Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
7642 Gall Blvd (2)
DOUGLAS WOOD 6t & ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 NW 7 St SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 FAX: (305) 461-3650 WWW.D000LASWOOD.BIZ STRUCTURAL CALCULATIONS FOR ZEPHYR COMMONS OUTPARCEL No. 7 ZEPHYRHILLS, FL OCTOBER 30, 2020 DWA PROJECT No. 20009 (PAGE 1 - 246) d .'+.k,S vyyPi �d NaaJ320(92 • STATE OF •"� P��j(`�• F�llil���'����i DOUGLAS WOOD, P.E. P.E. # 32092 t TABLE OF CONTENTS MAIN BUILDING PAGE 1- DESIGN WIND LOADS 1-5 2- MAIN BUILDING FRAMING DESIGN [ETABS] 6 - 72 3- FOUNDATION DESIGN [SAFE] 73 - 88 4- FOOTING UPLIFT CHECK 89 - 90 5- JOIST AND JOIST CONNECTION DESIGN 91 - 93 6- DIAPHRAGM DESIGN 94 - 97 7- MASONRY WALL DESIGNS - IN PLANE 98 - 101 8- MASONRY WALL DESIGNS - OUT OF PLANE 102 - 136 9- DESIGN LOADS FROM CANOPY 137 - 144 10- CONCRETE BEAM DESIGNS 145 - 173 11- CONCRETE TIE COLUMN DESIGNS 174 - 185 12- ROOFTOP SCREEN WALL DESIGNS 186 - 211 13- ROOFTOP MECHANICAL UNIT LOADS 212 - 221 14- STEEL PLATE DESIGNS 222 - 246 4 No. 32092 1•r STAGE Of "4® �QNAI. DOUGLAS WOOD, P.E. P.E. # 32092 I 1 AO), L ATCHazards by Location Page 1 of 246 Search Information , ,y Pudson Coordinates: 28.269011652112592,-82.1877080460327 52 Elevation: 111 ft `' �'�� h9ew port Richey Timestamp: 2019-12-31 T19:06:56.185Z Tarpon Hazard Type: Wind Springs Palm Harbor Dunerf in Goarv�9i�r 111 ft if�y Sl y Zephyrhills Wesley Chapel qW 9 p Plant city Lakelan, lu Map data ©2019 Google, INEGI ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 79 mph MRI 10-Year 78 mph ASCE 7-05 Wind Speed 107 mph MRI25-Year 92 mph MRI25-Year 93 mph DESIGN WIND MRI 50-Year 104 mph MRI50-Year 103 mph LOADS MRI 100-Year 113 mph Risk Category 1 128 mph A Risk Category II A 137 mph You are in a wind-borne debris region if you are also within 1 mile of the coastal mean high water line Risk Category III A 146 mph If the structure under consideration is a healthcare facility and you are also within 1 mile of the coastal mean high water line you are in a wind-borne debris region. If other occupancy use the Risk Category II basic wind speed contours to determine if you are in a wind-borne debris region Risk Category IV .1 A 150 mph You pre in a 'r1", n; _h.^,rr,P nahr,c .enlcn MRI 100-Year 113 mph Risk Category 1 128 mph Risk Category II A 137 mph You are in a wind-borne debris region if you are also within 1 mile of the coastal mean high water line. Risk Category III -IV A 146 mph If the structure under consideration is a healthcare facility and you are also within 1 mile of the coastal mean high water line. you are in a wind-borne debris region If other occupancy. use the Risk Category 11 basic wind speed contours to determine if you are in a wind-borne debris region The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal Company Address Page 2 of 246 JOB TITLE Zephyr Commons City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE www.struware.com Code Search Code: Florida Building Code 2017 Occupancy: Occupancy Group = M Mercantile 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 = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (6) 0.00 / 12 0.0 deg Building length (L) 100.0 ft Least width (B) 66.5 ft Mean Roof Ht (h) 18.5 ft Parapet ht above grd 24.7 ft Minimum parapet ht 3.1 ft 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 Floor: Typical Floor 100 psf Partitions 15 psf Awnings and canopys - fabric 5 psf Awnings and canopys - non fabric 20 psf Company Address City, State Phone Wind Loads: ASCE 7 - 10 Ultimate Wind Speed 137 mph Nominal Wind Speed 106.1 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.887 Kh case 2 0.887 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modred Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.12 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KlK2K3)12 = 1.00 Gust Effect Factor h= 18.5ft B = 66.5 ft /z (0.6h) = 15.0 ft Rigid Structure e = 0.20 f = 500 ft Zmin = 15 ft c = 0.20 9o, 9V = 3.4 LZ = 427.1 ft Q = 0.90 Iz = 0.23 G= 0.87 use G=0.85 JOB TITLE Zephyr Commons JOB NO. CALCULATED BY I_G CHECKED BY Page 3 of 246 SHEET NO. DATE 12/30/19 DATE ESCARPMENT V(Z) Z46 Speed-up V(Z) x(upwind) = x(downwind) ♦- Hl2 Fi 2D RIDGE or3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/B>4 then may be flexible and should be investigated. h/B = 0.28 Rigid structure (low rise bldg) G = 0.85 Using rigid structure default Flexible or Dvnamically Sensitive Structure 34icy (I'll) = 0.0 Hz Damping ratio (0) = 0 /b = 0.65 /a = 0.15 Vz = 115.7 Nj = 0.00 Rn = 0.000 Rh = 28.282 r) = 0.000 RB = 28.282 r) = 0.000 RL = 28.282 rl = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 h = 18.5 ft Enclosure Classification Page 4 of 246 Company JOB TITLE Zephyr Commons Address City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.89 h = 18.5 ft GCpi = +/-0.18 Base pressure (qh) = 36.2 psf ridge ht = 18.5 ft G = 0.85 Roof Angle (6) = 1.2 deg L = 100.0 ft qi = qh Roof tributary area - (h/2)*L: 925 sf B = 66.5 ft (h/2)*B: 615 sf Ultimate Wind Surface Pressures (osfl Surface Wind Normal to Ridge B/L = 0.67 h/L = 0.28 Wind Parallel to Ridge L/B = 1.50 h/L = 0.19 Cp ghGCp w/+giGCpi w/-ghGCpi Dist.* Cp ghGCp w/ +q;GCp; w/ -ghGCpi Windward Wall (WVV) 0.80 24.6 see table below 0.80 24.6 see table below Leeward Wall (LW) -0.50 -15.4 -21.9 -8.9 -0.40 -12.3 -18.8 -5.8 Side Wall (SW) -0.70 -21.6 -28.1 -15.0 -0.70 -21.6 -28.1 -15.0 Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 -27.7 -34.2 -21.2 0 to h/2* -0.90 -27.7 -34.2 -21.2 h/2 to h* -0.90 -27.7 -34.2 -21.2 h/2 to h* -0.90 -27.7 -34.2 -21.2 h to 2h* -0.50 -15.40 -21.92 -8.88 h to 2h* -0.50 -15.4 -21.9 -8.9 > 2h* -0.30 -9.24 -15.76 -2.72 > 2h* -0.30 -9.2 -15.8 -2.7 Pos/min windward roof press. -0.18 -5.5 -12.1 1.0 1 Min press. -0.18 -5.5 -12.1 1.0 --KooT angie < I u aegrees. i nererore, ieewara rooT -rionzoniai oisiance Trom wmawara eage is included in windward roof pressure zones. Windward Wall Pressures at'Y' (psfl Combined WW + LW Windward Wall Normal Parallel LR z Kz Kzt gzGCp w/+giGCpi w/-ghGCp; to Ridge to Ridge fWR 0 to 15, 0.85 1.00 23.6 17.1 30.1 39.0 35.9 / h= 18.5 ft 0.89 1.00 24.6 18.1 31.2 40.0 36.9 T yr '-S-W SW L � wnm �,DmscaoN VAM H0104AL TO RIDOE WR WR /'MR L� SW `SW WW A 4' utniD DIRECTION VMM PARALLEL TO RIDGE NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Para et z I Kz Kzt qp (psf) 21.0 ft 0.91 1.00 37.2 Windward parapet: 55.8 psf (GCpn = +1.5) Leeward parapet: -37.2 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 24.6 psf (upward) Company Address City, State Phone Wind Loads - Comraonents & Claddina : h <_ 60' Kh (case 1) = 0.89 h = 18.5 ft Base pressure (qh) = 36.2 psf a = 6.7 ft Minimum parapet ht = 3.2 ft GCpi = +/-0.18 Roof Angle (6) = 1.2 deg Type of roof = Gable Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive Zone 1 Positive Zones 2 & 3 Overhang Zone 1 &2 Overhang Zone 3 Parapet qp = 37.2 psf Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 JOB TITLE Zephyr Commons JOB NO. SHEET NO. CALCULATED By IG DATE CHECKED By DATE Ultimate Wind Pressures p + - GCpi Surface Pressure(psf) 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf -1.18 -1.11 -1.08 -1.08 - 2.8 -40.2 -39.1 -39.1 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 -46.4 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 46.4 -46.4 0.48 0.41 0.38 0.38 17.4 16.0 16.0 16.0 1.08 0.97 0.92 0.81 39.1 35.1 33.3 29.4 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 Negative zone j = zone z, since parapet - jtt. Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 6.5 psf) Solid Parapet Pressure Surface Pressure ps 10 sf 20 sf 50 sf 100 st 200 s s one : Zone 3: 100.5 90.9 78.1 68.5 66.7 64.4 4SE B: Edge zones 2: Comer zones 3: -70.3 -80.4 -66.8 -75.0 -62.1 -68.0 -58.5 -62.6 -54.9 -57.3 -50.2 -50.2 GCp +/- GCpi I Surface Pressure (psf) s s s s s =1.1 -0.90 0.81 -52.2 39.1 -40.7 33.4 -37.2 31.6 -32.6 29.4 Note: GCp reduced by 10 u ue to roo Page 5 of 246 12/30/19 Userinput 80 sf 90 sf -39. -39.3 -48.8 -47.5 48.8 -47.5 16.0 16.0 33.9 33.6 -58.3 -58.1 -58.3 -58.1 User input 100.5 -70.3 -80.4 Userinput 75 sf 100s -42.1 34.1 -40.7 33.4 Page 6 of 246 ETABf Oversbr IU Main Building Design Model File: 20191231 Zephyr Commons, Revision 0 10/30/2020 Structure Data Page 7 of 246 10/30/2020 1 Structure Data This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity. 1.1 Story Data Table 1.1 - Story Definitions Splice Tower Name Height Master Similar Splice Height Color ft Story To Story ft T1 Roof 3.33 Yes None No Gray8Dark T1 Storefront 4 No None No Green T1 Canopy 3 No None No Red T1 Canopy Rear 7.5 No None No Yellow T1 Ground 1.33 No None No Yellow Page 2 of 54 Properties Page 8 of 246 10/30/2020 2 Properties This chapter provides property information for materials, frame sections, shell sections, and links. 2.1 Materials Table 2.1 - Material Properties - General Material Type SymType Grade Color Notes 4000Psi Concrete Isotropic fc 4000 psi Yellow A416Gr270 Tendon Uniaxial Grade 270 Cyan A500GrB46 Steel Isotropic Grade B, Fy 46 (HSS Rect.) Green A615Gr60 Rebar Uniaxial Grade 60 Blue A653Fy33 Steel Isotropic Unknown Red A992Fy50 Steel Isotropic Grade 50 Red M1500Psi Masonry Isotropic fcm 1500 psi Magenta M1900Psi Masonry Isotropic fcm 1900 psi Gray8Dark 2.2 Frame Sections Table 2.2 - Frame Section Property Definitions - Summary (Part 1 of 4) Area J 133 122 123 (Major (Minor Name Material Shape Color in2 in4 in4 in4 in4 in4 in4 241<10 A992Fy50 Joist Section Yellow 24K12 A992Fy50 Joist Section Gray8Dark 24K7-1 A992Fy50 Joist Section Cyan 241<8 A992Fy50 Joist Section Red 24K9 A992Fy50 Joist Section Magenta BM12x1641 4000Psi Concrete Rectangular Green 192 4976.26 4096 2304 BM12x20,k 4000Psi Concrete Rectangular Blue 240 7212.47 8000 2880 BM8x164k 4000Psi Concrete Rectangular Cyan 128 1874.99 2730.67 682.67 BM8x20,, 4000Psi Concrete Rectangular Magenta 160 2555.01 5333.33 853.33 BM&244k 4000Psi Concrete Rectangular Gray8Dark 192 3236.72 9216 1024 BM8x38,k 4000Psi Concrete Rectangular Magenta 304 5625.31 36581.33 1621.33 BM8x404k 4000Psi Concrete Rectangular Magenta 320 5966.62 42666.67 1706.67 BM8x441k 4000Psi Concrete Rectangular Cyan 352 6649.25 56789.33 1877.33 C8x12 4000Psi Concrete Rectangular Blue 96 1202 1152 512 C8x14 4000Psi Concrete Rectangular Green 112 1536.82 1829.33 597.33 C8x16 4000Psi Concrete Rectangular Cyan 128 1874.99 2730.67 682.67 C8x20 4000Psi Concrete Rectangular Red 160 2555.01 5333.33 853.33 C8x24 4000Psi Concrete Rectangular Magenta 192 3236.72 9216 1024 C8x60 4000Psi Concrete Rectangular Yellow 480 9379.86 144000 2560 ConcBm 4000Psi Concrete Rectangular Blue 432 25192.3 20736 11664 ConcCol 4000Psi Concrete Rectangular Gray8Dark 324 14784.12 8748 8748 HSS12X6X.375 A992Fy50 Steel Tube Blue 23 760.44 507.92 507.92 HSS12X6X.500 A992Fy50 Steel Tube Green 23 760.44 507.92 507.92 HSS6X6X.250 A992Fy50 Steel Tube Red 23 760.44 507.92 507.92 HSS6X6X.313 A992Fy50 Steel Tube Magenta 23 760.44 507.92 507.92 HSS6X6X.375 A992Fy50 Steel Tube Yellow 23 760.44 507.92 507.92 HSS6X6X.500 A992Fy50 Steel Tube Gray8Dark 23 760.44 507.92 507.92 Page 3 of 54 Properties Page 9 of 246 10/30/2020 Table 2.2 - Frame Section Property Definitions - Summary (Part 1 of 4, continued) Area J 133 122 123 (Major IMinor Name Material Shape Color in2 in4 in4 in4 in4 in4 in4 HSS6X6X.625 A992Fy50 Steel Tube Blue 23 760.44 507.92 507.92 SteelBm A992Fy50 Steel I/Wide Flange Yellow 10.25 0.59 561.85 18.02 SteelCol A992Fy50 Steel I/Wide Flange Magenta 44 12.71 2774.67 972.17 W14X22 A992Fy50 Steel I/Wide Flange Cyan 6.49 0.21 199 7 W24X55 A992Fy50 Steel I/Wide Flange Green 16.2 1.18 1350 29.1 W24X62 A992Fy50 Steel I/Wide Flange Cyan 18.2 1.71 1550 34.5 W24X68 A992Fy50 Steel I/Wide Flange Red 20.1 1.87 1830 70.4 W24X76 A992Fy50 Steel I/Wide Flange Magenta 22.4 2.68 2100 82.5 W24X84 A992Fy50 Steel I/Wide Flange Yellow 24.7 3.7 2370 94.4 W24X94 A992Fy50 Steel (/Wide Flange GrayBDark 27.7 5.26 2700 109 WT6X20 A992Fy50 Steel Tee Cyan 5.84 0.45 14.4 22 WT6X22.5 A992Fy50 Steel Tee Red 6.56 0.63 16.6 25 WT6X25 A992Fy50 Steel Tee Magenta 7.3 0.86 18.7 28.2 WT6X26.5 A992Fy50 Steel Tee Yellow 7.78 0.79 17.7 47.9 WT6X29 A992Fy50 Steel Tee Gray8Dark 8.52 1.05 19.1 53.5 WT6X32.5 A992Fy50 Steel Tee Blue 9.54 1.09 20.6 87.2 WT6X36 A992Fy50 Steel Tee Green 10.6 1.46 23.2 97.5 Table 2.2 - Frame Section Property Definitions - Summary (Part 2 of 4) MajorAngle As2 As3 S33Pos S33Neg S22Pos S22Neg Z33 Z22 R33 R22 Cw deg in2 in2 in3 in3 in3 in3 in3 in3 in in in6 160 160 512 512 384 384 768 576 4.6188 3.4641 200 200 800 800 480 480 1200 720 5.7735 3.4641 106.67 106.67 341.33 341.33 170.67 170.67 512 256 4.6188 2.3094 133.33 133.33 533.33 533.33 213.33 213.33 800 320 5.7735 2.3094 160 160 768 768 256 256 1152 384 6.9282 2.3094 253.33 253.33 1925.33 1925.33 405.33 405.33 2888 608 10.9697 2.3094 266.67 266.67 2133.33 2133.33 426.67 426.67 3200 640 11.547 2.3094 293.33 293.33 2581.33 2581.33 469.33 469.33 3872 704 12.7017 2.3094 80 80 192 192 128 128 288 192 3.4641 2.3094 93.33 93.33 261.33 261.33 149.33 149.33 392 224 4.0415 2.3094 106.67 106.67 341.33 341.33 170.67 170.67 512 256 4.6188 2.3094 133.33 133.33 533.33 533.33 213.33 213.33 800 320 5.7735 2.3094 160 160 768 768 256 256 1152 384 6.9282 2.3094 400 400 4800 4800 640 640 7200 960 17.3205 2.3094 360 360 1728 1728 1296 1296 2592 1944 6.9282 5.1962 270 270 972 972 972 972 1458 1458 5.1962 5.1962 11.78 11.78 84.65 84.65 84.65 84.65 99.25 99.25 4.6993 4.6993 11.78 11.78 84.65 84.65 84.65 84.65 99.25 99.25 4.6993 4.6993 11.78 11.78 84.65 84.65 84.65 84.65 99.25 99.25 4.6993 4.6993 Page 4 of 54 Page 10 of 246 Properties 10/30/2020 Table 2.2 - Frame Section Property Definitions - Summary (Part 2 of 4, continued) MajorAngle As2 As3 S33Pos S33Neg S22Pos S22Neg Z33 Z22 R33 R22 Cw deg in2 in2 in3 in3 in3 in3 in3 in3 in in in6 11.78 11.78 84.65 84.65 84.65 84.65 99.25 99.25 4.6993 4.6993 11.78 11.78 84.65 84.65 84.65 84.65 99.25 99.25 4.6993 4.6993 11.78 11.78 84.65 84.65 84.65 84.65 99.25 99.25 4.6993 4.6993 11.78 11.78 84.65 84.65 84.65 84.65 99.25 99.25 4.6993 4.6993 4.49 5.58 62.43 62.43 6.01 6.01 70.56 9.27 7.4037 1.326 1378.13 9.04 32.04 308.3 308.3 108.02 108.02 338 163 7.9411 4.7005 70227 3.15 2.79 29.05 29.05 2.8 2.8 33.2 4.39 5.5374 1.0385 311.66 9.32 5.9 114.41 114.41 8.3 8.3 134 13.3 9.1287 1.3403 3866.07 10.19 6.92 130.8 130.8 9.8 9.8 153 15.7 9.2285 1.3768 4580.98 9.84 8.75 154.43 154.43 15.7 15.7 177 24.5 9.5417 1.8715 9399.61 10.52 10.19 175.73 175.73 18.35 18.35 200 28.6 9.6825 1.9191 11099.44 11.33 11.58 196.68 196.68 20.93 20.93 224 32.6 9.7955 1.955 12815.29 12.51 13.23 222.22 222.22 24.04 24.04 254 37.5 9.8728 1.9837 14927.18 1.76 3.44 13.21 2.95 5.49 5.49 5.28 8.38 1.5703 1.9409 0.62 2.02 3.86 14.69 3.39 6.21 6.21 6.1 9.47 1.5908 1.9522 0.89 2.26 4.31 15.98 3.79 6.98 6.98 6.88 10.6 1.6005 1.9655 1.23 2.08 4.79 17.35 3.53 9.58 9.58 6.46 14.5 1.5083 2.4813 1.54 2.2 5.33 18.54 3.77 10.7 10.7 6.97 16.2 1.4973 2.5059 2.07 2.36 6.05 20.91 4.06 14.53 14.53 7.5 22 1.4695 3.0233 2.97 2.64 6.7 22.75 4.54 16.25 16.25 8.48 24.6 1.4794 3.0328 4.04 Table 2.2 - Frame Section Property Definitions - Summary (Part 3 of 4) CG CG PNA PNA SC SC Area As2 As3 J 133 122 Offset 3 Offset 2 Offset 3 Offset 2 Offset 3 Offset 2 Modifier Modifier Modifier Modifier Modifier Modifier in in in in in in 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 1 1 1 0.25 0.35 0.35 0 0 0 0 0.35 1 1 0.7 0.7 0.7 0 0 0 0 0.35 1 1 0.7 0.7 0.7 0 0 0 0 0.35 1 1 0.7 0.7 0.7 0 0 0 0 0.35 1 1 0.7 0.7 0.7 0 0 0 0 0.35 1 1 0.7 0.7 0.7 0 0 0 0 0.35 1 1 0.7 0.7 0.7 0 0 0 0 1 1 1 1 1 1 Page 5 of 54 Properties Page 11 of 246 10/30/2020 Table 2.2 - Frame Section Property Definitions - Summary (Part 3 of 4, continued) CG CG PNA PNA SC SC Area As2 As3 J 133 122 Offset 3 Offset 2 Offset 3 Offset 2 Offset 3 Offset 2 Modifier Modifier Modifier Modifier Modifier Modifier in in in in in in 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 0 0 0 1 1 1 1 1 1 0 1.895 0 2.6191 0 2.7259 1 1 1 1 1 1 0 1.885 0 2.6061 0 2.7254 1 1 1 1 1 1 0 1.88 0 2.5972 0 2.7275 1 1 1 1 1 1 0 1.995 0 2.6243 0 2.7263 1 1 1 1 1 1 0 2.02 0 2.6227 0 2.7288 1 1 1 1 1 1 0 2.045 0 2.6315 0 2.7266 1 1 1 1 1 1 0 2.045 0 2.6247 0 2.7289 1 1 1 1 1 1 Table 2.2 - Frame Section Property Definitions - Summary (Part 4 of 4) Weight Modifier 1 1 1 1 1 1 1 1 1 1 1 Page 6 of 54 Properties Page 12 of 246 10/30/2020 Table 2.2 - Frame Section Property Definitions - Summary (Part 4 of 4, continued) 2.3 Shell Sections Weight Modifier 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table 2.3 - Area Section Property Definitions - Summary Name 1.5620 12CMU40,goo 8" ConCU., 8CMU24,goo 8CMU32,goo Plank1 Slab1 Type Deck Wall Wall Wall Wall Slab Slab Element Material Type Membrane Not Applicable Shell -Thin M1900Psi Shell -Thin 4000Psi Shell -Thin M1900Psi Shell -Thin M1900Psi Membrane 4000Psi Shell -Thin 4000Psi Page 7 of 54 Total Deck Deck Thickness Depth Material in in 1.5 A653Fy33 1.5 4.41 8 4.28 3.83 8 8 Page 13 of 246 Loads 10/30/2020 3 Loads This chapter provides loading information as applied to the model. 3.1 Load Patterns Table 3.1 - Load Pattern Definitions Self l s Auto Auto Name Type Weight Load Load Multiplier -LLRF Yes Other 0 C&C Wind - Beams No Wind 0 None C&C Wind - Cols No Wind 0 None Dead No Dead 1 Nx DL No Notional 0 Auto Nx RLL No Notional 0 Auto Nx SDL No Notional 0 Auto NyDL No Notional 0 Auto NY RLL No Notional 0 Auto NysDL No Notional 0 Auto Roof Live No Roof Live 0 SDL No Super Dead 0 Temp No Other 0 WXneg No Wind 0 None WXpos No Wind 0 None WYneg No Wind 0 None WYpos No Wind 0 None 3.2 Load Cases Table 3.2 - Load Case Definitions - Linear Static (Part 1 of 2) Trans Rot Name Exclude Mass Stiffness Nonlinear Load Load Name Load Accel Accell SF Group Source Type Case Type SF SF rad/sec2 ad/s in/sect C&C Wind - Beams None MsSrcl P-Delta Load C&C Wind - Beams 1 C&C Wind - Cols None MsSrcl P-Delta Load C&C Wind - Cols 1 Dead None MsSrcl P-Delta Load Dead 1 Nx DL None MsSrcl P-Delta Load Nx DL 1 Nx RLL None MsSrcl P-Delta Load Nx RLL 1 Nx soL None MsSrcl P-Delta Load Nx SDL 1 NyDL None MsSrcl P-Delta Load NyDL 1 NyRLL None MsSrcl P-Delta Load NyRLL 1 NysDL None MsSrcl P-Delta Load NY SDL 1 Roof Live None MsSrcl P-Delta Load Roof Live 1 SDL None MsSrcl P-Delta Load SDL 1 Temp None MsSrcl P-Delta Load Temp 1 Wxneg None MsSrcl P-Delta Load WXneg 1 WXpos None MsSrcl P-Delta Load WXpos 1 WXY1 None MsSrcl P-Delta Load WXpos 0.75 WXY1 Load WYpos 0.75 Page 8 of 54 Loads Page 14 of 246 10/30/2020 Table 3.2 - Load Case Definitions - Linear Static (Part 1 of 2, continued) Trans Rot Exclude Mass Stiffness Nonlinear Load Load Accel Name Load Name AccelSF Group Source Type Case Type SF SF rad/sec2 ad/s in/sec2 WXY2 None MsSrcl P-Delta Load WXpos 0.75 WXY2 Load WYneg 0.75 WXY3 None MsSrcl P-Delta Load WXneg 0.75 WXY3 Load WYpos 0.75 WXY4 None MsSrcl P-Delta Load WXneg 0.75 WXY4 Load WYneg 0.75 Wyneg None MsSrcl P-Delta Load WYneg 1 WYpos None MsSrcl P-Delta Load WYpos 1 Table 3.2 - Load Case Definitions - Linear Static (Part 2 of 2) User Design Type Design Notes Type Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Program Determined Table 3.3 - Modal Case Definitions - Eigen (Part 1 of 2) Exclude Mass Stiffness Nonlinear Load Load Target Static Max Min Freq Name Group Source Type Case Type Name Ratio Correction? Modes Modes Shift /o cyc/sec Modal None MsSrcl P-Delta 12 1 0 Page 9 of 54 Loads Page 15 of 246 10/30/2020 Table 3.3 - Modal Case Definitions - Eigen (Part 2 of 2) Cutoff Convergence Auto User Freq Tol Shift? Design Type Design Notes cyc/sec 0 0 Yes Program Determined 3.3 Load Combinations Table 3.4 - Load Combination Definitions Name Type Is Auto Load Name Mode SF C&C - ASD 1 Linear Add No Dead 1 C&C - ASD 1 SDL 1 C&C - ASD 1 Roof Live 0.75 C&C - ASD 1 C&C Wind - Beams 0.45 C&C - ASD 2 Linear Add No Dead 1 C&C - ASD 2 SDL 1 C&C - ASD 2 Roof Live 0.75 C&C - ASD 2 C&C Wind - Cols 0.45 C&C -LRFD 1 Linear Add No Dead 1.2 C&C - LRFD 1 SDL 1.2 C&C - LRFD 1 Roof Live 0.5 C&C - LRFD 1 C&C Wind - Beams 1 C&C - LRFD 2 Linear Add No Dead 1.2 C&C - LRFD 2 SDL 1.2 C&C - LRFD 2 Roof Live 0.5 C&C - LRFD 2 C&C Wind - Cols 1 ENVELOPEASD Envelope No UDStIS1 -ASD 1 ENVELOPEASD UDStlS2 1 ENVELOPEASD UDStlS3 1 ENVELOPE Aso UDStlS4 1 ENVELOPEASD UDStlS5 1 ENVELOPE Aso UDStIS6 1 ENVELOPEAso UDStIS7 1 ENVELOPE ASD UDStlS8 1 ENVELOPEASD UDStIS9 1 ENVELOPEASD UDStIS10 1 ENVELOPEASD UDStIS11 1 ENVELOPE Aso UDStIS12 1 ENVELOPEASD UDStIS13 1 ENVELOPEASD UDStIS14 1 ENVELOPE Aso UDStIS15 1 ENVELOPEAso UDStIS16 1 ENVELOPEASD UDStIS17 1 ENVELOPEAso UDStIS18 1 ENVELOPEASD UDStIS19 1 ENVELOPEASD UDStIS20 1 ENVELOPE Aso UDStIS21 1 ENVELOPEASD UDStIS22 1 ENVELOPEASD UDStIS23 1 Page 10 of 54 Notes Loads Page 16 of 246 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name Type Is Auto Load Name Mode SF Notes ENVELOPEASD UDStIS24 1 ENVELOPEASD UDSUS25 1 ENVELOPE,,, UDStIS26 1 ENVELOPE Aso UDStIS27 1 ENVELOPEASD UDSUS28 1 ENVELOPEASD UDSUS29 1 ENVELOPEASD UDStIS30 1 ENVELOPEASD UDStIS31 1 ENVELOPEASD UDStIS32 1 ENVELOPEAso UDSUS33 1 ENVELOPEASD UDSUS34 1 ENVELOPEASD UDSUS35 1 ENVELOPEASD UDStIS36 1 ENVELOPE LRFD Envelope No UDCon1 1 ENVELOPE LRFD UDCon2 1 ENVELOPE LRFD UDCon3 1 ENVELOPE LRFD UDCon4 1 ENVELOPE LRFD UDCon5 1 ENVELOPE LRFD UDCon6 1 ENVELOPE .RFD UDCon7 1 ENVELOPE LRFO UDCon8 1 ENVELOPE LRFD UDCon9 1 ENVELOPE LRFD UDCon10 1 ENVELOPE LRFD UDCon11 1 ENVELOPE LRFD UDCon12 1 ENVELOPE LRFD UDCon13 1 ENVELOPE LRFD UDCon14 1 ENVELOPE LRF.o UDCon15 1 ENVELOPE LRFD UDCon16 1 ENVELOPE LRFD UDCon17 1 ENVELOPE LRFD UDCon18 1 ENVELOPE LRFD UDCon19 1 ENVELOPE LRFD UDCon20 1 ENVELOPE LRFD UDCon21 1 ENVELOPE LRFD UDCon22 1 ENVELOPE LRFD UDCon23 1 ENVELOPE LRFD UDCon24 1 ENVELOPE UxFD UDCon25 1 ENVELOPE LRFD UDCon26 1 ENVELOPE LRFD UDCon27 1 ENVELOPE LRFD UDCon28 1 ENVELOPE LRFD UDCon29 1 ENVELOPE LRFD UDCon30 1 ENVELOPE LRFD UDCon31 1 ENVELOPE LRFD UDCon32 1 ENVELOPE LRFD UDCon33 1 Page 11 of 54 Loads Page 17 of 246 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name Type Is Auto Load Name Mode SF Notes ENVELOPE LRFD UDCon34 1 LLRF 0.8 Linear Add No Dead 1 LLRF 0.8 SDL 1 LT DEFL Linear Add No Dead 1 LT DEFL SDL 1 Temperature Linear Add No Dead 0.9 Temperature SDL 0.9 Temperature Temp 1 UDCon1 Linear Add No Dead 1.4 Dead [Strength] UDCon1 SDL 1.4 UDCon2 Linear Add No Dead 1.2 Dead + Live + Roof Live [Strength] UDCon2 SDL 1.2 UDCon2 Roof Live 1.6 UDCon3 Linear Add No Dead 1.2 Dead + Live + Wind + Snow [Strength] UDCon3 SDL 1.2 UDCon3 WXpos 1 UDCon4 Linear Add No Dead 1.2 Dead + Live - Wind + Snow [Strength] UDCon4 SDL 1.2 UDCon4 Wxneg 1 UDCon5 Linear Add No Dead 1.2 Dead + Live + Wind + Snow [Strength] UDCon5 SDL 1.2 UDCon5 WYpos 1 UDCon6 Linear Add No Dead 1.2 Dead + Live - Wind + Snow [Strength] UDCon6 SDL 1.2 UDCon6 Wyneg 1 UDCon7 Linear Add No Dead 1.2 Dead + Live + Wind + Snow [Strength] UDCon7 SDL 1.2 UDCon7 WXY1 1 UDCon8 Linear Add No Dead 1.2 Dead + Live - Wind + Snow [Strength] UDCon8 SDL 1.2 UDCon8 WXY2 1 UDCon9 Linear Add No Dead 1.2 Dead + Live + Wind + Snow [Strength] UDCon9 SDL 1.2 UDCon9 WXY3 1 UDCon10 Linear Add No Dead 1.2 Dead + Live - Wind + Snow [Strength] UDCon10 SDL 1.2 UDCon10 WXY4 1 UDCon11 Linear Add No Dead 1.2 Dead + Live + Roof Live + Wind [Strength] UDCon11 SDL 1.2 UDCon11 Roof Live 0.5 UDCon11 WXpos 1 UDCon12 Linear Add No Dead 1.2 Dead + Live + Roof Live - Wind [Strength] UDCon12 SDL 1.2 UDCon12 Roof Live 0.5 Page 12 of 54 Loads Page 18 of 246 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name Type Is Auto Load Name Mode SF Notes UDCon12 Wxneg 1 UDCon13 Linear Add No Dead 1.2 Dead + Live + Roof Live + Wind [Strength] UDCon13 SDL 1.2 UDCon13 Roof Live 0.5 UDCon13 WYpos 1 UDCon14 Linear Add No Dead 1.2 Dead + Live + Roof Live - Wind [Strength] UDCon14 SDL 1.2 UDCon14 Roof Live 0.5 UDCon14 Wyneg 1 UDCon15 Linear Add No Dead 1.2 Dead + Live + Roof Live + Wind [Strength] UDCon15 SDL 1.2 UDCon15 Roof Live 0.5 UDCon15 WXY1 1 UDCon16 Linear Add No Dead 1.2 Dead + Live + Roof Live - Wind [Strength] UDCon16 SDL 1.2 UDCon16 Roof Live 0.5 UDCon16 WXY2 1 UDCon17 Linear Add No Dead 1.2 Dead + Live + Roof Live + Wind [Strength] UDCon17 SDL 1.2 UDCon17 Roof Live 0.5 UDCon17 WXY3 1 UDCon18 Linear Add No Dead 1.2 Dead + Live + Roof Live - Wind [Strength] UDCon18 SDL 1.2 UDCon18 Roof Live 0.5 UDCon18 WXY4 1 UDCon19 Linear Add No Dead 1.2 Dead + Roof Live + Wind [Strength] UDCon19 SDL 1.2 UDCon19 Roof Live 1.6 UDCon19 WXpos 0.5 UDCon20 Linear Add No Dead 1.2 Dead + Roof Live - Wind [Strength] UDCon20 SDL 1.2 UDCon20 Roof Live 1.6 UDCon20 Wxneg 0.5 UDCon21 Linear Add No Dead 1.2 Dead + Roof Live + Wind [Strength] UDCon21 SDL 1.2 UDCon21 Roof Live 1.6 UDCon21 WYpos 0.5 UDCon22 Linear Add No Dead 1.2 Dead + Roof Live - Wind [Strength] UDCon22 SDL 1.2 UDCon22 Roof Live 1.6 UDCon22 Wyneg 0.5 Page 13 of 54 Loads Page 19 of 246 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name Type Is Auto Load Name Mode SF Notes UDCon23 Linear Add No Dead 1.2 Dead + Roof Live + Wind [Strength] UDCon23 SDL 1.2 UDCon23 Roof Live 1.6 UDCon23 WXY1 0.5 UDCon24 Linear Add No Dead 1.2 Dead + Roof Live - Wind [Strength] UDCon24 SDL 1.2 UDCon24 Roof Live 1.6 UDCon24 WXY2 0.5 UDCon25 Linear Add No Dead 1.2 Dead + Roof Live + Wind [Strength] UDCon25 SDL 1.2 UDCon25 Roof Live 1.6 UDCon25 WXY3 0.5 UDCon26 Linear Add No Dead 1.2 Dead + Roof Live - Wind [Strength] UDCon26 SDL 1.2 UDCon26 Roof Live 1.6 UDCon26 WXY4 0.5 UDCon27 Linear Add No Dead 0.9 Dead (min) + Wind [Strength] UDCon27 SDL 0.9 UDCon27 WXPos 1 UDCon28 Linear Add No Dead 0.9 Dead (min) - Wind [Strength] UDCon28 SDL 0.9 UDCon28 Wxneg 1 UDCon29 Linear Add No Dead 0.9 Dead (min) + Wind [Strength] UDCon29 SDL 0.9 UDCon29 WYPos 1 UDCon30 Linear Add No Dead 0.9 Dead (min) - Wind [Strength] UDCon30 SDL 0.9 UDCon30 Wyneg 1 UDCon31 Linear Add No Dead 0.9 Dead (min) + Wind [Strength] UDCon31 SDL 0.9 UDCon31 WXY1 1 UDCon32 Linear Add No Dead 0.9 Dead (min) - Wind [Strength] UDCon32 SDL 0.9 UDCon32 WXY1 1 UDCon33 Linear Add No Dead 0.9 Dead (min) + Wind [Strength] UDCon33 SDL 0.9 UDCon33 WXY3 1 UDCon34 Linear Add No Dead 0.9 Dead (min) - Wind [Strength] UDCon34 SDL 0.9 UDCon34 WXY4 1 UDStID1 Linear Add No Dead 1 Dead [Deflections] UDStID1 SDL 1 UDStID2 Linear Add No Dead 1 Dead [Deflections] UDStID2 SDL 1 UDStID3 Linear Add No Dead 1 Dead [Deflections] UDStID3 SDL 1 Page 14 of 54 Page 20 of 246 Loads 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name Type Is Auto Load NanW,; .f Mode SF Notes UDStIS1 Linear Add No Dead 1.4 Dead [Strength] UDStIS1 SDL 1.4 UDStIS1 Nx pL 1.4 UDSUSt Nx SOL 1.4 UDStIS1 - ASD Linear Add No Dead 1 Dead [Strength] UDStlS1 -ASD SDL 1 UDStIS2 Linear Add No Dead 1 Dead + Roof Live [Strength] UDStIS2 SDL 1 UDStIS2 Roof Live 1 UDStlS3 Linear Add No Dead 1 Dead + Snow [Strength] UDStIS3 SDL 1 UDStIS4 Linear Add No Dead 1 Dead + Live + Roof live [Strength] UDStIS4 SDL 1 UDStIS4 Roof Live 0.75 UDStIS5 Linear Add No Dead 1 Dead + Live + Wind + Snow [Strength] UDStIS5 SDL 1 UDStIS5 WXpos 0.45 UDStIS6 Linear Add No Dead 1 Dead + Live - Wind + Snow [Strength] UDStIS6 SDL 1 UDStlS6 Wxneg 0.45 UDStIS7 Linear Add No Dead 1 Dead + Live + Wind + Snow [Strength] UDStlS7 SDL 1 UDStIS7 WYpos 0.45 UDSUS8 Linear Add . No Dead 1 Dead + Live - Wind + Snow [Strength] UDStIS8 SDL 1 UDStIS8 Wyneg 0.45 UDStIS9 Linear Add No Dead 1 Dead + Live + Wind + Snow [Strength] UDStIS9 SDL 1 UDStIS9 WXY1 0.45 UDSUS10 Linear Add No Dead 1 Dead + Live - Wind + Snow [Strength] UDStIS10 SDL 1 UDStIS10 WXY2 0.45 UDStIS11 Linear Add No Dead 1 Dead + Live + Wind + Snow [Strength] UDSUS11 SDL 1 UDStIS11 WXY3 0.45 UDStIS12 Linear Add No Dead 1 Dead + Live - Wind + Snow [Strength] UDStIS12 SDL 1 UDStIS12 WXY4 0.45 UDStIS13 Linear Add No Dead 1 Dead + Live + Roof Live + Wind [Strength] UDStIS13 SDL 1 UDStIS13 Roof Live 0.75 UDStIS13 WXpos 0.45 UDStIS14 Linear Add No Dead 1 Dead + Live + Roof Live - Wind [Strength] UDStIS14 SDL 1 Page 15 of 54 Loads Page 21 of 246 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name Type Is Auto Load Name Mode SF Notes UDStIS14 Roof Live 0.75 UDStIS14 Wxneg 0.45 UDStIS15 Linear Add No Dead 1 Dead + Live + Roof Live + Wind [Strength] UDStIS15 SDL 1 UDStIS15 Roof Live 0.75 UDSUS15 WYPos 0.45 UDStIS16 Linear Add No Dead 1 Dead + Live + Roof Live - Wind [Strength] UDStlS16 SDL 1 UDStIS16 Roof Live 0.75 UDStIS16 Wyneg 0.45 UDStIS17 Linear Add No Dead 1 Dead + Live + Roof Live + Wind [Strength] UDSUS17 SDL 1 UDSUS17 Roof Live 0.75 UDStIS17 WXY1 0.45 UDStIS18 Linear Add No Dead 1 Dead + Live + Roof Live - Wind [Strength] UDStIS18 SDL 1 UDStIS18 Roof Live 0.75 UDStIS18 WXY2 0.45 UDSUS19 Linear Add No Dead 1 Dead + Live + Roof Live + Wind [Strength] UDSUS19 SDL 1 UDStIS19 Roof Live 0.75 UDStlS19 WXY3 0.45 UDStIS20 Linear Add No Dead 1 Dead + Live + Roof Live - Wind [Strength] UDStIS20 SDL 1 UDStIS20 Roof Live 0.75 UDStIS20 WXY4 0.45 UDStIS21 Linear Add No Dead 1 Dead + Wind [Strength] UDSUS21 SDL 1 UDStIS21 WXPos 0.6 UDSUS22 Linear Add No Dead 1 Dead - Wind [Strength] UDStIS22 SDL 1 UDStIS22 Wxneg 0.6 UDStIS23 Linear Add No Dead 1 Dead + Wind [Strength] UDStIS23 SDL 1 UDStIS23 WYPos 0.6 UDSUS24 Linear Add No Dead 1 Dead - Wind [Strength] UDStIS24 SDL 1 UDSVS24 Wyneg 0.6 UDStIS25 Linear Add No Dead 1 Dead + Wind [Strength] UDStIS25 SDL 1 UDStIS25 WXY1 0.6 Page 16 of 54 Loads Page 22 of 246 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name "Tyok "Ty"" is Auto Load Name Mode SF UDStlS26 Linear Add No Dead 1 UDStlS26 SDL 1 UDStlS26 WXY2 0.6 UDStlS27 Linear Add No Dead 1 UDStIS27 SDL 1 UDStlS27 WXY3 0.6 UDStlS28 Linear Add No Dead 1 UDStlS28 SDL 1 UDStlS28 WXY4 0.6 UDStIS29 Linear Add ! No Dead 0.6 UDStIS29 SDL 0.6 UDStlS29 WXPos 0.6 UDStlS30 Linear Add No Dead 0.6 UDStlS30 SDL 0.6 UDStlS30 Wxneg 0.6 UDStlS31 Linear Add No Dead 0.6 UDStIS31 SDL 0.6 UDStlS31 WYPos 0.6 UDStIS32 Linear Add No Dead 0.6 UDStlS32 SDL 0.6 UDStIS32 Wyneg 0.6 UDSVS33 Linear Add No Dead 0.6 UDStIS33 SDL 0.6 UDStIS33 WXY1 0.6 UDStIS34 Linear Add No Dead 0.6 UDStlS34 SDL 0.6 UDStIS34 WXY2 0.6 UDStIS35 Linear Add No Dead 0.6 UDStlS35 SDL 0.6 UDStlS35 WXY3 0.6 UDStlS36 Linear Add No Dead 0.6 UDStIS36 SDL 0.6 UDStIS36 WXY4 0.6 UDStlS37 - LRFD grav notional Linear Add No Dead 1.4 UDStIS37 - LRFD grav notional SDL 1.4 UDStIS37 - LRFD grav notional Nx DL -1.4 UDStIS37 - LRFD grav notional Nx SDL -1.4 UDStlS38 Linear Add No Dead 1.4 UDStIS38 SDL 1.4 UDStIS38 NyDL 1.4 UDStIS38 NysDL 1.4 UDStIS39 Linear Add No Dead 1.4 Page 17 of 54 Notes Dead - Wind [Strength] Dead + Wind [Strength] Dead - Wind [Strength] Dead (min) + Wind [Strength] Dead (min) - Wind [Strength] Dead (min) + Wind [Strength] Dead (min) - Wind [Strength] Dead (min) + Wind [Strength] Dead (min) - Wind [Strength] Dead (min) + Wind [Strength] Dead (min) - Wind [Strength] Dead [Strength] Dead [Strength] Dead [Strength] Loads Page 23 of 246 10/30/2020 Table 3.4 - Load Combination Definitions (continued) Name Type Is Auto Load Name Mode SF Notes UDStIS39 SDL 1.4 UDStIS39 NY DL -1.4 UDStIS39 NysDL -1.4 UDStIS40 Linear Add No Dead 1.2 Dead + Live + Roof Live [Strength] UDStIS40 Roof Live 1.6 UDStIS40 SDL 1.2 UDSUS40 Nx DL 1.2 UDSUS40 Nx RLL 1.6 UDStIS40 Nx SDL 1.2 UDStIS41 Linear Add No Dead 1.2 Dead + Live + Roof Live [Strength] UDSUS41 Roof Live 1.6 UDStIS41 SDL 1.2 UDStIS41 Nx DL -1.2 UDStIS41 NX RLL -1.6 UDStIS41 Nx SDL -1.2 UDStIS42 Linear Add No Dead 1.2 Dead + Live + Roof Live [Strength] UDStIS42 Roof Live 1.6 UDStIS42 SDL 1.2 UDStIS42 NyDL 1.2 UDStIS42 NY RLL 1.6 UDStIS42 NY SDL 1.2 UDStIS43 Linear Add No Dead 1.2 Dead + Live + Roof Live [Strength] UDStIS43 Roof Live 1.6 UDStIS43 SDL 1.2 UDStIS43 NY DL -1.2 UDSUS43 NY RLL -1.6 UDStIS43 NysDL -1.2 Page 18 of 54 Analysis Results Page 24 of 246 10/30/2020 4 Analysis Results This chapter provides analysis results. 