 3 i� �J -. 0Z=_0i�� 0c<.rx i, s. �f•.i :+s1 �^:^ F•+i:i r., fi: 1;--' 3: 3�,'!—r'i;'.2tYl :.. i -ire _, s- t-ci� _ ;�} i -. = ''zf; - �9/12ft - �_ ti rt-z Z!:L,--- Cat_3- i Dw z. 7 ' _ t i Z r. ZZ c 3Ctl`-'� Sche'ifsmer CoiisultingIoU}r =- - - -ma`317 H W t w L:} ;FJ •4 !tea rn ,••s IM1,01 s .-i •ta asr ri ra +c•J O•i O,o oa 0w oca o0 ri0 moo 41 u W on Om on ON on It NO noMaM <rI:L OM ON OLD oar Oo tra oo V3aU1 l no Ti %omc � N N Rtr N r e) um)a% a' r r drr • OM 04' 0�3 0T-1 0w c k 00 w0 NON ir-Lq O€1. on Ow 00 ON r• roc.) rho %4'Y4) zz Oca On ON 0N) oLi? IV T, 4 ,=tm) ;M)a ,•,c•.i r•,cticJc'i 00% tic* fit\ 0 Ln 0= 0— 00 0..:` 00 MM '1Mi 00 rii?T i--i TI T '•W ON OM 0�0 O: t ON `v+-f N0 10r'?117 zn OCO .'"1.0 Or 0=••1 00 _NO Sc CD 00 cm! :-=r•: iU ill z C*' 01 O o of 00 CO €+ t♦ zi:104' � � Li � ••± L•� C F-d :-t 00 0.01 00 O:-•t 0%3 00 00 00 NA -•:t: ;? 00 Cif 00 0C, 00 0 CO 00 r"•; y �p r 00 000 Qr± o0 00 ^0 00 to;NOrt rV N � �J • • cL r- j <?i3E iitl r_ Cv. f1O O� O Oe n J -- E GOO C0CC �1c `�' t:! - :�• it r• �i ~: K^"i`� L # C;i .1y', ca r O'K O�• Of`. i. . N('44 10 Ncl:., � lz L iEfz 0 OLD? OL'3 O- 04N fi• � i�rt0 r%.rs i.O •� 16 z ' �r 34' I I IZUi 0 tr 0 # i .: 4 r i✓ # } +. }--+j19 0 Q i Co Ost Or•. 0C%! O% 3a O%j7 ':i r64 �O *4 *C La�v z J a_117 CO rdr= C s a ?--1 hilt ♦ . - L LL Lcl� O%r c'N ON 04zr i— 0Cr li'. � %4�L7 00 tom; t, N L ;•-- ';;: rtl? rs tL O r x -s O cc L: v # ffi 00 0= t— 00 00 00 00 z 000 1— _ <1 W- 30 00 00 GAO C; 00 00 00 00 C 00c) :L •CEN0%4r% # s=t 00 00 00 00 am 00 QC CO 00 v) 000 Z €_ C L i tt i to z C3 F E- 3 z I z z ���c (W • ♦ �3 t+ ! =� c�k cari ocs Sri t-coo raOO s- r;.o tt)€;_z c s M M c'r z O V%ra 0 z zi700 o Lt�o.o oLWU t^,�rr �t ('• T- r-s CL .zim)0�t Ei I E C+° t; 0 0 C1 ri L i eL Z � s_ a :fC•it'7r'3 C i— T €.... T t--- T' i— T C C C C is iL i- i.i_ i^- ``- t'- y 1-•' i.Ei L L:..'•v li r n i fAD :i ii 'L C kciD ID �a0 0. sYw tflr' i'" L!jH LLi= yF •iP Xc _ 9/12/18 Schemmer Consulting Group 318 of 331 _ y t-;^•� tom+ '[•.R t. - .^..•:J ['� .ram,•. -• 't r • �'•'r_� v ''T O !`:i UJ• 000 %•1 1 Ln 0 N 0 ! z 11- ! • . y f_ tC Ice.y �C 3•NO ! G{--s1s U•Ci%CN : s z . r« E E 1 tt3 v r? '. L E'1!ll^ Ct`Cd } Uz ! . z C•J z 0 N Vol Ci •r.j.o KI-�Lr'•'i ir7�C' LL �� L i!s CS f i' Cr•�30` C7u ri(!c3 z One C 0 1 0IMMMiLL U Cf• Ih Lit z Si C-•i O:i Co f i •3✓.0' *0 ♦ {..': s� �+.•[i aftalm Ci C: iii•z(0 — I . e �r. 4 c: i < , 000 f I•�if3•)`-i %4P6Jew Z(9 1 L N—iqmTomi .M0ts7 i JM T1 t�j �kl • • f LL �• H {=F r J •� i1(� I� {=ilLCoiti�l i is.MMM i UPtiNN �- '� Ci3 Co `� i,•i C1 C'•i i ±�{ •{�.�. t� O y J C o= 101 ire '1 Cio C3c /♦�• Zo r-41 TTef �LT�i..ti i kl'Zt T .� ZC�,-met {;'-i C; q{ i z 0 �? i PO LB 00 CJ mml Lay { -i .`z, ce J: Cti� C'�fJC CiirC'<Pi e;c� �woo JC? ! ! { 14 __ z r_. v i Q f` WILI_k^ Co00 eeeef -1 w le t Z?�^.%ci00 tomb + {•I I i�)ti;^ OCc7 i-- 10 ` {= t vj v1 � 1) J i ON C Cr` os Q.'o: L U z • • L . fL CL LUM M a0CM �; ! -, a-k NU, LL1^ 000 LOU ZNFAW J Memel •C (:j I 1 1 t Ls.o+ Z qtz z(rj zi�T 3E !S C� i 3�ICf}` ^ 0 <L v Li_ I-iL so.? C_Z00 ^ '• t- w G� 00 M s 1 C1 %t `.Mi N 14, C•. � 1 I- I M LU: 01 Uiz I- F`Jcw 1 1 I 1 C4^i 04VO# f '•L LLM I i_t.c ! Im Lu ul 0 4 1 I ! 1 1 1 z `. 'Xc`W Ti +{{LY. eil r-I Ca ,J ,! t{ i S.L. (iZ H _ LU z (i� L z t z iE 9E I- 3c Z z W O v=i E— �'4C e-STi%3J� �E ojftoca ax 3#0 0 L r-i Ui- i!(RG 8f :?� �C l {l)*o4trT .SN11Cr C1 }- i� NWL11^ OJ,^ !