4.1 Structure Results Table 4.1 - Base Reactions (Part 1 of 2) Step Step Step FX FY FZ MX Output Case Case Type Type Number Label kip kip kip kip-ft Dead LinStatic 0 0 477.165 22634.8349 C&C Wind - Beams LinStatic 15.954 4.938 5.674 357.6046 C&C Wind - Cols LinStatic 0 0 0 0 Roof Live LinStatic 0 0 196.001 9798.6085 SDL LinStatic 0 0 167.658 8273,685 Temp LinStatic 0 0 0 0 WXpos LinStatic -81.45 0 -8.8 -390.2184 Wxneg LinStatic 83.863 0 -8.8 -390.4436 WYpos LinStatic 0 -50.759 -4.8 694.4897 Wyneg LinStatic 0 52.166 -4.8 -1357.1115 WXY1 LinStatic -61.088 -38.069 -10.2 228.2035 WXY2 LinStatic -61.088 39.124 -10.2 -1310.4974 WXY3 LinStatic 62.897 -38.069 -10.2 228.0346 WXY4 LinStatic 62.897 39.124 -10.2 -1310.6663 Nx oL LinStatic -0.954 0 0 0.0007 Nx SDL LinStatic -0.335 0 0 0.0005 Nx RLL LinStatic -0.392 0 0 0.0005 NyoL LinStatic 0 -0.954 0 13.1493 NySDL LinStatic 0 -0.335 0 6.387 NYRLL LinStatic 0 -0.392 0 7.4295 C&C - ASD 1 Combination 7.179 2.222 794.377 38418.3983 C&C - ASD 2 Combination 0 0 791.824 38257.4763 C&C -LRFD 1 Combination 15.954 4.938 877.462 42347.1327 C&C - LRFD 2 Combination 0 0 871.788 41989.5281 LLRF 0.8 Combination 0 0 644.823 30908.5199 LT DEFL Combination 0 0 644.823 30908.5199 Temperature Combination 0 0 580.341 27817.6679 UDCon1 Combination 0 0 902.752 43271.9278 UDCon2 Combination 0 0 1087.389 52767.9975 UDCon3 Combination -81.45 0 764.987 36700.0054 UDCon4 Combination 83.863 0 764.987 36699.7802 UDCon5 Combination 0 -50.759 768.987 37784.7136 UDCon6 Combination 0 52.166 768.987 35733.1123 UDCon7 Combination -61.088 -38.069 763.587 37318.4273 UDCon8 Combination -61.088 39.124 763.587 35779.7264 UDCon9 Combination 62.897 -38.069 763.587 37318.2584 UDCon10 Combination 62.897 39.124 763.587 35779.5575 UDCon11 Combination -81.45 0 862.988 41599.3097 UDCon12 Combination 83.863 0 862.988 41599.0845 UDCon13 Combination 0 -50.759 866.988 42684.0178 UDCon14 Combination 0 52.166 866.988 40632.4166 Page 19 of 54 Page 25 of 246 Analysis Results 10/30/2020 Table 4.1 - Base Reactions (Part 1 of 2, continued) Step Step Step FX FY FZ MX Output Case Case Type Type Number Label kip kip kip kip-ft UDCon15 Combination -61.088 -38.069 861.588 42217.7316 UDCon16 Combination -61.088 39.124 861.588 40679.0306 UDCon17 Combination 62.897 -38.069 861.588 42217.5627 UDCon18 Combination 62.897 39.124 861.588 40678.8618 UDCon19 Combination -40.725 0 1082.989 52572.8883 UDCon20 Combination 41.931 0 1082.989 52572.7757 UDCon21 Combination 0 -25.38 1084.989 53115.2423 UDCon22 Combination 0 26.083 1084.989 52089.4417 UDCon23 Combination -30.544 -19.035 1082.289 52882.0992 UDCon24 Combination -30.544 19.562 1082.289 52112.7488 UDCon25 Combination 31.449 -19.035 1082.289 52882.0148 UDCon26 Combination 31.449 19.562 1082.289 52112.6643 UDCon27 Combination -81.45 0 571.541 27427.4494 UDCon28 Combination 83.863 0 571.541 27427.2243 UDCon29 Combination 0 -50.759 575.541 28512.1576 UDCon30 Combination 0 52.166 575.541 26460.5564 UDCon31 Combination -61.088 -38.069 570.141 28045.8714 UDCon32 Combination -61.088 -38.069 570.141 28045,8714 UDCon33 Combination 62.897 -38.069 570.141 28045.7025 UDCon34 Combination 62.897 39.124 570.141 26507.0016 UDStID1 Combination 0 0 644.823 30908.5199 UDStID2 Combination 0 0 644.823 30908.5199 UDStIS1 -ASD Combination 0 0 644.823 30908.5199 UDStIS2 Combination 0 0 840.824 40707.1284 UDStIS3 Combination 0 0 644.823 30908.5199 UDStIS4 Combination 0 0 791.824 38257.4763 UDStIS5 Combination -36.653 0 640.863 30732.9216 UDStIS6 Combination 37.738 0 640.863 30732.8202 UDStIS7 Combination 0 -22.842 642.663 31221.0402 UDStIS8 Combination 0 23.475 642.663 30297.8197 UDStIS9 Combination -27.489 -17.131 640.233 31011.2114 UDStIS10 Combination -27.489 17.606 640.233 30318.796 UDStIS11 Combination 28.304 -17.131 640.233 31011.1354 UDStIS12 Combination 28.304 17.606 640.233 30318.72 UDStIS13 Combination -36.653 0 787,864 38081.878 UDStIS14 Combination 37.738 0 787.864 38081.7766 UDStIS15 Combination 0 -22.842 789.664 38569.9966 UDStIS16 Combination 0 23.475 789.664 37646.7761 UDStIS17 Combination -27.489 -17.131 787.234 38360.1678 UDStIS18 Combination -27.489 17.606 787.234 37667.7524 UDStIS19 Combination 28.304 -17.131 787.234 38360.0918 UDStIS20 Combination 28.304 17.606 787.234 37667.6764 UDStIS21 Combination -48.87 0 639.543 30674,3888 UDStIS22 Combination 50.318 0 639.543 30674.2537 UDStIS23 Combination 0 -30.455 641.943 31325.2137 Page 20 of 54 Analysis Results Page 26 of 246 10/30/2020 Table 4.1 - Base Reactions (Part 1 of 2, continued) Output Case UDStIS24 UDStIS25 UDStIS26 UDStIS27 UDStIS28 UDStIS29 UDStIS30 UDStIS31 UDStIS32 UDStIS33 UDStIS34 UDStIS35 UDStIS36 UDStIS1 UDStIS37 - LRFD grav notional UDStIS38 UDStIS39 UDStIS40 UDStIS41 UDStIS42 UDStIS43 UDStID3 ENVELOPEA.D ENVELOPE... ENVELOPELRFD ENVELOPELRFD Step Step Step FX Case Type Type Number Label kip Combination 0 Combination -36.653 Combination -36.653 Combination 3T738 Combination 37.738 Combination -48.87 Combination 50.318 Combination 0 Combination 0 Combination -36.653 Combination -36.653 Combination 37.738 Combination 37.738 Combination -1.806 Combination 1.806 Combination 0 Combination 0 Combination -2.175 Combination 2.175 Combination 0 Combination 0 Combination 0 Combination Max 50.318 Combination Min -48.87 Combination Max 83.863 Combination Min -81.45 Table 4.1 - Base Reactions (Part 2 of 2) MY MZ X Y Z kip-ft kip-ft ft ft ft -15881.1635 0.0006 0 0 -1.33 -160.6021 -811.375 0 0 -1.33 0 0 0 0 -1.33 -6593.4441 0.0011 0 0 -1.33 -5518,9943 0.001 0 0 -1.33 0 0 0 0 -1.33 -1443,144 3765.1779 0 0 -1.33 1917.805 -3927.1937 0 0 -1.33 81.7718 -1607.9791 0 0 -1.33 81.9029 1791.1077 0 0 -1.33 -1021.0291 1617.8991 0 0 -1.33 -1020.9308 4167.2142 0 0 -1.33 1499.6826 -4151.3796 0 0 -1.33 1499.7809 -1602.0645 0 0 -1.33 -13.2231 45.2682 0 0 -1.33 Page 21 of 54 FY FZ MX kip kip kip-ft 31.299 641.943 30094.253 -22.842 638.703 31045.4419 23.475 638.703 30122.2214 -22.842 638.703 31045.3406 23.475 638.703 30122.1201 0 381.614 18310.9809 0 381.614 18310.8458 -30.455 384.014 18961.8058 31.299 384.014 17730.845 -22.842 380.774 18682.034 23.475 380.774 17758.8134 -22.842 380,774 18681.9327 23.475 380.774 17758,7121 0 902.752 43271.9295 0 902.752 43271.9261 -1.806 902.752 43299.2786 1.806 902.752 43244.5769 0 1087.389 52767.9997 0 1087.389 52767.9953 -2.175 1087.389 52803.3282 2.175 1087,389 52732.6667 0 644.823 30908.5199 31.299 840.824 40707.1284 -30.455 380,774 17730.845 52.166 1087.389 53115.2423 -50.759 570.141 26460.5564 Analysis Results Page 27 of 246 10/30/2020 Table 4.1 - Base Reactions (Part 2 of 2, continued) MY MZ X Y Z kip-ft kip-ft ft ft ft -6.3913 16.5449 0 0 -1.33 -7.4357 19.5923 0 0 -1.33 -0.0008 -31.7561 0 0 -1.33 -0.0004 -11.0285 0 0 -1.33 -0.0004 -13.1678 0 0 -1.33 -26417.5118 -365.1164 0 0 -1.33 -26345.2409 0.0024 0 0 -1.33 -29137.5135 -811.3726 0 0 -1.33 -28976.9114 0.0024 0 0 -1.33 -21400.1578 0.0016 0 0 -1.33 -21400.1578 0.0016 0 0 -1.33 -19260.142 0.0014 0 0 -1.33 -29960.221 0.0022 0 0 -1.33 -36229.6999 0.0037 0 0 -1.33 -27123.3333 3765.1798 0 0 -1.33 -23762.3844 -3927.1918 0 0 -1.33 -25598.4176 -1607.9772 0 0 -1.33 -25598.2865 1791.1096 0 0 -1.33 -26701.2185 1617.901 0 0 -1.33 -26701.1202 4167.2161 0 0 -1.33 -24180.5068 -4151.3777 0 0 -1.33 -24180.4085 -1602.0626 0 0 -1.33 -30420.0554 3765.1803 0 0 -1.33 -27059.1065 -3927.1913 0 0 -1.33 -28895.1397 -1607.9766 0 0 -1.33 -28895.0086 1791.1102 0 0 -1.33 -29997.9406 1617.9016 0 0 -1.33 -29997.8423 4167.2167 0 0 -1.33 -27477.2289 -4151.3772 0 0 -1.33 -27477.1306 -1602.0621 0 0 -1.33 -36951.2719 1882.5926 0 0 -1.33 -35270.7975 -1963.5932 0 0 -1.33 -36188.8141 -803.9859 0 0 -1.33 -36188.7485 895.5575 0 0 -1.33 -36740.2145 808.9532 0 0 -1.33 -36740.1654 2083.6108 0 0 -1.33 -35479.8587 -2075.6861 0 0 -1.33 -35479.8095 -801.0286 0 0 -1.33 -20703.286 3765.1793 0 0 -1.33 -17342.3371 -3927.1923 0 0 -1.33 -19178.3703 -1607.9777 0 0 -1.33 -19178.2392 1791.1091 0 0 -1.33 -20281.1712 1617.9005 0 0 -1.33 -20281.1712 1617.9005 0 0 -1.33 -17760.4595 -4151.3782 0 0 -1.33 Page 22 of 54 Analysis Results Page 28 of 246 10/30/2020 Table 4.1 - Base Reactions (Part 2 of 2, continued) MY MZ X Y Z kip-ft kip-ft ft ft ft -17760.3612 -1602.0631 0 0 -1.33 -21400.1578 0.0016 0 0 -1.33 -21400.1578 0.0016 0 0 -1.33 -21400.1578 0.0016 0 0 -1.33 -27993.6019 0.0027 0 0 -1.33 -21400.1578 0.0016 0 0 -1.33 -26345.2409 0.0024 0 0 -1.33 -22049.5726 1694.3316 0 0 -1.33 -20537.1456 -1767.2356 0 0 -1.33 -21363.3605 -723.589 0 0 -1.33 -21363.3015 806 0 0 -1.33 -21859.6209 728.0562 0 0 -1.33 -21859.5767 1875.248 0 0 -1.33 -20725.3007 -1868.1192 0 0 -1.33 -20725.2564 -720.9275 0 0 -1.33 -26994.6557 1694.3325 0 0 -1.33 -25482.2287 -1767.2348 0 0 -1.33 -26308.4436 -723.5882 0 0 -1.33 -26308.3846 806.0009 0 0 -1.33 -26804.704 728.057 0 0 -1.33 -26804.6598 1875.2488 0 0 -1.33 -25670.3837 -1868.1184 0 0 -1.33 -25670.3395 -720.9266 0 0 -1.33 -22266.0442 2259.1083 0 0 -1.33 -20249.4748 -2356.3147 0 0 -1.33 -21351.0948 -964.7859 0 0 -1.33 -21351.0161 1074.6662 0 0 -1.33 -22012.7753 970.741 0 0 -1.33 -22012.7163 2500,3301 0 0 -1.33 -20500.3483 -2490.8262 0 0 -1.33 -20500.2893 -961.2371 0 0 -1.33 -13705.9811 2259.1077 0 0 -1.33 -11689.4117 -2356.3153 0 0 -1.33 -12791.0316 -964.7865 0 0 -1.33 -12790.953 1074.6656 0 0 -1.33 -13452.7122 970.7404 0 0 -1.33 -13452.6532 2500.3295 0 0 -1.33 -11940.2852 -2490.8268 0 0 -1.33 -11940.2262 -961.2378 0 0 -1.33 -29987.6811 86.5405 0 0 -1.33 -29932.7608 -86.5361 0 0 -1.33 -29960.2226 -59.8961 0 0 -1.33 -29960.2193 59.9005 0 0 -1.33 -36265.1343 105.527 0 0 -1.33 -36194.2656 -105.5197 0 0 -1.33 Page 23 of 54 Analysis Results Page 29 of 246 10/30/2020 Table 4.1 - Base Reactions (Part 2 of 2, continued) MY MZ X Y Z kip-ft kip-ft ft ft ft -36229.7021 -72.4063 0 0 -1.33 -36229.6978 72.4136 0 0 -1.33 -21400.1578 0.0016 0 0 -1.33 -11689.4117 2500.3301 0 0 -1.33 -27993.6019 -2490.8268 0 0 -1.33 -17342.3371 4167.2167 0 0 -1.33 -36951.2719 -4151.3782 0 0 -1.33 4.2 Story Results Table 4.2 - Story Max Over Avg Displacements Step Step Step Maximum Average ` Story Output Case Case Type Direction Ratio Type Number Label in in Roof Dead LinStatic Y 0.003399 0.00011 31.026 Roof C&C Wind - Beams LinStatic X 0.013761 0.004419 3.114 Roof C&C Wind - Beams LinStatic Y 0.011361 0.005261 2.16 Roof Roof Live LinStatic X 0.000943 0.000205 4.603 Roof Roof Live LinStatic Y 0.002276 0.000239 9.543 Roof SDL LinStatic X 0.001007 0.000372 2.706 Roof SDL LinStatic Y 0.001881 0.000124 15.203 Roof WXpos LinStatic X 0.064454 0.040106 1.607 Roof Wxneg LinStatic X 0.067377 0.041685 1.616 Roof WYpos LinStatic Y 0.141073 0.067411 2.093 Roof Wyneg LinStatic Y 0.179962 0.0933 1.929 Roof WXY1 LinStatic X 0.04961 0.0298 1.665 Roof WXY1 LinStatic Y 0.104733 0.050446 2.076 Roof WXY2 LinStatic X 0.046401 0.02869 1.617 Roof WXY2 LinStatic Y 0.13241 0.066785 1.983 Roof WXY3 LinStatic X 0.048425 0.029025 1.668 Roof WXY3 LinStatic Y 0.105497 0.049533 2.13 Roof WXY4 LinStatic X 0.053978 0.031376 1.72 Roof WXY4 LinStatic Y 0.134753 0.068368 1.971 Roof Nx DL LinStatic X 0.000407 0.000271 1.505 Roof Nx SDL LinStatic X 0.000265 0.000164 1.613 Roof Nx RL1 LinStatic X 0.000306 0.00019 1.614 Roof NyDL LinStatic Y 0.000747 0.000419 1.783 Roof NysDL LinStatic Y 0.000188 0.000117 1.609 Roof NyRLL LinStatic Y 0.000221 0.000137 1.614 Roof C&C - ASD 1 Combination X 0.00646 0.001478 4.372 Roof C&C - ASD 1 Combination Y 0.009812 0.001539 6.374 Roof C&C - ASD 2 Combination X 0.002781 0.000604 4.601 Roof C&C - ASD 2 Combination Y 0.006768 0.000204 33.154 Roof C&C -LRFD 1 Combination X 0.013941 0.003842 3.629 Roof C&C - LRFD 1 Combination Y 0.016057 0.004157 3.863 Roof C&C - LRFD 2 Combination X 0.00296 0.000601 4.923 Roof C&C - LRFD 2 Combination Y 0.007211 0.00015 48.217 Page 24 of 54 Analysis Results Page 30 of 246 10/30/2020 Table 4.2 - Story Max Over Avg Displacements (continued) Step Step Step Maximum Average Story Output Case Case Type Direction Ratio Type Number Label in in Roof LLRF 0.8 Combination X 0.002073 0.000372 5.578 Roof LT DEFL Combination X 0.002073 0.000372 5.578 Roof Temperature Combination X 0.001866 0.000335 5.578 Roof UDCon1 Combination X 0.002903 0.00052 5.578 Roof UDCon2 Combination X 0.003998 0.000943 4.241 Roof UDCon2 Combination Y 0.009715 0.000412 23.584 Roof UDCon3 Combination X 0.062257 0.039033 1.595 Roof UDCon4 Combination X 0.069843 0.042873 1.629 Roof UDCon5 Combination Y 0.142301 0.067909 2.095 Roof UDCon6 Combination Y 0.179444 0.0932 1.925 Roof UDCon7 Combination X 0.047413 0.028635 1.656 Roof UDCon7 Combination Y 0.105961 0.050943 2.08 Roof UDCon8 Combination X 0.044204 0.027111 1.63 Roof UDCon8 Combination Y 0.131892 0.066601 1.98 Roof UDCon9 Combination X 0.050553 0.03057 1.654 Roof UDCon9 Combination Y 0.106726 0.05003 2.133 Roof UDCon10 Combination X 0.056444 0.032746 1.724 Roof UDCon10 Combination Y 0.134235 0.066312 2.024 Roof UDCon11 Combination X 0.061888 0.03876 1.597 Roof UDCon12 Combination X 0.070313 0.043047 1.633 Roof UDCon13 Combination Y 0.142452 0.067964 2.096 Roof UDCon14 Combination Y 0.179491 0.093252 1.925 Roof UDCon15 Combination X 0.047044 0.028444 1.654 Roof UDCon15 Combination Y 0.106112 0.050999 2.081 Roof UDCon16 Combination X 0.043835 0.026841 1.633 Roof UDCon16 Combination Y 0.13194 0.066583 1.982 Roof UDCon17 Combination X 0.050883 0.030819 1.651 Roof UDCon17 Combination Y 0.106877 0.050086 2.134 Roof UDCon18 Combination X 0.056914 0.032987 1.725 Roof UDCon18 Combination Y 0.134282 0.065886 2.038 Roof UDCon19 Combination X 0.02885 0.018006 1.602 Roof UDCon20 Combination X 0.037674 0.022165 1.7 Roof UDCon21 Combination Y 0.072248 0.034381 2.101 Roof UDCon22 Combination Y 0.089615 0.0445 2.014 Roof UDCon23 Combination X 0.021428 0.01309 1.637 Roof UDCon23 Combination Y 0.054079 0.025898 2.088 Roof UDCon24 Combination X 0.020255 0.01212 1.671 Roof UDCon24 Combination Y 0.065839 0.03315 1.986 Roof UDCon25 Combination X 0.027852 0.016261 1.713 Roof UDCon25 Combination Y 0.054461 0.02347 2.32 Roof UDCon26 Combination X 0.030965 0.0176 1.759 Roof UDCon26 Combination Y 0.067011 0.03016 2.222 Roof UDCon27 Combination X 0.062807 0.039312 1.598 Roof UDCon28 Combination X 0.069227 0.04258 1.626 Roof UDCon29 Combination Y 0.141994 0.067784 2.095 Page 25 of 54 Analysis Results Page 31 of 246 10/30/2020 Table 4.2 - Story Max Over Avg Displacements (continued) Step Step Step Maximum Average Story Output Case Case Type Direction Ratio Type Number Label in in Roof UDCon30 Combination Y 0.179573 0.093232 1.926 Roof UDCon31 Combination X 0.047963 0.028944 1.657 Roof UDCon31 Combination Y 0.105654 0.050819 2.079 Roof UDCon32 Combination X 0.047963 0.028944 1.657 Roof UDCon32 Combination Y 0.105654 0.050819 2.079 Roof UDCon33 Combination X 0,050021 0.030183 1.657 Roof UDCon33 Combination Y 0.106419 0.049906 2.132 Roof UDCon34 Combination X 0.055828 0.032403 1.723 Roof UDCon34 Combination Y 0.134364 0.067128 2.002 Roof UDStID1 Combination X 0.002073 0.000372 5.578 Roof UDStID2 Combination X 0.002073 0.000372 5.578 Roof UDStIS1 - ASD Combination X 0.002073 0.000372 5.578 Roof UDStIS2 Combination X 0.003017 0.000682 4.423 Roof UDStIS2 Combination Y 0.007337 0.000264 27.817 Roof UDStIS3 Combination X 0.002073 0.000372 5.578 Roof UDStlS4 Combination X 0.002781 0.000604 4.601 Roof UDStIS4 Combination Y 0.006768 0.000204 33.154 Roof UDStIS5 Combination X 0.027174 0.017076 1.591 Roof UDStIS6 Combination X 0.032383 0.019472 1.663 Roof UDStIS7 Combination Y 0.064506 0.03075 2.098 Roof UDStIS8 Combination Y 0.080551 0.041494 1.941 Roof UDStIS9 Combination X 0.020494 0.012412 1.651 Roof UDStIS9 Combination Y 0.048153 0.023115 2.083 Roof UDStIS10 Combination X 0.019049 0.011594 1.643 Roof UDStIS10 Combination Y 0.059153 0.0299 1.978 Roof UDStIS11 Combination X 0.023565 0.014169 1.663 Roof UDStIS11 Combination Y 0.048497 0.022698 2.137 Roof UDStIS12 Combination X 0.026345 0.015234 1.729 Roof UDStIS12 Combination Y 0.060207 0.028588 2.106 Roof UDStIS13 Combination X 0.02662 0.016667 1.597 Roof UDStIS14 Combination X 0,03309 0.019705 1.679 Roof UDStIS15 Combination Y 0.064733 0.030833 2.099 Roof UDStIS16 Combination Y 0.080622 0.040856 1.973 Roof UDStIS17 Combination X 0.019941 0.012126 1.644 Roof UDStlS17 Combination Y 0.04838 0.023199 2.085 Roof UDStIS18 Combination X 0.018496 0.01119 1.653 Roof UDStIS18 Combination Y 0.059224 0.029873 1.983 Roof UDStIS19 Combination X 0.02425 0.014391 1.685 Roof UDStIS19 Combination Y 0.048724 0.021961 2.219 Roof UDStIS20 Combination X 0.027051 0.015566 1.738 Roof UDStIS20 Combination Y 0.060278 0.02795 2.157 Roof UDStIS21 Combination X 0.036842 0.023123 1.593 Roof UDStIS22 Combination X 0.042486 0.025839 1.644 Roof UDStIS23 Combination Y 0.085667 0.040861 2.097 Roof UDStIS24 Combination Y 0.107545 0.05589 1.924 Page 26 of 54 Analysis Results Page 32 of 246 10/30/2020 Table 4.2 - Story Max Over Avg Displacements (continued) Step Step Step Maximum Average Story Output Case Case Type Direction Ratio Type Number Label in in Roof UDStIS25 Combination X 0.027935 0.016893 1.654 Roof UDStIS25 Combination Y 0.063863 0.030682 2.081 Roof UDStIS26 Combination X 0.02601 0.015898 1.636 Roof UDStIS26 Combination Y 0.079014 0.039918 1.979 Roof UDStIS27 Combination X 0.030829 0.018702 1.648 Roof UDStIS27 Combination Y 0.064322 0.030134 2.135 Roof UDStIS28 Combination X 0.034442 0.019967 1.725 Roof UDStIS28 Combination Y 0.08042 0,039025 2.061 Roof UDStIS29 Combination X 0.037574 0.023534 1.597 Roof UDStIS30 Combination X 0.041659 0.025607 1.627 Roof UDStIS31 Combination Y 0.085258 0.040695 2.095 Roof UDStIS32 Combination - Y 0.107718 0.055933 1.926 Roof UDStIS33 Combination X 0.028668 0,017304 1.657 Roof UDStIS33 Combination Y 0.063454 0.030516 2.079 Roof UDStIS34 Combination X 0.026742 0.016424 1.628 Roof UDStIS34 Combination Y 0.079187 0.039979 1.981 Roof UDStlS35 Combination X 0.030119 0.018187 1.656 Roof UDStlS35 Combination Y 0.063913 0.029968 2.133 Roof UCStlS36 Combination X 0.03362 0.01951 1.723 Roof UDStIS36 Combination Y 0.080593 0.040113 2.009 Roof UDStIS1 Combination X 0,002169 0.000102 21.209 Roof UDStIS1 Combination Y 0.006908 2.3E-05 297.628 Roof UDStIS37 - LRFD grav notional Combination X 0.003841 0.001143 3.36 Roof UDStIS38 Combination X 0.002783 0.000475 5.854 Roof UDStIS38 Combination Y 0.007505 0.000531 14.123 Roof UDStIS39 Combination X 0.003023 0.000565 5.347 Roof UDStIS39 Combination Y 0.007728 0.000602 12.836 Roof UDStIS40 Combination X 0.002709 9.8E-05 27.517 Roof UDStIS40 Combination Y 0,009458 0.000392 24.145 Roof UDStIS41 Combination X 0.005286 0.001787 2.959 Roof UDStIS41 Combination Y 0.009971 0.000432 23.076 Roof UDStIS42 Combination X 0.003834 0.000879 4.362 Roof UDStIS42 Combination Y 0.009501 0.000305 31.108 Roof UDStIS43 Combination X 0.004161 0.001006 4.136 Roof UDStIS43 Combination Y 0.010539 0,001129 9.333 Roof UDStID3 Combination X 0,002073 0.000372 5.578 Roof ENVELOPE... Combination Max X 0.037574 0.023547 1.596 Roof ENVELOPE ASD Combination Max Y 0.085667 0.043114 1.987 Roof ENVELOPEAso Combination Min X 0.042486 0.02602 1.633 Roof ENVELOPEAso Combination Min Y 0.107718 0.055976 1.924 Roof ENVELOPE LRFD Combination Max X 0.062807 0.039336 1.597 Roof ENVELOPE LRFD Combination Max Y 0.142452 0.071703 1.987 Roof ENVELOPE LRFD Combination Min X 0.070313 0.043123 1.631 Roof ENVELOPE LRFI Combination Min Y 0.179573 0.093293 1.925 Page 27 of 54 Page 33 of 246 10/30/2020 Design Data 5 Design Data This chapter provides design data and results. 5.1 Steel Frame Design Table 5.1 - Steel Frame Design Preferences - AISC 360-16 Item Value Multi -Response Design Step -by -Step - All Frame Type SMF Seismic Design Category D Importance Factor 1 Design System Rho 1 Design System Sds 0.5 Design System R 8 Design System OmegaO 3 Design System Cd 5.5 Design Provision LRFD Analysis Method Direct Analysis Second Order Method General 2nd Order Stiffness Reduction Method Tau-b Fixed Add Notional Load Case No Beta Factor 1.3 Beta Omega Factor 1.6 Phi (Bending) 0.9 Phi (Compression) 0.9 Phi (Tension -Yielding) 0.9 Phi (Tension -Fracture) 0.75 Phi (Shear) 0.9 Phi (Shear -Short Webbed Rolled 1) 1 Phi (Torsion) 0.9 Omega (Bending) Omega (Compression) Omega (Tension -Yielding) Omega (Tension -Fracture) Omega (Shear) Omega (Shear -Short Webbed Rolled 1) Omega (Torsion) Ignore Seismic Code? No Ignore Special Seismic Load? No Doubler Plate Plug -Welded? Yes HSS Welding Type ERW Reduced HSS Thickness No Consider Deflection? Yes DL Ratio 120 SDL+LL Ratio 120 LL Ratio 360 Total Ratio 240 Total Camber Limit 240 Pattern Live Load Factor 0.75 Page 28 of 54 Page 34 of 246 Design Data 10/30/2020 Table 5.1 - Steel Frame Design Preferences - AISC 360-16 (continued) Item Value D/C Ratio Limit 0.95 Maximum Iterations 1 Table 5.2 - Steel Column Envelope - AISC 360-16 (Part 1 of 2) PMM SigmaE V22 Story Label UniqueName Section Moment Interaction Check V Ratio Combo Ratio Ratio Roof C33 1 HSS6X6X.375 0.036 = 0.032 + 0 + 0.004 UDStIS40 0 Roof C34 2 HSS6X6X.375 0.032 = 0.032 + 0 + 4.701 E-04 UDStIS41 0 Roof C35 3 HSS6X6X.375 0.085 = 0.045 + 0 + 0.04 UDCon22 0 Table 5.2 - Steel Column Envelope - AISC 360-16 (Part 2 of 2) Section Cont. Dbl. B/C B/C V33 Ratio Class Plate Plate Ratio Ratio in2 in Major Minor 0.0003164 Non -Compact 0 Non -Compact 0.003 Non -Compact Table 5.3 - Steel Beam Envelope - AISC 360-16 (Part 1 of 2) Story Label UniqueName Section Moment Interaction Check PMM Combo V Ratio Roof 132 14 W24X55 0.276 = 3.217E-04 + 0.275 + 1.055E-04 UDStIS41 Roof 63 15 W24X55 0.274 = 1.219E-04 + 0.274 + 0.001 UDStIS41 Roof B5 13 W24X68 0.683 = 0.004 + 0.678 + 0.001 UDCon21 Roof B36 92 WT6X36 0.088 = -0.001 + -0.087 + 0 UDCon19 Roof B100 96 VVT6X20 0.101 = 0.001 + 0.1 + 0 UDCon23 Roof B30 16 W24X55 0.279 = 0.004 + 0.266 + 0.01 UDCon22 Roof B1 99 VVr6X36 0.002 = -0.002 + 0 + 0 UDCon16 Roof 136 102 WT6X20 0.049 = 0.001 + -0.045 + -0.004 UDCon26 Roof B9 60 WT6X20 0.031 = -0.006 + -0.014 + -0.011 UDCon13 Roof 610 91 WT6X20 0.047 = -0.004 + -0.013 + -0.031 UDCon14 Roof B12 93 WT6X36 0.005 = 0.003 + 0.002 + 0 UDCon6 Roof B14 94 WT6X20 0.053 = -0.011 + -0.015 + -0.027 UDCon14 Roof B20 97 WT6X36 0.015 = -0.009 + -0.006 + 0 UDCon5 Roof B76 95 WT6X20 0.016 = -0.003 + -0.013 + 0 UDCon19 Roof B84 101 VVT6X36 0.058 = 0.015 + -0.011 + 0.054 UDCon29 Roof B98 117 WT6X20 0.09 = -2.305E-04 + -0.089 + -0.001 UDStIS37 - LRFD grav notional Roof B51 25 WT6X20 0.038 = 0.009 + 0 + 0.029 UDCon32 Roof B60 140 WT6X20 0.046 = -0.021 + -0.009 + -0.016 UDCon13 Page 29 of 54 Design Data Page 35 of 246 10/30/2020 5.2 Shear Wall Design Table 5.3 - Steel Beam Envelope - AISC 360-16 (Part 2 of 2) SigmaE V22 Section Conn. V Conn. V Ratio Ratio V33 Ratio Class I -End J-End kip kip 0.113 0.0003713 Slender 23.859 28.489 0.11 0.001 Seismic HD 27.726 26.606 0.193 0.003 Slender 43.156 56.815 0.022 0 Compact 1.538 1.538 0.023 0.0004231 Seismic MD 0.555 1.103 0.119 0.003 Slender 29.985 21.761 0.007 0 Compact 0.476 0.478 0.011 0.0001233 Seismic MD 0.148 0.516 0.009 0.002 Slender 0.411 0.133 0.006 0.002 Slender 0.278 0.136 0.001 0 Seismic MD 0.082 0.082 0.009 0.005 Slender 0.429 0.299 0.002 0 Compact 0.15 0.151 0.006 0 Slender 0.297 0.297 0.008 0.01 Seismic MD 0.584 0.597 0.035 0.002 Slender 1.682 1.451 0.006 0.003 Seismic MD 0.113 0.288 0.006 0.002 Slender 0.105 0.296 Table 5.4 - Shear Wall Design Preferences - ACI 530-11 Masonry Item Value Multi -Response Design Step -by -Step - All Rebar Material A615Gr60 Rebar Shear Material A615Gr60 Design System Rho 1 Design System Sds 0.5 Ductility Type System Cd 5.5 Phi (Bending -Tension) 0.9 Phi (Shear) 0.8 PMax Factor 0.8 # Interaction Curves 24 # Interaction Points 11 Edge Design PT -Max 0.06 Edge Design PC -Max 0.04 Section Design IP-Max 0.04 Section Design IP-Min 0.0025 Utlization Factor Limit 0.95 Page 30 of 54 Design Data Page 36 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 1 of 4) Required Current Rebar Pier Design Pier Edge End Reinf. Reinf. D/C Story Label Station Type Section Rebar Rebar Spacing Percentage Percentage Ratio in Roof PW1 Top Uniform #5 #5 32 0.028 Roof PW1 Bottom Uniform #5 #5 32 0.03 Storefront PW1 Top Uniform #5 #5 32 0.03 Storefront PW1 Bottom Uniform #5 #5 32 0.033 Canopy PW1 Top Uniform #5 #5 32 0.033 Canopy PW1 Bottom Uniform #5 #5 32 0.035 Canopy Rear PW1 Top Uniform #5 #5 32 0.035 Canopy Rear PW1 Bottom Uniform #5 #5 32 0.04 Ground PW1 Top Uniform #5 #5 32 0.039 Ground PW1 Bottom Uniform #5 #5 32 0.04 Roof PW2 Top Uniform #5 #5 32 0.028 Roof PW2 Bottom Uniform #5 #5 32 0.03 Storefront PW2 Top Uniform #5 #5 32 0.03 Storefront PW2 Bottom Uniform #5 #5 32 0.034 Canopy PW2 Top Uniform #5 #5 32 0.034 Canopy PW2 Bottom Uniform #5 #5 32 0.036 Canopy Rear PW2 Top Uniform #5 #5 32 0.036 Canopy Rear PW2 Bottom Uniform #5 #5 32 0.042 Ground PW2 Top Uniform #5 #5 32 0.042 Ground PW2 Bottom Uniform #5 #5 32 0.043 Roof PW3 Top Uniform #5 #5 32 0.029 Roof PW3 Bottom Uniform #5 #5 32 0.032 Storefront PW3 Top Uniform #5 #5 32 0.032 Storefront PW3 Bottom Uniform #5 #5 32 0.035 Canopy PW3 Top Uniform #5 #5 32 0.035 Canopy PW3 Bottom Uniform #5 #5 32 0.038 Canopy Rear PW3 Top Uniform #5 #5 32 0.038 Canopy Rear PW3 Bottom Uniform #5 #5 32 0.044 Ground PW3 Top Uniform #5 #5 32 0.044 Ground PW3 Bottom Uniform #5 #5 32 0.046 Roof PW4 Top Uniform #5 #5 32 0.045 Roof PW4 Bottom Uniform #5 #5 32 0.036 Storefront PW4 Top Uniform #5 #5 32 0.049 Storefront PW4 Bottom Uniform #5 #5 32 0.048 Canopy PW4 Top Uniform #5 #5 32 0.037 Canopy PW4 Bottom Uniform #5 #5 32 0.039 Canopy Rear PW4 Top Uniform #5 #5 32 0.046 Canopy Rear PW4 Bottom Uniform #5 #5 32 0.052 Ground PW4 Top Uniform #5 #5 32 0.035 Ground PW4 Bottom Uniform #5 #5 32 0.041 Roof PW5 Top Uniform #5 #5 32 0.026 Roof PW5 Bottom Uniform #5 #5 32 0.029 Storefront PW5 Top Uniform #5 #5 32 0.03 Storefront PW5 Bottom Uniform #5 #5 32 0.033 Page 31 of 54 Design Data Page 37 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 1 of 4, continued) Required Current Rebar Pier Design Pier Edge End Reinf. Reinf. D/C Story Station Spacing Label Type Section Rebar Rebar Percentage Percentage Ratio in Canopy PW5 Top Uniform #5 #5 32 0.034 Canopy PW5 Bottom Uniform #5 #5 32 0.037 Canopy Rear PW5 Top Uniform #5 #5 32 0.038 Canopy Rear PW5 Bottom Uniform #5 #5 32 0.046 Ground PW5 Top Uniform #5 #5 32 0.046 Ground PW5 Bottom Uniform #5 #5 32 0.047 Roof PW6 Top Uniform #5 #5 32 0.029 Roof PW6 Bottom Uniform #5 #5 32 0.03 Storefront PW6 Top Uniform #5 #5 32 0.03 Storefront PW6 Bottom Uniform #5 #5 32 0.033 Canopy PW6 Top Uniform #5 #5 32 0.033 Canopy PW6 Bottom Uniform #5 #5 32 0.036 Canopy Rear PW6 Top Uniform #5 #5 32 0.037 Canopy Rear PW6 Bottom Uniform #5 #5 32 0.042 Ground PW6 Top Uniform #5 #5 32 0.042 Ground PW6 Bottom Uniform #5 #5 32 0.043 Roof PW7 Top Uniform #5 #5 32 0.013 Roof PW7 Bottom Uniform #5 #5 32 0.017 Storefront PW7 Top Uniform #5 #5 32 0.019 Storefront PW7 Bottom Uniform #5 #5 32 0.023 Canopy PW7 Top Uniform #5 #5 32 0.025 Canopy PW7 Bottom Uniform #5 #5 32 0.028 Canopy Rear PW7 Top Uniform #5 #5 32 0.029 Canopy Rear PW7 Bottom Uniform #5 #5 32 0.035 Ground PW7 Top Uniform #5 #5 32 0.035 Ground PW7 Bottom Uniform #5 #5 32 0.036 Roof PW8 Top Uniform #5 #5 32 0.018 Roof PW8 Bottom Uniform #5 #5 32 0.022 Storefront PW8 Top Uniform #5 #5 32 0.025 Storefront PW8 Bottom Uniform #5 #5 32 0.028 Canopy PW8 Top Uniform #5 #5 32 0.03 Canopy PW8 Bottom Uniform #5 #5 32 0.039 Ground PW8 Top Uniform #5 #5 32 0.039 Ground PW8 Bottom Uniform #5 #5 32 0.04 Roof PW9 Top Uniform #5 #5 32 0.026 Roof PW9 Bottom Uniform #5 #5 32 0.029 Storefront PW9 Top Uniform #5 #5 32 0.032 Storefront PW9 Bottom Uniform #5 #5 32 0.038 Canopy PW9 Top Uniform #5 #5 32 0.042 Canopy PW9 Bottom Uniform #5 #5 32 0.052 Ground PW9 Top Uniform #5 #5 32 0.051 Ground PW9 Bottom Uniform #5 #5 32 0.052 Page 32 of 54 Design Data Page 38 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 1 of 4, continued) Required Current Rebar Pier Design Pier Edge End Reinf. Reinf. D/C Story Station Spacing Label Type Section Rebar Rebar Percentage Percentage Ratio in Roof PW10 Top Uniform #5 #5 32 0.017 Roof PW10 Bottom Uniform #5 #5 32 0.021 Storefront PW10 Top Uniform #5 #5 32 0.026 Storefront PW10 Bottom Uniform #5 #5 32 0.035 Canopy PW10 Top Uniform #5 #5 32 0.04 Canopy PW10 Bottom Uniform #5 #5 32 0.067 Ground PW10 Top Uniform #5 #5 32 0.071 Ground PW10 Bottom Uniform #5 #5 32 0.072 Roof PW11 Top Uniform #5 #5 32 0.015 Roof PW11 Bottom Uniform #5 #5 32 0.021 Storefront PW11 Top Uniform #5 #5 32 0.026 Storefront PW11 Bottom Uniform #5 #5 32 0.034 Canopy PW11 Top Uniform #5 #5 32 0.044 Canopy PW11 Bottom Uniform #5 #5 32 0.072 Ground PW11 Top Uniform #5 #5 32 0.077 Ground PW11 Bottom Uniform #5 #5 32 0.078 Roof PW12 Top Uniform #5 #5 32 0.019 Roof PW12 Bottom Uniform #5 #5 32 0.02 Storefront PW12 Top Uniform #5 #5 32 0.045 Storefront PW12 Bottom Uniform #5 #5 32 0.046 Canopy PW12 Top Uniform #5 #5 32 0.06 Canopy PW12 Bottom Uniform #5 #5 32 0.059 Ground PW12 Top Uniform #5 #5 32 0.071 Ground PW12 Bottom Uniform #5 #5 32 0.078 Roof PW13 Top Uniform #5 #5 32 0.018 Roof PW13 Bottom Uniform #5 #5 32 0.082 Storefront PW13 Top Uniform #5 #5 32 0.019 Storefront PW13 Bottom Uniform #5 #5 32 0.034 Canopy PW13 Top Uniform #5 #5 32 0.119 Canopy PW13 Bottom Uniform #5 #5 32 0.074 Ground PW13 Top Uniform #5 #5 32 0.077 Ground PW13 Bottom Uniform #5 #5 32 0.083 Roof PW14 Top Uniform #5 #5 32 0.031 Roof PW14 Bottom Uniform #5 #5 32 0.038 Storefront PW14 Top Uniform #5 #5 32 0.048 Storefront PW14 Bottom Uniform #5 #5 32 0.078 Canopy PW14 Top Uniform #5 #5 32 0.157 Canopy PW14 Bottom Uniform #5 #5 32 0.149 Ground PW14 Top Uniform #5 #5 32 0.149 Ground PW14 Bottom Uniform #5 #5 32 0.144 Roof PW15 Top Uniform #5 #5 32 0.012 Roof PW15 Bottom Uniform #5 #5 32 0.016 Page 33 of 54 Design Data Page 39 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 1 of 4, continued) Required Current Rebar Pier Design Pier Edge End Reinf. Reinf. D/C Story Station Spacing Label Type Section Rebar Rebar Percentage Percentage Ratio in Storefront PW15 Top Uniform #5 #5 32 0.016 Storefront PW15 Bottom Uniform #5 #5 32 0.02 Canopy PW15 Top Uniform #5 #5 32 0.019 Canopy PW15 Bottom Uniform #5 #5 32 0.022 Canopy Rear PW15 Top Uniform #5 #5 32 0.022 Canopy Rear PW15 Bottom Uniform #5 #5 32 0.028 Ground PW15 Top Uniform #5 #5 32 0.028 Ground PW15 Bottom Uniform #5 #5 32 0.029 Roof PW16 Top Uniform #5 #5 24 0.008 Roof PW16 Bottom Uniform #5 #5 24 0.01 Storefront PW16 Top Uniform #5 #5 24 0.012 Storefront PW16 Bottom Uniform #5 #5 24 0.017 Canopy PW16 Top Uniform #5 #5 24 0.018 Canopy PW16 Bottom Uniform #5 #5 24 0.022 Canopy Rear PW16 Top Uniform #5 #5 24 0.023 Canopy Rear PW16 Bottom Uniform #5 #5 24 0.036 Ground PW16 Top Uniform #5 #5 24 0.037 Ground PW16 Bottom Uniform #5 #5 24 0.039 Roof PW17 Top Uniform #5 #5 24 0.023 Roof PW17 Bottom Uniform #5 #5 24 0.022 Storefront PW17 Top Uniform #5 #5 24 0.023 Storefront PW17 Bottom Uniform #5 #5 24 0.024 Canopy PW17 Top Uniform #5 #5 24 0.023 Canopy PW17 Bottom Uniform #5 #5 24 0.024 Canopy Rear PW17 Top Uniform #5 #5 24 0.027 Canopy Rear PW17 Bottom Uniform #5 #5 24 0.033 Ground PW17 Top Uniform #5 #5 24 0.029 Ground PW17 Bottom Uniform #5 #5 24 0.03 Roof PW18 Top Uniform #5 #5 24 0.024 Roof PW18 Bottom Uniform #5 #5 24 0.022 Storefront PW18 Top Uniform #5 #5 24 0.024 Storefront PW18 Bottom Uniform #5 #5 24 0.027 Canopy PW18 Top Uniform #5 #5 24 0.028 Canopy PW18 Bottom Uniform #5 #5 24 0.031 Canopy Rear PW18 Top Uniform #5 #5 24 0.032 Canopy Rear PW18 Bottom Uniform #5 #5 24 0.046 Ground PW18 Top Uniform #5 #5 24 0.048 Ground PW18 Bottom Uniform #5 #5 24 0.049 Roof PW19 Top Uniform #5 #5 24 0.011 Roof PW19 Bottom Uniform #5 #5 24 0.015 Storefront PW19 Top Uniform #5 #5 24 0.016 Storefront PW19 Bottom Uniform #5 #5 24 0.021 Page 34 of 54 Design Data Page 40 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 1 of 4, continued) Required Current Rebar Pier Design Pier Edge End Reinf. Reinf. D/C Story Station Spacing Label Type Section Rebar Rebar Percentage Percentage Ratio in Canopy PW19 Top Uniform #5 #5 24 0.023 Canopy PW19 Bottom Uniform #5 #5 24 0.027 Canopy Rear PW19 Top Uniform #5 #5 24 0.029 Canopy Rear PW19 Bottom Uniform #5 #5 24 0.043 Ground PW19 Top Uniform #5 #5 24 0.046 Ground PW19 Bottom Uniform #5 #5 24 0.047 Roof PW20 Top Uniform #5 #5 24 0.011 Roof PW20 Bottom Uniform #5 #5 24 0.014 Storefront PW20 Top Uniform #5 #5 24 0.015 Storefront PW20 Bottom Uniform #5 #5 24 0.02 Canopy PW20 Top Uniform #5 #5 24 0.022 Canopy PW20 Bottom Uniform #5 #5 24 0.045 Ground PW20 Top Uniform #5 #5 24 0.048 Ground PW20 Bottom Uniform #5 #5 24 0.05 Roof PW21 Top Uniform #5 #5 24 0.03 Roof PW21 Bottom Uniform #5 #5 24 0.025 Storefront PW21 Top Uniform #5 #5 24 0.027 Storefront PW21 Bottom Uniform #5 #5 24 0.029 Canopy PW21 Top Uniform #5 #5 24 0.03 Canopy PW21 Bottom Uniform #5 #5 24 0.051 Ground PW21 Top Uniform #5 #5 24 0.054 Ground PW21 Bottom Uniform #5 #5 24 0.055 Roof PW22 Top Uniform #5 #5 24 0.012 Roof PW22 Bottom Uniform #5 #5 24 0.016 Storefront PW22 Top Uniform #5 #5 24 0.023 Storefront PW22 Bottom Uniform #5 #5 24 0.03 Canopy PW22 Top Uniform #5 #5 24 0.043 Canopy PW22 Bottom Uniform #5 #5 24 0.061 Ground PW22 Top Uniform #5 #5 24 0.06 Ground PW22 Bottom Uniform #5 #5 24 0.07 Roof PW23 Top Uniform #5 #5 40 0.008 Roof PW23 Bottom Uniform #5 #5 40 0.013 Storefront PW23 Top Uniform #5 #5 40 0.017 Storefront PW23 Bottom Uniform #5 #5 40 0.023 Canopy PW23 Top Uniform #5 #5 40 0.025 Canopy PW23 Bottom Uniform #5 #5 40 0.059 Ground PW23 Top Uniform #5 #5 40 0.064 Ground PW23 Bottom Uniform #5 #5 40 0.065 Roof PW24 Top Uniform #5 #5 40 0.011 Roof PW24 Bottom Uniform #5 #5 40 0.013 Storefront PW24 Top Uniform #5 #5 40 0.017 Storefront PW24 Bottom Uniform #5 #5 40 0.02 Page 35 of 54 Design Data Page 41 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 1 of 4, continued) Required Current Rebar Pier Design Pier Edge End Reinf. Reinf. D/C Story Station Spacing Label Type Section Rebar Rebar Percentage Percentage Ratio in Canopy PW24 Top Uniform #5 #5 40 0.024 Canopy PW24 Bottom Uniform #5 #5 40 0.027 Canopy Rear PW24 Top Uniform #5 #5 40 0.028 Canopy Rear PW24 Bottom Uniform #5 #5 40 0.039 Ground PW24 Top Uniform #5 #5 40 0.039 Ground PW24 Bottom Uniform #5 #5 40 0.04 Roof PW25 Top Uniform #5 #5 40 0.021 Roof PW25 Bottom Uniform #5 #5 40 0.019 Storefront PW25 Top Uniform #5 #5 40 0.021 Storefront PW25 Bottom Uniform #5 #5 40 0.023 Canopy PW25 Top Uniform #5 #5 40 0.024 Canopy PW25 Bottom Uniform #5 #5 40 0.027 Canopy Rear PW25 Top Uniform #5 #5 40 0.028 Canopy Rear PW25 Bottom Uniform #5 #5 40 0.041 Ground PW25 Top Uniform #5 #5 40 0.043 Ground PW25 Bottom Uniform #5 #5 40 0.044 Roof PW26 Top Uniform #5 #5 40 0.027 Roof PW26 Bottom Uniform #5 #5 40 0.029 Storefront PW26 Top Uniform #5 #5 40 0.029 Storefront PW26 Bottom Uniform #5 #5 40 0.033 Canopy PW26 Top Uniform #5 #5 40 0.033 Canopy PW26 Bottom Uniform #5 #5 40 0.035 Canopy Rear PW26 Top Uniform #5 #5 40 0.035 Canopy Rear PW26 Bottom Uniform #5 #5 40 0.04 Ground PW26 Top Uniform #5 #5 40 0.04 Ground PW26 Bottom Uniform #5 #5 40 0.041 Roof PW27 Top Uniform #5 #5 40 0.026 Roof PW27 Bottom Uniform #5 #5 40 0.029 Storefront PW27 Top Uniform #5 #5 40 0.03 Storefront PW27 Bottom Uniform #5 #5 40 0.033 Canopy PW27 Top Uniform #5 #5 40 0.033 Canopy PW27 Bottom Uniform #5 #5 40 0.036 Canopy Rear PW27 Top Uniform #5 #5 40 0.036 Canopy Rear PW27 Bottom Uniform #5 #5 40 0.042 Ground PW27 Top Uniform #5 #5 40 0.042 Ground PW27 Bottom Uniform #5 #5 40 0.043 Page 36 of 54 Design Data Page 42 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 2 of 4) Edge Edge As Shear Compressive Leg X1 Leg Y1 Leg X2 Leg Y2 Member Member As Left Pier Leg Right Rebar Stress Left in in in in Left Right in2 in2 in2/ft Iblin2 in in Top Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Bottom Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Top Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Bottom Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Top Leg 1 10.08 950.04 10.08 1111,9195 0.0322 0 Bottom Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Top Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Bottom Leg 1 10.08 950.04 10.08 1111,9195 0.0322 0 Top Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Bottom Leg 1 10.08 950.04 10.08 1111.9195 0.0322 0 Top Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Bottom Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Top Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Bottom Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Top Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Bottom Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Top Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Bottom Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Top Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Bottom Leg 1 10.08 711.0004 10.08 890.04 0.0322 0 Top Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Bottom Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Top Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Bottom Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Top Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Bottom Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Top Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Bottom Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Top Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Bottom Leg 1 10.08 468.0004 10.08 651.0004 0.0322 0 Top Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Bottom Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Top Leg 1 4.08 468.0004 10.08 468,0004 0.0322 0 Bottom Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Top Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Bottom Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Top Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Bottom Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Top Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Bottom Leg 1 4.08 468.0004 10.08 468.0004 0.0322 0 Top Leg 1 4.08 299 4.08 468.0004 0.0322 0 Bottom Leg 1 4.08 299 4.08 468.0004 0.0322 0 Top Leg 1 4.08 299 4.08 468.0004 0.0322 0 Bottom Leg 1 4.08 299 4.08 468.0004 0.0322 0 Page 37 of 54 Design Data Page 43 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 2 of 4, continued) Edge Edge As Shear Compressive Leg X1 Leg Y1 Leg X2 Leg Y2 Member Member As Left Pier Leg Right Rebar Stress Left in in in in Left Right in2 in2 in2lft lb/in2 in in Top Leg 1 4.08 299 4.08 468.0004 0.0322 0 Bottom Leg 1 4.08 299 4.08 468.0004 0.0322 0 Top Leg 1 4.08 299 4.08 468,0004 0.0322 0 Bottom Leg 1 4.08 299 4.08 468.0004 0.0322 0 Top Leg 1 4.08 299 4.08 468.0004 0.0322 0 Bottom Leg 1 4.08 299 4.08 468.0004 0.0322 0 Top Leg 1 4.08 80.9996 4.08 173 0.0322 0 Bottom Leg 1 4.08 80.9996 4.08 173 0.0322 0 Top Leg 1 4.08 80.9996 4.08 173 0.0322 0 Bottom Leg 1 4.08 80.9996 4.08 173 0.0322 0 Top Leg 1 4.08 80.9996 4.08 173 0.0322 0 Bottom Leg 1 4.08 80.9996 4.08 173 0.0322 0 Top Leg 1 4.08 80.9996 4.08 173 0.0322 0 Bottom Leg 1 4.08 80.9996 4.08 173 0.0322 0 Top Leg 1 4.08 80.9996 4.08 173 0.0322 0 Bottom Leg 1 4.08 80.9996 4.08 173 0.0322 0 Top Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Bottom Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Top Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Bottom Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Top Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Bottom Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Top Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Bottom Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Top Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Bottom Leg 1 81.12 3.9596 309.6 3.9596 0.0322 0 Top Leg 1 394.08 3.9596 716.9996 3.9596 0.0322 0 Bottom Leg 1 394.08 3.9596 716.9996 3.9596 0.0322 0 Top Leg 1 394.08 3.9596 716.9996 3.9596 0.0322 0 Bottom Leg 1 394.08 3.9596 716.9996 3.9596 0.0322 0 Top Leg 1 394.08 3.9596 716,9996 3.9596 0.0322 0 Bottom Leg 1 394.08 3.9596 716.9996 3.9596 0.0322 0 Top Leg 1 394.08 3.9596 716.9996 3.9596 0.0322 0 Bottom Leg 1 394.08 3.9596 716.9996 3.9596 0.0322 0 Top Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Bottom Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Top Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Bottom Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Top Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Bottom Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Top Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Bottom Leg 1 794.04 80.9996 794.04 127.56 0.0322 0 Top Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Bottom Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Page 38 of 54 Design Data Page 44 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 2 of 4, continued) Edge Edge As Shear Compressive Leg X1 Leg Y1 Leg X2 Leg Y2 Member Member As Left Pier Leg Right Rebar Stress Left in in in in Left Right in2 in2 in2/ft lb/in2 in in Top Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Bottom Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Top Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Bottom Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Top Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Bottom Leg 1 794.04 418.0404 794.04 468.0004 0.0322 0 Top Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Bottom Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Top Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Bottom Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Top Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Bottom Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Top Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Bottom Leg 1 754.0796 468.0004 794.04 468.0004 0.0322 0 Top Leg 1 754,0796 663,0004 770.04 663.0004 0.0322 0 Bottom Leg 1 754.0796 663.0004 770.04 663.0004 0.0322 0 Top Leg 1 754.0796 663.0004 770.04 663.0004 0.0322 0 Bottom Leg 1 754.0796 663.0004 770.04 663.0004 0.0322 0 Top Leg 1 754.0796 663.0004 770.04 663,0004 0.0322 0 Bottom Leg 1 754.0796 663.0004 770.04 663.0004 0.0322 0 Top Leg 1 754.0796 663.0004 770.04 663.0004 0.0322 0 Bottom Leg 1 754.0796 663.0004 770.04 663.0004 0.0322 0 Top Leg 1 770.04 663.0004 770.04 713.04 0.0322 0 Bottom Leg 1 0 0 0 0 0.0672 0 Top Leg 1 770.04 663.0004 770.04 713.04 0.0322 0 Bottom Leg 1 770.04 663.0004 770.04 713.04 0.0322 0 Top Leg 1 770.04 663.0004 770.04 713.04 0.0322 0 Bottom Leg 1 0 0 0 0 0.0672 0 Top Leg 1 770.04 663.0004 770.04 713.04 0.0322 0 Bottom Leg 1 770.04 663.0004 770.04 713.04 0.0322 0 Top Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Bottom Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Top Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Bottom Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Top Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Bottom Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Top Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Bottom Leg 1 770.04 903.0004 770.04 951.0004 0.0322 0 Top Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Bottom Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Top Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Bottom Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Top Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Bottom Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Page 39 of 54 Design Data Page 45 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 2 of 4, continued) Edge Edge As Shear Compressive Leg X1 Leg Y1 Leg X2 Leg Y2 Member Member As Left Pier Leg Right Rebar Stress Left in in in in Left Right in2 in2 in2/ft lb/in2 in in Top Leg 1 87.12 1188.9595 485,0404 1188.9595 0.0322 0 Bottom Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Top Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Bottom Leg 1 87.12 1188.9595 485.0404 1188.9595 0.0322 0 Top Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Bottom Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Top Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Bottom Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Top Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Bottom Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Top Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Bottom Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Top Leg 1 10.08 1188.9595 87.12 1188,9595 0.036 0 Bottom Leg 1 10.08 1188.9595 87.12 1188.9595 0.036 0 Top Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Bottom Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Top Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Bottom Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Top Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Bottom Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Top Leg 1 10.08 1111,9195 10.08 1128.9595 0.036 0 Bottom Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Top Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Bottom Leg 1 10.08 1111.9195 10.08 1128.9595 0.036 0 Top Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Bottom Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Top Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Bottom Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Top Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Bottom Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Top Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Bottom Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Top Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Bottom Leg 1 4.08 3.9596 4.08 80.9996 0.036 0 Top Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Bottom Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Top Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Bottom Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Top Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Bottom Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Top Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Bottom Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Top Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Bottom Leg 1 4.08 3.9596 81.12 3.9596 0.036 0 Page 40 of 54 Design Data Page 46 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 2 of 4, continued) Edge Edge As Shear Compressive Leg X1 Leg Y1 Leg X2 Leg Y2 Member Member As Left Pier Leg Right Rebar Stress Left in in in in Left Right in2 in2 in2/ft lb/in2 in in Top Leg 1 716,9996 3.9596 794.04 3.9596 0.036 0 Bottom Leg 1 716.9996 3.9596 794.04 3.9596 0.036 0 Top Leg 1 716.9996 3.9596 794.04 3.9596 0.036 0 Bottom Leg 1 716.9996 3.9596 794.04 3.9596 0.036 0 Top Leg 1 716.9996 3.9596 794.04 3.9596 0.036 0 Bottom Leg 1 716.9996 3.9596 794.04 3.9596 0.036 0 Top Leg 1 716.9996 3.9596 794.04 3.9596 0.036 0 Bottom Leg 1 716.9996 3.9596 794.04 3.9596 0.036 0 Top Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Bottom Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Top Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Bottom Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Top Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Bottom Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Top Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Bottom Leg 1 794.04 3.9596 794.04 80.9996 0.036 0 Top Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Bottom Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Top Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Bottom Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Top Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Bottom Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Top Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Bottom Leg 1 770.04 1140.9595 770.04 1188.9588 0.036 0 Top Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Bottom Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Top Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Bottom Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Top Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Bottom Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Top Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Bottom Leg 1 716.0404 1188.9595 770.04 1188.9588 0.037 0 Top Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Bottom Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Top Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Bottom Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Top Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Bottom Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Top Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Bottom Leg 1 485.0404 1188.9595 538.08 1188,9595 0.037 0 Top Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Bottom Leg 1 485.0404 1188.9595 538.08 1188.9595 0.037 0 Top Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Bottom Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Page 41 of 54 Page 47 of 246 Design Data 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 2 of 4, continued) Edge Edge As Shear Compressive Pier Leg Leg X1 Leg Y1 Leg X2 Leg Y2 Member Member As Left Right Rebar Stress Left in in in in Left Right in2 in2 in2/ft Ib/in2 in in Top Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Bottom Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Top Leg 1 10.08 1128,9595 10.08 1188.9595 0.037 0 Bottom Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Top Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Bottom Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Top Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Bottom Leg 1 10.08 1128.9595 10.08 1188.9595 0.037 0 Top Leg 1 10.08 890.04 10.08 950.04 0.037 0 Bottom Leg 1 10.08 890.04 10.08 950.04 0.037 0 Top Leg 1 10.08 890.04 10.08 950.04 0.037 0 Bottom Leg 1 10.08 890.04 10.08 950.04 0.037 0 Top Leg 1 10.08 890.04 10.08 950.04 0.037 0 Bottom Leg 1 10.08 890.04 10.08 950.04 0.037 0 Top Leg 1 10.08 890.04 10.08 950.04 0.037 0 Bottom Leg 1 10.08 890.04 10.08 950.04 0.037 0 Top Leg 1 10.08 890.04 10.08 950.04 0.037 0 Bottom Leg 1 10.08 890.04 10.08 950.04 0.037 0 Top Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Bottom Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Top Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Bottom Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Top Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Bottom Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Top Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Bottom Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Top Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Bottom Leg 1 10.08 651.0004 10.08 711.0004 0.037 0 Table 5.5 - Shear Wall Pier Design Summary - ACI 630-11 Masonry (Part 3 of 4) Compressive Compressive C C Normalized C Limit C Limit Inelastic Inelastic Stress Limit Stress Limit Depth Depth Compressive Left Right Rotational Rotational Left Right Left Right Stress Ib/in2 Ib/in2 in �n in in Demand Capacity Iblin2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 42 of 54 Page 48 of 246 Design Data 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 3 of 4, continued) Compressive Compressive C C Normalized C Limit C Limit Inelastic Inelastic Stress Limit Stress Limit Depth Depth Compressive Left Right Rotational Rotational Left Right Left Right Stress �n in Demand Capacity Ib/in2 Ib/in2 in in Ib/in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 43 of 54 Page 49 of 246 Design Data 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 3 of 4, continued) Compressive Compressive C C Normalized C Limit C Limit Inelastic Inelastic Stress Limit Stress Limit Depth Depth Compressive Left Right Rotational Rotational Left Right Left Right Stress �n in Demand Capacity Ib/in2 Ib/in2 in in Ib/in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 44 of 54 Page 50 of 246 Design Data 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 3 of 4, continued) Compressive Compressive C C Limit C C Limit Inelastic Inelastic Normalized Stress Limit Stress Limit Depth Depth Compressive Left Right Rotational Rotational Left Right Left Right Stress �n in Demand Capacity Ib/in2 Ib/in2 in in Ib/in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 45 of 54 Page 51 of 246 Design Data 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 3 of 4, continued) Compressive Compressive C C Limit C C Limit Inelastic Inelastic Normalized Stress Limit Stress Limit Depth Depth Compressive Left Right Rotational Rotational Left Right Left Right Stress �n in Demand Capacity Ib/in2 Ib/in2 in in Ib/in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 46 of 54 Page 52 of 246 Design Data 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 3 of 4, continued) Compressive Compressive C C Limit C C Limit Inelastic Inelastic Normalized Stress Limit Stress Limit Depth Depth Compressive Left Right Rotational Rotational Left Right Left Right Stress �n in Demand Capacity Ib/in2 Ib/in2 in in Ib/in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 47 of 54 Page 53 of 246 Design Data 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 3 of 4, continued) Compressive Compressive C C Limit C C Limit Inelastic Inelastic Normalized Stress Limit Stress Limit Depth Depth Compressive Left Right Rotational Rotational Left Right Left Right Stress �n in Demand Capacity Ib/in2 Ib/in2 in in Ib/in2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 4 of 4) C Boundary Boundary Boundary Depth Zone Left Zone Zone Warnings Errors in in Right Length in in 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 Page 48 of 54 Design Data Page 54 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 4 of 4, continued) C Boundary Boundary Boundary Depth Zone Left Zone Zone Warnings Errors in in Right Length in in Page 49 of 54 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 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 Design Data Page 55 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 4 of 4, continued) C Boundary Boundary Boundary Depth Zone Left Zone Zone Warnings Errors in in Right Length in in Page 50 of 54 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 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 Design Data Page 56 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 4 of 4, continued) C Boundary Boundary Boundary Depth Zone Left Zone Zone Warnings Errors in in Right Length in in Page 51 of 54 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 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 Design Data Page 57 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 4 of 4, continued) C Boundary Boundary Boundary Depth Zone Left Zone Zone Warnings Errors in in Right Length in in Page 52 of 54 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 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 Design Data Page 58 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 4 of 4, continued) C Boundary Boundary Boundary Depth Zone Left Zone Zone Warnings Errors in in Right Length in in Page 53 of 54 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 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 Design Data Page 59 of 246 10/30/2020 Table 5.5 - Shear Wall Pier Design Summary - ACI 530-11 Masonry (Part 4 of 4, continued) C Boundary Boundary Boundary Depth Zone Left Zone Zone Warnings Errors in in Right Length in in Page 54 of 54 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 Page 60 of 246 ETABS FRAMING SIZES AT ROOF v F H 3llZ-M._,- - _J RkARvIA Ak r 1 ; Ill(A I '-?,< I k Anp. A -2 2447-1 10 mm Milo 0 a 24K7,1,1 it 2447-1 Ln 2471 241'.- 1 247-1 be 24 1 v 247 24 1 21-1 24 1 Ln 21- 241 24 1 ► 7-1 -,*I Am 24 1 dib Ab AIL 247'1,,., Mill" 24L I 24471 PA 24 1 2 24-1 x 14, 24L I QO 2 A& 24- 1 c alk Aft 24:�'- is 67w.w 241(7 11 14K7 I t it IMP qw ko 24L- 1 A97 1 21-1 I* low 21K7 I INC 24-1 Aft 21K'7-1 AM, 24k- 1 WL IT 1 'MW 24L. I MM 2IK7-1 Ak 24 Aft 14K7-1 lw JL16 M116 U lk - 9'% i Ak Page 61 of 246 SUPERIMPOSED DEAD LOADS (PSF) 9 Ol 4 7 t: Y �5 Aft �rIWy lw �5 AL 27 5 1 1, 11 lilml, AFF loop 3 �5 Page 62 of 246 ROOF LIVE LOADS IPSF � H Ao IRV Ak a e mr Ak Ask 3to Ao do 30-1 di 10 Page 63 of 246 WIND X (POSITIVE) LOADS (KIPS, KLF) Page 64 of 246 WIND X (NEGATIVE) LOADS (KIPS, KLF) 4 t� 1■ 4W -w. w� dq ai .!� M 217 •T7 * u -6 i i i Page 65 of 246 WIND Y (POSITIVE) LOADS (KIPS, KLF) 5-4 p D D.37 437 1.17 A17 0.3-7437 1.17 1 1-7 ' 1 i.37 &37 1.17 117 t 1.6 m Page 66 of 246 WIND Y (NEGATIVE) LOADS (KIPS, KLF) U� lion on.... willown 0 :oo � a 006 0 no Page 67 of 246 DEAD LOADS (KIPS, K/FT) Im DEAD LOADS (KIP-FT/FT) Page 68 of 246 SUPERIMPOSED DEAD LOADS ti�a .. •• 4 suPEr--����-� ^r- - LOAD; KIP-F1 Page 69 of 246 ROOF LIVE LOADS (K/FT) Page 70 of 246 DEAD LOAD VERTICAL REACTIONS AT COLUMNS (NO SDL; KIPS) F 2.66 1.886.42 7.36 7.67 6.82 8.084.74 �4 11.36 2.4 5.39 4.3 2,37 4.54 2.38 535 13.18 2.41 8.9-A 9 cv IUM 9.384.21 E, 7.32 16.52 9.76 18.7 2.52 3.19 3.21 2.15 8.65 9.3 2.57 2.32.373.47 a Page 71 of 246 ENVELOPE ASD VERTICAL REACTIONS (KIPS) 5.23 2.638.14 il 3.92 4 3.91. i 3.98 - 4.04 i t vply 16.24 15.56 338 7 § 6.18 2,J 2.81 a F H 11.68 10.312.14 12.0179 55; 19.24 42.08 41.79 59.3 15.17 19.64 4.07 8.22 8.97 25.46 189)61 19.82.03 29.38 31.15 4.7 3.23.816.98 Page 72 of 246 STEEL GIRDER STEEL DESIGN: PMM RATIOS AND BEAM END SHEAR FORCES (KIPS) t� N c+3 m Ln N N P+ w 04 ry tiTY U) ry :i. 't tl a'sl Lrl u7 ,—a F( Page 73 of 246 f AFE-8 License #*1X6LVPK7HTGYPQA 20191231 Zephyr Commons Prepared for DWA SAFE Analysis & Design Report Prepared by DWA Model Name: Zephyr Foundation_nonlinIfdb 30 October 2020 Page 74 of 246 Zephyr Foundation_nonlin3.fdb SAFE 2016 v16.0.1 - License #*1X6LVPK7HTGYPQA Model Definition 30 October 2020 Model Definition Figure 1: Finite element model AM, Page 75 of 246 Zephyr Foundation_nonlin3.fdb SAFE 2016 v16.0.1 - License #"1X6LVPK7HTGYPQA 30 October 2020 Table: Material Properties 01 - General Table: Material Properties 01 - General Material Type Color Notes 4000Psi Concrete Gray8Dark Normalweight fc = 4 ksi added 4/16/2020 11:34:29 AM A416Gr270 Tendon Red ASTM A416 Grade 270 added 4/16/2020 11:34:29 AM A500Gr646 Steel Yellow ASTM A500 Grade B Fy=46 ksi added 2/19/2020 4:19:36 PM A615Gr60 Rebar Green ASTM A615 Grade 60 added 4/16/2020 11:34:29 AM M1900psi Other Green MAT added 2/19/2020 4:13:06 PM MAT1 Concrete Gray8Dark Normalweight fc = 4 ksi added 4/16/2020 11:34:29 AM Table: Beam Properties 02 - Rectangular Beam Table: Beam Properties 02 - Rectangular Beam Beam MatProp Depth WidthTop WldthBot in in in 12CMU40 1900-W MAT1 216.0000 4.4100 4.4100 8"ConcWall_4ksi 4000Psi 216.0000 8.0000 8.0000 8CMU24 1900-W MAT1 216.0000 4.2800 4.2800 8CMU32 1900-W MAT1 216.0000 3.8300 3.8300 Table: Column Properties 02 - Rectangular Table: Column Properties 02 - Rectangular Column MatProp SecDim2 SecDim3 AutoRigid AutoDrop IncludeCap in in C8xl2_4ksi 4000Psi 8.0000 12.0000 No No No C8xl4_4ksi 4000Psi 8.0000 14.0000 No No No C8xl6_4ksi 4000Psi 8.0000 16.0000 No No No C8x20_4ksi 4000Psi 8.0000 20.0000 No No No C8x24_4ksi 4000Psi 8.0000 24.0000 No No No COL1 4000Psi 24.0000 12.0000 No No No Table: Slab Properties 02 - Solid Slabs Table: Slab Properties 02 - Solid Slabs Slab Type MatProp Thickness Ortho in 12"ConcFtg Footing 4000Psi 12.0000 No 24"ConcFtg Footing 4000Psi 24.0000 No Table: Soil Properties Table: Soil Properties Son Subgrade NonlinOpt Color Ib/ft3 Soil 2.5920E+05 Compression Only Red DWA Page 1 of 4 Page 76 of 246 Zephyr Foundation_nonlin3.fdb Table: Load Cases 06 - Loads Applied Table: Load Cases 06 - Loads Applied Loadcase LoadPat SAFE 2016 06.0.1 - License #*lX6LVPK7HTGYPQA 30 October 2020 SF Dead Dead 1.000000 Dead Dead -ABOVE 1.000000 C&C Wind - Beams C&C Wind - Beams 1.000000 C&C Wind - Beams C&C Wind - Beams -ABOVE 1.000000 C&C Wind - Cols C&C Wind - Cols 1.000000 C&C Wind - Cols C&C Wind - Cols -ABOVE 1.000000 Roof Live Roof Live 1.000000 Roof Live Roof Live -ABOVE 1.000000 SDL SDL 1.000000 SDL SDL-ABOVE 1.000000 Temp Temp 1,000000 Temp Temp_ABOVE 1.000000 WXpos WXpos 1.000000 WXpos WXpos_ABOVE 1.000000 Wxneg WXneg 1.000000 Wxneg Wxneg-ABOVE 1.000000 WYpos WYpos 1.000000 WYpos WYpos_ABOVE 1.000000 Wyneg WYneg 1.000000 Wyneg Wyneg-ABOVE 1.000000 WXY1 WXpos 0.750000 WXY1 WYpos 0.750000 WXY1 WXY1_ABOVE 1.000000 WXY2 WXpos 0.750000 WXY2 WYneg 0.750000 VOM WXY2-ABOVE 1.000000 WXY3 WXneg 0.750000 WXY3 WYpos 0.750000 WXY3 WXY3_ABOVE 1.000000 WXY4 WXneg 0.750000 WXY4 WYneg 0.750000 WXY4 WXY4-ABOVE 1.000000 Nx_DL Nx_DL 1.000000 Nx_DL Nx_DL_ABOVE 1.000000 Nx_SDL Nx_SDL 1.000000 Nx_SDL Nx_SDL_ABOVE 1.000000 Nx_RLL Nx_RLL 1.000000 Nx_RLL Nx_RLL_ABOVE 1.000000 Ny_DL Ny_DL 1.000000 Ny_DL Ny_DL_ABOVE 1.000000 Ny_SDL Ny_SDL 1.000000 Ny_SDL Ny_SDL-ABOVE 1.000000 Ny_RLL Ny_RLL 1.000000 Ny_RLL Ny_RLL-ABOVE 1.000000 Table: Design Preferences 01 - Resistance Factors Table: Design Preferences 01 - Resistance Factors Phrren PhiComp Mishear 0.900000 0.650000 0.750000 DWA Page 2 of 4 Page 77 of 246 Zephyr Foundation_nonlin3.fdb SAFE 2016 06.0.1 - License #*1X6LVPK7HTGYPQA 30 October 2020 Table: Design Preferences 02 - Rebar Cover - Slabs Table: Design Preferences 02 - Rebar Cover - Slabs CoverTop CoverBot BarStze. Inner -ayer PTCGSTop PTCGSBotE PTCGSBotI SlabType xt nt in in in in in 3.0000 3.0000 #6 B 1.0000 1.7500 1.0000 Two Way Table: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3 Table: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3 Point GtobalX GiobW RelnfType Status Ratio NumRalls ftWPorRall ft it 35-2 0.3400 0.3300 None Not Calculated 36-2 66.1700 0.3300 None Not Calculated 38-2 62.8400 39.0000 None Not Calculated 39-2 62.8400 55.2500 None Not Calculated 49-2 11.1700 99.0800 None Not Calculated 50-2 0.8400 99.0800 None Not Calculated 53-2 31.9200 78.4200 None OK 0.640816 54-2 31.9200 57.5000 None OK 0.636550 55-2 31.9200 36.5000 None OK 0.864195 112-1 66.1700 10.6300 None Not Calculated 147-2 0.3400 24.9167 None Not Calculated 148-2 0.3400 14.4167 None Not Calculated 149-2 64.1700 59.4200 None Not Calculated 151-2 64.1700 95.0800 None Not Calculated 154-2 66.1700 34.8367 None Not Calculated 155-2 32.8400 0.3300 None Not Calculated 156-2 25.8000 0.3300 None Not Calculated 157-1 31.9200 99.0799 None Not Calculated 158-1 44.8400 99.0800 None Not Calculated 159-1 59.6700 99.0800 None Not Calculated 181-1 40.4200 99.0800 None Not Calculated Table: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3 Table: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3 Point UnbalMu2 UnbaiMu3 Depth Perimeter Location kip-ft ki" in in 35-2 36-2 38-2 39-2 49-2 50-2 53-2 54-2 55-2 112-1 147-2 148-2 149-2 151-2 1.443E-012 -4.685E-013 5.654E-013 -1.116E-013 -6.295E-014 5.329E-015 8.2500 57.0000 Interior 8.2500 57.0000 Interior 8.2500 57.0000 Interior DWA Page 3 of 4 Page 78 of 246 Zephyr Foundation_nonlin3.fdb SAFE 2016 v16.0.1 - License #*1X6LVPK7HTGYPQA 30 October 2020 Table: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3 Point UnbalMu2 UnbalMu3 Depth Perimeter Location kip-ft kip-ft in in 154-2 155-2 156-2 157-1 158-1 159-1 181-1 APPLIED LOAD LOCATIONS (FROM ETABS MODEL) --0 0 C DWA Page 4 of 4 APPLIED SUPERIMPOSED DEAD LOAD k/FT ; .. \ \�' /� Page 80 of 246 FOOTING SIZES , • r 12"t;1 itFtg: ° 8 I 12"ConcFtg 1 2i"C CFtg R - 2r ` F ii i i�c 2�' +�Ftg 12" �Ft+g '�} a t �T �+y 1 12" CFtg _I izI Ttg 0 1201. Ftg 120' Ftg 12F t g I 12"Cq cFtg 12" Ftg, 12"q, icFtg 12''t Ftg 12' O Ftg i wf is 12°' cFt12 w 12"ConcFtg Page 81 of 246 SOIL PRESSURES - ENVELOPE ASD - MIN (PSF) I I I I I I I Max =-308.98 [b/ft2 at [65.17 ft, 22.7334 ft]: Min =-1986.13 Ib/ft2 at [65.67 =,100.58ftj OE+3 -0.15 -0.30 (4 -0.45 -0.60 -0.75 -1.05 Page 82 of 246 SOIL PRESSURES - ENVELOPE ASD - MAX (PSF I Max 113.54 IbAt2 at [-1.16 ft, -1.17 ft]; Min =-769.75 Iblft2 at [65.67 ft, 56.64 ft] -C -o 500 400 300 200 100 0 -100 1pidl -300 -400 -500 -600 -700 -800 Page 83 of 246 SPREAD FOOTING REINFORCEMENT - TOP Slab Design Choose D 'Play Type Datqp... I.. Bead D,Ww Type &mWrV P1 Awitat L. Iq—M— Fie. ft. R" L.*- Shown Show Top A" LI Show Ockm Robs R,W`,,g D,,OV Type 0 Sion Reber ld..ky 14—N. WON 0 Shm T.W Pat- A- f. Slip t Shm N-da, d B- d Sire Ch.... Strip orect- El Lw. A 2 Law B D.NWOpt- 0 FND!v- 2 ShmVakms at CmttobV Stahm, o, Diwm Show R ob, Above Sp td VAW (9) N- 0 TpcsI Urdcm RW,,aq Spacl,d Bebw 0 F16*,cig Sped ad.s Stab Fteb. Obmd� B. Sire Tm m ng Scak Fads ShwReiftci N� LO f _ A 4 --i ------------ AW C m Page 84 of 246 SPREAD FOOTING REINFORCEMENT - TOP Slab Design Choose Display Type DesptBaas %p Bn.d Dbpley Type Fiw.6pig F—d P.iika.aaa ".;. Reber Location Shown 2 %m Tcp Raba ❑ Show BGN=Rehr Reinlorc ng Display Type 0 Show Raba lnterndy lAlea/UMWidth) U Show Total Reba A— la Strip Show Nimba.1 Bas of Size: Ba Size Top 05 Bon= US Raintoici D,W— Show ReWmcing Envelope Diagram Scale F-t., t 0 Show Redwing Extent Wmm li I -------------- X Choose Strip D-t- 0 LaWA ❑ Laya B Display Dptro ❑ Fi Diepae 0 ShmVakm at Co AV Staoms m Diagram Shaw Reba, Above Specified Value 0 Noe l7 Typist Undnm R.".cm Sperm d Ok. 0 R.H.Spedied m Slab Reba Dbiects 1 CN I II I I ---------- --- - _--_-------- Page 85 of 246 SPREAD FOOTING REINFORCEMENT — BOTTOM et II I I I �t �t et Slab Design 7 X Cho— Dispey Type Choose Sbip D'.edim D"r Bade Se,, s� ❑ Lq A Dapb'TYpe Ernelopig Rreel Reiiae-re ©LeyaB 0I—Mwv—R-ft i Rebel Looabon Shown Display Do — ow ❑ ShTop Reba ❑ Fi Diadem 0 Shay Bopom Reba 0 ShewVakmat CmA,oNVSta6=m D'naem ReeYacbg Display Tym Shoe Rob, Above Smceiad VaWe 0Sh-RebalMematy(A—N. Wwth) ONan QSh— Told RebaAtee fa Ship (_) Typicd Uriam R.W-mBSpec h Below Q Shaw Numb, at Be, of Size. () ReW—M Spech d h Slab Reba Objects B, See- Top a5 .-..,..-.. ...... ., Baran ,� 0 Sh-R.H-rg Emekpe Diw- .. Spala Facto 1 l'" © Show R.W-wgEnent ® Cl— I r e II I tt II I et t II I It li I II � II -_-Aw-— 0 0 Page 86 of 246 SPREAD FOOTING REINFORCEMENT - BOTT i 11 I 1 I I 4AP I BI + II ! I I I Bi t c i 1t' 11 I 1, Bi sae D-'. U.—D.I. I- f.Tmwd Sbp 0icNm Dds,TBam iS,v B.- ..I BEmwA Dwpry TTpe L"B I� Inppaa M'ririun fleila,w,B . Reba Wcdpn Shown Dugey Opwns ❑ Show ToRRabw ❑ Fi Diepan �] Shav Babn Reba B SharVdas MCa4aiq 54uww m0'apan fleuYarnp Displm type S—ReCdA—SRd:ieGVaArc S—RdwlnlenxtyWrea/Ur.n WgMl �J Rme _ SM T-RebaA—Step QTypcel Nriam Rddamp5peclieE Btlm S—Naaba, d B—d S¢e In 5l Raba, Dbjeas Bei Sim rm � Bolan pS _. -- R-.—Di - 0 Shan Ra'I-E.e-Dwpan SeebFada 5h-Fl f. EM T X � IF ppS. JiEF H4iE Page 87 of 246 WALL FOOTING REINFORCEMENT - BOTTOM Dh— Diaplry Type Dhpoae Slap D-1bn Nigh Own S,np eased J 2 LaswA _ _ D.play Type P wYgrq R.wal Awdw— ❑ Lehr B n I—ManusReit— Reba L-.—Sh— Dhday Oplims ❑ Shw T W Reba ❑ Fi Digam 2 Show BWW Reber 2 9-VA- d C--fi p St --an Dw- Reinlmanp Diaplay Typ' Show Reba, Above Spep wd VJ.. Q Show Reba lrcemiy �e-OAJM Wrdhl * N- 13ShowTdelRebaAreehaStrip 0 Tyyial Urffmn Rode Sp"W Balm QaShowNrarbadBasdSrt OReiftd SpeiWirSlabA"O*p Top eb Renlaarg Dagrern ' 2 Shwr fleilacnp Envdapa Diayam SuYFa t _ ❑✓ Sh-R6*a Ewae Cl— 'ai Page 88 of 246 WALL FOOTING REINFORCEMENT - BOTTOM 0 0. 0. 0. a. 0 0. 0. 0. 0 0.1 3s•� 0 : rs1 �irudlFl� . 3�utln I I 0. 54 .1 $ 2 l !. $i1 -- ►. i7 s t 6 12 0.1 1 Q. i� i 3 0'. 1 93 0. 8 b. 08 5 �— - ..�v---T ' � � 4 Page 89 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ = 1 q --4 V'- JOB SHEET NO CALCULATED BY CHECKED By- "rAl F L LE 7 'r'T SO o-5x er1-r- 4 yl.s' 4 '-'T I, -= e) . Page 90 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ JOB ---- SHEET NO _____ CALCULATED BY. CHECKED BY_ crei c OF DATE DATE l L N ,c ✓_ nuJ - '<.,0 D F L..t.Q LA F77 ') , " D M L S S w-V— k:. F ,�) Sri — DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 MTH STREET, FLOR FLORIDA 33126820 SUITE � MI, (305) 461.3450 WWW.DOUGLASWOOD.BIZ SrL- = 2S F5F VL = 5 E� � (v Eek + Sots-r) LL = 3O PsF _ .t Page 91 of 246 JOB �4 SHEET NO OF CALCULATED BY } DATE 2— { CHECKED BY —_ DATE _ crei c Z 70 Page 92 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ JOB -----_—. SHEET NO _ CALCULATED BY CHECKED BY SCALE ----- e j , 4 LAX-'51 L AS E s PAIN tit Z - �U .} OF— DATE DATE �k 'i 1V `} ����� Fes`' .`„ V— Page 93 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ A fAp-j t,lp IP',EqA&Tl0,J JOB - SHEET NO - CALCULATED BY CHECKED BY_, z 5 1- es L 6 -T L) Ls tV, F_ > C t-t-i ELI, 4- OF - DATE DATE ? LA -T E 7 771-1 7 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW. DOUG LASWOOD. BIZ Al 5, t�j:'O Uc kv C LF, Y NEIGH -T/ Ttz 1 & 1- 2- is - Z'' T- 14 DA 2_ L tii `41<'-T WE 5 -1 c 1� T Co eX 7� L L • — Page 94 of 246 SHEET NO OF--- CALCUL-ATEDB(------ DATE CHECKEDBY DATE Cr.Al r 4' 3V4, 9 x 31 = 4- ?k 2-bq CASt, (D 4- r+ k V- 3 f) 3P 7 2-03 9 4 $44 (0 = s('a 04, 4- 3 OLI + 4 -q 4 11'6 -- 115 —50 - -z (a 0 333 --L,:, 3 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ sZ CASE _ q K t? ENGT/ = 59 • FT Page 95 of 246 JOB _. SHEET NO OF CALCULATED BY _ _ __ DATE .. _ _.. CHECKED By .__ _.___—_ DATE —.1 c 1P A F N L' A G Ak @. 12'' v-c. O t'o C.fA-� a R.�l " Li , c, :1.1, w ►` 1 �� 1-4-09 L6 is • <- DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW. DOUG LASWOOD.BIZ Page 96 of 246 SHEET NO Of CALCULATED BY---.. OAT[ CHECKED BY—____.— OATS ,___ 7t,*w 0 "l) ccrj� 0.1 I(J" 0.c. J.cu tLq;f 0. C'. 11 - AL 7,Ss1fta r-T z ). � X- L. 2,4 ,, 0, - . Page 97 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ JOB _ SHEET NO OF — CALCULATED BY DATE CHECKED BY _ DATE 10. Sly c�.�1� = o. j -+ 1,3 �F� � c; ►-L)� P Project Title: age 98 of 246 Engineer: Project ID: Project Descr: Masonry Shear Wall PAI-Project120009-Zephyr Commons OutparcelMCalculationMENERCALCt20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description ear Walls @ Northand SouthEnds C M U SHEAR WALL Code References AND FOOTING Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 DESIGN General Information Wall Material MASONRY fm 1.90 ksi Block Class Total Wall Height 20.50 It Fy - Rebar 60.0 ksi Concrete Density 150.0 pcf Base Wall Length 30.0 ft Fy - HJR 70.0 ksi Min. Bending As % 0.00180 R: Resp. Mod Factor 5.0 Em 1,710.0 ksi le: Seismic Import. Factor 1.0 Phi - Shear 0.80 Phi : Axial & Flexure 0.90 Wall Data Bottom Analysis Height 0.00 ft Wall Offset ( datum) ft Wall Length 30.0 ft Effective Length 'd' 356.0 in Nominal Block Thickness 8.0 in Solid Grout? Partial Groute Reinforcing in Field of Wall Vertical Bar Size # 5 Vertical Bar Spacing 32 in Horiz. joint reinf. area (HJR; 0 in HJR Spacing 24 in Bond beam reinf. area 0 in Spacing of bond beams 48 in In each chord cell: Vertical rebar size # 5 # Chord Cells @ Each End 1.0 Project Title: Engineer: Project ID: Project Descr: Page 99 of 246 Mason Shear Wall PM-Project\20009-Zephyr CommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build: 10.18.11.30 . r.rr Douglas Wood Associates, Description : ear a s o an out n s Wall Sketch Applied Distributed Vertical Loads Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application Dead Load Roof Live Load Live Load Snow Load Earth Load 0.0 30.0 20.50 0.0620 0.0530 0.0 0.0 0.0 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Load Roof Live Load Floor Live Load Wind Load Seismic Load Earth Load 20.50 0.0 0.0 0.0 46.0 0.0 0.0 SHEAR ANALYSIS Bottom Level Special Boundary Elements Req'd? Not Req'd Vu : Story Shear 46.0 k for Load Combination D+0.50Lr+0.50L+W+1.60H Controlling Mu/(Vud) 0.68 Vn Masonry 234.280 k Vn Steel 0.0 k Vn Masonry +Vn Steel 234,280 k Vn Max 286.212 k Phi Vn 187.424 k Ratio: Vu/PhiVn (controlling) 0.2454 Vertical As - Av/3 OK Vertical Bar Spacing - 96" OK Project Title: Engineer: Project ID: Project Descr: Page 100 of 246 Mason Shear Wall Masonry r.rr PM-Project120009-Zephyr Commons Outparcel#71CalculabonslENERCALC120009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Douglas Wood Description : ear a s Nort an out n s AXIAL ANALYSIS Bottom Level H / d Ratio 0.69 Pu 53.537 k for Load Combination +1.40D+1.60H Phi Pn +1.40D+1.60H k Ratio: Pu/PhiPn (controlling) 0.02151 BENDING ANALYSIS Bottom Level "a": Flexural compression 1.60 in Length of defined chord zone is - me a aimension or the OK masonry (the compression zone) "d" : Eff depth to tension reinf 356.0 As -flex < As -max ? 