- z (JI WLUX4 '.E M :r{, i�"1 3E is�Cii Q m u?L I ztvl- �- v'. z LnLO Lk-(f) aE• ! I 1 I! I! I # i i I � J Ul i £3i-t.L G��C�* CL W WLD omco H QCIZ4 ! I� W%( LL fs? L- I -I•- zIii i- z r W ;wm4 1 Q fa Cqc 4xix Of . • . a C • • + 1 3 �L Ut G? ( 0 {:CI-u. 0 4T '!;!(C:�Cdq CL 000 � 01w }-•-N attic H I- 0 "1=4 I-a)C iT ON wcoriCk, U) M�oM H L Wig+ w=I M QC'.o1 T 4x CL I-ii=•1 I- LL I`j It4•�M a MMM X C Qtx "('3ScQ ! - ! Lo i--i zz Q I i 1 i I I 1 1 H 1 1 1 Q CQ � !-^i-'•s.J N%ko J ►-+ Im (n X u COz Wv Nvee'N W LU I-- 1-- I- t•- zzz I- He ti)(n tL F- Xt-�..I-S�2 Q Cod <C W I--W W as WLLI LiL1LLL93LLM0LLMM IOLCLCL XXX coz Q woC WS'-iLLj"Lj SFtL1!H to(1)(n Q4X4L Q *0 z C � F-F- 9E _iiCJceJCC!ie �E EizX �Ez tC *N Q ,-SCdM r 31E Schemmef�nsulting G112uprArirraC•aMMQq * , 4NM •-INM = v to i t JtF J Q aE Q �E 1 z ! +�0'e- SLL• ♦• d' �z �� I -ai1R� E•r1ME•rf N CKo- i z uOt7d i LL s C � I1.i z�i Cr Sa i v\ NON 1 CGCTI LLMMMi i LL111 � Structural Calculations POST -TENSIONED SLAB DESIGN APPENDIX 02 ;v. Schemmer Consulting Group 9/12/18 320 of 331 L PROGRAH SUMMAFIY INPUT Input consists of the geometry of the frame and the loads ehich are to be applied. See Fig .i. METHOD OF �NALYSI_S Frogratn uses moment distribution to solve for moments required. Moments are reduced to the face of the column. Negative mom ents are multiplied by the redistribution factor and the redis� tributed moment is added to the midspan moment. Maximum moments are derived by solving for the point of zero shear, R ESULTS hlonents are �.i`e:� at the support, midspar., acid the 1_ocation for maximum positive moment, Stresses are given at the same location as the moments, Ultimate capacity is given at the same location as the moments. 9/12/18 Schemmer Consulting Group 321 of 331 JG■ TITL[ PRESTRMED gU.J[�T Post -tensioned Beams and Slabs Cantilev have con at end- S�ry�o i4Ps p[lIGNEU �1n � Inpzt stiffness � ar 3 for fixed or pinned. r,s a. r � .. A .. r.l 9. i00 11. 12. 13. 14. FI GU�r .e, 1 Cantilevers are input seperately® left then right, Beams are input left to right. Columns are input top and bottomo then left to right. Loads input are positive if . Uniform or concentrated loads may -be Inprut-. Maximum of 3 concentrated loads ter 'bay. h'aximum number of spans is 10 excluding Indicate on the input sheet whether the neasured from the top or bottom. I7e;ative moments indicate tension, at top left side of columns, tyegative stresses indicate comrressiono the cantilevers. tendons are Of slab and positive stresses indicate tension. P.esults are in terms of span � and support oments are reduced to the face of the support. Negative ultimate moments are redistributed according to the redistribution factor. P.edlstributed moments are added to the midspan and maximum moments. Slab Moments are reported at the face of support and midspan for all loading conditions on a per foot of slab width basis. 9/12/18 emmer Consulting Group 322 of 331 Note: POST -TENSIONED SLAB PROGRAM PROGRAM # 31 This appendix is intended as an elaboration of the enclosed brochure, mainly for interpretation of results and understanding the implicit assumptions. Program Content: Analysis consists of solving a slab column frame for vertical loads only by using iteration techniques (moment distr.). This is done in stages: a. Distribute moments caused by dead load of slab. b, Distribute moments caused by added dead load c. Distribute moments caused by prestress, using the balanced load concepts, a parabolically draped stressed tendon can be replaced by an equivalent uniform load acting upward, J. Distribute moments caused by live loads. There are two steps in this analysis: 1. Live load acting on all spans. 