0.310 - 30.469 Mu 943.0 k for Load Combination +1.20D+0.50Lr+0.50L+ Phi Mn 495.501 k Ratio: Mu/PhiMn (controlling) 1.903 Force Summary Load Combination Values for Wall section Resultant Overturning Uplift (k) Wall Level Vu (k) Mu (k) Pu (k) Ecc (ft) Ratio Left Right +1.40D+1.60H Wall Level: 1 53.537 +1. 20 D+0, 50 Lr+1. 60 L+1.60 H Wall Level: 1 46.684 +1.20 D+1.60 L+0.50 S+1.6 0 H Wall Level: 1 45.889 +1.2 0 D+1.60 L r+0.50 L+1.60 H Wall Level: 1 48.433 +1.20D+1.60Lr+0.50W+1.60 H Wall Level: 1 23.000 471.500 48.433 9.735 1.309 +1. 20 D+0. 50 L+1. 60 S+1. 60 H Wall Level: 1 45.889 +1. 20 D+1. 60 S+0 , 50 W+1. 6 0 H Wall Level: 1 23.000 471.500 45.889 10.275 1.228 +1.20 D+0. 50 Lr+0.50 L+W+1.60 H Wall Level: 1 46.000 943.000 46.684 20.200 0.627 +1.20 D+0.50L+0.50S+W+1.60H Wall Level: 1 46.000 943.000 45.889 20.550 0.614 +0.90D+W+0,90H Wall Level: 1 46.000 943.000 34.417 27.400 0.605 Project Title: Page 101 of 246 Engineer: Project ID: Project Descr: PM-Project\20009-Zephyr CommonsOut Mason Shear Wall parcel#71Calculations\ENERCALC120009Zephyr Commons #7.ec6 . Software cooydoht ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : Footing Information Footing Dimensions Dist. Left 1.0 ft fc 4.0 ksi Rebar Cover 3.0in Wall Length 30.0 ft Fy 60.0 ksi Footing Thickness 12.Oin Dist. Right 1.0 ft Width 3.Oft Total Ftg Length 32:6it Max Factored Soil Pressures @ Left Side of Footing .... governing load comb @ Right Side of Footing .... governing load comb Footing One -Way Shear Check... vu @ Left End of Footing vu @ Right End of Footing vn * phi: Allowable Footing Bending Design... Mu Ru As % Req'd As Req'd in Footing Width Max UNfactored Soil Pressures 768.18 psf @ Left Side of Footing 565.26 psf +1.40D+1.60H .... governing load comb +D+Lr+H 39,706.1 psf @ Right Side of Footing 2,472.29 psf +1.20D+0.50L+0.50S+W+1.60H governing load comb +D+0.60W+H Overturning Stability... ca) Left End of Ftg ca) Right End of Ftg psi Overturning Moment 593.40 k-ft 593.40 k-ft 95.396 psi Resisting Moment 477.702 k-ft 477.702 k-ft 107.517 17 psi Stability Ratio 0.8050 : 1 0.8050: 1 .... governing load comb +0.60D+0.60W+0.60H +0.60D+0.60W+0.60H 9 Left End P Right End 1.152 k-ft 40.853 k-ft 5.269 psi 186.798 psi 0.00180 in12 0.003333 inA2 0.7776 inA2 1.080 inA2 Page 102 of 246 Figure 30.7-1 1 Parapet Wind Loads Enclosed Simple Diaphragm Building Windward parapet Load Case A Pi P5 MINIMUM DESIGN LOADS h 5160 ft. Application of Parapet Wind Loads CMU PARAPET DESIGN: WIND PRESSURES Leeward parapet Load Case B Top of parapet P4 P6 hp Windward Parapet Load Case A 1. Windward parapet pressure (pi) is determined using the positive wall pressure (p5) zones 4 or 5 from Table 30.7-2. Leeward parapet pressure (pz) is determined using the negative roof pressure (p7) zones 2 or 3 from Table 30.7-2. Leeward Parapet Load Case B l . Windward parapet pressure (p3) is determined using the positive wall pressure (p5) zones 4 or 5 from Table 30.7-2. 2. Leeward parapet pressure (P4) is determined using the negative wall pressure (p6) zones 4 or 5 from Table 30.7-2. From Figure 30.4-2k 349 Company Address City, State Phone Wind Loads - Components & Claddina : h <_ 60' Kh (case 1) = 0.89 h = 18.5 ft Base pressure (qh) = 36.2 psf a = 6.7 ft Minimum parapet ht = 2.5 ft GCpi = +/-0.18 Roof Angle (6) = 0.0 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1&2 Overhang Zone 3 Page 103 of 246 JOB TITLE Zephyr Commons JOB NO. SHEET NO. CALCULATED BY IG DATE CHECKED BY DATE Ultimate Wind Pressures North/South Parapet Elevation = +21'-0" p + - GCpi Surface Pressure(psf) 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf -1.18 -1.11 -1.08 -1.08 -42.8 -40.2 -39.1 -39.1 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 -46.4 -2.98 -1.79 -1.28 -1.28 -108.0 -64.9 -46.4 -46.4 0.48 0.41 0.38 0.38 17.4 16.0 16.0 16.0 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 -2.8 -1.4 -0.8 -0.8 -101.5 -50.7 -29.0 -29.0 vvernang pressures in the tame aoove assume an Internal pressure coettiaent (Ucpq of D.D Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 6.5 psf) Parapet qp = 37.2 psf 10 (windward) (leeward) c Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure surface Pressure (psf) sf 20 sf 50 sf 100 s s s Zone Zone 3: 137.7 116.9 89.3 68.5 66.7 64.4 ASE B: Edge zones 2 : Corner zones 3 : -70.3 -80.4 -66.8 -75.0 -62.1 -68.0 -58.5 -62.6 -54.9 -57.3 -50.2 -50.2 GCp +/-GCpi Surface Pressure (psf) s sf 2-000.9s s s s s s -1.44 -1.12 1.08 0.92 -1.03 0.87 -0.90 0.81 -52.2 39.1 40.7 33.4 -37.2 31.6 -32.6 29.4 Note: GCp reduced y 10 o ue to roo 12/30/19 serinput 75 sf 300 sf 739.6 -39.1 -49.5 -46.4 -54.1 46.4 16.0 16.0 -58.4 -45.6 -38.0 -29.0Tun User input s 137.7 -70.3 -80.450 User input sf 200 s -44.1 35.1 -37.2 31.6 Company Address City, State Phone Wind Loads - Components & Claddina : h <_ 60' JOB TITLE Zephyr Commons JOB NO. CALCULATED BY IG CHECKED BY Page 104 of 246 SHEET NO. DATE 12/30/19 DATE User Ultimate Wind Pressures Kh (case 1) = 0.89 h = 18.5 ft North/South Parapet Base pressure (qh) = 36.2 psf a = 6.7 ft Minimum parapet ht= 2.5ft GCpi= +/-0.18 Elevation = +23'-2" Roof Angle (0) = 0.0 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1&2 Overhang Zone 3 p + - pI Surface Pressure ps 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf -1.18 -1.11 -77 1. 8 1. 88 42.8 -39.1 -39.1 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 46.4 -2.98 -1.79 -1.28 -1.28 -108.0 -64.9 -46.4 46.4 0.48 0.41 0.38 0.38 17.4 16.0 16.0 16.0 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 -2.8 -1.4 -0.8 -0.8 -101.5 -50.7 -29.0 -29.0 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 6.5 psf) Parapet qp = 38.0 psf 10 (windward) (leeward) c Solid Parapet Pressure surface Pressure ps s sf 50 St i Do St 2UU s s one Zone 3 : 140.6 119.3 91.2 69.9 68.1 65.7 ASE B: Edge zones 2 : Corner zones 3 : -71.8 -82.1 -68.2 -76.6 -63.4 -69.4 -59.7 -83.9 -56.1 -58.5 -51.3 -51.3 Walls Area10 Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +/-GCpi Surface Pressure (psf) s s s s s s s 500 s -1.44 1.08 -1.12 0.92 -1.03 0.87 -0.90 0.81 -52.2 39.1 -40.7 33.4 -37.2 31.6 -32.6 29.4 Note: GCp reduced by 10%due to roof angle <= 10 deg input 75 sf 300 sf -39.6 -39.1 -49.5 -46.4 -54.1 -46.4 16.0 16.0 -58.4 -45.6 -38.0 -29.0TIM User input s 140.E -71.8 -82.150 User input s s -44.1 35.1 -37.2 31.6 Company Address City, State Phone Wind Loads - Components & Cladding : h <_ 60' Kh (case 1) = 0.89 h = 18.5 it Base pressure (qh) = 36.2 psf a = 6.7 ft Minimum parapet ht = 3.1 ft GCpi = +/-0.18 Roof Angle (6) = 0.0 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive Zone 1 Positive Zones 2 & 3 Overhang Zone 1&2 Overhang Zone 3 Parapet qp = 37.2 psi (windward) (leeward) c Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 JOB TITLE ZE JOB NO. CALCULATED BY IG CHECKED BY Page 105 of 246 Commons SHEET NO. DATE 12/30/19 DATE Ultimate Wind Pressures East/West Parapet Elevation = +21'-0" p + - GCpi Surface Pressure ps 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf -1.18 -1.11 -1.08 -1. -42.8 -40.2 -39.1 -39.1 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 -46.4 -1.98 -1.49 -118 -1.28 -71.7 -54.0 46.4 -46.4 0.48 0.41 0.38 0.38 17.4 16.0 16.0 16.0 1.08 0.97 0.92 0.81 39.1 35.1 33.3 29A -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 Negative zone 3 = zone , since parape - uvernang pressures in me tame aoove assume an inrernai pressure coerricienr ttjcpi/ or u.0 Overhang soffit pressure equals - ' wall pressure (which in .I ri c internal pressure of 6 5 ps Solid Parapet Pressure Surface Pressure ps 10 sf 20 sf 50 sf 11JU ST ZUU STI s one Zone 3: 100.5 90.9 78.1 68.5 66.7 64.4 4SE B: Edge zones 2: Corner zones 3 : -70.3 -80.4 -66.8 -75.0 -62.1 -68.0 -58.5 -62.6 -54.9 -57.3 -50.2 -50.2 GCp +/- GCpi Surface Pressure (psf) s s s s s s s s -1.44 1.08 -1.12 0.92 -1.03 0.87 -0.90 0.81 .41 52.2 39.1 40.7 33.4 37.2 31.6 32.6 29.4 Note: GCp reduced y o ue to roo angle <= 10 deg. serinpu 75 sf 300 sf 39.6 3 .1 -49.5 -46.4 -49.5 46.4 16.0 16.0 34.1 30.6 -58.4 -45.6 -58.4 -45.6 User input s TOT 100.5 -70.3 -80.4 Userinput 50 sf 200 s -44.1 35.1 -37.2 31.6 Company Address Page 106 of 246 JOB TITLE Zephyr Commons City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Claddina : h <_ 60' Kh (case 1) = 0.89 h = 18.5 It Base pressure (gh)= 36.2psf a= 6.7ft East/West Parapet Minimum parapet ht= 3.1ft GCpi= +/-0.18 Elevation = +23'-2" Roof Angle (0) = 0.0 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive Zone 1 Positive Zones 2 & 3 Overhang Zone 1 &2 Overhang Zone 3 p + - GCpi Surface Pressure ps 10 Sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf 1.18 -1. -1.08 -1.08 -42.8 -40.2 -39.1 -39.1 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 -46.4 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 -46.4 0.48 0.41 0.38 0.38 17.4 16.0 16.0 16.0 1.08 0.97 0.92 0.81 39.1 35.1 33.3 29.4 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 Negative zone 3 = zone , since parape - Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals ado wall pressure (which pressure of 6 5 pso Parapet qp = 38.0 psf 10 (windward) (leeward) c Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure Surface ressure ps s sf 50 sf 100 s stj s Zone Zone 3: 102.6 92.8 79.8 69.9 68.1 65.7 ASE B: Edge zones 2: Corner zones 3 : -71.8 -82.1 -68.2 -76.6 -63.4 -69.4 -59.7 -63.9 -56.1 -58.5 -51.3 -51.3 User GCp +/-GCpi Surface Pressure (psf) s sf 2-0U0.9s s s s s s -1.44 1.08 -1.12 0.92 -1.03 0.87 -0.90 0.81 -52.2 39.1 -40.7 33.4 -37.2 31.6 -32.6 29.4 Note: GCp reduced y 10% ue to too input 75 sf 300 sf 739.6 -39.1 -49.5 -46.4 -49.5 -46.4 16.0 16.0 34.1 30.6 -58.4 -45.6 -58.4 -45.6 User input s 102.6 -71.8 -82.150 User input sf 200 s -44.1 35.1 -37.2 31.6 Company Address Page 107 of 246 JOB TITLE Zephyr Commons City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Claddina : h <_ 60' Kh (case 1) = 0.89 h = 18.5 ft _ Base pressure (qh) = 36.2 psf a = 6.7 ft East/West Parapet Minimum parapet ht= 3.1 it GCpi = +/-0.18 Elevation = +24'-8" Roof Angle (8) = 0.0 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive Zone 1 Positive Zones 2 & 3 Overhang Zone 1 &2 Overhang Zone 3 Paraaet qp = 38.5 psi (windward) (leeward) c p + - GCpi Surface Pressure ps 10 sf 50 sf 100 sf 500 sf 10 sf 50 sf 100 sf 500 sf -1.18 -1.11 -1.08 7.08 -42.8 -40.2 -39.1 - 9.1 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 -46.4 -1.98 -1.49 -1.28 -1.28 -71.7 -54.0 -46.4 -46.4 0.48 0.41 0.38 0.38 17.4 16.0 16.0 16.0 1.08 0.97 0.92 0.81 39.1 35.1 33.3 29.4 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 -1.7 -1.63 -1.6 -1.1 -61.6 -59.1 -58.0 -39.9 Negative zone 3 = zone , since parape - uvemang pressures in me TaDie aDove assume an imernai pressure COeTricient tucpi) or u.0 Ov -rhano soffit nressure enuals ad* wall nr cs ur - (which includes internal or ss ur - of 6.5 n< Solid Parapet Pressure 5urface Pressure ps 10 sf 20 sf 50 sf 100 St 200 St s one Zone 3: 103.9 94.0 80.8 70.9 69.0 66.6 ASE B: Edge zones 2: Corner zones 3 : -72.8 -83.2 -69.1 -77.6 -64.2 -70.3 -60.5 -64.8 -56.8 -59.3 -52.0 -52.0 Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +/- GCpi Surface Pressure (psi) s=-1.12-1.03 s s s s s 1.44 1,08 0.90 0.81 -52.2 39.1 407 33.4 37.2 31.6 32.6 29.4 Note: GCp reduced y 10 o ue to roo serinpu 75 sf 300 sf -39.6 -39.1 -49.5 -46.4 -49.5 -46.4 16.0 16.0 34.1 30.6 -58.4 -45.6 -58.4 -45.6 User input s TIM 103.9 -72.8 -83.2 Userinput 50 sf 200s -44.1 35.1 -37.2 31.6 Project Title: Engineer: Project ID: Project Descr: Page 108 of 246 Masonry Slender Wall r. PA-ProjecN20009-Zephyr Commons Outparcel#71Calculation\ENERCALCt20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Douglas Wood Associates, Inc. Description : 8"CMU wall Zone 4 EW --------------_-..----- - _ --- -------------------- CMU WALL Code References OUT OF PLANE DESIGNS AT Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 FULL HEIGHT SECTIONS Load Combinations Used : ASCE 7-10 General Information Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.90 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 Fr - Rupture = 100.0 psi Rebar "d" distance 3.8125 in Em = fm ` = 900.0 Lower Level Rebar ... Minimum Vertical Steel % = 0.0020 Max % of P bal. = 0.1411 Bar Size ## 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 18.83 ft j r ,r B Parapet height = 3.5 ft��� B ,. Wall Support Condition Top &Bottom Pinned � 4- 7 Vertical Loads Vertical Uniform Loads ... (.Applied pf v fool of Strip IA%dtr, DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind Ledger Load Eccentricity 3.813 in 0.620 0.530 k/ft Concentric Load k/ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 37 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf (Applied to full "STRIP Width') D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.030 k/ft 22.33 18.83 fit Project Title: Page 109 of 246 Engineer: Project ID: Project Descr: PA-Project�20009-Zephyr Commons0ut Mason Slender Wall parcel#TCalculationslENERCALC\20009ZephyrCommons#7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : 1 8" CMU wall Zone 4 EW DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check + 1.2 0 D+O.50 L r+0.50 L+W+ 1.60 H PASS Service Deflection Check +D+0.60W+H PASS Axial Load Check + 1. 2 0 D+O. 5O L r+0. 50 L+W+ 1. 60 H PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t +1.40D+1.60H at 18.20 to 18.83 1.203 +1.20D+0.50Lr+1.60L+1.60H at 18.20 to 18. 1.296 +1.20D+1.60Lr+0.50L+1.60H at 18.20 to 18. 1.879 +1.20D+1.60Lr+0.50W+1.60H at 10.04 to 10. 2.447 +1.20D+0.50Lr+0.50L+W+1.60H at 8.79 to 9. 1.952 +0.90D+W+0.90H at 8.79 to 9.42 1.265 Design Maximum Combinations - Deflections Axial Load Load Combination Pu +D+H at 10.67 to 11.30 +D+Lr+H at 10.67 to 11.30 +D+0.750Lr+0.750L+H at 10.67 to 11.30 +D+0.60W+H at 8.79 to 9.42 +D+0.750Lr+0.750L+0.450W+H at 9.42 to 10 +0.60D+0.60W+0.60H at 8.79 to 9.42 D Only at 10.67 to 11.30 Lr Only at 10.67 to 11.30 +0.60W at 8.79 to 9.42 Reactions - Vertical & Horizontal Load Combination +D+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H 4.60D+0.60W+0.60H D Only Lr Only W Only 22.344 22.344 22.344 22.344 22.344 22.344 Mcr 0.75 0.75 0.75 0.75 0.75 0.75 Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.8447 Max Mu 1.868 k-ft Phi * Mn 2.211 k-ft Actual Defl. Ratio L/ 470 Allowable Defl. Ratio 360.0 Max. Deflection 0.4813 in Max Pu / Ag 33.190 psi Max. Allow. Defl. 0.6277 in Location 9.101 ft 0.2 * f m 380.0 psi Actual As/bd 0.002541 Max Allow As/bd 0.1411 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 604.65 k Base Horizontal W Only 326.562 k Vertical Reaction +D+Lr+H 2.445 k Results reported for "Strip Width" = 12 in. Mu 0.28 0.32 0.51 1.08 1.87 1.68 Moment Values Mcr Mactual Moment Values 0.6 * Phi Phi Mn As As Ratio rho bal 0.90 2.03 0.116 0.0025 0.1409 0.90 2.05 0.116 0.0025 0.1409 0.90 2.20 0.116 0.0025 0.1407 0.90 2.35 0.116 0.0025 0.1405 0.90 2.22 0.116 0.0025 0.1407 0.90 2.05 0.116 0.0025 0.1409 Results reported for "Strip Width" = 12 in. Stiffness Deflections I gross I cracked I effective Deflection Defl. Ratio 1.296 0.75 0.12 342.40 22.47 342.400 0.013 16,918.8 1.826 0.75 0.22 342.40 23.61 342.400 0.025 9,079.0 1.694 0.75 0.19 342.40 23.33 342.400 0.022 10,273.3 1.405 0.75 1.01 342.40 22.71 26.476 0.481 469.5 1.767 0.75 0.83 342.40 23.48 36.078 0.178 1,272.8 0.843 0.75 0.95 342.40 21.48 26.568 0.370 610.2 1.296 0.75 0.12 342.40 22.47 342.400 0.013 16,918.8 0.530 0.75 0.10 342.40 20.78 342.400 0.011 19,924.0 0.000 0.75 0.86 342.40 19.58 27.793 0.234 963.7 Base Horizontal Top Horizontal Vertical @ Wall Base 0.0 0.01 1.915 0.0 0.02 2.445 0.0 0.02 2.313 0.2 0.35 1.915 0.2 0.26 2,313 0.2 0.36 1.149 0.0 0.01 1.915 0.0 0.01 0.530 0.3 0.60 0.000 - Project Title: Engineer: Project ID: Project Descr: Page 110 of 246 PAI-Project120009-ZephyrCommonsOut Mason Slender Wail parcel#ACalculationslENERCALC120009ZephyrCommons#7.ec6 . Software copydoht ENERCALC, INC. 1983-2018, Build:10.18.11.30 . r Description : CMU wall Zone 4 NS a8" Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.90 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 115.0 psi Rebar "T distance Ern = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1413 Bar Size ## Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 19.830 ft 6 Parapet height = 2.50 ft p 9 B Wall Support Condition Top &Bottom Pinned �y .. Vertical Loads Vertical Uniform Loads ... ;' Applied pof foot of Stop V )iitw Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 37.0 psf D Lr Distributed Lateral Load Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 3.8125 in Minimum Vertical Steel % = 0.0020 5 32 in DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.0880 0.0750 k/ft k/ft Seismic Loads: Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp 1.0 = L E W Direct entry of Lateral Wall Weight psf 0 0 psf ;Applied to full "STRIP Width'? Endpoints from Base top bottom 0.0380 k/ft 22.330 19.830 ft Project Title: Engineer: Project ID: Project Descr: Page 111 of 246 Masonry Mason Slender Wall r. P:\1-Project120009-ZephyrCommons0utparcel#71CalculationslENERCALC120009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Douglas Wood Associates, Ins Description : 8" CMIJ wall Zone 4 INS DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.9535 +0.90D+W+0.90H Max Mu 1.828 k-ft Phi * Mn 1.917 k-ft PASS Service Deflection Check Actual Defl. Ratio U 559 Allowable Defl. Ratio 360.0 +D+0.60W+H Max. Deflection 0.4257 in PASS Axial Load Check Max Pu / Ag 17.911 psi Max. Allow. Defl. 0.6610 in +1.20D+0.50Lr+0.50L+W+1.60H Location 9.585 ft 0.2 *fm 380.0 psi PASS Reinforcing Limit Check Actual As/bd 0.002541 Max Allow As/bd 0.1413 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 566.17 k Base Horizontal W Only 355.038 k Vertical Reaction +D+Lr+H 1.458 k Design Maximum Combinations - Moments Results reported for "strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D+1.60H at 19.17 to 19.83 0.380 22.344 0.86 0.04 0.90 1.82 0.116 0.0025 0.1412 +1.20D+0.50Lr+1.60L+1.60H at 19.17 to 19. 0.363 22.344 0.86 0.05 0.90 1.81 0.116 0.0025 0.1412 +1.20D+1.60Lr+0.50L+1.60H at 19.17 to 19. 0.446 22.344 0.86 0.07 0.90 1.83 0.116 0.0025 0.1412 +1.20D+1.60Lr+0.50W+1.60H at 9.25 to 9.92 1.136 22.344 0.86 0.90 0.90 2.01 0.116 0.0025 0.1410 +1.20D+0.50Lr+0.50L+W+1.60H at 9,25 to 9. 1.053 22.344 0.86 1.89 0.90 1.99 0.116 0.0025 0.1410 +0.90D+W+0.90H at 9.25 to 9.92 0.762 22.344 0.86 1.83 0.90 1.92 0,116 0.0025 0.1411 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio +D+H at 11.24 to 11.90 0.731 0.86 0.02 342.40 21.23 342.400 0.002 113671.7 +D+Lr+H at 11.24 to 11.90 0.806 0.86 0.03 342.40 21.40 342,400 0.004 61,324.2 +D+0.750Lr+0.750L+H at 11.24 to 11.90 0.788 0.86 0.03 342.40 21.35 342.400 0.003 69,307.9 +D+0.60W+H at 9.25 to 9.92 0.846 0.86 1.06 342.40 21.48 27.241 0.426 559.0 +D+0.70E+H at 11.24 to 11.90 0.731 0.86 0.02 342.40 21.23 342.400 0.002 113671.7 +D+0.750Lr+0.750L+0.450W+H at 9.25 to 9.9 0.903 0.86 0.79 342.40 21.61 342.400 0.095 2,498.0 +0.60D+0.60W+0.60H at 9.25 to 9.92 0.508 0.86 1.05 342.40 20.73 26.892 0.398 597.2 +0.60D+0.70E+0.60H at 11.24 to 11.90 0.439 0.86 0.01 342.40 20.58 342.400 0.001 189986.6 D Only at 11.24 to 11.90 0.731 0.86 0.02 342.40 21.23 342.400 0.002 113671.7 Lr Only at 11.24 to 11.90 0.075 0.86 0.01 342.40 19.75 342.400 0.002 134216.8 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.60W at 9.25 to 9.92 0.000 0.86 1.02 342.40 19.58 26.353 0.364 654.1 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 0.00 1.383 +D+Lr+H 0.0 0.00 1.458 +D+0.750Lr+0.750L+H 0.0 0.00 1 A39 +D+0.60W+H 0.2 0.34 1.383 +D+0.750Lr4.750L+0.450W+H 0.2 0.25 1.439 Project Title: Engineer: Project ID: Project Descr: Page 116 of 246 Mason Slender Wall PM-Project120009-Zephyr CommonsOut parcel#71Calculations\ENERCALC120009Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . r. Douglas .•. Description : �6" UMU wall Zone 5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 4.60W at 8.95 to 9.59 0.000 0.89 1.03 353.60 24.66 34.380 0.259 886.6 0.000 0.00 0.00 0.00 0.00 0.000 0,000 0.0 Project Title: Engineer: Project ID: Project Descr: Page 117 of 246 Mason Slender Wall P:\1-Project\20009-ZephyrCommonsOutparcel#TCalculations\ENERCALCi20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . r. Douglas Wood Associates, Inc. Description : 1 8" CMU wall Zone 5 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 0.01 1.983 +D+L+H 0.0 0.01 1.983 +D+Lr+H 0.0 0.02 2.513 +D+S+H 0.0 0.01 1.983 +D+0.750Lr+0.750L+H 0.0 0.02 - 2.380 +D+0.750L+0.750S+H 0.0 - 0.01 1.983 +D+0.60W+H 0.2 0.35 1.983 - +D+0.70E+H 0.0 - 0.01 1.983 +D+0.750Lr+0.750L+0.450W+H 0.2 0.25 2.380 +D+0.750L+0.750S+0.450W+H 0.2 0.26 1.983 +D+0.750L+0.750S+0.5250E+H 0.0 0.01 1.983 +0.60D+0.60W+0.60H 0.2 0.35 - 1.190 . +0.60D+0.70E+0.60H 0.0 0.01 1.190 - D Only 0.0 0.01 1.983 Lr Only 0.0 0.01 - 0.530 L Only 0.0 0.00 - 0.000 S Only 0.0 0.00 0.000 W Only 0.4 0.60 0.000 E Only 0.0 0.00 0.000 H Only 0.0 0.00 - 0.000 Project Title: Page 112 of 246 Engineer: Project ID: Project Descr: Mason Slender Wall r: mjecnzuuy-cepnyruommonswtparceirrncaicmacwns\trvtKUALU¢uuvacepnyruommonsv.ecb . Masonry Software copyright ENERCALC, INC. 1983.2018, Build:10.18.11.30 . Description: 2 wall Zone 4 NS +0.60D+0.60W+0.60H 0.2 0.34 k 0.830 D Only 0.0 0.00 k 1.383 Lr Only 0,0 0.00 k 0.075 L Only 0.0 0.00 k 0.000 Project Title: Engineer: Project ID: Project Descr: Page 113 of 246 Mason Slender Wall P:11-Project�20009-ZephyrCommonsOutparcel#71Calculations\ENERCALC120009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : S 8" CMU wall Zone 4 NS Reactions - Vertical & Horizontal Load Combination W Only H Only Base Horizontal 0.4 0.0 - Top Horizontal Vertical @ Wall Base 0.57 0.000 0.00 0.000 Project Title: Engineer: Project ID: Project Descr: Page 114 of 246 Mason Slender Wall P:\t-Project\20009•ZephyrCommonsOutparcelVCalculations\ENERCALC\20009ZephyrCommons#7.ec6 . Masonry Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : j 8" CMU wall Zone 5 Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.90 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 115 psi Rebar "d" distance Em = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1532 Bar Size ## Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 61.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 19.17 ft 6 Parapet height = 3.17 ft B Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads ... apple d per foot of Strip Widtbl Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 40.7 psf D Lr Distributed Lateral Load Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane DefI Ratio = 0.0 3.8125 in Minimum Vertical Steel % = 0.0020 5 24 in of Attachment.: i DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.620 0.530 k/ft k/ft Seismic Loads: Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf iApphed to full "STRIP Width"i L E W Endpoints from Base top bottom 0.02 k/ft 22.33 19.17 ft Project Title: Engineer: Project ID: Project Descr: Page 115 of 246 Mason Slender Wall PA1-Project120009-ZephyrCommonsOutparcel#71CalculationslENERCALC120009Zephyr Commons #7.ec6 . Software copydght ENERCALC, INC. 1983-2018, Build:10.18.11.30 . ■ Description : I 8" CMU wall Zone 5 DESIGN SUMMARY Governing Load Combination. . . PASS Moment Capacity Check + 1.20 D+O.50 L r+0.50 L+W+ 1.60 H PASS Service Deflection Check +D+0.60W+H PASS Axial Load Check +1.20 D+0.5OLr+0.50L+W+1.60H PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t +1.40D+1.60H at 18.53 to 19.17 1.193 +1.20D+0.50Lr+1.60L+1.60H at 18.53 to 19. 1.288 +1.20D+1.60L+0.50S+1.60H at 18.53 to 19.1 1.023 +1.20D+1.60Lr+0.50L+1.60H at 18.53 to 19. 1.871 +1.20D+1.60Lr+0.50W+1.60H at 10.22 to 10. 2.479 +1.20D+0.50L+1.60S+1.60H at 18.53 to 19.1 1.023 +1.20D+1.60S+0.50W+1.60H at 9.59 to 10.22 1.678 +1.20D+0.50Lr+0.50L+W+1.60H at 8.95 to 9. 1.989 +1.20D+0.50L+0.50S+W+1.60H at 8.95 to 9.5 1.724 +1.20D+0.50L+0.20S+E+1.60H at 18.53 to 19 1.023 +0.90D+W+0.90H at 8.95 to 9.59 1.293 +0.90D+E+0.90H at 18.53 to 19.17 0.767 Design Maximum Combinations - Deflections Axial Load Load Combination Pu 23.712 23.712 23.712 23.712 23.712 23.712 23.712 23.712 23.712 23.712 23.712 23.712 Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.7879 Max Mu 2.161 k-ft Phi * Mn 2.743 k-ft Actual Defl. Ratio U 485 Allowable Defl. Ratio 360.0 Max. Deflection 0.4747 in Max Pu / Ag 31.882 psi Max. Allow. Defl. 0.6390 in Location 9.266 ft 0.2 * f m 380.0 psi Actual As/bd 0.003388 Max Allow As/bd 0.1532 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 598.20 k Base Horizontal W Only 374.234 k Vertical Reaction +D+Lr+H 2.513 k Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal 0.89 0.28 0.90 2.56 0.155 0.0034 0.1530 0.89 0.32 0.90 2.58 0.155 0.0034 0.1530 0.89 0.24 0.90 2.52 0.155 0.0034 0.1531 0.89 0.51 0.90 2.73 0.155 0.0034 0.1528 0.89 1.22 0.90 2.87 0.155 0.0034 0.1526 0.89 0.24 0.90 2.52 0.155 0.0034 0.1531 0.89 1.00 0.90 2.68 0.155 0.0034 0.1529 0.89 2.17 0.90 2.75 0.155 0.0034 0.1527 0.89 2.07 0.90 2.69 0.155 0.0034 0.1528 0.89 0.24 0.90 2.52 0.155 0.0034 0.1531 0.89 1.97 0.90 2.58 0.155 0.0034 0.1530 0.89 0.18 0.90 2.45 0.155 0.0034 0.1532 Results reported for "Strip Width" = 12 in. Moment Values Stiffness Deflections Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio +D+H at 10.86 to 11.50 1.320 0.89 0.12 353.60 27.36 353.600 0.013 17,158.0 +D+L+H at 10.86 to 11.50 1.320 0.89 0.12 353.60 27.36 353.600 0.013 17,158.0 +D+Lr+H at 10.86 to 11.50 1.850 0.89 0.22 353.60 28.41 353.600 0.025 9,207.2 +D+S+H at 10.86 to 11.50 1.320 0.89 0.12 353.60 27.36 353.600 0.013 17,158.0 +D+0,750Lr+0.750L+H at 10.86 to 11.50 1.718 0.89 0.19 353.60 28.15 353.600 0.022 10,418.4 +D+0.750L+0.750S+H at 10.86 to 11,50 1.320 0.89 0.12 353.60 27.36 353.600 0.013 17,158.0 +D+0.60W+H at 9.59 to 10.22 1.398 0.89 1.18 353.60 27.52 32.441 0.475 484.6 +D+0.70E+H at 10.86 to 11.50 1.320 0.89 0.12 353.60 27.36 353.600 0.013 17,158.0 +D+0.750Lr+0.750L+0.450W+H at 9.59 to 10. 1.796 0.89 0.96 353.60 28.31 48.322 0.159 1,442.3 +D+0.750L+0.750S+0.450W+H at 9.59 to 10.2 1.398 0.89 0.88 353.60 27.52 353.600 0.097 2,371.3 +D+0.750L+0.750S+0.5250E+H at 10.86 to 11 1.320 0.89 0.12 353.60 27.36 353.600 0.013 17,158.0 +0.60D+0.60W+0.60H at 8.95 to 9.59 0.862 0.89 1.11 353.60 26.44 32.853 0.379 607.1 +0.60D+0.70E+0.60H at 10.86 to 11,50 0.792 0.89 0.07 353.60 26.30 353.600 0.008 28,729.3 D Only at 10.86 to 11.50 1.320 0.89 0.12 353.60 27.36 353.600 0.013 17,158.0 Lr Only at 10.86 to 11.50 0.530 0.89 0.10 353.60 25.76 353.600 0.011 20,210.5 Project Title: Engineer: Project ID: Project Descr: SI d II P:11-Project\20009-Zephyr MW asonry en er a r. Description : 1 12" CMU wall Zone 5 Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.90 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 112.0 psi Rebar "d" distance Em = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1321 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 86.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions Clear Height = 20.50 ft B c Parapet height = 3.0 ft Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads ... (,applied per foot of Srrip uotjtr;; Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 39.30 psf Outparcel #T Software Page 118 of 246 Ct20009 Zephyr Commons #7.ec6 . INC. 1983-2018, Build:10.18.11.30 . Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 12 in Temp Diff across thickness = 40.0 deg F 11.625 in Min Allow Out -of -plane Defl Ratio = 0.0 5.8125 in Minimum Vertical Steel % = 0.0020 5 40 in DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.088 0.075 kilt k/ft Seismic Loads: Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf Project Title: Engineer: Project ID: Project Descr: Page 119 of 246 PA-Project120009-Zephyr Commons Out Mason Slender Wall parcel #TCalculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : ' 12" CMU wall Zone 5 DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check +0.90D+W+0.90H PASS Service Deflection Check +D+0.60W+H PASS Axial Load Check +1.20 D+0.50 Lr+0.50L+W+1.60 H PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2`fm`b't Mcr +1.40D+1.60H at 19.82 to 20.50 0.567 30.552 1.55 +1.20D+0.50Lr+1.60L+1.60H at 19.82 to 20. 0.523 30.552 1.55 +1.20D+1.60Lr+0.50L+1.60H at 19.82 to 20. 0.606 30.552 1.55 +1.20D+1.60Lr+0.50W+1.60H at 9.57 to 10.2 1.664 30.552 1.55 +1.20D+0.50Lr+0.50L+W+1.60H at 9.57 to 10 1.581 30.552 1.55 +0.90D+W+0.90H at 9.57 to 10.25 1.158 30.552 1.55 Design Maximum CombinationsDeflections Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.7770 Max Mu 2.019 k-ft Phi' Mn 2.598 k-ft Actual Defl. Ratio U 4,482 Allowable Defl. Ratio 360.0 Max. Deflection 0.05489 in Max Pu / Ag 19.664 psi Max. Allow. Defl. 0.6833 in Location 9.908ft 0.2'fm 380.0 psi Actual As/bd 0.001333 Max Allow As/bd 0.1321 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 529.35 k Base Horizontal W Only 394.198 k Vertical Reaction +D+Lr+H 2.184 k Results reported for "Strip Width" = 12 in. Moment Values 0.6 " Mu Phi Phi Mn As As Ratio rho bal 0.04 0.90 2.38 0.093 0.0013 0.1320 0.05 0.90 2.36 0.093 0.0013 0.1320 0.07 0.90 2.39 0.093 0,0013 0.1320 1.03 0.90 2.83 0.093 0.0013 0.1318 2.05 0.90 2.79 0.093 0.0013 0.1318 2.03 0.90 2.62 0.093 0.0013 0.1319 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio +D+H at 11.62 to 12.30 1.110 1.55 0.02 963.20 47.14 963.200 0.001 310240.8 +D+Lr+H at 11.62 to 12.30 1.185 1.55 0.03 963.20 47.59 963.200 0.001 167445.9 +D+0.750Lr+0.750L+H at 11.62 to 12.30 1.166 1.55 0.03 963.20 47.48 963.200 0.001 189224.0 +D+0.60W+H at 9,57 to 10,25 1.286 1.55 1.20 963.20 48.20 963.200 0.055 4,481.7 +D+0.750Lr+0.750L+0.450W+H at 9.57 to 10. 1.343 1.55 0.92 963.20 48.53 963.200 0.042 5,877.3 +0.60D+0.60W+0.60H at 9.57 to 10.25 0.772 1.55 1.20 963.20 45.10 963.200 0.054 4,515.1 D Only at 11.62 to 12.30 1.110 1.55 0.02 963.20 47.14 963.200 0.001 310240.8 Lr Only at 11.62 to 12.30 0.075 1.55 0.01 963.20 40.82 963.200 0.001 365386.7 +0.60W at 9.57 to 10.25 0.000 1.55 1.18 963.20 40.35 963.200 0.054 4,565.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 0.00 2.109 +D+Lr+H 0.0 0.00 2.184 +D+0.750Lr+0.750L+H 0.0 0.00 2.165 +D+0.60W+H 0.2 0.32 2.109 +D+0.750LrA.750L+0.450W+H 0.2 0.24 2.165 +0.60D+0.60W+0.60H 0.2 0.32 1.265 D Only 0.0 0.00 2.109 Lr Only 0.0 0.00 0.075 Project Title: Engineer: Project ID: Project Descr: Page 120 of 246 Masonry Slender Wall P:\1-Project\20009-Zephyr CommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6 . y Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : 12" CMU wall Zone 5 W Only 0.4 0.53 0.000 H Only 0.0 0.00 0.000 Project Title: Engineer: Project ID: Project Descr: Page 121 of 246 Concrete Slender Wall PM-Project120009-Zephyr Commons Outparcel#TCalculationslENERCALCiZW09Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build: 10.18.11.30 . i. Douglas •.• Associates, Inc. Description : 8" Conc wall Zone 4 EW CONC. WALL Code References _ OUT OF PLANE DESIGNS Calculations per ACI 318-14 Sec 11.8, IBC 2015, CBC 2016, ASCE 7-10 FOR C&C WIND Load Combinations Used : ASCE 7-10 General Information fc : Concrete 28 day strength = 4 ksi Wall Thickness 8 in Temp Diff across thickness = deg F Fy : Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out -of -Plane Defl Ratio = L/ 0.0 Ec : Concrete Elastic Modulus = 3,605.0 ksi Rebar "T distance 5.50 in Lt Wt Conc Factor = 1.0 Lower Level Rebar ... Min allow As/bd = 0.0020 Fr: Rupture Modulus = 316.228 psi Bar Size # 5 Using Stiff. Reduction Factor per ACI R.10.12.3 Max Allow As/bd = 0.01806 Bar Spacing 12 in Max Pu/Ag = fc ` = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in One -Story Wall Dimensions A Clear Height = 18.830 ft et height = 3.50 ft E Parapet P 9 E ,.. Wall Support Condition Top & Bottom Pinned Pootchre,,t i � I I floor MW,h 2n; Vertical Loads Vertical Uniform Loads ... ( Applied per foot of Strip width) DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind Ledger Load Eccentricity 3.813 in 0.620 0.530 0.0 0.0 0.0 k/ft Concentric Load 0.0 0.0 0.0 0.0 0.0 k/ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 37.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 0.0 psf Fp 1.0 = 0.0 psf (Applied io hiP "S? RiP 0/jdth °! Endpoints from Base D Lr L E W top bottom Distributed Lateral Load 0.0 0.0 0.0 0.0 0.030 k/ft 22.330 18.830 ft Project Title: Engineer: Project ID: Project Descr: Page 122 of 246 Concrete Slender Wall i. PM-Project\20009-Zephyr CommonsOut parcel#7\Calculations\ENERCALCt20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.11.30 . Douglas Wood Associates, Inc. Description : 1 8" Conc wall Zone 4 EW DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.1632 +1.20D+0.50Lr+0.50L+W+1.60H Max Mu 1.707 k-ft Phi ` Mn 10.461 k-ft PASS Service Deflection Check Actual Defl. Ratio U 790 Allowable Defl. Ratio 360.0 +D+0.60W+H Max. Deflection 0.2860 in PASS Axial Load Check Max Pu / Ag 26.762 psi Max. Allow. Defl. 0.6277 in +1.20D+0.50Lr+0.50L+W+1.60H Location 9.101 ft 0.06'fc 240.0 psi PASS Reinforcing Limit Check Actual As/bd 0.004697 Max Allow As/bd 0.01806 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.6011 k Base Horizontal W Only 0.3301 k Vertical Reaction +D+Lr+H 3.294 k Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 " Load Combination Pu 0.06'fc'b"t Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D+1.60H at 18.20 to 18.83 0.000 23.040 3.37 0.28 0.90 9.89 0.310 0.0047 0.0181 +1.20D+0.50Lr+1.60L+1.60H at 18.20 to 18. 0.000 23.040 3.37 0.32 0.90 9.89 0,310 0.0047 0.0181 +1.20D+1.60Lr+0.50L+1.60H at 18.20 to 18. 0.000 23.040 3.37 0.51 0.90 9.89 0.310 0.0047 0.0181 +1.20D+1.60Lr+0.50W+1.60H at 10.04 to 10. 3.008 23.040 3.37 1.06 0.90 10.58 0.310 0.0047 0.0181 +1.20D+0.50Lr+0.50L+W+1.60H at 8.79 to 9. 2.569 23.040 3.37 1.71 0.90 10.48 0.310 0.0047 0.0181 +0.90D+W+0.90H at 8.79 to 9.42 1.728 23.040 3.37 1.61 0.90 10.29 0.310 0.0047 0.0181 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio +D+H at 10.67 to 11.30 1.739 3.37 0.12 512.00 62.85 62.848 0.036 6,354.3 +D+Lr+H at 10.67 to 11.30 2.269 3.37 0.23 512.00 63.75 63.755 0.066 3,435.1 +D+0.750Lr+0.750L+H at 10.67 to 11.30 2.137 3.37 0.20 512.00 63.52 63.522 0.058 3,879.9 +D+0.60W+H at 9.42 to 10.04 1.860 3.37 1.02 512.00 63.04 63.043 0.286 790.2 +D+0.750Lr+0.750L+0.450W+H at 9.42 to 10. 2.257 3.37 0.87 512.00 63.74 63.740 0.245 921.4 +0.60D+0.60W+0.60H at 8.79 to 9.42 1.152 3.37 0.96 512.00 61.82 61.823 0.273 826.7 D Only at 10.67 to 11.30 1.739 3.37 0.12 512.00 62.85 62.848 0.036 6,354.3 Lr Only at 10.67 to 11.30 0.530 3.37 0.10 512.00 60.73 60.732 0,031 7,392.0 +0.60W at 8.79 to 9.42 0.000 3.37 0.88 512.00 59.82 59.820 0.254 888.5 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 0.01 2.764 +D+Lr+H 0.0 0.02 3.294 +D+0.750Lr+0.750L+H 0.0 0.02 3.161 +D+0.60W+H 0.2 0.35 2.764 +D+0.750Lr+0.750L+0.450W+H 0.2 0.25 3.161 +0.60D+0.60W+0.60H 0.2 0.36 1.658 D Only 0.0 0.01 2.764 Lr Only 0.0 0.01 0.530 W Only 0.3 0.60 0.000 Project Title: Engineer: Project ID: Project Descr: Page 123 of 246 Mason Slender Wall R\1-Project\20009-ZephyrCommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6 . 111111 Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . o.r Douglas Wood Associates, Inc. Description : CMU @ 14'-10" EAST — -- -- CMU WALL Code References OUT OF PLANE DESIGN Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 AT OPENINGS / CANOPIES Load Combinations 11-4 - ncrG 7_10 General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.90 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 100.0 psi Rebar "d" distance Em = fm * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1411 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions =, Clear Height = 6.50 ft E Parapet height = 5.670 ft B Wall Support Condition Top & Bottom Pinned -I Vertical Loads Vertical Uniform Loads . Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 37.0 psf D Lr Distributed Lateral Load Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 3.8125 in Minimum Vertical Steel % = 0.0020 5 32 in DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.620 0.530 k/ft k/ft Seismic Loads: Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf (Applied to full "STRIP Width') L E W Endpoints from Base top bottom 0.0320 k/ft 12.170 6.50 ft Project Title: Engineer: Project ID: Project Descr: Page 124 of 246 Mason Slender Wall PM-Project\20009-Zephyr CommonsOutparcel#TCalculations\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I CMU @ 14'-10" EAST DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check +0.90D+W+0.90H PASS Service Deflection Check +0.60W PASS Axial Load Check +0.90D+W+0.90H PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t +1.40D+1.60H at 6.28 to 6.50 1,346 22.344 +1.20D+0.50Lr+1.60L+1.60H at 6.28 to 6,50 1,419 22.344 +1.20D+1.60Lr+0.50L+1.60H at 6.28 to 6.50 2.002 22.344 +1.20D+1.60Lr+0.50W+1.60H at 2.82 to 3.03 2.243 22.344 +1.20D+0.50Lr+0.50L+W+1.60H at 6.28 to 6. 1.419 22.344 +0.90D+W+0.90H at 6.28 to 6.50 0.865 22.344 Design Maximum Combinations - Deflections Axial Load Load Combination Pu +D+H at 3.68 to 3.90 +D+Lr+H at 3.68 to 3.90 +D+0.750Lr+0.750L+H at 3.68 to 3.90 +D+0.60W+H at 3.90 to 4.12 +D+0.750Lr+0.750L+0.450W+H at 4.77 to 4.9 +0.60D+0.60W+0.60H at 3.90 to 4.12 D Only at 3.68 to 3.90 Lr Only at 3.68 to 3.90 +0.60W at 3.90 to 4.12 Reactions - Vertical & Horizontal Load Combination +D+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +0.60D+0.60W+0.60H D Only Lr Only W Only Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.4794 Max Mu-0.9318 k-ft Phi * Mn 1.944 k-ft Actual Defl. Ratio L/ 20232 Allowable Defl. Ratio 360.0 Max. Deflection-0.003855 in Max Pu I Ag 14.718 psi Max. Allow. Defl. 0.2167 in Location 6.392 ft 0.2 * f m 380.0 psi Actual As/bd 0.002541 Max Allow As/bd 0.1411 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.6821 k Base Horizontal +D+Lr+H 0.05621 k Vertical Reaction +D+Lr+H 1.856 k Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal 0.75 0.28 0.90 2.07 0.116 0.0025 0.1409 0.75 0.32 0.90 2.09 0.116 0.0025 0.1409 0.75 0.51 0.90 2.23 0.116 0.0025 0.1406 0.75 0.07 0.90 2.30 0.116 0.0025 0.1406 0.75 0.79 0.90 2.09 0.116 0.0025 0.1409 035 0.93 0.90 1.94 0.116 0.0025 0.1411 Results reported for "Strip Width" = 12 in. Moment Values Mcr Mactual 1.112 0.75 0.12 1.642 0.75 0.21 1.510 0.75 0.19 1.100 0.75 0.18 1.447 0.75 0.07 0.660 0.75 0.23 1.112 0.75 0.12 0.530 0.75 0.10 0.000 0.75 0.30 Base Horizontal 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Stiffness Deflections I gross I cracked I effective Deflection Defl. Ratio 342.40 22.07 342.400 0.002 49,511.3 342.40 23.22 342.400 0.003 26,678.6 342.40 22.93 342.400 0.003 30,156.8 342.40 22.04 342.400 0.002 33,984.3 342.40 22.80 342.400 0.000 203200.3 342.40 21.07 342.400 0.003 26,715.8 342.40 22.07 342.400 0.002 49,511.3 342.40 20.78 342.400 0.001 57,953.4 342.40 19.58 342.400 0.004 20,232.1 Top Horizontal 0.03 0.06 0.05 0.38 0.26 0.39 0.03 0.03 0.68 Vertical @ Wall Base 1.326 1.856 1.723 1.326 1.723 0.796 1.326 0.530 0.000 Project Title: Engineer: Project ID: Project Descr: Page 125 of 246 P:\1-Project\20009-Zephyr CommonsOut Mason Slender Wall parcel#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6 . Masonry Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.11.30 . i r Description : i CMU @ 15 7" EAST Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry Pm = 1.90 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 115 psi Rebar "d" distance Ern = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1411 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 6.50 ft F.. Parapet height = 3.5 ft B Wall Support Condition Top & Bottom Pinned — Vertical Loads Vertical Uniform Loads ... 4 1plied pet foot of Strip Width) Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 3 7. 0 psf D Lr L Distributed Lateral Load Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 3.8125 in Minimum Vertical Steel % = 0.0020 5 32 in DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.620 0.530 k/ft k/ft Seismic Loads: Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp 1.0 = E W 0.0320 k/ft Direct entry of Lateral Wall Weight psf 0.0 psf jApplied to full ':STRIP Width') Endpoints from Base top bottom 10 6.5ft Project Title: Page 126 of 246 Engineer: Project ID: Project Descr: Mason Slender Wall P:it-Project�20009-Zephyr Commons Outparcel#TCalculationslENERCALM20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . ■ Description : I CMU @ 15'-7" EAST DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check + 1.20 D+ 1.60 L r+0.50 L+ 1.60 H PASS Service Deflection Check +D+Lr+H PASS Axial Load Check + 1.20 D+ 1.60 L r+0.50 L+ 1.60 H PASS Reinforcing Limit Check Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.2303 Max Mu 0,5059 k-ft Phi' Mn 2.196 k-ft Actual Defl. Ratio U 26682 Allowable Defl. Ratio 360.0 Max. Deflection 0.002923 in Max Pu / Ag 31.474 psi Max. Allow. Defl. 0.2167 in Location 6.392 ft 0.2 ' f m 380.0 psi Actual As/bd 0.002541 Max Allow As/bd 0.1411 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 426.769 k Base Horizontal +D+0.750Lr+0.750L+0.450W+H 74.587 k Vertical Reaction +D+Lr+H 1.730 k Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.2'fm'b`t Mcr Mu Phi Phi Mn As As Ratio rho bal +1.40D+1.60H at 6.28 to 6.50 1.170 22.344 0.86 0.28 0.90 2.02 0.116 0.0025 0.1409 +1.20D+0.50Lr+1.60L+1.60H at 6.28 to 6.50 1.268 22.344 0.86 0.32 0.90 2.05 0.116 0.0025 0.1409 +1.20D+1.60Lr+0.50L+1.60H at 6.28 to 6.50 1.851 22.344 0.86 0.51 0.90 2.20 0.116 0.0025 0,1407 +1.20D+1.60Lr+0.50W+1.60H at 5.63 to 5.85 1.896 22.344 0.86 0.30 0.90 2.21 0.116 0.0025 0.1407 +1.20D+0.50Lr+0.50L+W+1.60H at 2.82 to 3. 1.509 22.344 0.86 0.15 0.90 2.11 0,116 0.0025 0.1408 +0.90D+W+0.90H at 6.28 to 6.50 0.752 22.344 0.86 0.25 0.90 1.91 0.116 0.0025 0.1411 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio +D+H at 3.68 to 3.90 0.986 0.86 0.12 342.40 21.79 342.400 0.002 49,517.7 +D+Lr+H at 3.68 to 3.90 1.516 0.86 0.21 342.40 22.95 342.400 0.003 26,682.0 +D+0,750Lr+0.750L+H at 3.68 to 3.90 1.384 0.86 0.19 342.40 22.66 342.400 0,003 30,160.7 +D+0.60W+H at 3.03 to 3.25 1.024 0.86 0.09 342.40 21.88 342.400 0.001 71,849.1 +D+0,750Lr+0,750L+0.450W+H at 3.47 to 3.6 1.396 0.86 0.16 342.40 22.69 342.400 0.002 35,604.1 +0.60D+0.60W+0.60H at 2,38 to 2.60 0.637 0.86 0.06 342.40 21.02 342.400 0.001 154698.2 D Only at 3.68 to 3.90 0.986 0.86 0.12 342.40 21.79 342.400 0.002 49,517.7 Lr Only at 3.68 to 3.90 0.530 0.86 0.10 342.40 20.78 342.400 0.001 57,953.4 +0.60W at 4.55 to 4.77 0.000 0.86 0.09 342.40 19.58 342.400 0.001 121032.7 Reactions - Vertical & Horizontal Load Combination Base Horizontal +D+H 0.0 +D+Lr+H 0.1 +D+0.750Lr+0.750L+H 0.0 +D+0.60W+H 0.1 +D+0.750Lr+0.750L+0.450W+H 0.1 +0.60D+0.60W+0.60H 0.1 D Only 0.0 Lr Only 0.0 W Only 0.1 Top Horizontal Vertical @ Wall Base 0.03 1.200 0.06 1.730 0.05 1.598 0.23 1.200 0.14 1.598 0.24 0.720 0.03 1.200 0.03 0.530 0.43 0.000 Project Title: Engineer: Project ID: Project Descr: Page 127 of 246 Mason Slender Wall P:At-Projecti20009-Zephyr Commons Outparcel#71CalculationslENERCALC120009Zephyr Commons #7.ec6 . Ill Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . ■ 0.0 Description : CMU @ 14'-10" NORTH Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry Pm = 1.90 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 112.0 psi Rebar "d" distance Em = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1320 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 86.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 7 ft 6 Parapet height = 5.67 ft Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads ... r pi �!�ed o��r rent ,l r,p 110ui Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 37.0 psf D Lr Distributed Lateral Load Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 12 in Temp Diff across thickness = 40.0 deg F 11.625 in Min Allow Out -of -plane DefI Ratio = 0.0 5.8125 in Minimum Vertical Steel % = 0.0020 5 40 in DL : Dead Lr : Roof Live Lf : Floor Live S Snow W : Wind 0.088 0.075 k/t k/ft Seismic Loads: Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf (Applied to full "STRIP Width") L E W Endpoints from Base top bottom 0.0320 k/ft 12.670 7.0 ft Project Title: Engineer: Project ID: Project Descr: Page 128 of 246 Masonry Slender Wall P:\1-Project\20009- Zephyr Commons Outparcel#7\Calculations\ENERCALC00009Zephyr Commons#7.ec6 . Sottware copyright ENERCALC, INC.1983-2018. Build:10.18.11.30 . Description : I CMU @ 14'-10" NORTH DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4587 +0.90D+W+0.90H Max Mu -1.084 k-ft Phi ` Mn 2.363 k-ft PASS Service Deflection Check Actual Defl. Ratio U 56161 Allowable Defl. Ratio 360.0 +0.60W Max. Deflection -0.001496 in PASS Axial Load Check Max Pu / Ag 6.669 psi Max. Allow. Defl. 0.2333 in +0.90D+W+0.90H Location 6.883ft 0.2'fm 380.0 psi PASS Reinforcing Limit Check Actual As/bd 0.001333 Max Allow As/bd 0.1320 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 679.18 k Base Horizontal W Only 28.948 k Vertical Reaction +D+Lr+H 1.253 k Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm'b"t Mcr +1.40D+1.60H at 6.77 to 7.00 0.834 30.552 +1.20D+0.50Lr+1.60L+1.60H at 6.77 to 7.00 0.752 30.552 +1.20D+1.60Lr+0.50L+1.60H at 6.77 to 7.00 0.835 30.552 +1.20D+1.60Lr+0.50W+1.60H at 6.77 to 7,00 0.835 30.552 +1.20D+0.50Lr+0.50L+W+1.60H at 6.77 to 7. 0.752 30.552 +0.90D+W+0.90H at 6.77 to 7.00 0,536 30.552 Design Maximum Combinations - Deflections Axial Load Load Combination Pu +D+H at 3.97 to 4.20 +D+Lr+H at 3.97 to 4.20 +D+0.750Lr+0.750L+H at 3.97 to 4.20 +D+0.60W+H at 4.20 to 4,43 +D+0.750Lr+0.750L+0.450W+H at 4.20 to 4.4 +0.60D+0.60W+0.60H at 4.20 to 4.43 D Only at 3.97 to 4.20 Lr Only at 3.97 to 4.20 +0.60W at 4.20 to 4.43 Reactions - Vertical & Horizontal Load Combination +D+H +D+Lr+H +D+0.750Lr4.750L+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +0.60D+0.60W+0.60H D Only Lr Only 0.836 0.911 0.893 0.816 0.873 0.490 0.836 0.075 0.000 0.000 1.55 1.55 1.55 1.55 1.55 1.55 Mu 0.04 0.05 0.07 0.48 1.06 1.08 Moment Values Mcr Mactual 1.55 0.02 1.55 0.03 1.55 0.03 1.55 0.26 1.55 0.18 1.55 0.27 1.55 0.02 1.55 0.01 1.55 0.28 0.00 0.00 Results reported for "Strip Width" = 12 in. Moment Values 0.6 Phi Phi Mn As As Ratio rho bal 0.90 2.49 0.093 0.0013 0.1320 0.90 2.45 0.093 0.0013 0.1320 0.90 2.49 0.093 0.0013 0.1320 0.90 2.49 0.093 0.0013 0.1320 0.90 2.45 0.093 0.0013 0.1320 0.90 2.36 0.093 0.0013 0.1320 Results reported for "Strip Width" = 12 in. Stiffness Deflections I gross I cracked I effective Deflection Defl. Ratio 963.20 45.49 963.200 0,000 911914.7 963.20 45.95 963.200 0,000 492306.6 963.20 45.83 963.200 0.000 556302.3 963.20 45.37 963.200 0.001 59.798.3 963.20 45.71 963.200 0.001 86,399.1 963.20 43.38 963.200 0.001 58,288.1 963.20 45.49 963.200 0.000 911914.7 963.20 40.82 963.200 0.000 ####.# 963.20 40.35 963.200 0.001 56,161.2 0.00 0.00 0.000 0.000 0.0 Base Horizontal Top Horizontal Vertical @ Wall Base 0.0 0.00 1.178 0.0 0.01 1.253 0.0 0.01 1.234 0.0 0.40 1.178 0.0 0.30 1.234 0.0 0.41 - 0.707 0.0 0.00 1.178 0.0 - 0.00 0.075 Project Title: Page 129 of 246 Engineer: Project ID: Project Descr: P:11-Prgect120009-Zephyr Commons . Masonry Slender Wall Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : J CMU @ 14'-10" NORTH W Only 0.0 0.68 0.000 Project Title: Engineer: Project ID: Project Descr: Page 130 of 246 PM-Project\20009-Zephyr CommonsOut Mason Slender Wall parcel#71Calculation\ENERCALC\20009Zephyr Commons #7.eC6 . Masonry Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . r.r Description : I CMU @ 22'-2" EAST Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry Fm = 1.90 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 115.0 psi Rebar "T distance Em = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1410 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 6.170 ft ` E Parapet height = 7.170 ft B Wall Support Condition Top & Bottom Pinned I Vertical Loads Vertical Uniform Loads . ; ,ap,��;,���d pe: foot of Strip Width) Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 37.0 psf D Lr Distributed Lateral Load Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 3.8125 in Minimum Vertical Steel % = 0.0020 5 32 in DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.620 0.530 k/ft k/ft Seismic Loads: Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp 1.0 = L E W 0.0320 k/ft Direct entry of Lateral Wall Weight psf 0.0 psf (Applied to full "STRIP Width') Endpoints from Base top bottom 13.340 6.170ft Project Title: Engineer: Project ID: Project Descr: Page 131 of 246 Mason Slender Wall PA-Project)20009-ZephyrCommonsOutparcel#7\Calculations\ENERCALCt20009Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : I CMU @ 22'-2" EAST DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check +0.90D+W+0.90H PASS Service Deflection Check +0.60 W PASS Axial Load Check +0.90D+W+0.90H PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t +1.40D+1.60H at 5.96 to 6.17 1.467 22.344 +1.20D+0.50Lr+1.60L+1.60H at 5.96 to 6.17 1.522 22.344 +1.20D+1.60Lr+0.50L+1.60H at 5.96 to 6.17 2.105 22.344 +1.20D+1.60Lr+0.50W+1.60H at 5.96 to 6.17 2.105 22.344 +1.20D+0.50Lr+0.50L+W+1.60H at 5.96 to 6. 1.523 22.344 +0.90D+W+0.90H at 5.96 to 6.17 0.944 22.344 Design Maximum Combinations - Deflections Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.8128 Max Mu -1.596 k-ft Phi * Mn 1.964 k-ft Actual Defl. Ratio LI 9,733 Allowable Defl. Ratio 360.0 Max. Deflection-0.007607 in Max Pu I Ag 16.058 psi Max. Allow. Defl. 0.2057 in Location 6.067 ft 0.2 * f m 380.0 psi Actual Aslbd 0.002541 Max Allow Aslbd 0.1410 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.8963 k Base Horizontal W Only 0.1733 k Vertical Reaction +D+Lr+H 1.924 k Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal 0.86 0.28 0.90 2.10 0.116 0.0025 0.1408 0.86 0.32 0.90 2.11 0.116 0.0025 0.1408 0.86 0.51 0.90 2.26 0.116 0.0025 0.1406 0.86 0.38 0.90 2.26 0.116 0.0025 0.1406 0.86 1.45 0.90 2.11 0.116 0.0025 0.1408 0.86 1.60 0.90 1.96 0.116 0.0025 0.1410 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio +D+H at 3.50 to 3.70 1.191 0.86 0.12 342.40 22.24 342.400 0.001 52,161.6 +D+Lr+H at 3.50 to 3.70 1.721 0.86 0.21 342.40 23.39 342.400 0.003 28,108.1 +D+0.750Lr+0.750L+H at 3.50 to 3.70 1.588 0.86 0.19 342.40 23.10 342.400 0.002 31,772.3 +D+0.60W+H at 3.50 to 3.70 1.191 0.86 0.40 342.40 22.24 342.400 0.005 14,640.2 +D+0.750Lr+0.750L+0.450W+H at 3.70 to 3.9 1.577 0.86 0.22 342.40 23.08 342.400 0.003 29,260.6 +0.60D+0.60W+0.60H at 3.50 to 3.70 0.715 0.86 0.45 342.40 21.19 342.400 0.006 12,921.1 D Only at 3.50 to 3.70 1.191 0.86 0.12 342.40 22.24 342.400 0.001 52,161.6 Lr Only at 3.50 to 3.70 0,530 0.86 0.10 342.40 20.78 342.400 0.001 61,056.3 +0.60W at 3.70 to 3.91 0.000 0.86 0.56 342.40 19.58 342,400 0.008 9,732.7 Reactions - Vertical & Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 0.03 1.394 +D+Lr+H 0.1 0.06 1.924 +D+0.750Lr+0.750L+H 0.1 0.05 1.791 +D+0.60W+H 0.1 0.51 1.394 +D+0.750Lr+0.750L+0.450W+H 0.0 0.35 1.791 +0.60D+0.60W+0.60H 0.1 0.52 0.836 D Only 0.0 0.03 1.394 Lr Only 0.0 0.03 0.530 W Only 0.2 0.90 0.000 Project Title: Engineer: Project ID: Project Descr: Page 132 of 246 Mason Slender Wall R\1-Project\20009-Zephyr CommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . =W Douglas Wood Associates, Inc Description : CMU @ 9'-6" WEST Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry F'm = 1.90 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 Fr - Rupture = 115.0 psi Rebar "d" distance 3.8125 in Em = fm * = 900.0 Lower Level Rebar ... Minimum Vertical Steel % = 0.0020 Max % of p bal. = 0.1410 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 10 ft B Parapet height = 7.170 ft B Wall Support Condition Top & Bottom Pinned A Vertical Loads Vertical Uniform Loads ... ; A r,,Iw o,,i foor of sn i'dd,i Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 37.0 psf D Lr L Distributed Lateral Load DL : Dead Lr : Roof Live Lf : Floor Live S : Snow 0.620 0.530 Seismic Loads: Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp 1.0 = E W 0.0320 k/ft W : Wind k/ft k/ft Direct entry of Lateral Wall Weight psf 0.0 psf (Applied to fall "STRIP Width') Endpoints from Base top bottom 11340 6.170ft Project Title: Engineer: Project ID: Project Descr: Page 133 of 246 Masonry Slender Wall P.t1-Project120009-Zephyr Commons Outparcel#TCalculationslENERCALC120009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983.2018, Build:10.18.11.30 . Description : I CMU @ 9'-6" WEST DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check +O.9OD+W+O.9OH PASS Service Deflection Check +D+Lr+H PASS Axial Load Check +O.9OD+W+O.9OH PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t +1.40D+1.60H at 9.67 to 10.00 1.477 22.344 +1.20D+0.50Lr+1.60L+1.60H at 9.67 to 10.0 1.531 22.344 +1.20D+1.60Lr+0.50L+1.60H at 9.67 to 10.0 2.114 22.344 +1.20D+1.60Lr+0.50W+1.60H at 5.00 to 5.33 2.439 22.344 +1.20D+0.50Lr+0.50L+W+1.60H at 9.67 to 10 1.531 22.344 +0.90D+W+0.90H at 9.67 to 10.00 0.950 22.344 Design Maximum Combinations - Deflections Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.4845 Max Mu -0.9523 k-ft Phi * Mn 1.965 k-ft Actual Defl. Ratio LI 17293 Allowable Defl. Ratio 360.0 Max. Deflection 0.006939 in Max Pu / Ag 16.153 psi Max. Allow. Defl. 0.3333 in Location 9.833 ft 0.2 * fm 380.0 psi Actual As/bd 0.002541 Max Allow As/bd 0.1410 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 762.46 k Base Horizontal W Only 91.607 k Vertical Reaction +D+Lr+H 2.146 k Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal 0.86 0.28 0.90 2.10 0.116 0.0025 0.1408 0.86 0.32 0.90 2.11 0.116 0.0025 0.1408 0.86 0.51 0.90 2.26 0.116 0.0025 0.1406 0.86 0.25 0.90 2.35 0.116 0.0025 0.1405 0.86 0.81 0.90 2.11 0.116 0.0025 0.1408 0.86 0.95 0.90 1.97 0.116 0.0025 0.1410 Results reported for "Strip Width" = 12 in. Axial Load Moment Values Load Combination Pu Mcr Mactual +D+H at 5.67 to 6.00 1.287 0.86 0.12 +D+Lr+H at 5.67 to 6.00 1.817 0.86 0.21 +D+0.750Lr+0.750L+H at 5.67 to 6.00 1.685 0.86 0.19 +D+0.60W+H at 3.33 to 3.67 1.423 0.86 0.13 +D+0.750Lr+0.750L+0.450W+H at 4.67 to 5.0 1.743 0.86 0.16 +0.60D+0.60W+0.60H at 8.00 to 8.33 0.691 0.86 0.22 D Only at 5.67 to 6.00 1,287 0.86 0.12 Lr Only at 5.67 to 6.00 0.530 0.86 0.10 +0.60W at 7.33 to 7.67 0,000 0.86 0.22 Reactions - Vertical & Horizontal Load Combination +D+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +0.60D+0.60W+0.60H D Only Lr Only W Only Base Horizontal 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.1 Stiffness Deflections I gross I cracked I effective Deflection Defl. Ratio 342.40 22.45 342.400 0.004 32,118.1 342.40 23.59 342.400 0.007 17,293.4 342.40 23.31 342.400 0,006 19,551.7 342.40 22.74 342.400 0.002 59,548.6 342.40 23.43 342.400 0,005 26,600.2 342.40 21.14 342.400 0.001 81,381.3 342.40 22.45 342.400 0.004 32,118.1 342.40 20.78 342A00 0.003 37,641.5 342.40 19.58 342.400 0.003 37,323.4 Top Horizontal 0.02 0.04 0.03 0.44 0.31 0.45 0.02 0.02 0.76 Vertical @ Wall Base 1.616 2.146 2.013 1.616 2.013 0.970 1.616 0.530 0.000 Project Title: Engineer: Project ID: Project Descr: Page 134 of 246 Masonry Slender Wall P:\1-Project\20009-Zephyr Commons Outparcel #7\Calculations\ENERCALC\20009 Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC.1983.2018, Build:10.18.11.30 . Description : CMU @ 64' SOUTH Code References Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.90 ksi Nom, Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 115.0 psi Rebar "d" distance Em = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.1413 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 7.67 ft 5 Parapet height = 2.83 ft 5 Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Uniform Loads �!n Grp ;run. Ledger Load Eccentricity 3.813 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 37.0 psf D Lr L Distributed Lateral Load Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Defl Ratio = 0.0 3.8125 in Minimum Vertical Steel % = 0.0020 5 32 in 4 Foot Attachment DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.0880 0.0750 k/ft k/ft Seismic Loads: Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load psf Fp 1.0 = 0.0 psf IApphed to frill ' STRIP Width' 1 E W Endpoints from Base top bottom 0.0380 k/ft 10.5 7.67 ft Project Title: Engineer: Project ID: Project Descr: Page 135 of 246 Masonry Slender Wall P:11-Projectt20009-Zephyr Commons Outparcel#71CalculationslENERCALC20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : j CMU @ 6-0" SOUTH DESIGN SUMMARY Governing Load Combination ... PASS Moment Capacity Check +0.90D+W+0.90H PASS Service Deflection Check +D+0.60W+H PASS Axial Load Check +0.90D+W+0.90H PASS Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Load Combination Pu 0.2*fm*b*t +1.40D+1.60H at 7.41 to 7.67 0.374 22.344 +1.20D+0.50Lr+1.60L+1.60H at 7.41 to 7.67 0.358 22.344 +1.20D+1.60Lr+0.50L+1.60H at 7.41 to 7.67 0.440 22.344 +1.20D+1.60Lr+0.50W+1.60H at 3.07 to 3.32 0.743 22.344 +1.20D+0.50Lr+0.50L+W+1.60H at 7.41 to 7. 0.358 22.344 +0.90D+W+0,90H at 7.41 to 7.67 0.240 22.344 Design Maximum Combinations - Deflections Axial Load Load Combination Pu +D+H at 4.35 to 4.60 0.445 +D+Lr+H at 4.35 to 4,60 0.520 +D+0.750Lr+0.750L+H at 4.35 to 4.60 0.501 +D+0.60W+H at 3.07 to 3.32 0.519 +D+0.70E+H at 4.35 to 4.60 0.445 +D+0.750Lr+0.750L+0.450W+H at 3.32 to 3.5 0.560 +0.60D+0.60W+0.60H at 3.07 to 3.32 0.311 +0.60D+0.70E+0.60H at 4.35 to 4.60 0.267 D Only at 4.35 to 4.60 0.445 Lr Only at 4.35 to 4.60 0.075 +0.60W at 3.07 to 3.32 0.000 Reactions - Vertical & Horizontal Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values ... Maximum Bending Stress Ratio = 0.1545 Max Mu -0.2752 k-ft Phi * Mn 1.781 k-ft Actual Defl. Ratio U 68812 Allowable Defl. Ratio 360.0 Max. Deflection 0.001338 in Max Pu / Ag 4.086 psi Max. Allow. Defl. 0.2557 in Location 7.542 ft 0.2 * f m 380.0 psi Actual As/bd 0.002541 Max Allow As/bd 0.1413 Maximum Reactions ... for Load Combination.... Top Horizontal W Only 393.302 k Base Horizontal W Only 102.738 k Vertical Reaction +D+Lr+H 0.7720 k Results reported for "Strip Width" = 12 in. Moment Values 0.6 * Mcr Mu Phi Phi Mn As As Ratio rho bal 0.86 0.04 0.90 1.82 0.116 0.0025 0.1412 0.86 0.05 0.90 1.81 0.116 0.0025 0.1412 0.86 0.07 0.90 1.83 0.116 0.0025 0.1412 0.86 0.10 0.90 1.91 0.116 0.0025 0.1411 0.86 0.25 0.90 1.81 0.116 0.0025 0.1412 0.86 0.28 0.90 1.78 0.116 0.0025 0.1413 Results reported for "Strip Width" = 12 in. Moment Values Stiffness Deflections Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio 0.86 0.02 342.40 20.59 342.400 0.000 295767.7 0.86 0.03 342.40 20.76 342.400 0.001 159661.1 0.86 0.03 342.40 20.72 342.400 0.001 180419.2 0.86 0.10 342.40 20.76 342.400 0.001 68,812.3 0.86 0.02 342.40 20.59 342.400 0.000 295767.7 0.86 0.08 342.40 20.85 342.400 0.001 73,028.8 0.86 0.09 342.40 20.29 342.400 0.001 75,085.6 0.86 0.01 342.40 20.19 342.400 0.000 493071.2 0.86 0.02 342.40 20.59 342.400 0.000 295767.7 0.86 0.01 342.40 19.75 342.400 0.000 347216.9 0.86 0.08 342.40 19.58 342.400 0.001 86,970.2 Load Combination Base Horizontal +D+H 0.0 +D+Lr+H 0.0 +D+0.750Lr+0.750L+H 0.0 +D+0.60W+H 0.1 +D+0.750Lr+0.750L+0.450W+H 0.1 +0.60D+0.60W+0.60H 0.1 D Only 0.0 Top Horizontal Vertical @ Wall Base 0.00 0.697 0.01 0.772 0.01 0.753 0.23 0.697 0.17 0.753 0.23 0.418 0.00 0.697 Project Title: Page 136 of 246 Engineer: Project ID: Project Descr: Mason Slender Wall P:\1-Project120009-ZephyrCommonsOutparcel#71Calculation\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, 8uild:10.18.11.30 . 0.Vt'7'!! Licensee: Douglas Wood Associates, Inc. Description : CMU @ 6'-0" SOUTH Lr Only 0.0 k 0.00 0.075 . W Only 0.1 1 0.39 0.000 Page 137 of 246 CANOPY DESIGN LOADS Company Jos nTLE Zephyr Commons Page 138 of 246 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures Building (L) = 100.0 ft Building (B) = 66.5 ft CANOPY 1 Directionality (Kd) = 0.85 CANOPY 3 14'-10" X 3'-0" Equipment length parallel to L = 5.2 ft Equipment length parallel to B = 1.0 ft Height of equipment = 4.8 ft Base pressure (qh) = 36.2 psf 48-8 Vertical wind reD ssure Wind normal to building B Wind no I to building L Ar = 5.2 sf Af = 4.8 sf Af = 25.0 sf GCr = 1.500 GCr = 1.90 GCr = 1.90 F = ghGCr Ar = 64.4 Ar (psf) ghGCr Af = 68.8 Af (psf) F = ghGCr Af = 68.8 Af (psf) Fv = 0.3 kips = 0.3 kips Fh = 1.7 kips Rooftop Structures & Equipment #2 Equipment length parallel to L = 1.0 ft Equipment length parallel t = 19.7 ft Height of ent = 6.9 ft Base pressur h) = 36.2 psf 4" Vertical wind ressur Wind normal to building B Win ormal to buildin L Ar 19.7 sf Af = 135.3 sf Af = 6.9 sf :-= G 1.500 GCr = 1.89 GCr = 1.90 F = qh r Ar = 54.4 Ar (psf) F = ghGCr Af = 68.5 Af (psf) F = ghGCr Af = 6 . Af (psf) Fv = 1.1 kips Fh = 9.3 kips Fh = 0.5 kips Attached Canopies on Buildings with h <_ 60 ft (ASCE 7-16 procedure) Mean roof eave height (he) = 17.8 ft hc/he = 0.62 Base pressure (qh) = 36.2 psf Mean Canopy roof height (hc) = 11.0 ft Are, Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pressure Combined Upper & Lower Surfaces (net): Negative pressure Positive pressure C&C Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf -40.9 -39.3 -34.3 -26.1 -29.0 -28.4 -26.6 -23.6 29.0 28.2 25.8 21.7 -31.7 30.8 28.2 -23.9 31.7 30.7 27.8 22.8 User input 44 sf -35.3 -26.9 26.2 -26.1 28.4 Company Address City, State Phone JOB TITLE LE JOB NO. _ CALCULATED BY IG CHECKED BY Wind Loads - Rooftop Structures & Canopies Building (L) = 100.0 ft Building (B) = 66.5 ft Directionality (Kd) = 0.85 Commons Page 139 of 246 SHEET NO.__ DATE 12/30/19 DATE Ultimate Wind Pressures CANOPY 2 15' -7" X 4' -0" Equipment length parallel to L = 5.2 ft Equipment length parallel to B = 1.0 ft Height of equipment = 4.8 ft Base pressure (qh) = 36.2 psf 38-9 Vertical wind pressure Wind normal to building B Ar = 5.2 sf Af = 4.8 sf GCr = 1.500 GCr = 1.90 F = ghGCr Ar = 54.4 Ar (psf) ghGCr Af = 68.8 Af (psf) Fv = 0.3 kips = 0.3 kips Rooftop Structures & Equipment #2 Equipment length parallel to L = 1.0 ft Equipment length parallel t = 19.7 ft Height of . ent = 6.9 ft Base pre 49-9 Vertical wind ressur Wind normal to building B Ar = 19.7 sf Af = 135.3 sf G 1.500 GCr = 1.89 F = qh r Ar = 54.4 Ar (psf) F = ghGCr Af = 68.5 Af (psf) Fv = 1.1 kips Fh = 9.3 kips Attached Canopies on Buildings with h <_ 60 ft (ASCE 7-16 procedure) Mean roof eave height (he) = 17.8 ft hc/he = 0.62 Mean Canopy roof height (hc) = 11.0 ft Area Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pressure Combined Upper & Lower Surfaces (net): Negative pressure Positive pressure Wind nomtill to building L Af = 25.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 1.7 kips I = 36.2 psf Win ormal to building L Af = 6.9 sf GCr= 1.90 F = ghGCr Af - 6 Af (psf) Fh = 0.5 kips Base pressure (qh) = 36.2 psf C&C Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf -40.9 -39.3 -34.3 -26.1 -29.0 -28.4 -26.6 -23.6 29.0 28.2 25.8 21.7 31.7 -30.8 28.2 23.9 31.7 30.7 27.8 22.8 Userinput 62 sf -32.4 -25.8 24.8 -26.1 26.6 Company JOB nTLE Zephyr Commons Page 140 of 246 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures Building (L) = 100.0 It Building (B) = 66.5 ft CANOPY 4 Directionality (Kd) = 0.85 22'-2" X 6-0" Equipment length parallel to L = 0.0 ft Equipment length parallel to B = 0.0 ft Height of equipment = 0.0 ft Base pressure (qh) = 36.2 psf Vertical wind pressure Ar = 0.0 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv= - kips 4" Wind normal to building B Af = 0.0 sf GCr= 1.90 ghG\Cr Af = 68.8 Af (psf) Fh = - kim Wind nourtl to buildina L Af = 0.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = - kips Rooftop Structures & Equipment #2 Equipment length parallel to L = 0.0 ft Equipment length parallel t = 0.0 ft Height of ent = 0.0 ft Base pressur h) = 36.2 psf 4" Vertical wind ressur Wind normal to building B Win ormal to buildin L Ar = 0.0 sf Af = 0.0 sf Af = 0.0 sf G 1.500 GCr = 1.90 GCr = 1.90 F = qh r Ar = 54.4 Ar (psf) F = ghGCr Af = 68.8 Af (psf) F = ghGCr Af = 6 Af (psf) Fv = - kips Fh = - kips Fh = - kips Attached Canopies on Buildings with h <_ 60 ft (ASCE 7-16 procedure) Mean roof eave height (he) = 17.8 ft hc/he = 0.62 Base pressure (qh) = 36.2 psf Mean Canopy roof height (hc) = 11.0 ft Area Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pressure Combined Upper & Lower Surfaces (net): Negative pressure Positive pressure C&C Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf -40.9 -39.3 -34.3 -26.1 -29.0 -28.4 -26.6 -23.6 29.0 28.2 25.8 21.7 -31.7 30.8 28.2 23.9 31.7 30.7 27.8 22.8 User input 111 sf -26.1 -23.6 21.7 -26.1 22.8 Company Joe nTLE Zephyr Commons Page 141 of 246 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures Building (L) = 100.0 ft Building (B) = 66.5 ft CANOPY 5 Directionality (Kd) = 0.85 9'-6" X 5'-0' Equipment length parallel to L = 0.0 ft Equipment length parallel to B = 0.0 ft Height of equipment = 0.0 ft Base pressure (qh) = 36.2 psf 4" Vertical wind pressure Wind normal to building B Ar = 0.0 sf Af = 0.0 sf GCr = 1.500 GCr = 1.90 F = ghGCr Ar = 54.4 Ar (psf) ghGCr Af = 68.8 Af (psf) Fv = - kips = - kips Rooftop Structures & Equipment #2 Equipment length parallel to L = 0.0 ft Equipment length parallel t = 0.0 ft Height of eq ' ent = 0.0 ft Base pre. Wind nour6l to building L Af = 0.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = - kips 36.2 psf 49-6 Vertical wind ressur Wind normal to building B Win ormal to buildin L Ar = 0.0 sf Af = 0.0 sf Af = 0.0 sf G 1.500 GCr = 1.90 GCr = 1.90 F = qh r Ar = 54.4 Ar (psf) F = ghGCr Af = 68.8 Af (psf) F = ghGCr Af = 6 Af (psf) Fv = - kips Fh = - kips Fh = - kips Attached Canopies on Buildings with h <_ 60 ft (ASCE 7-16 procedure) Mean roof eave height (he) = 17.8 ft ha/he = 0.62 Mean Canopy roof height (hc) = 11.0 ft Are: Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pressure Combined Upper & Lower Surfaces (net): Negative pressure Positive pressure Base pressure (qh) = 36.2 psf C&C Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf -40.9 -39.3 -34.3 -26.1 -29.0 -28.4 -26.6 -23.6 29.0 28.2 25.8 21.7 -31.7 30.8 -28.2 -23.9 31.7 30.7 27.8 22.8 User input 48 sf -34.8 -26.7 26.0 -26.1 28.0 Company JOB TITLE Zephyr Commons Address City, State JOB NO. Phone CALCULATED BY IG CHECKED BY Wind Loads - Rooftop Structures & Canopies Building (L) = 100.0 ft Building (B) = 66.5 ft Directionality (Kd) = 0.85 Page 142 of 246 SHEET NO. DATE 12/30/19 DATE Ultimate Wind Pressures CANOPY 6 6'-0" x 5'-0" Equipment length parallel to L = 0.0 ft Equipment length parallel to B = 0.0 ft Height of equipment = 0.0 ft Base pressure (qh) = 36.2 psf 4" Vertical wind pressure Wind normal to building B Wind no I to building L Ar = 0.0 sf Af = 0.0 sf Af = 0.0 sf GCr = 1.500 GCr = 1.90 GCr = 1.90 F = ghGCr Ar = 54.4 Ar (psf) ghGCr Af = 68.8 Af (psf) F = ghGCr Af = 68.8 Af (psf) Fv = - kips = - kips Fh = - kips Rooftop Structures & Equipment #2 Equipment length parallel to L = 0.0 ft Equipment length parallel t = 0.0 ft Height of ent = 0.0 ft Base pressur h) = 36.2 psf 4" Vertical wind Dressur Wind normal to building B Win ormal to buildin L Ar = 0.0 sf Af = 0.0 sf Af = 0.0 sf G 1.500 GCr = 1.90 GCr = 1.90 F = qh r Ar = 54.4 Ar (psf) F = ghGCr Af = 68.8 Af (psf) F = ghGCr Af = 6 Af (psf) Fv = - kips Fh = - kips Fh = - kips Attached Canopies on Buildings with h <_ 60 ft (ASCE 7-16 procedure) Mean roof eave height (he) = 17.8 ft hc/he = 0.62 Base pressure (qh) = 36.2 psf Mean Canopy roof height (hc) = 11.0 ft Are, Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pressure Combined Upper & Lower Surfaces (net): Negative pressure Positive pressure C&C Surface Pressure (pst) 10 Sfj 20 sf 50 sf 100 sf -40.9 -39.3 -34.3 -26.1 -29.0 -28.4 -26.6 -23.6 29.0 28.2 25.8 21.7 -31.7 -30.8 -28.2 1 31.7 30.1 User input 30 sf -37.6 -27.8 27.4 -26.1 29.7 Page 143 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ D E s/ G fj L-o Alc�S ff-oM C jy-Z? % j " JOB.—_-_ SHEET NO — CALCULATED BY, CHECKED BY_ • CANOQ,� QD = 1q'-I0" wiDF- C EAST s►'p£ I t` wP,0— CpcvaP�fT 2 _A N a P , VoA-34 . Gl4lv`\_1_j ID = 10 PSIF 3'td P SPL = IS F&F= ( `f s LL = SO RSF ( = 0 u►13D = z$.Q F-',F7 (bs OF _,. DATE DATE x {3F' 4•�?'