2. Skip live load. Schemmer Consulting Group Page � 1 9/12/18 323 of 331 NOTE THAT THE ANALYSIS IS FOR A ONE FOOT WIDE STRIP OF SLAG: THE RESULTS ARE BASED ON THIS ANALYSIS. IWTEP.PRETATION OF RESULTS_; S _ �T The program prints out. the input for verification and also the balanced load to give the engineer an idea of how much of the total load is being balaneed. COLL►MN AND SLAB SUPPORT MOP1EPJTS: 91 These are the results of the stage by stage analysis already discussed. Trans net stands for moment transfer. It is assumed that live. and additional dead loads are not yet active. Then trans net= Live load neg= Live load pos= Net final neg. & pos.= Dead load moment-117xt1 prestress. Is the minimum negative moment acting on the section (because of skip loading). Maximum negative moment at the section. Include effects of DL,ADL, LL,prestress. fleg. & pos, are used in the same connotation as above. These moments are reduced to the face of support. Schemmer Consulting Group 9/12/18 P a g e r 2 324 of 331 5. s NET ULTIMATE PJLG. & POS. New and posare again used in the same connotation as before. Moments are again reduced to the face of support which is assumed to be at T/2 + D/2 where 'T' is the width of col. parallel to slab and 'D' is the structural depth of slab. Prestress effects are ignored as a conservative assumption, These moments are per foot -width and to obtain bay moments, a multiplication by the bay®width is necessessary. SLAQ I�10MEfJTS AT MTD_-SPA�d: Have exactly the same connotationas explained before. The program also computes the maximum moments in the span (magnitude & location). Based an these moments and the slab properties, the program computes the stresses at support and at midspan top & bottom and also the ultimate moment capacity of the slab/foot width, which is to be compared with the applied ultimate moment at the corresponding point. 9/12/18 Schemmer Consulting Group p age .�� � 325 of 331 Engineering Criteria -- PoureA&Place Concrete Slab and Beam Design I. moment Distribution Member stiffnesses for spans and columns are computed based on the member's length and moment inertia and on whether the columns are fixed or pinned. Fixed end moments are computed at the ends of each span according to the formulas: 14i = WL2/12 for uniform load W. M = PA (L- A) 2/L2 for uniform load P at distance A from support. The distribution procedure begins at the leftmost joint, at which the span and column moments are balanced in proportion to their stiffnesses. The amount by which the joint was unbalanced is carried over to the second joint. The second joint is balanced with carry-over moments going to the first and third (if there is one) Joints. The balancing of the joints proceeds from left to right until the rightmost joint has been balanced. At this point the program returns to the leftmost joint and starts over. After the tenth iteration of this balancing procedure, the routine stops. II. Skipped Live Load For all loading conditions other than skigp.ed.live load, final moments are based on applying loads to all spans at one time. For skipped live loadr two sets of moments are computed for every possible condition which involves loading only one