� 2 2 = Sv L&-F 7/f 7 x A2F-A = y' x lS.sb' _ 2..3 FTz Toxsjon1 VL = 10 PSF (y F1) 0 f LF X 2 -►f�� z �� L-6 —F7 F7 0 LL = 3a ps '' = �2,o x ( 2 0 0 ` Loco x 9L= 10 PsF SQL-- 15 eSF 9s x Page 144 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ r +�► C ps-N DPI (�-$ I(�;') / c(a) R 1\ R JOB _. SHEET NO CALCULATED BY CHECVED BY— OF — DATE DATE • MDrno.n.t rC,�l�rtS Ir,-'0 1� c (1s I n "+ Aj 0"l- -�Dr r. 6f AvI-r ; LEA t- _ 9L = \0 NSF 5.33'}= 53.3 Q tx X P -4• G�> = 3a �i ?LF • CPr" 0en a) 'i'-L llJI.TEE, 0- UE.sT 61��� i�" �ZRLf. I. SF=r' F OL, S01-1 L�, As Lfi N0Pn it- tall L k---7 s A-r- P.G1-C R_ 5' 7K Co '= 3 D F- T `' (Sh M E 'D\- 5 D t LL As C.AN Project Title: Engineer: Project ID: Project Descr: Page 145 of 246 Concrete Beam PM-Project\20009-Zephyr Commons0utparcel#7\Calculations\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.11.30 . Description : Canopy 1 Support Beam (BM8x24) - major I CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure fr= fc * 7.50 = 474.342 psi Shear W Density = 145.0 pcf R 1 = 7. LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29, 000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 CONCRETE BEAM DESIGNS: CANOPY SUPPORT BEAMS Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 24.0 in Span #1 Reinforcing.... 247 at 2.50 in from Top, from 0.0 to 14.830 ft in this span 247 at 2.50 in from Bottom, from 0.0 to 14.830 ft in this span 245 at 8.830 in from Top, from 0.0 to 14.830 ft in this span 245 at 8.830 in from Bottom, from 0.0 to 14.830 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0250, Lr = 0.030, W = 0.02840 ksf, Tributary Width = 3.0 ft, (Canopy) Uniform Load : D = 1.326, Lr = 0.530 klft, Tributary Width = 1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.506 : 1 Typical Section 81.038 k-ft 160.285 k-ft 7.401 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 8765>=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.160 in Ratio = 1109>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (inA4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #7 @ &2.5",2- #7 @ d=21.5",2- #5 @ d=8.83",2- #5 @ d=15.17", 160.28 160.28 9,216.00 3,441.44 3,441.44 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 16.419 16.419 Overall MINimum 0.632 0.632 +D+H 11.822 11.822 Project Title: Engineer: Project ID: Project Descr: Page 146 of 246 PAI-Projectt20009 - Zephyr Commons Out Concrete Beam parcel #71CalculaflonslENERCALC0009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : `; Canopy 1 Support Beam (BM8x24) - major Vertical Reactions Load Combination Support 1 +D+Lr+H 16.419 Support 16.419 +D+0.750Lr+0.750L+H 15.270 15.270 +D+0.60W+H 12.201 12.201 +D+0.750Lr+0.750L+0.450W+H 15.554 15.554 +0.60D+0.60W460H 7.472 7.472 D Only 11.822 11.822 Lr Only 4.597 4.597 W Only 0.632 0.632 H Only Shear Stirrup Requirements Between 0.00 to 4.65 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 10.000 in Between 4.67 to 10.16 ft, Vu < PhiVc/2, Reqd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 10.18 to 14.80 ft, PhiVc < Vu, Reqd Vs = 2.944, use #3 stirrups spaced at 10.000 in Maximum Forces & Stresses for Load Combinations Support notation : Far left is #1 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 14.830 81.04 160.28 0.51 +1.40D+1.60H Span # 1 1 14.830 61.36 160.28 0.38 +1.20 D+0.50 Lr+1.60 L+1.60 H Span # 1 1 14.830 61.12 160.28 0.38 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 14.830 79.87 160.28 0.50 +1.20 D+1.60 Lr+0.50 W+1, 6 0 H Span # 1 1 14.830 81.04 160.28 0.51 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 14.830 63.46 160.28 0.40 +0.90D+W+0.90H Span # 1 1 14.830 41.79 160.28 0.26 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+' Defl (in) Location in Span (ft) +D+Lr+H 1 0.1603 7.415 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Page 147 of 246 Pitt-ProjecIT0009-Zephyr CommonsOut Concrete Beam parcel#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 1 Support Beam (BM8x24) - minor CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure : 0.90 fr = fc * 7.50 = 474.342 psi Shear : 0,750 yf Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 14.830 ft Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 8.0 in Span #1 Reinforcing.... 446 at 2.0 in from Top, from 0.0 to 14.830 ft in this span Applied Loads Load for Span Number 1 Uniform Load : W = 0.3330 k/ft, Tributary Width = 1.0 ft, (Wall C&C Pressure) 446 at 2.0 in from Bottom, from 0.0 to 14.830 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.030, Lr = 0.0260, W = 0,050 k/ft, Tributary Width =1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.275 : 1 Typical Section 11.876 k-ft 43.210 k-ft 7.401 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.117 in Ratio = 1525 > 360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.117 in Ratio = 1525 > 240 Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in^4 Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 4- #6 @ d=2",4- #6 @ d=6", 43.21 43.21 1,024.00 289.55 289.55 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.840 2.840 Overall MINimum 0.133 0.133 +D+H 0.222 0.222 +D+L+H 0.222 0.222 +D+Lr+H 0.415 0.415 Project Title: Engineer: Project ID: Project Descr: Page 148 of 246 Concrete Beam P:\t-Project120009-ZephyrCommons Outparoel#71CalculationskENERCALC120009Zephyr Commons #7.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 1 Support Beam (BM8x24) - minor Vertical Reactions Load Combination Support 1 Support 2 Support notation : Far left is #1 +D+0.750Lr+0.750L+H 0.367 0.367 +D+0.750L+0.750S+H 0.222 0.222 +D+0.60W+H 1.926 1.926 +D+0.70E+H 0.222 0.222 *D+0.750Lr+0.750L+0.450W+H 1.645 1.645 +D+0.750L+0.750S+0.450W+H 1.500 1.500 +D+0.750L+0.750S+0.5250E+H 0.222 0.222 +0.60D+0.60W+0.60H 1.837 1.837 +0.60D+0.70E+0.60H 0.133 0.133 D Only 0.222 0.222 Lr Only 0,193 0.193 L Only S Only W Only 2.840 2.840 E Only H Only Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3,1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 14.830 11.88 43.21 0.27 +1.40D+1.60H Span # 1 1 14.830 1.15 43.21 0.03 +1.20 D+0. 50 Lr+1. 60 L+1.60 H Span # 1 1 14.830 1.35 43.21 0.03 +1. 20 D+1. 6 0 L+0. 50 S+1.60 H Span # 1 1 14.830 0.99 43.21 0.02 +1.20D+1.60Lr+0.50L+1.60 H Span # 1 1 14.830 2.13 43.21 0.05 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 14.830 7.40 43.21 0.17 +1. 20 D+0. 50 L+1. 60 S+1.60 H Span # 1 1 14.830 0.99 43.21 0.02 +1.20D+1.60S+0.50W+1.60H Span # 1 1 14.830 6.25 43.21 0.14 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 14.830 11.88 43.21 0.27 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 14.830 11.52 43.21 0.27 +1. 20 D+0. 5 0 L+0. 20 S+E+1. 60 H Span # 1 1 14.830 0.99 43.21 0.02 +0.90D+W+0.90H Span # 1 1 14.830 11.27 43.21 0.26 +0.90D+E+0.90H Span # 1 1 14.830 0.74 43.21 0.02 overall Maximum Deflections Load Combination Span Max."-" Defl (in) Location in Span (ft) Load Combination Max. "+' Defl (in) Location in Span (ft) W Only 1 0.1167 7.415 0.0000 0.000 Page 149 of 246 DOUGLAS WOOD & ASSOCIATES, INC. CANOPY 1 BEAM STRUCTURAL ENGINEERS TORSION CHECK 299 ALHAMBRA CIRCLE SUITE 510 CORAL GABLES, FLORIDA 33134 (305) 461-3450 ■ FAX (305) 461-3650 CONCRETE BEAM FLEXURE, SHEAR AND TORSION DESIGN Mu 972000 Ibs*inches SECTION DIMENSION CHECK Vu 22000 Ibs bv,, 8 inches h 24 inches 1 IF 1 OK!! IF 0 NOT Tu 43332.0lbs*inches 182.0 474.3 YOU MAY REPLACE T„ WITH Tu indeterminate IF MOMENT REDISTRIBUTION IS POSSIBLE d 21.5 inches 9.11 kip*ft 2.28 kip*ft AC 192 inches PC 64 inches Tu indeterminate 109288.3 Ibs*inches Tu threshold 27322.1 Ibs*inches Ph 50.5 inches Aoh 95.39 in a 1.85 inches 0 0.75 fo 4000 psi Ao 81.08 in At/s 0.005938 in^2/in (one -leg) f t 60000 psi Av.min 0.003333 inA2/in (one -leg) Av/s 0.002937 inA2/in (one -leg) ov, 16317.4 Ibs A, 0.30 in As. flexure 0.837 in Maximum Maximum Spacing for Torsion Reinforcement (At) 6.3 in Spacing for At shall be the smaller of Ph/8 or 12 inches Stirrup #4 22.5 in Rnnrinn #3 12.4 Project Title: Engineer: Project ID: Project Descr: Page 150 of 246 Concrete Beam P:11-Project120009 - Zephyr Commons Outparcel #7\Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018. Build:10.18.11.30 . Description : ! Canopy 2 Support Beam (BM8x24) - major CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 4.0 ksi Phi Values Flexure fr = fc ' 7.50 = 474.342 psi Shear W Density = 145.0 pcf R 1 = a, LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 24.0 in Span #1 Reinforcing.... 247 at 2.50 in from Top, from 0.0 to 15.580 ft in this span 247 at 2.50 in from Bottom, from 0.0 to 15.580 ft in this span 245 at 8.830 in from Top, from 0.0 to 15.580 ft in this span 245 at 8.830 in from Bottom, from 0.0 to 15.580 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0250, Lr = 0.030, W = 0.02660 ksf, Tributary Width = 4.0 ft, (Canopy) Uniform Load : D =1.20, Lr = 0.530 klft, Tributary Width = 1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio -- Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.546 : 1 Typical Section 87.543 k-ft 160.285 k-ft 7,804 ft Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.026 in Ratio = 7210 -360. 0.000 in Ratio = 0 <360.0 0.196 in Ratio = 955 >=240 0.000 in Ratio = 0 <240.0 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi"Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 247 @ d=2.5",2-#7 @ d=21.5",2-#5 @ d=8.83",2-#5 @ d=15.17', 160.28 160.28 9,216.00 3,441.44 3,441.44 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 16.697 16.697 Overall MINimum 0.829 0.829 +D+H 11.633 11.633 Project Title: Page 151 of 246 Engineer: Project ID: Project Descr: Concrete Beam P:\1-Project\20009- Zephyr Commons Outparcel#7\Calculations\ENERCALC\20009Zephyr Commons #7.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 2 Support Beam (BM8x24) - major Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+L+H 11.633 11.633 +D+Lr+H 16.697 16.697 +D+S+H 11.633 11.633 +D+0.750Lr+0.750L+H 15.431 15.431 +D+0.750L+0.750S+H 11.633 11.633 +D+0.60W+H 12.130 12.130 +D+0.70E+H 11.633 11.633 +D+0.750Lr+0.750L+0.450W+H 15.804 15.804 +D+0.750L+0.750S+0.450W+H 12.006 12.006 +D+0.750L+0.750S+0.5250E+H 11.633 11.633 +0.60D+0.60W+0.60H 7.477 7.477 +0.60D+0.70E+0.60H 6.980 6.980 D Only 11.633 11.633 Lr Only 5.064 5.064 L Only S Only W Only 0.829 0.829 E Only H Only Shear Stirrup Requirements Between 0.00 to 4.97 ft, PhiVc/2 < Vu <= PWJc, Reqd Vs = Min 9.6.3.1, use #3 stirrups spaced at 10.000 in Between 4.99 to 10.59 ft, Vu < PhiVc/2, Req'd Vs = Nat Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 10.61 to 15.55 ft, PhiVc < Vu, Reqd Vs = 3.562, use #3 stirrups spaced at 10.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 15.580 87.54 160.28 0.55 +1.40D+1.60H Span # 1 1 15.580 63.43 160.28 0.40 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 15.580 64.23 160.28 0.40 +1. 20 D+1. 6 0 L+0. 5 0 S+1. 60 H Span # 1 1 15.580 54.37 160.28 0.34 +1.20 D+1.60 L r+0.50 L+1.60 H Span # 1 1 15.580 85.93 160.28 0.54 +1.20 D+1.60 Lr+0.5 0 W+1.60 H Span # 1 1 15.580 87.54 160.28 0.55 +1. 2 0 D+0. 50 L+1. 60 S+1.6 0 H Span # 1 1 15.580 54.37 160.28 0.34 +1.20D+1.60S+0.50W+1.60H Span # 1 1 15.580 55.99 160.28 0.35 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 15.580 67.46 160.28 0.42 +1.20 D+0.50L+0.50S+W+1.60H Span # 1 1 15.580 57.60 160.28 0.36 +1. 20 D+0. 50 L+0. 20 S+E+1.60 H Span # 1 1 15.580 54.37 160.28 0.34 +0.90D+W+0.90H Span # 1 1 15.580 44.01 160.28 0.27 +0.90D+E+0.90H Span # 1 1 15.580 40.78 160.28 0.25 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.1957 7.790 Concrete Beam Description : Canopy 2 Support Beam (BM8x24) - minor CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Page 152 of 246 PM-Projectt20009 -Zephyr Commons Outparcel #71Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Soitware copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure fr= fc * 7.50 = 474.342 psi Shear y! Density = 145.0 pcf P 1 = X LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29, 000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 15.580 ft III 24" w x-8"h Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 8.0 in Span #1 Reinforcing.... 446 at 2.0 in from Top, from 0.0 to 15.580 ft in this span Applied Loads Load for Span Number 1 Uniform Load: W = 0.3330 k/ft, Tributary Width =1.0 ft, (Wall C&C Pressure) Yam. 446 at 2.0 in from Bottom, from 0.0 to 15.580 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.030, Lr = 0.0260, W = 0.0550 k/ft, Tributary Width = 1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn' Phi: Allowable Location of maximum on span Span # where maximum occurs 0.307 : 1 Typical Section 13.259 k-ft 43.210 k-ft 7.804 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection "laninn c 0.173 in Ratio = 1081 >=360 0.000 in Ratio = 0 <360.0 0.173 in Ratio = 1081 > 240. 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section k-ft) Moment of Inertia (in"4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 4- #6 @ d=2",4- #6 @ d=6", 43.21 43.21 1,024.00 289.55 289.55 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MINimum 0.140 0,140 +D+H 0.234 0.234 +D+L+H 0.234 0.234 +D+Lr+H 0.436 0.436 Concrete Beam Description : Canopy 2 Support Beam (BM8x24) - minor Vertical Reactions Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 0.386 0.386 +0+0.750L+0.750S+H 0.234 0,234 +D+0.60W+H 2.047 2.047 +D+0.70E+H 0.234 0.234 +D+0.750Lr+0.750L+0.450W+H 1.746 1.746 +D+0.750L+0.750S+0.450W+H 1.594 1.594 +D+0.750L+0.750S+0.5250E+H 0.234 0.234 +0.60D+0.60W+0.60H 1.954 1.954 +0.60D+0.70E+0.60H 0.140 0.140 D Only 0.234 0.234 Lr Only 0.203 0.203 L Only S Only W Only 3.023 3.023 E Only H Only Project Title: Engineer: Project ID: Project Descr: Zephyr Support notation : Far left is #1 Page 153 of 246 parcel #71Calculations\ENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 15.580 13.26 43.21 0.31 +1.40D+1.60H Span # 1 1 15.580 1.27 43.21 0.03 +1.20D+0.50Lr+1.60 L+1.60H Span # 1 1 15.580 1.49 43.21 0.03 +1.20D+1.60L+0.50S+1.60H Span # 1 1 15.580 1.09 43.21 0.03 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 15.580 2.35 43.21 0.05 +1.20 D+1.60 Lr+0.50 W+1.60 H Span # 1 1 15,580 8.24 43.21 0.19 +1.20 D+0.50 L+1.6 0 S+1.60 H Span # 1 1 15.580 1.09 43.21 0.03 +1.20 D+1.60S+0.50W+1.60H Span # 1 1 15.580 6.98 43.21 0.16 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 15.580 13.26 43.21 0.31 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 15.580 12.86 43.21 0.30 +1. 20 D+0. 5 0 L+0. 20 S+E+1. 60 H Span # 1 1 15.580 1.09 43.21 0.03 +0.90D+W+0.90H Span # 1 1 15.580 12.59 43.21 0.29 +0.90D+E+0.90H Span # 1 1 15.580 0.82 43.21 0.02 Overall Maximum Deflections Load Combination Span Max. " ' Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) W Only 1 0.1729 7.790 Page 154 of 246 DOUGLAS WOOD & ASSOCIATES, INC. CANOPY 2 BEAM STRUCTURAL ENGINEERS TORSION CHECK 299 ALHAMBRA CIRCLE SUITE 510 CORAL GABLES, FLORIDA 33134 (305) 461-3450 ■ FAX (305) 461-3650 CONCRETE BEAM FLEXURE, SHEAR AND TORSION DESIGN Mu 1056000 Ibs*inches SECTION DIMENSION CHECK vu 23000 Ibs bW 8 inches h 24 inches 1 IF 1 OK!! IF 0 NOT TU I 75444.Olbs*inches 1 273.91 474.3 YOU MAY REPLACE Tu WITH Tu indeterminate IF MOMENT REDISTRIBUTION IS POSSIBLE d 21.5 inches AC 192 inches Prn 64 inches Tu indeterminate I 109288.3 Ibs*inCheS 1 9.11 kip*ft Tu threshold 1 27322.1 Ibs*inches I 2.28 kip*ft Ph 50.5 inches Aoh 95.39 in a 2.01 inches 0 0.75 fc 4000 psi Ao 81.08 in At/s 0.010339 in^2/in (one -leg) f t 60000 psi Av,min 0.003333 in^2/in (one -leg) A„/s 0.003454 in^2/in (one -leg) ovc 16317.4 Ibs A, 0.52 in As, flexure 0.910 in Maximum Spacing for At 6.3 in Stirrup .qnar:inn #4 14.5 #3 8.0 Maximum Spacing for Torsion Reinforcement (At) shall be the smaller of Ph/8 or 12 inches in Project Title: Engineer: Project ID: Project Descr: Page 155 of 246 Concrete Beam PM-Project\20009-ZephyrCommonsOutparcel#TCalculations\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : 1 Canopy 3 Support Beam (BM12x20) - major CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 4.0 ksi Phi Values Flexure : 0.90 fr = fc * 7.50 = 474.342 psi Shear : 0.750 yf Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29, 000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 C=� Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 20.0 in Span #1 Reinforcing.... 246 at 2.50 in from Top, from 0.0 to 14.830 ft in this span 246 at 2.50 in from Bottom, from 0.0 to 14.830 ft in this span 245 at 10.0 in from Top, from 0.0 to 14.830 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, Lr = 0.030, W = 0,02840 ksf, Tributary Width = 3.0 ft, (Canopy) Uniform Load: D=1.178, Lr = 0.0750 k/ft, Tributary Width =1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.644 : 1 Typical Section 57.737 k-ft 89.719 k-ft 7.401 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.006in Ratio= 28590>=360 0.000 in Ratio = 0 <360.0 0.126 in Ratio = 1412 >=240 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section k-ft) Moment of Inertia (in"4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #6 @ d=2.5",2- #6 @ d=17.5",2- #5 @ d=10", 89.72 89.72 8,000.00 1,733.61 1,733.61 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 12.306 12.306 Overall MINimum 0.632 0.632 +D+H 11.083 11.083 Project Title: Engineer: Project ID: Project Descr: Page 156 of 246 Concrete Beam P:\1-Project\20009- Zephyr Commons Outparcel#7\Calculations\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 3 Support Beam (BM12x20) - major Vertical Reactions Load Combination Support 1 Support 2 Support notation : Far left is #1 +D+0.750Lr+0.750L+H 12.001 12.001 +D+0.60W+H 11.462 11.462 +D+0.750Lr+0.750L+0.450W+H 12.285 12.285 +0.60D+0.60W+0.60H 7,029 7.029 D Only 11.083 11.083 Lr Only 1.223 1.223 W Only 0.632 0.632 Shear Stirrup Requirements Between 0.00 to 2.59 ft, PhiVc/2 < Vu <= PhiVc, Reqd Vs = Min 9.6.3.1, use #3 stirrups spaced at 8.000 in Between 2.62 to 12.21 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 12.24 to 14.80 ft, PhiVc/2 < Vu <= PhiVc, Reqd Vs = Min 9.6.3.1, use #3 stirrups spaced at 8.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 14.830 57.74 89.72 0.64 +1.40D+1.60H Span # 1 1 14.830 57.53 89.72 0.64 +1.20D+0.50Lr+1.60L+1.60 H Span # 1 1 14.830 51.58 89.72 0.57 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 14.830 56.57 89.72 0.63 +1.20 D+1.60 Lr+0.50 W+1.60 H Span # 1 1 14.830 57.74 89.72 0.64 +1.20D+0.50 Lr+0.50L+W+1.60H Span # 1 1 14.830 53.92 89.72 0.60 +0.90D+W+0.90H Span # 1 1 14.830 39.32 89.72 0.44 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.1260 7.415 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Page 157 of 246 Concrete Beam PM-Project0009 - Zephyr Commons Outparcel #7\Calculations\ENERCALCt20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 3 Support Beam (BM12x20) - minor CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 4.0 ksi Phi Values Flexure fr = fc ' 7.50 = 474.342 psi Shear W Density = 145.0 pcf 1 = k LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 20.0 in, Height = 12.0 in Span #1 Reinforcing.... 345 at 2.0 in from Top, from 0.0 to 14.830 ft in this span Applied Loads Load for Span Number 1 Uniform Load: W = 0.3330 k/ft, Tributary Width =1.0 ft, (Wall C&C Pressure) a 345 at 2.0 in from Bottom, from 0.0 to 14.830 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0,0040, Lr = 0.0030, W = 0.0290 k/ft, Tributary Width = 1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ` Phi: Allowable Location of maximum on span Span # where maximum occurs 0.240 : 1 Typical Section 10.125 k-ft 42.244 k-ft 7.429 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio = 4691 >=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.038 in Ratio = 4691 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi`Mn (k-ft) Moment of Inertia (in A4 Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 345 @ d=2",3-#5 @ d=10", 42.24 42.24 2,880.00 525.14 525.14 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MINimum 0.022 0.022 +D+H 0.030 0.030 +D+Lr+H 0.052 0.052 +D+0.750Lr+0.750L+H 0.046 0,046 Project Title: Engineer: Project ID: Project Descr: Page 158 of 246 Concrete Beam P:\1-Project\20009-Zephyr CommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6 . 1111 Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : Canopy 3 Support Beam (BM12x20) -minor Vertical Reactions Load Combination Support 1 Support 2 Support notation : Far left is #1 +D+0.750Lr+0.750L+0.450W+H 1.254 1.254 +0.60D+0.60W+0.60H 1.628 1.628 D Only 0.030 0.030 Lr Only 0.022 0.022 W Only 2.684 2.684 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Segment Span # along Beam 4AXimum BENDING Envelope Bending Stress Results ( k-ft ) Mu: Max Phi'Mnx Stress Ratio Span # 1 1 14.830 10.12 42.24 0.24 +1.40D+1.60H Span # 1 1 14.830 0.15 42.24 0.00 +1.20D+0.50Lr+1.60L+1.60 H Span # 1 1 14.830 0.17 42.24 0.00 +1. 20 D+1.60 Lr+0. 5 0 L+1. 60 H Span # 1 1 14.830 0.26 42.24 0.01 +1. 20 D+1.60 Lr+0. 5 0 W+1.60 H Span # 1 1 14.830 5.24 42.24 0.12 +1.20 D+0.50Lr+0.50L+W+1.60H Span # 1 1 14.830 10.12 42.24 0.24 4.90D+W+0.90H Span # 1 1 14.830 10.05 42.24 0.24 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+' Defl (in) Location in Span (ft) W Only 1 0.0379 7.415 0.0000 0.000 Page 159 of 246 i DOUGLAS WOOD & ASSOCIATES, INC. CANOPY 3 BEAN{ STRUCTURAL ENGINEERS TORSION CHECK 299 ALHAMBRA CIRCLE SUITE 510 CORAL GABLES, FLORIDA 33134 (305) 461-3450 ■ FAX (305) 461-3650 CONCRETE BEAM FLEXURE, SHEAR AND TORSION DESIGN Mu 696000 Ibs*inches SECTION DIMENSION CHECK Vu 16000 Ibs bv, 12 inches h 20 inches 1 IF 1 OK!! IF 0 NOT Tu 47160.Olbs*inches 95.31 474.3 YOU MAY REPLACE T, WITH Tu indeterminate IF MOMENT REDISTRIBUTION IS POSSIBLE d 17.5 inches 14.23 kip*ft 3.56 kip*ft AC 240 inches PC 64 inches Tu indeterminate 170763.0 Ibs*inches Tu threshold 42690.7 Ibs*inches Ph 50.5 inches Aoh 143.39 in a 1.08 inches fc Ao At/s Av,min Av/s o Vc AI As, flexure Maximum Spacing for At 0.75 4000 psi 121.88 in 0.004299 inA2/in (one -leg) 60000 psi 0.005000 inA2/in (one -leg) 0.000701 inA2/in (one -leg) 19922.3 Ibs 0.22 in 0.737 in 6.3 1 in Maximum Spacing for Torsion Reinforcement (At) shall be the smaller of Ph/8 or 12 inches Stirrup #4 1 40.0 1 in ;narinn #3 1 22.0 Project Title: Engineer: Project ID: Project Descr: Page 160 of 246 Concrete Beam PM-Project120009 - Zephyr Commons Outparcel #71Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . ■ Description : 1 Canopy 4 Support Beam (BM8x38) - major CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 4.0 ksi Phi Values Flexure fr = fc ' 7.50 = 474.342 psi Shear yf Density = 145.0 pcf R 1 = X LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 38.0 in Span #1 Reinforcing.... 249 at 2.50 in from Top, from 0.0 to 22.170 ft in this span 249 at 2.50 in from Bottom, from 0.0 to 22.170 ft in this span 245 at 19.0 in from Top, from 0.0 to 22.170 ft in this span 245 at 10.750 in from Top, from 0.0 to 22.170 ft in this span 245 at 10.750 in from Bottom, from 0.0 to 22.170 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, Lr = 0.030, W = 0.02610 ksf, Tributary Width = 5.330 ft, (Canopy) Uniform Load : D = 1.394, Lr = 0.530 k/ft, Tributary Width = 1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn' Phi: Allowable Location of maximum on span Span # where maximum occurs 0.477 : 1 Typical Section 207.258 k-ft 434.953 k-ft 11.065 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio = 9358>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.207 in Ratio = 1283 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2-#9 @ &25,249 @ d=35.5",2-#5 @ d=19",245 @ d=10.75",2-# 434.95 434.95 36,581.33 15,799.54 15,799.54 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 27.970 27.970 Overall MINimum 1.542 1.542 Project Title: Engineer: Project ID: Project Descr: Page 161 of 246 Concrete Beam P:\1-Project\20009-Zephyr CommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build: 10.18.11.30 . Description : I Canopy 4 Support Beam (BM8x38) - major Vertical Reactions Load Combination Support 1 Support 2 +D+Lr+H 27.970 27.970 +D+0.750Lr+0.750L+H 26.058 26.058 +D+0.60W+H 21,248 21.248 +D+0.750Lr+0.750L+0.450W+H 26.752 26.752 +0.60D+0.60W+0.60H 13.119 13.119 D Only 20.323 20.323 Lr Only 7,648 7,648 W Only 1.542 1.542 Shear Stirrup Requirements Support notation : Far left is #1 Between 0.00 to 7.07 ft, PhiVc/2 < Vu <= PhiVc, Reqd Vs = Min 9.6.3.1, use #3 stirrups spaced at 17.000 in Between 7.11 to 15.06 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 15.10 to 22.13 ft, PhiVc < Vu, Reqd Vs = 5.724, use #3 stirrups spaced at 17.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 22.170 207.26 434.95 0.48 +1.40D+1.60H Span # 1 1 22.170 157.69 434.95 0.36 +1.20 D+0.50 Lr+1.60 L+1.60 H Span # 1 1 22.170 156.36 434.95 0.36 +1. 2 0 D+1. 60 Lr+0. 50 L+1. 60 H Span # 1 1 22.170 202.98 434.95 0.47 +1.20D+1.60 Lr+0.50W+1.60H Span # 1 1 22.170 207.26 434.95 0.48 +1. 20 D+0. 5 0 Lr+0. 50 L+W+1. 6 0 H Span # 1 1 22.170 164.91 434.95 0.38 +0.90D+W+0.90H Span # 1 1 22.170 109.92 434.95 0.25 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. '+' Defl (in) Location in Span (ft) +D+Lr+H 1 0,2072 11.085 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Page 162 of 246 Concrete Beam R\1-Project\20009-Zephyr Commons Outparcel #7\Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 4 Support Beam (BM8x38) - minor CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 4.0 ksi Phi Values Flexure fr = fc12 ' 7.50 = 474.342 psi Shear yf Density = 145.0 pcf R 1 = X LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 22.170 ft Cross Section & Reinforcing Details Rectangular Section, Width = 38.0 in, Height = 8.0 in Span #1 Reinforcing.... 249 at 2.0 in from Top, from 0.0 to 22.170 ft in this span 345 at 2.0 in from Top, from 0.0 to 22.170 ft in this span Applied Loads Load for Span Number 1 Uniform Load: W = 0.1850 k/ft, Tributary Width = 1.0 ft, (Wall C&C Pressure) 0.90 0.750 0.850 249 at 2.0 in from Bottom, from 0.0 to 22.170 ft in this span 345 at 2.0 in from Bottom, from 0.0 to 22.170 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.030, Lr = 0.0270, W = 0.1730 k/ft, Tributary Width =1.0 ft, (CMU) Uniform Load: D = 0.0770, Lr = 0.0920, W = 0.080 k/ft, Tributary Width = 1.0 ft, (Canopy) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.541 : 1 Typical Section 38.454 k-ft 71.142 k-ft 11.065 ft Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.245 in Ratio = 1085 >=360 0.000 in Ratio = 0 <360.0 0.709 in Ratio = 375 >=240. 0.000 in Ratio = 0 <240.0 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #9 @ d=2",2- #9 @ d=6",3- #5 @ d=2",3- #5 @ d=6", 71.14 71.14 1,621.33 475.72 475.72 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.855 4.855 Overall MINimum 1.186 1.186 Concrete Beam Project Title: Engineer: Project ID: Project Descr: Page 163 of 246 PM-Project120009 - Zephyr Commons Outparcel #7\CalculationslENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : I Canopy 4 Support Beam (BM8x38) - minor Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+Lr+H 2.505 2.505 +D+0.750Lr+0.750L+H 2.175 2.175 +D+0.60W+H 4.099 4.099 +D4.750Lr+0.750L+0.450W+H 4.360 4.360 +0.60D+0.60W+0.60H 3.625 3.625 D Only 1.186 1.186 Lr Only 1.319 1.319 W Only 4.855 4.855 Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc12, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi"Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 22.170 38.45 71.14 0.54 +1.40D+1.60H Span # 1 1 22.170 9.20 71.14 0.13 +1.20D+0.50Lr+1.60L+1.60 H Span # 1 1 22.170 11.54 71.14 0.16 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 22.170 19.59 71.14 0.28 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 22.170 33.04 71.14 0.46 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 22.170 38.45 71.14 0.54 +0.90D+W+0.90H Span # 1 1 22.170 32.83 71.14 0.46 Overall Maximum Deflections Load Combination Span Max. "" De8 (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+0.750Lr+0.750L+0,450W+H 1 0.7087 11.085 0.0000 0.000 Project Title: Page 164 of 246 Engineer: Project ID: Project Descr: Concrete Beam PM-Project120009- Zephyr Commons Outparcel#7TCalculationslENERCALC120009Zephyr Commons #7.ec6 . 1111 Software coovdght ENERCALC. INC. 1983-2018, Build:10.18.11.30 . Description : ! Canopy 5 Support Beam (BM8x16) - major CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure fr = fc ` 7.50 = 474.342 psi Shear W Density = 145.0 pcf R 1 = X LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 T Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 16.0 in Span #1 Reinforcing.... 247 at 3.0 in from Top, from 0.0 to 9.50 ft in this span 247 at 3.0 in from Bottom, from 0.0 to 9.50 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,0250, Lr = 0.030, W = 0.02610 ksf, Tributary Width = 5.330 ft, (Canopy) Uniform Load : D = 1.616, Lr = 0.530 k/ft, Tributary Width = 1.0 ft, (CMU) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn' Phi: Allowable Location of maximum on span Span # where maximum occurs 0.614 : 1 Typical Section 38.663 k-ft 63.008 k-ft 4.741 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 8878>=360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.115 in Ratio = 989>=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi"Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #7 @ d=3",2- #7 @ d=13", 63.01 63.01 2,730.67 956.96 956.96 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 12.198 12.198 Overall MINimum 0.661 0.661 +D+H 8.921 8.921 +D+Lr+H 12.198 12.198 Project Title: Page 165 of 246 Engineer: Project ID: Project Descr: Concrete Beam PM-Project\20009-Zephyr Commons Outparcel#71Calculations\ENERCALCt20009Zephyr Commons#7.ec6 . Software cDoydoht ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 5 Support Beam (BM8x16) - major Vertical Reactions Support notation: Far left is #1 Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 11.379 11.379 +D+0.60W+H 9.318 9.318 +D+0.750Lr+0.750L+0.450W+H 11.676 11.676 +0.60D+0.60W+0.60H 5.749 5.749 D Only 8.921 8.921 Lr Only 3.277 3.277 W Only 0.661 0.661 Shear Stirrup Requirements Between 0.00 to 3.32 It, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use #3 stirrups spaced at 6.000 in Between 3.34 to 6.16 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 6.18 to 9.48 ft, PhiVc < Vu, Req'd Vs = 4.656, use #3 stirrups spaced at 6.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.500 38.66 63.01 0.61 +1.40D+1.60H Span # 1 1 9.500 29.66 63.01 0.47 +1. 20 D+0. 50 L r+1.60 L+1. 60 H Span # 1 1 9.500 29.32 63.01 0.47 +1.20 D+1.60 Lr+0.50 L+1.60 H Span # 1 1 9.500 37.88 63.01 0.60 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 9.500 38.66 63.01 0.61 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 9.500 30.89 63.01 0.49 +0.90D+W+0.90H Span # 1 1 9.500 20.64 63.01 0.33 Overall Maximum Deflections Load Combination Span Max. " " Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) 750 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Page 166 of 246 Concrete Beam PAII-Projectt20009 - Zephyr Commons outparcel #ACalculafions\ENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Canopy 5 Support Beam (BM8x16) - minor CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure : &90 fr = fc * 7.50 = 474.342 psi Shear : 0.750 yf Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 16.0 in, Height = 8.0 in Span #1 Reinforcing.... 247 at 2.0 in from Top, from 0.0 to 9.50 ft in this span Applied Loads Load for Span Number 1 Uniform Load: W = 0.1950 k/ft, Tributary Width = 1.0 ft, (Wall C&C Pressure) i 247 at 2.0 in from Bottom, from 0.0 to 9.50 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, Lr = 0.0170, W = 0.0920 k/ft, Tributary Width =1.0 ft, (CMU) Uniform Load : D = 0.0770, Lr = 0.0920, W = 0.0910 k/ft, Tributary Width = 1.0 ft, (Canopy) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.211 : 1 Section used for this span Typical Section Mu: Applied 6.192 k-ft Mn * Phi: Allowable 29.315 k-ft Location of maximum on span 4,741 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Vertical Reactions Load Combination Overall MINimum +D+H Support 1 Support 2 1.795 1.795 0.461 0.461 0.461 0,461 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.017 in Ratio = 6752 >=360 0.000 in Ratio = 0 <360.0 0.026 in Ratio = 4389 -240 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in"4 ) Bottom Top I gross Icr - Bottom Icr - Top 29.31 29.31 682.67 196.26 196.26 Support notation : Far left is #1 Project Title: Engineer: Project ID: Project Descr: Page 167 of 246 PM-Projecfl20009-Zephyr CommonsOut Concrete Beam parcel#71Cak�lationslENERCALC120009Zephyr Commons #7.ec6. Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : Canopy 5 Support Beam (BM8x16) - minor Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 0.849 0.849 +D+0.60W+H 1.538 1.538 +D+0.750Lr+0.750L+0.450W+H 1.657 1.657 +0.60D+0.60W+0.60H 1.354 1.354 D Only 0.461 0.461 Lr Only 0.518 0,518 W Only 1.795 1.795 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.500 6.19 29.31 0.21 +1.40D+1.60H Span # 1 1 9.500 1.53 29.31 0.05 +1.20 D+0.50 Lr+1.60 L+1.60 H Span # 1 1 9.500 1.93 29.31 0.07 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 9.500 3.28 29.31 0.11 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 9.500 5.41 29.31 0.18 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 9.500 6.19 29.31 0.21 +0.90D+W+0.90H Span # 1 1 9.500 5.25 29.31 0.18 Overall Maximum Deflections Load Combination Span Max."-" Dell (in) Location in Span (ft) Load Combination Max. "+" Deft (in) Location in Span (ft) +D+0.750Lr+0.750L+0.450W+H 1 0.0260 4.750 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Page 168 of 246 PM-Project\20009-ZephyrCommonsout Concrete Beam panxl#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : L Canopy 6 Support Beam (BM8x20) - major CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 4.0 ksi Phi Values Flexure : 0.90 fr = f c * 7.50 = 474.342 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29, 000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 D( • Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 20.0 in Span #1 Reinforcing.... 245 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 245 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, Lr = 0.030, W = 0.030 ksf, Tributary Width = 5.330 ft, (Canopy) Uniform Load : D = 1,20, Lr = 0,0750 k/ft, Tributary Width = 1.0 ft, (CMU) Point Load : D = 17.0, Lr =15.0 k @ 0.420 ft, (Roof Beam) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.458 : 1 Typical Section 21.592 k-ft 47.141 k-ft 1.617 ft Span # 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.002 in Ratio = 43747 >=360. 