span at a tine: one for uniform Loads and the other for concentrated loads. After a Loading condition is completed, each location (top, bottom, Left, right and midspan) is checked for the sign of its resulting moment. Positive and negative moments are totalled separately and weighted with the non -skipped live load moments according to the percentage of live load skipping that has been input. Negative support moment (left and right) computation is an exception to this method. For these moments the two spans adjacent to a specific support are loaded while all other spans are not loaded. The resulting moments are Schemmer Consulting Group 9/12/18 326 of 331 � 5 7 taken as the negative skipped live load moments. SSI. Redistribution of Moments The portion of each ultimate moment. which is due to dead load or nonsskipped live load is handled separately from the portion due to skipped live load. For the non skipped portion, the two end moments on a specific span are reduced by a percentage which has been input, and the average amount of reduction is added as positive moment to the midspan moment. For the skipped portion, the end moments and the midspan moment are reduced by the input percentage. The resulting midspan moments (non skipped plus skipped) are compared to the moments that would have been arrived at if none of the live.load had been skipped, and the greater of the two is chosen as the ultimate midspan moment. IiT. Computation of Rebar Three criteria are used to compute the area of longitudinal rebar required at each support and on each span, although the last two are for post -tensioned slabs and beams only. The first criterion is based on the use of the rebar and post -tensioning (if there is any) to produce tensile forces which are balanced by a portion of the concrete on the opposite side (bottom at support, top at midspan) of the member. The resulting moment must be enough to balance the ultimate moment computed at.this location. The post -tensioning tensile force can be increased above its effective value according to formula 18-4 and Section 18.7.1 of the American Concrete Institute Code. The symbols used in this formula are defined in Engineering Criteria - Precast Concrete Beam Design, Part II." The second criterion is based on the final stresses caused by a loading condition of dead load plus 1.Z times live load, with all live load non skipped. The program computes rebar according to code formulas for 1Wway slabs, 2-way slabs, beams, and joists. The third criterion is similar to the first but uses the cracking moment of the section, as defined in Section 18.8.3 of the ACI Code, in place of the ultimate moment. 9/12/18 Schemmer Consulting Group 327 of 331 For beams, the first and third criteria may result in rebar being used for compressive as well as tensile f orces. This happens if a compression block depth of more than 30% of the total beam depth would be required to balance the tensile forces. In that case, the maximum compression block is used and the remaining force is pro- vided by compression rebar. For beams, transverse rebar is computed roughly as described in Engineering Criteria - Precast Concrete Beam Design, except that the shear capacity of the con- crete is always taken to be 1.5 f�, or 1.65 f� for joists. V. Deflections Deflections are computed by treating the moment diagram at a specific stage (dead load, added load, or lave load) as a