0.000 in Ratio = 0 <360.0 0.005 in Ratio = 13448 -240. 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in A4 ) Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #5 @ d=3",2- #5 @ d=17", 47.14 47.14 5,333.33 1,017.64 1,017.64 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 34.948 7.428 Overall MINimum 0.480 0,480 Project Title: Engineer: Project ID: Project Descr: Page 169 of 246 Concrete Beam PA1-Pro*cfl20009-Zephyr CommonsOutparcel#71Calculaflons\ENERCALC120009Zephyr Commons #7.ec6 . Software copydoht ENERCALC, INC. 1983-2018, Build:10.18,11.30 . Description : I Canopy 6 Support Beam (BM8x20) - major Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+Lr+H 34.948 7.428 +D+0.750Lr+0.750L+H 31,284 6.989 +D+0.60W+H 2O.581 5.961 +D+0.750Lr+0.750L+0.450W+H 31.500 7.205 +0.60D+0.60W+0.60H 12.464 3.692 D Only 20.293 5.673 Lr Only 14.655 1.755 W Only 0.480 0.480 Shear Stirrup Requirements Between 0.00 to 0.42 ft, Vs>(4bdfc^.5) ACI 9.7.6.2.2, Req'd Vs = 33.686, use #3 stirrups spaced at 3.000 in Between 0.43 to 4.54 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Between 4.55 to 5.99 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 9.6.3.1. use #3 stirrups spaced at 8.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 21.59 47.14 0.46 +1.40D+1.60H Span # 1 1 6.000 15.08 47.14 0.32 +1.20 D+0.50 Lr+1.60 L+1.60 H Span # 1 1 6.000 15.46 47.14 0.33 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 6.000 21.31 47.14 0.45 +1.20D+1.60 Lr+0.50W+1.60H Span # 1 1 6.000 21.59 47.14 0.46 +1.20 D+0.50Lr+0.50L+W+1.60H Span # 1 1 6.000 16.10 47.14 0.34 +0.90D+W+0.90H Span # 1 1 6.000 10.37 47.14 0.22 Overall Maximum Deflections Load Combination Span Max. " ' Defl (in) Location in Span (ft) Load Combination Max. "+ Defl (in) Location in Span (ft) +D+Lr+H 1 0.0054 2.803 0.0000 0.000 Project Title: Page 170 of 246 Engineer: Project ID: Project Descr: P:N-Project\20009 - Zephyr Commons Out Concrete Beam paroal #7\Calculafions\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : I Canopy 6 Support Beam (BM8X20) - minor CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure fr = fc ' 7.50 = 474.342 psi Shear yl Density = 145.0 pcf R 1 = k LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 20.0 in, Height = 8.0 in Span #1 Reinforcing.... 245 at 2.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Load for Span Number 1 Uniform Load : W = 0,1440 k/ft, Tributary Width = 1.0 ft, (Wall C&C Pressure) W 19 245 at 2.0 in from Bottom, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0040, Lr = 0.0030, W = 0.1030 k/ft, Tributary Width = 1.0 ft, (CMU) Uniform Load: D = 0.0770, Lr = 0.0920, W = 0.0910 k/ft, Tributary Width = 1.0 ft, (Canopy) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ` Phi: Allowable Location of maximum on span Span # where maximum occurs 0.114 : 1 Typical Section 2.172 k-ft 19.033 k-ft 2.995 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 37466 -360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 Max Downward Total Deflection 0.003 in Ratio = 24965 -240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section Phi'Mn ( k-ft) Moment of Inertia ( inA4 Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #5 @ d=2",2- #5 @ &6", 19.03 19.03 853.33 124.60 124.60 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.014 1.014 Overall MINimum 0.243 0.243 +D+H 0.243 0.243 Page 171 of 246 Project Title: Engineer: Project ID: Project Descr: Concrete Beam P:\1-Project\20009-ZephyrCommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : 1 Canopy 6 Support Beam (BM8X20) - minor vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 0.457 0.457 +D+0.60W+H 0.851 0.851 +D+0.750Lr+0.750L+0.450W+H 0,913 0.913 +0.60D+0.60W+0.60H 0.754 0.754 D Only 0.243 0.243 Lr Only 0.285 0.285 W Only 1.014 1.014 Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 2.17 19.03 0.11 +1.40D+1.60H Span # 1 1 6.000 0.51 19.03 0.03 +1.20D+0.50Lr+1.60L+1.60 H Span # 1 1 6.000 0.65 19.03 0.03 +1. 20 D+1. 6 0 Lr+0. 50 L+1. 60 H Span # 1 1 6.000 1.12 19.03 0.06 +1.20D+1.60 Lr+0.50W+1.60H Span # 1 1 6.000 1.88 19.03 0.10 +1.20 D+0.50Lr+0.50L+W+1.60H Span # 1 1 6.000 2.17 19.03 0.11 +0.90D+W+0.90H Span # 1 1 6.000 1.85 19.03 0.10 Overall Maximum Deflections Load Combination Span Max. V" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+0.750Lr+0.750L+0.450W+H 1 0.0029 3.000 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Page 172 of 246 Concrete Beam P:11-Projed20009- Zephyr Commons Outparcel#TCalculationslENERCALC120009Zephyr Commons #7.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I RB-8 CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure fr = fc ' 7.50 = 474.342 psi Shear yr Density = 145.0 pcf R 1 = LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 D(1 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 40.0 in Span #1 Reinforcing.... 245 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0350, Lr = 0.030 ksf, Tributary Width = 2.50 ft, (Roof Load) Uniform Load : D = 0.060 ksf, Tributary Width = 2.0 ft, (CMU) Point Load: D = 17.0, Lr =15.0 k @ 0.420 ft, (Roof Beam) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ` Phi: Allowable Location of maximum on span Span # where maximum occurs 0.177 : 1 Typical Section 18.221 k-ft 102.941 k-ft 0.426 ft Span # 1 Cross Section Strength & Inertia CONCRETE BEAM DESIGNS: ROOF BEAM AT GIRDER SUPPORT 245 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.000 in Ratio = 0 <360.0 0.000 in Ratio = 0 <360.0 0.000 in Ratio = 0 <240.0 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section k-ft ) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #5 @ d=3",2- #5 @ d=37", 102.94 102.94 42,666.67 5,408.21 5,408.21 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MINimum 10.439 1.275 Project Title: Engineer: Project ID: Project Descr: Page 173 of 246 Concrete Beam P:\1-Proiect120009-Zephyr CommonsOutparcel#7\CalculatonslENERCALC\20009Zephyr Commons #7.ec6 . Software copvnaht ENERCALC, INC.1983-2018, Build: 10.18.11.30 . Description : RB-8 vertical Reactions Load Combination Support 1 Support 2 Support notation : Far left is #1 +D+Lr+H 31.574 4.054 +D+0.750Lr+0.750L+H 28.030 3.735 +D+0.60W+H 17.399 2.779 +D+0.750Lr+0.750L+0.450W+H 28.030 3.735 +0.60D+0.60W+0.60H 10.439 1.667 D Only 17.399 2.779 Lr Only 14.175 1.275 W Only Shear Stirrup Requirements Between 0.00 to 0.42 ft, PhiVc < Vu, Req'd Vs=15,406, use #3 stirrups spaced at 15.000 in Between 0.43 to 5.99 ft, Vu < PhiVcl2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 18.22 102.94 0.18 +1.40D+1.60H Span # 1 1 6.000 10.21 102.94 0.10 +1.20D+0.50Lr+1.60L+1.60 H Span # 1 1 6.000 11.69 102.94 0.11 +1.2 0 D+1.60 L r+0.50 L+1.60 H Span # 1 1 6.000 18.22 102.94 0.18 +1.20D+1.60 Lr+0.50W+1.60H Span # 1 1 6.000 18.22 102.94 0.18 +1. 20 D+0. 50 Lr+0. 50 L+W+1.60 H Span # 1 1 6.000 11.69 102.94 0.11 +0.90D+W+0.90H Span # 1 1 6.000 6.56 102.94 0.06 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0005 2.705 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Page 174 of 246 Concrete Column P:\1-Project120009- Zephyr Commons outparcel#71Calculations\ENERCALCt20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : x Concrete Column at Steel Girder Support Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information fc : Concrete 28 day strength = 4.0 ksi E _ = 3,605.0 ksi Density = 150.0 pcf (3 = 0.850 fy- Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 0/0 Max. Reinf. 8.0 Column Cross Section Column Dimensions : 8.Oin high x 16.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #5 bars @ corners„ 1.0 - #5 bars top & bottom between corner bars CONCRETE TIE COLUMN DESIGNS Overall Column Height = 20.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis : Fully braced against buckling about X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 20.0 ft, K = 1.0 Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 2,666.67 Ibs * Dead Load Factor AXIAL LOADS ... Steel Girder: Axial Load at 20.0 ft above base, Yecc = 4.Oin, D = 50.0 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.10 k/ft DESIGN SUMMARY Load Combination +1.40D+1.60H Maximum SERVICE Load Reactions. . Location of max.above base 19.866 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.798 : 1 Top along X-X 1.433 k Bottom along X-X 1.0 k Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMn^2)".5 Pu = 73.733 k (p * Pn = 93.1 10k Mu-x =-23.177 k-ft (p * Mn-x = 29.046 k-ft Maximum SERVICE Load Deflections ... Mu-y = 0.0 k-ft tP * Mn y = 0.0 k ft Along Y-Y-0.3029 in at 11.678 ft above base for load combination: +D+H Mu Angle = 180.0 deg Along X-X O.Oin at 0.O ft above base Mu at Angle = 23.177 k-ft (p Mn at Angle = 29.041 k-ft for load combination : Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... General Section Information . (P = 0.650 (3 =0.850 9 = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity 540.48 k p : %Reinforcing 1.453 % Rebar % Ok Pnmin : Nominal Min. Tension Axial Capacity k Reinforcing Area 1.860 in12 (p Pn, max: Usable Compressive Axial Capacity 281.048 k Concrete Area 128.0 in12 (p Pn, min : Usable Tension Axial Capacity k Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft Load Combination k * * Utilization * X-X Y-Y base ft Pu (p Pn g x gx Mux g y gy Muy Alpha (deg) g Mu (p Mn Ratio +1.40D+1.60H ACtual 1987 73.73 93.11 1.000 -23.18 180.000 23.18 29.04 0.798 Concrete Column Project Title: Engineer: Project ID: Project Descr: Page 175 of 246 PM-Project120009 -Zephyr Commons Outparcel #71Calculabons\ENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18,11.30 . Description : I Concrete Column at Steel Girder Support Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k ft Utilization Load Combination X-X Y-Y base ft k Pu tp " Pn 8 x 6x' Mux 8 y gy' Muy Alpha (deg) 8 Mu (p Mn Ratio +1.20D+0.50Lr+1.60L+1.60H Actual 19.87 63.20 93.11 1,000 -19.87 180.000 19.87 29.04 0.684 +1.20D+1.60Lr+0.50L+1.60H Actual 19.87 63.20 93.11 1.000 -19.87 180.000 19.87 29.04 0.684 +1.20D+1.60Lr+0.50W+1.60H Actual 19.87 63.20 93.11 1.000 -19.80 180.000 19.80 29.04 0.682 +1.20D+0.50Lr+0.50L+W+1.60H Actual 19.87 63.20 93.11 1.000 -19.73 180.000 19.73 29.04 0.679 +0.90D+W+0.90H Actual 19.87 47.40 93.11 1.000 -14.77 180.000 14.77 29,04 0.508 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.833 0.833 52.667 +D+Lr+H 0.833 0.833 52.667 +D+0.750Lr+0.750L+H 0.833 0.833 52.667 +D+0.60W+H 0.233 1.433 52.667 +D+0.750Lr+0.750L+0.450W+H 0.383 1,283 52.667 +0.60D+0.60W+0.60H 0.100 1.100 31.600 D Only 0.833 0.833 52.667 Lr Only L Only W Only 1.000 1.000 H Only Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top +D+H k-ft k-ft +D+Lr+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.60W+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H k-ft k-ft +0.60D+0.60W+0.60H k-ft k-ft D Only k-ft k-ft Lr Only k-ft k-ft L Only k-ft k-ft W Only k-ft k-ft H Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft -0.303 in 11.678 ft +D+L+H 0.0000 in 0.000 ft -0,303 in 11.678 ft +D+Lr+H 0.0000 in 0.000 ft -0.303 in 11.678 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft -0.303 in 11.678 ft +D+0.60W+H 0.0000 in 0.000 ft -0.218 in 12.215 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft -0,239 in 12.081 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft -0.098 in 13.020 ft D Only 0.0000 in 0.000 It -0.303 in 11.678 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.148 in 10.067 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Project Title: Engineer: Project ID: Project Descr: Page 176 of 246 Concrete Column PM-Project120009-Zephyr CommonsOutparcel#7\CalculationslENERCALC\20009Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11,30 . Description : ( TC @ 14.83 east 8x12 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information fc : Concrete 28 day strength = 4.0 ksi E _ = 3,605.0 ksi Density = 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 Max. Reinf. = 8.0 Column Cross Section Column Dimensions : 8.Oin high x 16.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #5 bars @ corners„ 1 - #5 bars top & bottom between corner bars lied Loads Overall Column Height = 20.5 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis : Fully braced against buckling about X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 20.5 ft, K = 1.0 Column self weight included : 2,733.33 Ibs' Dead Load Factor AXIAL LOADS ... Canopy: Axial Load at 13.50 ft above base, D = 11.820, LR = 4.60, W = 0.630 k BENDING LOADS ... Wall C&C: Lat. Uniform Load creating Mx-x, W = 0.30 k/ft Lat. Point Load at 13.50 ft creating Mx-x, D = 0.220, LR = 0.190 k Entered loads are factored oer load combinations user. DESIGN SUMMARY Load Combination +0.9OD+W Maximum SERVICE Load Reactions . . Location of max.above base 20.362 ft Top along Y-Y k Bottom along Y-Y k Maximum Stress Ratio 0.5970 : 1 Top along X-X k Bottom along X-X k Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)^.5 Pu = 13.728 k cp ` Pn = 23.189 k Mu-x = 16.460 k-ft tP * Mn-x = -27.826 k-ft Maximum SERVICE Load Deflections ... Mu-y = 0.0 k-ft tP ' Mn-y = 0.0 k-ft Along Y-Y 0.2938 in at 10.319 ft above base for load combination : +0.60W Mu Angle = 0.0 deg Along X-X O.Oin at 0.Oft above base Mu at Angle = 16.460 k-ft cpMn at Angle = 27.568 k-ft for load combination : 0.o Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... General Section Information. = 0.650 =0.850 9 = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity 540.48 k p /o Reinforcing 1.453 % Rebar - Ok Pnmin : Nominal Min. Tension Axial Capacity -111.60 k Reinforcing Area 1.860 in12 cp Pn, max: Usable Compressive Axial Capacity 281.048 k Concrete Area 128.0 inA2 cp Pn, min : Usable Tension Axial Capacity -72.540 k Project Title: Engineer: Project ID: Project Descr: Page 177 of 246 Concrete Column PM-Project120009-Zephyr Commons Outparcel#TCak:ulations\ENERCALC120009Zephyr Commons #7.ec6 . 1111 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . ■ Description : p TC @ 14.83 east 8x12 Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft k Utilization Load Combination X-X Y-Y base ft t Pu tp Pn 8 x 8x. Mux 8 y 5y Muy Alpha (deg) 8 Mu tp Mn Ratio +1.40D Actual 20.36 20.37 268.93 1.000 1.42 0.000 1.42 18.87 0.076 +1.20D+0.50Lr Actual 20.36 19.76 253.39 1.000 1.65 0.000 1.65 21.27 0.078 +1.20D+1.60Lr Actual 20.36 24.82 229.65 1.000 2.62 0.000 2.62 24.18 0.108 +1.20D+1.60Lr+0.50W Actual 20.36 25.14 73.47 1.000 9.99 0.000 9.99 29.28 0.341 +1.20D+0.50Lr+W Actual 20.36 20.39 34.36 1.000 17.04 0.000 17.04 29.15 0.585 +0.90D+W Actual 20.36 13.73 23.19 1.000 16.46 0.000 16.46 27.57 0.597 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.075 0.145 14.553 +D+Lr 0.140 0.270 19.153 +D+0.750Lr 0.124 0.239 18.003 +D+0.60W 1.920 1.990 14.931 +D+0.750Lr+0.45OW 1.508 1.622 18.287 +0.60DA.60W 1.890 1.932 9.110 Lr Only 0.065 0.125 4.600 W Only 3.075 3.075 0.630 Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +D+Lr k-ft k-ft +D+0.750Lr k-ft k-ft +D+0.60W k-ft k-ft +D+0.750Lr+0.45OW k-ft k-ft +0.60D+0.60W k-ft k-ft Lr Only k-ft k-ft W Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.024 in 11.144 ft Lr Only 0,0000 in 0.000 ft 0.021 in 11.144 ft +0.60W 0.0000 in 0.000 ft 0.294 in 10.319 ft Project Title: Engineer: Project ID: Project Descr: Page 178 of 246 Concrete Column PM-Project\20009-ZephyrCommonsOutparcel#7\Calculations\ENERCALC\20009Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC.1983.2018, Build:10.18.11.30 . ■ Description : I TC @ 15.58 east 8x12 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information fc : Concrete 28 day strength = 4.0 ksi E _ = 3,605.0 ksi Density = 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA675 Bars Used Min. Reinf. = 1.0 % Max. Reinf. = 8.0 Column Cross Section Column Dimensions: 12.Oin high x 8.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing: 4 - #5 bars @ corners, Overall Column Height = 20.50 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Fully braced against buckling about X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 20.50 ft, K = 1.0 . 0. Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 2,050.0 Ibs * Dead Load Factor AXIAL LOADS ... Canopy: Axial Load at 13.50 ft above base, D = 11.630, LR = 5.060, W = 0.830 k BENDING LOADS ... Wall C&C: Lat. Uniform Load creating Mx-x, W = 0.3130 k/ft CMU: Lat. Point Load at 0.0 ft creating Mx-x, D = 0.240, LR = 0.210 k DESIGN SUMMARY Load Combination +0.9OD+W Location of max.above base 20.362 It Maximum Stress Ratio 0.4764: 1 Ratio = (Pu^2+Mu^2)1.5 / (PhiPn^2+PhiMn^2)1.5 Pu = 13.142 k 9 * Pn = 27.612 k Mu-x = 16.442 k-ft (P * Mn-x = -34.726 k-ft Mu-y = 0.0 k-ft (P * Mn-y = 0.0 k-ft Mu Angle = 0.0 deg Mu at Angle = 16.442 k-ft qMn at Angle = 34.511 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity 396.584 k Pnmin : Nominal Min. Tension Axial Capacity -74.40 k cp Pn, max: Usable Compressive Axial Capacity 206.224 k 9 Pn, min : Usable Tension Axial Capacity -48.360 k Maximum SERVICE Load Reactions. . Top along Y-Y k Bottom along Y-Y k Top along X-X k Bottom along X-X k Maximum SERVICE Load Deflections ... Along Y-Y 0.1816 in at 10.319 ft above base for load combination: +0.60W Along X-X O.Oin at 0.Oft above base for load combination : 0.0 General Section Information. 9 = 0.650 =0 850 0 = 0.80 p : % Reinforcing 1.292 % Rebar % Ok Reinforcing Area 1.240 inA2 Concrete Area 96.0 inA2 Project Title: Page 179 of 246 Engineer: Project ID: Project Descr: PA-Projec820009-Zephyr CommonsOut Concrete Column parcel#71Calculations\ENERCALC120009Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : I TC @ 15.58 east 8x12 Governing Load Combination Results Governing Factored Moment Dist. from Axial Load k Bending Analysis k-ft Utilization Load Combination X-X Y-Y base ft Pu tp Pn 8 x 8x * Mux 8 y sy Muy Alpha (deg) 8 Mu tp Mn Ratio +1.40D M2,min 20.36 19.15 198.06 1.000 1.34 90.000 1.34 13.86 0.097 +1.20D+0.50Lr M2,min 20.36 18.95 198.06 1.000 1.33 90.000 1.33 13.86 0.096 +1.20D+1.6OLr M2,min 20.36 24.51 198.06 1.000 1.72 90.000 1.72 13.86 0.124 +1.20D+1.60Lr+0.50W Actual 20.36 24.93 113.29 1.000 8.22 0.000 8.22 37.50 0.219 +1.20D+0.50Lr+W Actual 20.36 19.78 49.74 1.000 16.44 0,000 16.44 41.04 0.401 +0.90D+W Actual 20.36 13.14 27.61 1.000 16.44 0.000 16.44 34.51 0.476 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.45OW +0.60D+0.60W Lr Only W Only Maximum Moment Reactions 18.740 17.475 1.925 1.925 14.178 1.444 1.444 17.849 1.925 1.925 8.706 5.060 3.208 3.208 0.830 Note: Only non -zero reactions are listed. Moment About X-X Axis Load Combination @ Base @ Top Moment About Y-Y Axis @ Base @ Top D Only k-ft k-ft +D+Lr k-ft k-ft +D+0.750Lr k-ft k-ft +D+0.60W k-ft k-ft +D+0.750Lr+0.45OW k-ft k-ft +0.60D+0.60W k-ft k-ft Lr Only k-ft k-ft W Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60W 0.0000 in 0.000 ft 0,182 in 10.319 ft Project Title: Engineer: Project ID: Project Descr: Page 180 of 246 Concrete Column P.11-ProjecN20009- Zephyr Commons Outparcel#7CalculationslENERCALM20009Zephyr Commons #7.ec6 . i Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : TC @ 14.83 north 8x12 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information f c : Concrete 28 day strength = 4.0 ksi E _ = 3,605.0 ksi Density = 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29, 000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 Max. Reinf. 8.0 % Column Cross Section Column Dimensions: 12.Oin high x 8.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #5 bars @ corners, Overall Column Height = 20.50 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis : Fully braced against buckling about X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 20.50 ft, K = 1.0 Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included: 2,050.0 Ibs * Dead Load Factor AXIAL LOADS ... Canopy: Axial Load at 13.50 ft above base, D = 11.080, LR=1.220, W = 0.630 k BENDING LOADS ... Wall C&C: Lat. Uniform Load creating Mx-x, W = 0.30 k/ft CMU: Lat, Point Load at 13.50 ft creating Mx-x, D = 0.030, LR = 0.030 k DESIGN SUMMARY Load Combination +0.90D+W Maximum SERVICE Load Reactions . . Location of max.above base 20.362 ft Top along Y-Y k Bottom along Y-Y k Maximum Stress Ratio 0.4593: 1 Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)".5 Pu = 12.447 k cp * Pn = 27.612 k Mu-x = 15.854 k-ft T * Mn-x = -34.726 k-ft Mu-y = 0.0 k-ft T * Mn-y = 0.0 k-ft Mu Angle = 0.0 deg Mu at Angle = 15.854 k-ft cpMn at Angle = 34.511 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity 396.584 k Pnmin : Nominal Min. Tension Axial Capacity -74.40 k cp Pn, max: Usable Compressive Axial Capacity 206.224 k (p Pn, min: Usable Tension Axial Capacity -48.360 k Top along X-X k Bottom along X-X k Maximum SERVICE Load Deflections ... Along Y-Y 0.1741 in at 10.319 ft above base for load combination : +0.60W Along X-X O.Oin at O.Oft above base for load combination : o.o General Section Information. T = 0.650 (3 =0.850 0 = 0.80 p : % Reinforcing 1.292 % Rebar °I° Ok Reinforcing Area 1.240 in12 Concrete Area 96.0 in^2 Project Title: Engineer: Project ID: Project Descr: Page 181 of 246 PA-Project120009 - Zephyr Commons Out Concrete Column parcel #71Calculatlons\ENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.11.30 . ■ Description : I TC @ 14.83 north 8x12 Governina Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft Utilization Load Combination X-X Y-Y base ft k Pu (p Pn g x 6x' Mux g y 8y Muy Alpha (deg) g Mu (p Mn Ratio +1.40D Actual 20.36 18.38 206.22 1.000 0.19 0.000 0.19 2.02 0.089 +1.20D+0.50Lr Actual 20.36 16.37 206.22 1.000 0.23 0.000 0.23 2.77 0.080 +1.20D+1.60Lr Actual 20.36 17.71 206.22 1.000 0.39 0.000 0.39 4.56 0.086 +1.20D+1.60Lr+0.50W Actual 20.36 18.02 85.17 1.000 8.18 0.000 8.18 38.95 0.210 +1.20D+0.50Lr+W Actual 20.36 17.00 41.26 1.000 15.94 0.000 15.94 38.63 0.413 +0.90D+W Actual 20.36 12.45 27.61 1.000 15.85 0.000 15.85 34.51 0,459 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.010 0.020 13.130 +D+Lr 0.020 0.040 14.350 +D+0.750Lr 0.018 0.035 14.045 +D+0.60W 1.855 1.865 13.508 +D+0.750Lr+0.450W 1.402 1.418 14.329 +0.60D+0.60W 1.851 1.857 8.256 Lr Only 0.010 0.020 1.220 W Only 3.075 3.075 0.630 Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +D+Lr k-ft k-ft +D+0.7501_r k-ft k-ft +D+0.60W k-ft k-ft +D+0.750Lr+0.45OW k-ft k-ft +0.60D+0.60W k-ft k-ft Lr Only k-ft k-ft W Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection D Only 0.0000 in 0.000 ft 0.002 in Lr Only 0.0000 in 0.000 ft 0.002 in +0.60W 0.0000 in 0.000 ft 0.174 in Distance 11,144 ft 10.319 ft Page 182 of 246 Project Title: Engineer: Project ID: Project Descr: Concrete Column P:\1-Project\20009 - Zephyr Commons Outparcel #7\Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software CO 00t ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : j TC @ 22.17 8x24 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information fc : Concrete 28 day strength = 4.0 ksi E _ = 3,605.0 ksi Density = 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTM A615 Bars Used Min. Reinf. = 1.0 Max. Reinf. = 8.0 Column Cross Section Column Dimensions : 8.Oin high x 24.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing: 4 - #5 bars @ corners„ 3 - #5 bars top & bottom between corner bars Overall Column Height = 20.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Fully braced against buckling about X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 20.0 ft, K = 1.0 Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 4,000.0 Ibs * Dead Load Factor AXIAL LOADS ... Canopy: Axial Load at 13.50 ft above base, D = 20.323, LR = 7.648, W = 1.572 k BENDING LOADS ... Canopy: Lat. Point Load at 13.50 ft creating Mx-x, D = 1.186, LR = 1,319, W = 2.80 k Wall C&C: Lat. Uniform Load from 2.0-->12.0 ft creating Mx-x, W = 0.4960 k/ft DESIGN SUMMARY Load Combination +1.20D+0.50Lr+W Location of max.above base 19.866ft Maximum Stress Ratio 0.7343 : 1 Ratio = (Pu^2+Mu^2)11.5 / (PhiPn^2+PhiMn^2)".5 Pu = 34.584 k cp * Pn = 45.669 k Mu-x = 32.953 k-ft fP * Mn-x = -44.952 k-ft Mu-y = 0.0 k-ft (P * Mn-y = 0.0 k-ft Mu Angle = 0.0 deg Mu at Angle = 32.953 k-ft cpMn at Angle = 44.887 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity 828.26 k Pnmin : Nominal Min. Tension Axial Capacity -186.0 k cp Pn, max: Usable Compressive Axial Capacity 430.695 k tp Pn, min : Usable Tension Axial Capacity -120.90 k Maximum SERVICE Load Reactions. . Top along Y-Y k Bottom along Y-Y k Top along X-X k Bottom along X-X k Maximum SERVICE Load Deflections ... Along Y-Y 0.2967 in at 10.067 ft above base for load combination : +0.60w Along X-X O.Oin at 0.Oft above base for load combination : o.o General Section Information. fP = 0.650 =0,850 g = 080 p : % Reinforcing 1.615 % Rebar °/O Ok Reinforcing Area 3.10 in12 Concrete Area 192.0 in12 Project Title: Engineer: Project ID: Project Descr: Page 183 of 246 PA-Project120009-ZephyrCommonsOut Concrete Column parcel#71Calculations\ENERCALC120009Zephyr Commons#7.ec6 . Software copyright ENERCALC, INC.1983.2018, Build:10.18.11.30 . Description : ( TC @ 22.17 8x24 Governing Load Combination Results Governing Factored Moment Dist. from Axial k Load Bending Analysis k-ft Utilization Load Combination X-X Y-Y base ft Pu (p Pn g x g x Mux g y gy Muy Alpha (deg) g Mu (p Mn Ratio +1.40D Actual 19.87 34.05 208.91 1.000 7.24 0.000 7.24 44.38 0.163 +1.20D+0.50Lr Actual 19.87 33.01 163.61 1.000 9.09 0.000 9.09 44.72 0.203 +1.20D Actual 19.87 29.19 208.91 1.000 6.21 0.000 6.21 44.38 0.140 +1.20D+1.60Lr Actual 19.87 41.42 120.76 1.000 15.42 0.000 15.42 44.65 0.345 +1.20D+1.60Lr+0.50W Actual 19.87 42.21 71A5 1.000 27.23 0.000 27.23 45.53 0.598 +1.20D+0.50W Actual 19.87 29.97 76.45 1.000 18.02 0.000 18.02 45.59 0.395 +1.20D+0.50Lr+W Actual 19.87 34.58 45.67 1.000 32.95 0.000 32.95 44.89 0.734 +1.20D+W Actual 19.87 30.76 45.67 1.000 30.49 0.000 30.49 44.89 0.679 +0.90D+W Actual 19.87 23.46 36.68 1.000 29.20 0,000 29.20 44.24 0.660 +0.90D Actual 19.87 21.89 208.91 1.000 4.66 0.000 4.66 44.38 0,105 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only +D+Lr +D+0.750Lr +D+0.60W +D+0.750Lr+0.45OW +D+0.450W +0.60D+0.60W +0.60D Lr Only W Only Maximum Moment Reactions 0.385 0.801 24.323 0.814 1.691 31.971 0.707 1.468 30.059 2.866 2.976 25.266 2.567 3.100 30.766 2.246 2.432 25.030 2.712 2.656 15.537 0.231 0.480 14.594 0.429 0.890 7.648 4.134 3.626 1.572 Note: Only non -zero reactions are listed. Moment About X-X Axis Load Combination @ Base @ Top Moment About Y-Y Axis @ Base @ Top D Only k-ft k-ft +D+Lr k-ft k-ft +D+0.750Lr k-ft k-ft +D+0.60W k-ft k-ft +D+0.750Lr+0.45OW k-ft k-ft +D+0.450W k-ft k-ft +0.60D+0.60W k-ft k-ft +0.60D k-ft k-ft Lr Only k-ft k-ft W Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.079 in 11.007 ft Lr Only 0.0000 in 0.000 ft 0.088 in 11.007 ft +0.60W 0.0000 in 0.000 ft 0.297 in 10.067 ft Project Title: Engineer: Project ID: Project Descr: Page 184 of 246 P:\1-Project\20009 - Zephyr Commons Out Concrete Column parcel #TCalculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : ? TC @ 9.5 8x16 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information fc : Concrete 28 day strength = 4.0 ksi E _ = 3,605.0 ksi Density = 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 % Max. Reinf. = 8.0 Column Cross Section Column Dimensions : 8.Oin high x 16.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing: 4 - #5 bars @ corners„ 1 - #5 bars top & bottom between corner bars Overall Column Height = 20.0 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Fully braced against buckling about X-X Axis Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 20.0 ft, K = 1.0 Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 2,666.67 Ibs * Dead Load Factor AXIAL LOADS ... Canopy: Axial Load at 12.50 ft above base, D = 8.921, LR = 3.277, W = 0,6610 k BENDING LOADS ... Canopy: Lat. Point Load at 12.50 ft creating Mx-x, D = 0.4610, LR = 0.5180, W = 1.743 k Wall C&C: Lat. Uniform Load from 2.0-->12.0 ft creating Mx-x, W = 0.2240 k/ft DESIGN SUMMARY Load Combination +1.20D+0.5OLr+W Location of max.above base 19.866ft Maximum Stress Ratio 0.638 : 1 Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)^.5 Pu = 16.205 k cp * Pn = 25.765 k Mu-x = 17.855 k-ft (P * Mn-x = -28.162 k-ft Mu-y = 0.0 k-ft rP * Mn-y = 0.0 k-ft Mu Angle = 0.0 deg Mu at Angle = 17.855 k-ft cpMn at Angle = 27.994 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity 540.48 k Pnmin : Nominal Min. Tension Axial Capacity k cp Pn, max: Usable Compressive Axial Capacity 281.048 k cp Pn, min : Usable Tension Axial Capacity k Maximum SERVICE Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 1.873 k Bottom along X-X 2.110 k Maximum SERVICE Load Deflections ... Along Y-Y 0.2388 in at 10.201 ft above base for load combination: +0.60W Along X-X O.Oin at 0.Oft above base for load combination : General Section Information . fP = 0.650 (3 =0.850 0 = 0.80 p : % Reinforcing 1.453 % Rebar °Io Ok Reinforcing Area 1.860 in12 Concrete Area 128.0 in12 Page 185 of 246 Project Title: Engineer: Project ID: Project Descr: Concrete Column P:11-Projec620009 - Zephyr Commons Outparcel #ACakxudations\ENERCALM20009 Zephyr Commons #7.ec6 . Software 000vriaht ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : TC @ 9.5 8x16 Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k ft Utilization Load Combination X-X Y-Y base ft k Pu fp ' Pn $x gx:Mux g y gy * Muy Alpha (deg) g Mu N Mn Ratio +1.40D Actual 19.87 16.22 152.96 1.000 3.02 0.000 3.02 28.73 om5 +1.20D+0.50Lr Actual 19.87 15.54 118.97 1.000 3.80 0.000 3.80 29.11 0.131 +1.20D Actual 19.87 13.91 152.96 1.000 2.59 0.000 2.59 28.73 0.090 +1.20D+1.60Lr Actual 19.87 19.15 85.13 1.000 6.47 0.000 6.47 28.98 0.223 +1.20D+1.60Lr+0.50W Actual 19.87 19.48 41.91 1.000 13.50 0.000 13.50 29.38 0.459 +1.20D+0.50W Actual 19.87 14.24 43.64 1.000 9.62 0.000 9.62 29.43 0,327 +1.20D+0.50Lr+W Actual 19.87 16.20 25.77 1.000 17.85 0.000 17.85 27.99 0.638 +1.20D+W Actual 19.87 14.57 23.19 1.000 16.64 0.000 16.64 27.57 0.604 +0.90D+W Actual 19.87 11.09 18.46 1.000 15.99 0.000 15.99 26.78 0.597 +0.90D Actual 19.87 10.43 152.96 1.000 1.94 0.000 1.94 28.73 0.068 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.173 0.288 11.588 +D+Lr 0.367 0.612 14,865 +D+0.750Lr 0.319 0.531 14.045 +D+0.60W 1.439 1.412 11.984 +D+0.750Lr+0.45OW 1.268 1.374 14.343 +D+0.450W 1.122 1.131 11.885 +0.60D40.60W 1.370 1.297 7,349 +0.60D 0.104 0.173 6.953 Lr Only 0.194 0,324 3.277 W Only 2.110 1.873 0.661 Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +D+Lr k-ft k-ft +D+0.750Lr k-ft k-ft +D+0.60W k-ft k-ft +DA.750Lr+0.45OW k-ft k-ft +D+0.450W k-ft k-ft +0.60D+0.60W k-ft k-ft +0.60D k-ft k-ft Lr Only k-ft k-ft W Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.050 in 10.738 ft Lr Only 0.0000 in 0.000 ft 0.056 in 10.738 ft +0.60W 0.0000 in 0.000 ft 0.239 in 10.201 ft DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ Page 186 of 246 JOB SHEET NO OF --- CALCULATED BY- DATE CHECKED BY DATE ,,rAi r L L ROOFTOP SCREEN WALL DESIGN LOADS AND JOIST REACTIONS Ll 1.11 LAI \L V- -7 Ll WJN-0� '1100-G fsF r F-T Page 187 of 246 DOUGLASWOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040N.\V. 7TH STREET. SUITE 820 M|AM|. FLOR|DA33l26 (305)461'3450WWW.DOUGLASWOOD.B|Z SHEET NO __---_-__ o"- CALCULATED o,---_____ o^,c-__ Cxscxsonv___—____-__'- __ - _ o^rr _- .... Page 188 of 246 DOUGLAS WOOD ASSOCIATES, INC. JOB STRUCTURAL ENGINEERS SHEET NO ___ _ OF- 5040 N.W. 7TH STREET, SUITE 820 CALCULATED BY DATE MIAMI, FLORIDA 33126 (305) 461.3450 WWW.DOUGLASWOOD.BIZ CHECKED BY DATE__.. _ arai c SrLA—le - NSS 3X�4-` 21-61/7." = c� o - ���„ - �,5 �I.34� ��lj3j � 18.E '�. y � ✓�. �.i✓.. I DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461.3450 WWW.DOUGLASWOOD.BIZ . -_'Vol S -T A� (_ -1 t aura PL Page 189 of 246 SHEET NO OF - CALCULATED BY---- DATE CHECKED SY-__ DATE-__-, arAl V i-ALL F7fl4T f = v= Cr, u Project Title: Engineer: Project ID: Project Descr: Page 190 of 246 Steel Column PM-Project120009- Zephyr Commons Outparcel #71Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . 1111 Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Description : Rooftop screen wall Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name Analysis Method: Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus ROOFTOP SCREEN WALL CASE 1,2,3,5 END POST DESIGN HSS6x3xl/4 Overall Column Height TO ft Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns 46.0 ksi X-X (width) axis : 29, 000.0 ksi Unbraced Length for X-X Axis buckling = 7.0 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 7.0 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 97.370 Ibs * Dead Load Factor AXIAL LOADS ... Cladding = 20 psf: Axial Load at 7.0 ft, D = 0.20 k BENDING LOADS ... Parapet C&C = 69 psf @ 3 ft: Lat. Uniform Load creating Mx-x, W = 0,2070 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2088 : 1 Maximum Load Reactions . . Load Combination +1.20D+0.5OLr+0.50L+W+1.60H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pu 0.3568 k Bottom along Y-Y 1.449 k 0.9 * Pn 41.495 k Mu-x -5.072 k-ft Maximum Load Deflections ... 0.9 * Mn-x : 24.806 k-ft Along Y-Y 0.1301 in at 7.0ft above base for load combination :+D+0.60W+H Mu-y 0.0 k-ft 0.9 * Mn-y : 15.215 k-ft Along X-X 0.0 in at O.Oft above base for load combination: Maximum Shear Stress Ratio = 0.02834 : 1 Load Combination +1.20D+0.5OLr+0.50L+W+1.60H Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 1.449 k Vn * Phi: Allowable 51.135 k Load Combination Results Maximum Axial + Bendino Stress Ratios Load Combination Stress Ratio Status Location +1.40D+1.60H +1. 20 D+0. 50 L r+1.60 L+1. 