vertical load and computing the resulting "moment" on each span, These are computed at the location of the maximum positive moment for non -skipped live load runs and at midspan for skipped live load runs. The deflection at this location is simply M/EI where M is the "moment," E is the modulus of elasticity of the concrete, and I is the effective moment of inertia of the span, which may be less than or equal to the actual moment of inertia. To compute I ff, three points on the span are considered; the left end, midspan, and the right end. At each of these points, the cracked section moment of inertia is computed under the assumption that only the - steel, not the concrete, is capable of absorbing tensile stresses. The ratio of the section cracking moment, from ACI Code Section 18.8.3, to the actual moment due to the loads at this stage is also computed at this point. If this ratio exceeds le Ieff is set equal to the actual moment of inertia. Otherwise Ieff is set equal to* Icracked X (1-Ratio)3 + Iactual X Ratio3. This procedure is not followed for post -tensioned members where the stress due to the loads at this stage does not exceed 6 f'. In that case, I f is set equal to Z tool' ©nce I h9s been determined all three points,�ie three vsfues are averaged to get the value used in the deflection computation. Note that I for this stage can be less than or equal to what it wasein the previous stage, since more downward load is being applied. 9/12/18 Schemmer Consulting Group 328 of 331 i 03 _ S J 7 N rim t D r ? v L) 4; Lt_ M V- O d J N* `0!' 0L.�^i < J rt !� W CC In: a r N cc n: T F-¢LLJ ; O L O O H 1 CC U ! Of 1 emu: 0 0 0 , •i. I laJ W Ln o �1 1 C) m f _t} i lL 1 o In W W i � o O u ! w ¢ l 1 W W v, N O a d w h t°C— u LY O u r Q d Li O J ct U � LL H 0 of y ra —�V)6� o o I - _ CD tj O :G U i-- J t z cr u u r � _ .+O OVI J u u �- il.— r'.j l f- - --- - z �C � V} V} Ln a.. _ O Ln t ra Ln � ! Lu C Ln _ t ! C U ~ ¢ 1 `,L � Fo-- LLJ LA. o w =- Ji L� �u>• 1(- LLj Lf} u LL,O =.�a�` .:Of v Oca NIr JC"u>- w & to w�=� I 2, o 4 .•-i W O + r 4 to O +-i F^ s.7 .J J to UC7* k � - * Lrl A P5 -7 _.., w Ln Ln H I4 F, 1"•i Ln :Lz O .a f li of iL laJ I Q z 1 i r ul J . ----i d vl t 7- 1-- r-1---�i fY LAW F � tY rr + W 1J••+ .1. u • � I LL LA — - -Jv /1 /18 329 of 331 Schemmer Consulting Group m C O N � N O v CG tl dd c0 0 GY a Z d r� J LO ►a (D Q LD V) _ I X OC cc w N can F' (J•1 to a O it O LJ.. Z O �d Z w or 4 w _ Q Z V) In p v C9 a IJ r LLI O � LP) Z O F- ' W co a �� _1 Z H c) O a n. H [1= r rn w ~ owo F-PU 8chemmer Consulting Group r ro u •r d � p i L � '4- s c �a� L r (U 4- 4- cn •D 1 I m co ' a i a s tv rL. u ml N tD 7 :t W c ro L{ 4- 0 I.c) c +-I ro Cn U C U 3i: c 0 •D C Q1 M F- O a a I.n F- N d � q tP � o L C OJ L Lh � 4- l f.. H I f � S J l� m Y { 3 I � w w 1 w to rz .�V) tnZM �- N w a F•-• z F- �'-s cr w av a O t-- O 4L r+t+ I J O L F- F- C> Lu LL. �� i I 'd' d aG z d J d lJ_ 0 _ N 2/18 330 of 331 r� m G 1� s� a G M �- a. �Id L /) r J d L d co d J to O z w 1-- N 0 a. . Schemmer G r fn O H U r W W 3 h vHi v, GC Q. H W v'i :D v p O C z w 1L. O H •-a N H cn E-4 LD r� 3 C.� P4z w o 0 wW H (/7 ox I � . a .-a IY w ELn 3 W� CD, `` W • qc � H CT CC H14 1 W� W :it ' 1 lL S a a `~ CC L.L. 1 <c v r�M-1 q Q 1- C!L^ N w z en W p LU d Q d LU LI1 i 1 w l J N L/1 fn J Ln La Q OCL J Q J W o L- d � a W F-- 0 Z � w ct;r. U O U d 4J w J v o Z U LnQ1- o- d' LL. M LL cn �- Of l7 W _ l7 rL � J CL En zc • 1 t