60 H +1.20 D+ 1.60 L r+0.50 L+1.60 H +1.20 D+1.60Lr+0.50W+1.60 H +1.20 D+0.50Lr+0.50L+W+1.60H +0.90D+W+0.90H Maximum Reactions Maximum Shear Ratios Cbx Cby KXLx/Rx KyLy/Ry Stress Ratio Status Location 0.010 PASS 0.00 ft 2.33 1.00 0.009 PASS 0.00 ft 2.33 1.00 0.009 PASS 0.00 ft 2.33 1.00 0.107 PASS 0.00 ft 2.33 1.00 0.209 PASS 0.00 ft 2.33 1.00 0.208 PASS 0.00 ft 2.33 1.00 84.00 144.59 0.000 PASS 0.00 ft 84.00 144.59 0.000 PASS 0.00 ft 84.00 144.59 0.000 PASS 0.00 ft 84.00 144.59 0.014 PASS 0.00 ft 84.00 144.59 0.028 PASS 0.00 ft 84.00 144.59 0.028 PASS 0.00 It Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 0.297 +D+Lr+H 0.297 +D+0.750Lr+0.750L+H 0.297 +D+0.60W+H 0.297 0.869 -3.043 +D+0.750Lr+0.750L+0.450W+H 0,297 0.652 -2.282 +0.60D+0.60W+0.60H 0.178 0.869 -3.043 D Only 0.297 Project Title: Page 191 of 246 Engineer: Project ID: Project Descr: Steel Column R\t-Project120009 - Zephyr Commons Outpamel #71Calculations\ENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983.2018, Build:10.18.11.30 . Lic. #: KW-06009749 Licensee: Douglas Wood Associates, Inc. Description : Rooftop screen wall Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Lr Only W Only 1.449 -5.072 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0.297 " Minimum Reaction, X-X Axis Base Maximum 0.297 " Minimum 0.297 Reaction, Y-Y Axis Base Maximum 1.449 -5.072 " Minimum 0.297 Reaction, X-X Axis Top Maximum 0.297 " Minimum 0.297 Reaction, Y-Y Axis Top Maximum 0.297 " Minimum 0.297 Moment, X-X Axis Base Maximum 0.297 " Minimum -5.072 1.449 -5.072 Moment, Y-Y Axis Base Maximum 0.297 " Minimum 0.297 Moment, X-X Axis Top Maximum 0.297 " Minimum 0.297 Moment, Y-Y Axis Top Maximum 0.297 " Minimum 0.297 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.130 in 7.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.098 in 7.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.130 in 7.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60W 0.0000 in 0.000 It 0.129 in 6.953 ft Steel Section Properties : HSS6x3x1/4 Depth = 6.000 in I xx = 17.00 in"4 J = 14.200 in"4 Design Thick = 0.233 in S xx = 5.66 inA3 Cw = 7.39 inA6 Width = 3.000 in R xx = 2.100 in Wall Thick = 0.250 in Zx = 7.190 inA3 Area = 3.840 inA2 1 yy = 5.700 in^4 C = 7.390 inA3 Weight = 13.910 plf S yy = 3.800 in"3 R yy = 1.220 in Zy = 4.410 in"3 Ycg = 0.000 in Project Title: Page 192 of 246 Engineer: Project ID: Project Descr: P.11-Project�20009 -Zephyr Commons Out Steel Column parcel #nCalculationslENERCALC120009 Zephyr Commons #7.ec6 . 6 Software copyright ENERCALC, INC. 1983.2018, Build: 10.18.11.30 . Description : Rooftop screen wall Sketches +Y 3.00in Steel Column Description : Parapet screen wall Page 193 of 246 Project Title: Engineer: Project ID: Project Descr: P:it-Project 20009 -Zephyr Commons Outparcel #71CalculationslENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: Analysis Method: Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus ROOFTOP SCREEN WALL CASE 4 END POST DESIGN HSS6x3x1/4 Overall Column Height 7.0 It Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns: 46.0 ksi X-X (width) axis: 29,000.0 ksi Unbraced Length for X-X Axis buckling = 7.0 ft, K = 2.1 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 7.0 ft, K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 97.370 Ibs * Dead Load Factor AXIAL LOADS ... Cladding = 20 psf: Axial Load at 7.0 ft, D = 0.20 k BENDING LOADS ... Parapet C&C = 104 psf @ 3 ft trib: Lat. Uniform Load creating Mx-x, W = 0.3120 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3125 : 1 Maximum Load Reactions . . Load Combination +1.20D+0.50Lr+O.5OL+W+1.60H Top along X-X 0 0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pu 0.3568 k Bottom along Y-Y 2.184 k 0.9 * Pn 41.495 k Mu-x -7.644 k-ft Maximum Load Deflections ... 0.9 * Mn-x : 24.806 k-ft Along Y-Y 0.1960 in at 7.Oft above base for load combination :+D+0.60W+H Mu-y 0.0 k-ft 0.9 * Mn-y : 15.215 k-ft Along X-X 0.0 in at O Oft above base for load combination PASS Maximum Shear Stress Ratio = 0.04271 : 1 Load Combination +1.20D+0.5OLr+0.50L+W+1.60H Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 2.184 k Vn * Phi: Allowable 51.135 k Load Combination Results Maximum Axial + Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location +1.40D+1.60H 0.010 PASS 0.00 ft 2.33 1.00 84.00 144.59 0.000 PASS 0.00 ft +1.20D+0.50Lr+1.60L+1.60H 0,009 PASS 0.00 ft 2.33 1.00 84.00 144.59 0.000 PASS 0.00 ft +1.20D+1.60Lr+0.50L+1.60H 0.009 PASS 0.00 ft 2.33 1.00 84.00 144.59 0.000 PASS 0.00 ft +1.20D+1.60Lr+0.50W+1.60H 0.158 PASS 0.00 ft 2.33 1.00 84.00 144.59 0.021 PASS 0.00 ft +1.20D+0.50Lr+0.50L+W+1.60H 0.312 PASS 0.00 ft 2.33 1.00 84.00 144.59 0.043 PASS 0.00 ft +0.90D+W+0,90H 0.311 PASS 0.00 ft 2.33 1.00 84.00 144.59 0.043 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 0.297 +D+Lr+H 0.297 +D+0.750Lr+0.750L+H 0.297 +D+0.60W+H 0.297 1.310 4.586 +D+0.750Lr+0.750L+0.450W+H 0.297 0,983 -3.440 +0.60D+0.60W+0.60H 0.178 1.310 -4.586 D Only 0.297 Project Title: Page 194 of 246 Engineer: Project ID: Project Descr: Steel Column PM-Proiect\20009 - Zephyr Commons Outparcel #7\Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983.2018, Build:10.18.11.30 . Lic. #: KW-06009749 Licensee: Douglas Wood Associates, Inc. Description : Parapet screen wall Maximum Reactions Axial Reaction Load Combination @ Base Lr Only W Only Extreme Reactions Axial Reaction Item Extreme Value @ Base Axial @ Base Maximum 0.297 " Minimum Reaction, X-X Axis Base Maximum 0.297 " Minimum 0.297 Reaction, Y-Y Axis Base Maximum " Minimum 0.297 Reaction, X-X Axis Top Maximum 0.297 " Minimum 0.297 Reaction, Y-Y Axis Top Maximum 0.297 " Minimum 0.297 Moment, X-X Axis Base Maximum 0.297 " Minimum Moment, Y-Y Axis Base Maximum 0.297 " Minimum 0.297 Moment, X-X Axis Top Maximum 0.297 " Minimum 0.297 Moment, Y-Y Axis Top Maximum 0.297 " Minimum 0.297 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Top @ Base @ Top 2.184 Note: Only non -zero reactions are listed. Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top -7.644 X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 2.184 -7.644 7.644 2.184 -7.644 Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 it 0.196 in 7.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.147 in 7.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.196 in 7.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0,000 ft 0.000 in 0.000 ft +0.60W 0.0000 in 0.000 ft 0.194 in 6.953 ft Steel Section Properties : HSS6x3x1/4 Depth = 6.000 in I xx = 17.00 inA4 J = 14.200 inA4 Design Thick = 0.233 in S xx = 5.66 inA3 Cw = 7.39 inA6 Width = 3.000 in R xx = 2.100 in Wall Thick = 0.250 in Zx = 7.190 inA3 Area = 3.840 inA2 1 yy = 5.700 in14 C = 7.390 inA3 Weight = 13.910 plf S yy = 3.800 in13 R yy = 1.220 in Zy = 4.410 in13 Ycg = 0.000 in Project Title: Page 195 of 246 Engineer: Project ID: Project Descr: Steel Column PA1-Project120009 - Zephyr Commons Outparcel #71CalculationslENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build:10.18.11.30 . Lic. #: KW-06009749 Licensee: Douglas Wood Associates, Inc. Description : Parapet screen wall Sketches +Y o Loa 1 +X C3 3.00in Project Title: Page 196 of 246 Engineer: Project ID: Project Descr: Steel Beam P:\1-Project\20009-Zephyr Commons 0utparcel#TCalculations\ENERCALC\20009Zephyr Commons #7.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : i Parapet screen wall - top beam CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis: Major Axis Bending W(0 364) a l HSS6x2xl /4 Span =6.0ft ROOFTOP SCREEN WALL HORIZ. HSS @ TOP Fy : Steel Yield: 46.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W = 0,1040 ksf, Tributary Width = 3.50 ft, (Parapet C&C) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.081.. 1 Maximum Shear Stress Ratio = 0.018 : 1 Section used for this span HSS6x2x1/4 Section used for this span HSS6x2x1/4 Mu: Applied 1.638 k-ft Vu : Applied 1.092 k Mn * Phi: Allowable 20.148 k-ft Vn' Phi: Allowable 61.361 k Load Combination +0.90D+W+0.90H Load Combination +0.90D+W+0.90H Location of maximum on span 3.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = /127 • > 360 Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.017 in Ratio = 42 `_ > 240 Max Upward Total Deflection 0.000 in Ratio = <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Sim Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi`Vnx +1.40D+1.60H Dsgn. L = 6.00 ft 1 0.000 22.39 20.15 1.00 1.00 -0.00 68.18 61.36 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 6.00 ft 1 0.041 0.009 0.82 0.82 22.39 20.15 1.14 1.00 0.55 68.18 61.36 +1. 20 D+1. 60 S+0. 50 W+1. 60 H Dsgn. L = 6.00 ft 1 0.041 0.009 0.82 0.82 22.39 20.15 1.14 1.00 0.55 68.18 61.36 +0.90D+W+0.90H Dsgn. L = 6.00 ft 1 0.081 0.018 1.64 1.64 22.39 20.15 1.14 1.00 1.09 68.18 61.36 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +0.60W 1 0.0168 3.017 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.092 1.092 Overall MINimum 0.491 0.491 +D+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.60W+H 0.655 0.655 +D+0.750Lr+0.750L+0.450W+H 0.491 0.491 +0.60D+0.60W+0.60H 0.655 0.655 Steel Beam Description : Parapet screen wall - top beam Vertical Reactions Load Combination Support 1 Support 2 Lr Only W Only 1.092 1.092 Project Title: Engineer: Project ID: Project Descr: Page 197 of 246 PM-Project120009 - Zephyr Commons Outparcel #71Caiculatlons\ENERCALC120009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC.1983-2018, Build: 10.18.11.30 . Support notation : Far left is #1 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Page 198 of 246 Steel Beam PM-Project\20009 - Zephyr Commons Outparcel #TCalculafions\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copydght ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Parapet screen wall - WT post support primary - case 1 and 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending ROOFTOP SCREEN WALLS WT SUPPORT DESIGNS Fy : Steel Yield: 50.0 ksi E: Modulus: 29.000.0 ksi Stem Up D(i 3) Lro 23) D 0.0875 Lr 0.075 AN,, WT6x20 Alk i Span = 3.0 ft Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 1.30, Lr = 0.230 k @ 1.50 ft, (WT reaction) Moment : W = 5.10 k-ft, Loc = 1.50 ft in span, (Post reaction) Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0350, Lr = 0.030 ksf, Tributary Width = 2.50 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.362: 1 Section used for this span WT6x20 Mu: Applied 3.994 k-ft Mn * Phi: Allowable 11.032 k-ft Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 1.500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = <360 0.000 in Ratio = <360 0.004 in Ratio = 8109 > 240 -0.000 in Ratio = 369810 > 240 0.059 WT6x20 2.787 k 47.551 k +1.20 D+0. 50 Lr+0, 50 L+W+1.60 H 3.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 3.00 ft 1 0.139 0.024 1.53 1.53 12.26 11.03 1.00 1.00 1.14 52.83 47.55 +1.20 D+0.50 Lr+1.60 L+1.60 H Dsgn. L = 3.00 ft 1 0.131 0.023 1.44 1.44 12.26 11.03 1.00 1.00 1.09 52.83 47.55 +1.2 0 D+1.60 L r+0.50 L+1.60 H Dsgn. L = 3.00 it 1 0,156 0.028 1.73 1.73 12.26 11.03 1.00 1.00 1.34 52.83 47.55 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 3.00 ft 1 0.272 0.046 3.00 3.00 12.26 11.03 1.00 1.00 2.19 52.83 47.55 +1.20 D+0.50 Lr+0.50 L+W+1.60 H Dsgn. L = 3.00 ft 1 0.362 0.059 3.99 -1.10 3.99 12.26 11.03 1.00 1.00 2.79 52.83 47.55 +0.90D+W+0.90H Dsgn. L = 3.00 ft 1 0.321 0.051 3.54 -1.55 3.54 12.26 11.03 1.00 1.00 2.43 52.83 47.55 Overall Maximum Deflections Load Combination Span Max. "-" DO Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750L+0.450W+H 1 0.0044 1.757 +0.60W -0.0001 3.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam P:\1-Project120009-Zephyr Page 199 of 246 Darcel #7\Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description: ( Parapet screen wall - WT post support primary - case 1 and 2 1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -1.700 1.831 Overall MINimum -0.209 0.228 +D+H 0.811 0.811 +D+Lr+H 1.039 1.039 +D+0.750Lr+0.750L+H 0.982 0.982 +D+0.60W+H -0.209 1.831 +D+0.750Lr+0.750L+0.450W+H 0.217 1.747 +0.60D+0.60W+0.60H -0.533 1.507 D Only 0.811 0.811 Lr Only 0.228 0.228 W Only -1.700 1.700 Project Title: Page 200 of 246 Engineer: Project ID: Project Descr: Steel Beam P:11-Project120009-Zephyr Commonsoutparcel#71Calculations\ENERCALCt20009Zephyr Commons #7.ec6 . Software coovdght ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Parapet screen wall - WT post support primary - case 3 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Stem Down D(1 3) �_ r0 23) VVT6x20 Span =5.Oft Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 1.30, Lr = 0.230 k @ 0.750 ft, (WT reaction) Moment: W = -7.70 k-ft, Loc = 0,750 ft in span, (Post reaction) Fy : Steel Yield : 50.0 ksi E: Modulus: 29.000.0 ksi Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = 0.325 : 1 Maximum Shear Stress Ratio = Section used for this span WT6x20 Section used for this span Mu: Applied 5,760 k-ft Vu : Applied Mn * Phi: Allowable 17.700 k-ft Vn * Phi: Allowable Load Combination +0.90D+W+0.90H Load Combination Location of maximum on span 0.757ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio = 53.906 >=360 Max Upward Transient Deflection -0.028 in Ratio = 2.162 > 360 Max Downward Total Deflection 0.008 in Ratio = 7439 >=240 Max Upward Total Deflection -0.024 in Ratio = 2546 > 240 Maximum Forces Sr Stresses for Load Combinations 0.054 : 1 WT6x20 2.580 k 47.551 k +0.90D+W+0.90H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 5.00 ft 1 0.068 0.034 1,20 1.20 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 5.00 ft 1 0.072 0.036 1.27 1.27 +1. 20 D+1. 60 Lr+0. 50 W+1. 60 H Dsgn. L = 5.00 ft 1 0.113 0.052 1.83 -2.00 2.00 +0.90D+W+0.90H Dsgn. L = 5.00 ft 1 0.325 0.054 1.91 -5.76 5.76 Overall Maximum Deflections 19.67 17.70 1.00 1.00 1.62 52.83 47.55 19.67 17.70 1.00 1.00 1.70 52.83 47.55 19.67 17.70 1.00 1.00 2.47 52.83 47.55 19.67 17.70 1.00 1.00 2.58 52.83 47.55 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +0.60W-0.0277 2.214 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.079 -1.540 Overall MINimum 0.196 0.035 +D+H 1.155 0.245 +D+Lr+H 1.351 0.280 Page 201 of 246 Project Title: Engineer: Project ID: Project Descr: Steel Beam P:11-Projec820009-ZephyrCommonsOutparcel#71Calculations\ENERCALC\20009Zephyr Commons #7.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Description : I Parapet screen wall - WT post support primary - case 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 1.302 0.271 +D+0.60W+H 2.079 -0.679 +D+0.750LrA.750L+0.450W+H 1.995 -0.422 +0.60D+0.60W+0.60H 1.617 -0.777 D Only 1.155 0.245 Lr Only 0.196 0.035 W Only 1.540 -1.540 Project Title: Engineer: Project ID: Project Descr: Page 202 of 246 Steel Beam PA-Project\20009-Zephyr CommonsOutparcel#71Calculations\ENERCALC120009Zephyr Commons #7.ec6 . 11111 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . ■ Description : Parapet screen wall - WT post support secondary - case 1 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Vertical Leg Down DSO 81) LrO23) W(1.7) L6x4x5/16 Span = 5.0 ft Fy : Steel Yield: 50.0 ksi E: Modulus : 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.810, Lr = 0.230, W = 1.70 k @ 1.080 ft, (WT reaction) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.152: 1 Maximum Shear Stress Ratio = 0.044 : 1 Section used for this span L6x4x5/16 Section used for this span L6x4x5/16 Mu: Applied 2.383 k-ft Vu : Applied 2.216 k Mn * Phi: Allowable 15.640 k-ft Vn * Phi: Allowable 50.706 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 1.086ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 94 i > 360 Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.016 in Ratio = ; r_240 Max Upward Total Deflection 0.000 in Ratio = <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 5.00 ft 1 0.063 0.018 0.99 0.99 17.38 15.64 1.00 1.00 0.93 56.34 50.71 +1.20D+0.50Lr+1.60 L+1.60H Dsgn. L = 5.00 ft 1 0.060 0.017 0.95 0.95 17.38 15.64 1.00 1.00 0.88 56.34 50.71 +1. 2 0 D+1. 60 Lr+0. 50 L+1. 6 0 H Dsgn. L = 5.00 ft 1 0.074 0.021 1.16 1.16 17.38 15.64 1.00 1.00 1.08 56.34 50.71 +1.20 D+1.60 L r+0.50 W+1.60 H Dsgn. L = 5.00 ft 1 0.120 0.034 1.88 1.88 17.38 15.64 1.00 1.00 1.75 56.34 50.71 +1.20D+0.50 Lr+0.50L+W+1.60H Dsgn. L = 5.00 ft 1 0.152 0.044 2.38 2.38 17.38 15.64 1.00 1.00 2.22 56.34 50.71 +0.90D+W+0.90H Dsgn. L = 5.00 ft 1 0.133 0.038 2.07 2.07 17.38 15.64 1.00 1.00 1.93 56.34 50.71 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+0.60W+H 1 0.0159 2.200 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.460 0.421 Overall MlNimum 0.180 0.050 +D+H 0.661 0.201 Max. "+' Defl Location in Span 0.0000 0.000 Values in KIPS Steel Beam Description : i Parapet screen wall - WT post support secondary - case 1 Vertical Reactions Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 0.796 0.238 +D+0.60W+H 1.460 0.421 +D+0.750Lr+0.750L+0.450W+H 1.396 0.403 +0.60D+0.60W+0.60H 1.196 0.341 D Only 0.661 0,201 Lr Only 0.180 0.050 W Only 1.333 0.367 P:11 Project Title: Page 203 of 246 Engineer: Project ID: Project Descr: Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . Support notation : Far left is #1 Values in KIPS Project Title: Page 204 of 246 Engineer: Project ID: Project Descr: PM-Project120009-Zephyr CommonsOut Steel Beam parcel#71Calculations\ENERCALC120009Zephyr Commons #7.ec6. Software cooyriaht ENERCALC. INC.1983.2018, Build: 10.18.11.30 . Description : ' Parapet screen wall - WT post support primary - case 4 J CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Stem Down D(1 3) LrO 23) WT6x20 Span =5.Oft Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 1.30, Lr = 0.230 k @ 1.580 ft, (WT reaction) Moment: W = 5.10 k-ft, Loc = 0.750 ft in span, (Post reaction) Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = 0.280 : 1 Maximum Shear Stress Ratio = Section used for this span WT6x20 Section used for this span Mu: Applied 4.963 k-ft Vu : Applied Mn * Phi: Allowable 17.700 k-ft Vn * Phi: Allowable Load Combination +0.90D+W+0.90H Load Combination Location of maximum on span 0.757ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 2"5>=360 Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.031 in Ratio = „2 >=240 Max Upward Total Deflection 0.000 in Ratio = <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm +1.40D+1.60H Dsgn. L = 5.00 ft 1 0.115 0.028 2.04 2.04 19.67 17.70 1.00 1.00 +1.20D+1.60Lr+0.50 L+1.60H Dsgn. L = 5.00 ft 1 0.121 0.029 2.15 2.15 19.67 17.70 1.00 1.00 +1.20 D+1.60Lr+0.50W+1.60H Dsgn. L = 5.00 ft 1 0.220 0.025 3.89 3.89 19.67 17.70 1.00 1.00 +0.90D+W+0.90H Dsgn. L = 5.00 ft 1 0.280 0.030 4.96 -0.13 4.96 19.67 17.70 1.00 1.00 Overall Maximum Deflections 0.030 : 1 WT6x20 1.435 k 47.551 k +0.90D+W+0.90H 5.000 ft Span # 1 Summary of Shear Values VuMax Vnx Phi*Vnx 1.31 52.83 47.55 1.38 52.83 47.55 1.18 52.83 47.55 1.43 52.83 47.55 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.60W+H 1 0.0307 2.243 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.097 1.073 Overall MINimum -0.048 0.073 +D+H 0.939 0.461 +D+Lr+H 1.097 0.533 Project Title: Page 205 of 246 Engineer: Project ID: Project Descr: Steel Beam PA1-Projectt20009 -Zephyr Commons Outparcel #71Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . 1111 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.11.30 . ■ Description : Parapet screen wall - WT post support primary - case 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 1.057 0.515 +D+0.60W+H 0.327 1.073 +D+0.750Lr+0.750L+0.450W+H 0.598 0.974 +0.60D+0.60W+0.60H -0.048 0.888 D Only 0.939 0.461 Lr Only 0.157 0.073 W Only -1.020 1.020 Project Title: Engineer: Project ID: Project Descr: Page 206 of 246 Steel Beam P:\1-Project\20009-Zephyr Commons0utparcel#7\Calculations\ENERCALC\20009Zephyr Commons #7.ec6. 1111 Software ooDydght ENERCALC. INC. 1983-2018, Build: 10.18.11.30 . ■ Description : i Parapet screen wall - WT post support secondary - case 2 ' CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Vertical Leg Down D(O 81) LrO,23) W(t7) 10* L6x4x5/16 Span =5.Oft Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.810, Lr = 0.230, W = 1.70 k @ 0.830 ft, (WT reaction) Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY ' Maximum Bending Stress Ratio = 0.125 : 1 Maximum Shear Stress Ratio = 0.046 : 1 Section used for this span L6x4x5/16 Section used for this span L6x4x5/16 Mu: Applied 1.947 k-ft Vu : Applied 2.355 k Mn ' Phi: Allowable 15.640 k-ft Vn ' Phi: Allowable 50.706 k Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Load Combination +1.20D+0.50Lr+0.50L+W+1.60H Location of maximum on span 0.829ft Location of maximum on span 0,000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 8 764 > 360 Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.013 in Ratio = 4 7 20 r_240 Max Upward Total Deflection 0.000 in Ratio = <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 5.00 ft 1 0.052 0.019 0.81 0.81 17.38 15.64 1.00 1.00 0.98 56.34 50.71 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 5.00 ft 1 0.049 0.018 0.77 0.77 17.38 15.64 1.00 1.00 0.94 56.34 50.71 +1. 2 0 D+1. 60 Lr+0. 50 L+1. 60 H Dsgn. L = 5.00 ft 1 0.061 0.023 0.95 0.95 17.38 15.64 1.00 1.00 1.15 56.34 50.71 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 5.00 ft 1 0.098 0.037 1.53 1.53 17.38 15.64 1.00 1.00 1.86 56.34 50.71 +1.20D+0.50 Lr+0.50L+W+1.60H Dsgn. L = 5.00 ft 1 0.125 0.046 1.95 1.95 17.38 15.64 1.00 1.00 2.36 56.34 50.71 +0.90D+W+0.90H Dsgn. L = 5.00 ft 1 0.108 0.040 1.69 1.69 17.38 15.64 1.00 1.00 2.05 56.34 50.71 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.60W+H 1 0.0127 2.171 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.192 0.038 +D+H 0.701 0.160 Project Title: Page 207 of 246 Engineer: Project ID: Project Descr: Steel Beam PM-Project120009 -Zephyr Commons Outpamel #71Calculations\ENERCALC\20009 Zephyr Commons #7.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.11.30 . r.r Douglas Wood Associates, Inc. Description : Parapet screen wall - WT post support secondary - case 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.893 0.198 +D+0.750Lr+0.750L+H 0.845 0.189 +D+0.60W+H 1.552 0.330 +D+0.750Lr+0.750L+0.450W+H 1.483 0.316 +0.60D+0.60W+0.60H 1.271 0.265 D Only 0.701 0.160 Lr Only 0.192 0.038 W Only 1.418 0.282 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Description : ( RB-8 CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 4.0 ksi Phi Values Flexure : 0.90 fr = fc ' 7.50 = 474.342 psi Shear : 0.750 y Density = 145.0 pcf R 1 = 0.850 �, LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29, 000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 D(17d Lr(95) Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 40.0 in Span #1 Reinforcing.... 245 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0350, Lr = 0.030 ksf, Tributary Width = 2.50 ft, (Roof Load) Uniform Load: D = 0.060 ksf, Tributary Width = 2.0 ft, (CMU) Point Load : D = 17.0, Lr =15.0 k @ 0.420 ft, (Roof Beam) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ` Phi: Allowable Location of maximum on span Span # where maximum occurs 0.177 : 1 Typical Section 18.221 k-ft 102.941 k-ft 0,426 ft Span # 1 Cross Section Strength & Inertia Software Page 208 of 246 020009 Zephyr Commons #7.ec6 . INC.1983-2018, Build:10.18.11.30 . 245 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.000 in Ratio = 0 <360.0 0.000 in Ratio = 0 <360.0 0.000 in Ratio = 0 <240.0 0.000 in Ratio = 0 <240.0 Top & Bottom references are for tension side of section k-ft) Moment of Inertia ( inM ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2-#5 @ d=3",2-#5 @ d=37", 102.94 102.94 42,666.67 5,408.21 5,408.21 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 31.574 4,054 Overall MINimum 10.439 1,275 Project Title: Page 209 of 246 Engineer: Project ID: Project Descr: Concrete Beam P:11-Project\20009-Zephyr CommonsOutparcel#7\Calculation\ENERCALC\20009Zephyr Commons #7.ec6. Software copyright ENERCALC, INC, 1983-2018, Build:10.18,11.30 . Description : I RB-8 Vertical Reactions Load Combination Support 1 Support 2 +D+Lr+H 31.574 4.054 +D+0.750Lr+0.750L+H 28.030 3.735 +D+0.60W+H 17,399 2.779 +D+0.750Lr+0.750L+0.450W+H 28.030 3.735 +0.60D+0.60W+0.60H 10.439 1.667 D Only 17.399 2.779 Lr Only 14.175 1.275 W Only Shear Stirrup Requirements Support notation : Far left is #1 Between 0.00 to 0.42 ft, PhiVc < Vu, Req'd Vs=15.406, use #3 stirrups spaced at 15.000 in Between 0.43 to 5.99 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 18.22 102.94 0.18 +1.40D+1.60H Span # 1 1 6.000 10.21 102.94 0.10 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 6.000 11.69 102.94 0.11 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 6.000 18.22 102.94 0.18 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 6.000 18.22 102.94 0.18 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 6.000 11.69 102.94 0.11 +0.90D+W+0.90H Span # 1 1 6.000 6.56 102.94 0.06 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0005 2.705 0.0000 0.000 Page 210 of 246 ClarkWestern Building Systems I C11 I I I I i CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 4/16/2020 ROOFTOP SCREEN WALL SECTION DESIGNATION: 600S137-43 [33] Single STUD DESIGN Input Properties: Web Height = 6.000 in Top Flange = 1.375 in Bottom Flange = 1.375 in Stiffening Lip = 0.375 in Punchout Width = 1.500 in Wall Solver Design Data - Simple Span Wall Height 6.67 ft Lateral Pressure 61.00 psf Stud Spacing 12.0 in Design Thickness = Inside Corner Radius = Yield Point, Fy = Fy With Cold -Work, Fya = Punchout Length = Deflection Limit U360 Axial Load 187 lb Check Flexure Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: None Cb = 1.14 Me = 1068 Ft -Lb My = 1872 Ft -Lb Mc = 1067 Ft -Lb Sc/Sf = 1.00 Mmax = 339 Ft -Lb <= Ma = 638 Ft -Lb Check Deflection Deflection Limit: L/360 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.045 in Check Shear Vmax = 203 lb (Including Flexural Load Multiplier) Shear capacity reduced for punchouts Va = 1240 lb >= Vmax Check Web Crippling Rmax = 203 lb (Including Flexural Load Multiplier) Web Crippling capacity reduced for punchouts End Bearing Length = 1.00 in Ra = 240 lb >= Rmax, stiffeners not required Deflection Ratio = U1775 0.0451 in 0.0712 in 33.0 ksi 33.0 ksi 4.000 in 0.56 My < Me < 2.78 My Check Axial Interactions P = 187 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 80.0 in Max KUr = 174 Allowable Pure Axial Load, Pa = 1295 lb : Axial Load Ratio, P/Pa = 0.144 K-phi for Distortional Buckling = 0 Ib*in/in P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 = 0.676 <=1.0 Page 211 of 246 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com AISI Standard for Cold -Formed Steel Framing Wall Stud Design - 2007 Edition DATE: 4/16/2020 Stud -to -Track Connection Input Stud: 60OS137-43 (33) Web Flat, h = 5.767 (in) Thickness, t = 0.0451 (in) Inside Radius, R = 0.0712 (in) Yield Point, Fy = 33 (ksi) Stud -to -Track Analysis Results Pnst (lb) Eq'n B2.2-1 726.7 Eq'n B2.2-2 NA Minimum 726.7 ROOFTOP SCREEN WALL TRACK DESIGN Track: 600T125-43 (33) Thickness, t = 0.0451 (in) Tensile Strength, Fut = 45 (ksi) Bearing Length, N = 1.25 (in) Not adjacent to Wall Open'g ASD LRFD Past (lb) Phi x Pnst (lb) 427.5 654.1 NA NA 427.5 654.1 Adjacent to Wall Open'g ASD LRFD Past (lb) Phi x Pnst (lb) 213.7 327.0 NA NA 213.7 327.0 Company Address City, State Phone JOB TITLE Zephyr Commons JOB NO. CALCULATED BY IG CHECKED BY SHEET NO. DATE 12/30/19 DATE Page 212 of 246 ROOFTOP MECH. UNITS Wind Loads - Rooftop Structures & Canopies WIND LOADS Ultimate Wind Pressures Building (L) = 100.0 ft Building (B) = 66.5 ft Directionality (Kd) = 0.85 5-TON RTU Rooftop Structures & Equipment #1 (75"L x 47"W x 34"H Equipment length parallel to L = 6.3 ft on 24" CURB) Equipment length parallel to B = 3.9 ft Height of equipment = 4.8 ft Base pressure (qh) = 36.2 psf 4" Vertical wind pressure Ar = 24.5 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Wind normal to building B Af = 18.9 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Wind normal to building L Af = 30.2 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fv = 1.3 kips Fh = 1.3 kips Fh = 2.1 kips RTU-1 and RTU-2 Rooftop Structures & Equipment#2 7.5- and 10-TON (88"L x 60"W x 50"H Equipment length parallel to L = 7.3 ft on 24" CURB) Equipment length parallel to B = 5.0 ft Height of equipment = 6.2 ft Base pressure (qh) = 36.2 psf 4" Vertical wind pressure Ar = 36.7 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv = 2.0 kips Wind normal to building B Af = 30.8 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) -Ide roof eave height (he) = 17.8 ft Mean Candoyioof height (hc) = 11.0 ft Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pr e Combined Upper &Lower aces (net): Negative pressure Positive pressure Fh = 2.1 kips Wind normal to building L Af = 45.2 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 3.1 kips D procedure) Whe = 0.62 Base pressure = 36.2 psf C&C Surface Pressure wspr- 10 sf 20 sf 50 sf 100 sf -40 -34.3 -26.1 29.0 -28.4 .6 -23.6 29.0 28.2 25.8 21.7 -31.7 30.8 -28.2 23.9 31.7 30.7 27.8 22.8 I Userinput I -34.5 -26.6 25.8 0 Company Address City, State Phone JOB TITLE JOB NO. CALCULATED BY CHECKED BY Wind Loads - Rooftop Structures & Canopies Building (L) = 100.0 ft Building (B) = 66.5 ft Directionality (Kd) = 0.85 Rooftop Structures & Equipment #1 Equipment length parallel to Equipment length parallel to Height of equipme Vertical wind pressure Ar= 13.4 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv = 0.7 kips Rooftop Structures & Equipment #2 Equipment length parallel to Equipment length parallel to Height of equipme Vertical wind pressure Ar = 4.0 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv = 0.2 kips Commons EF-1 44"x44"Wx72" H L = 3.7 ft nt B = 3.7 ft = 6.0 ft Base pre L = 2.0 ft B = 2.0 ft nt = 3.5 ft 4" Wind normal to building B Af = 7.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.5 kips roof eave height (he) = 17.8 ft Mean CanopytocIQeight (hc) = 11.0 ft Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pre e Combined Upper & Lower aces (net): Negative pressure Positive pressure Page 213 of 246 SHEET NO. DATE 12/30/19 DATE Ultimate Wind Pressures sure (qh) = 36.2 psf s Wind normal to buildina L Af = 22.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 1.5 kips E F-2 24"Lx24"Wx42"H Base pressure (qh) = 36.2 psf Wind normal to buildina L Af = 7.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.5 kips 6 procedure) hc/he = 0.62 Base pressure = 36.2 psf C&C Surface Pressure 10 sf 20 sf 50 sf 100 sf -40 - -34.3 -26.1 -29.0 -28.4 4,6 -23.6 29.0 28.2 25.8 21.7 31.7 -30.8 -28.2 -23.9 31.7 30.7 27.8 22.8 I Userinput I -34.5 -26.6 25.8 11 Company JOB TITLE Zephyr Commons Page 214 of 246 Address City, State JOB NO. SHEET NO. Phone CALCULATED BY IG DATE 1266/19 CHECKED BY DATE Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures Building (L) = 100.0 ft Building (B) = 66.5 ft Directionality (Kd) = 0.85 Rooftop Structures & Eauipment #1 Equipment length parallel to Equipment length parallel to Height of equipme Vertical wind pressure Ar = 6.7 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv = 0.4 kips CU-1 37"Lx26"Wx49"H L = 3.1 ft nt B = 2.2 ft = 4.1 ft Base pre 4" Wind normal to building B Af = 8.8 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.6 kips ssure (qh) = 36.2 psf Wind normal to buildina L Af = 12.6 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.9 kips Rooftop Structures & Eauipment#2 CU-2 Equipment length parallel to L = 3.0 ft 36"Lx16"Wx52"H Equipment length parallel to B = 1.3 ft Height of equipment = 4.3 ft Base pressure (qh) = 36.2 psf 4" Vertical wind Dressure Ar = 4.0 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv = 0.2 kips Wind normal to buildina B Af = 5.8 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.4 kips roof eave height (he) = 17.8 ft Mean Canop height (hc) = 11.0 ft Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pre e Combined Upper & Lower aces (net): Negative pressure Positive pressure Wind normal to building L Af = 13.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.9 kips 5 procedure) hc/he = 0.62 Base pressure = 36.2 psf C&C Surface Pressure 10 sf 20 sf 50 sf 100 sf -40 -34.3 -26.1 -29.0 28.4 D.6 -23.6 29.0 28.2 25.8 21.7 -31.7 -30.8 -28.2 23.9 31.7 30.7 27.8 22.8 1 Userinout 1 -34.5 -26.6 25.8 E Company Address City, State Phone JOB TITLE Zeohvr Commons JOB NO. CALCULATED BY IG CHECKED BY Wind Loads - Rooftop Structures & Canopies Building (L) = 100.0 ft Building (B) = 66.5 ft Directionality (Kd) = 0.85 RooftoD Structures & Equipment #1 Equipment length parallel to L = 2.7 ft Equipment length parallel to B = 2.4 ft Height of equipment = 4.7 ft 4" Vertical wind pressure Ar = 6.4 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv = 0.4 kips Rooftop Structures & Equipment #2 Equipment length parallel to Equipment length parallel to Height of equipme Vertical wind Dressure Ar = 4.2 sf GCr = 1.500 F = ghGCr Ar = 54.4 Ar (psf) Fv = 0.2 kips Page 215 of 246 SHEET NO. DATE 12/30/19 DATE Ultimate Wind Pressures MAU-1: ALTERNATE 1 32"Lx29"Wx56"H Wind normal to building B Base pressure (qh) = 36.2 psf Af = 11.3 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.8 kips L = 2.5 ft B = 1.7 ft nt = 4.7 ft 4" Wind normal to building B Af = 7.8 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.5 kips --Me roof eave height (he) = 17.8 ft Mean Cano height (hc) = 11.0 ft Separate Individual Surfaces: Upper surface negative pressure Lower surface negative pressure Upper or Lower surface pos pre e Combined Upper & Lower aces (net): Negative pressure Positive pressure Wind normal to buildina L Af = 12.4 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.9 kips MAU-1: ALTERNATE 2 30"Lx20"Wx56"H Base pressure (qh) = 36.2 psf Wind normal to buildina L Af = 11.7 sf GCr = 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = 0.8 kips ii procedure) hGhe = 0.62 Base pressure = 36.2 psf C&C Surface Pressure 10 sf 20 sf 50 sf 100 sf -40 7:��z -34.3 -26.1 29.0 -28.4 4,6 -23.6 29.0 28.2 25.8 21.7 31.7 -30.8 -28.2 23.9 31.7 30.7 27.8 22.8 Userinput -34.5 -26.6 25.8 8 Company JOB TITLE Zephyr Commons Page 216 of 246 Address --- ----------------------------- ------- City, State JOB NO. - -- SHEET NO. Phone CALCULATED BY IG DATE 12/30/19 CHECKED BY DATE Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures Building (L) = 100.0 ft Building (B) = 66.5 ft Directionality (Kd) = 0.85 MINI SPLIT SYSTEM Rooftop Structures & Eauipment #1 27"Lx13"Wx22"H on 24" STAND Equipment length parallel to L = 1.1 ft Equipment length parallel to B = 2.3 ft Height of equipment = 3.8 ft Base pressure (qh) = 36.2 psf 4" Vertical wind pressure Wind normal to building B Wind normal to building L Ar = 2.4 sf Af = 8.6 sf Af = 4.2 sf GCr = 1.500 GCr = 1.90 GCr = 1.90 F = ghGCr Ar = 54.4 Ar (psf) F = ghGCr Af = 68.8 Af (psf) F = ghGCr Af = 68.8 Af (psf) Fv = 0.1 kips Fh = 0.6 kips Fh = 0.3 kips Rooftop Structures & Equipment #2 Equipment length parallel to L = 0.0 ft Equipment length parallel to B = 0.0 ft Height of equipment = 0.0 ft Base pressure (qh) _ 4" Vertical win ressure Wind normal to building B Ar = 0. f Af = 0.0 sf GCr = 1.500 GCr = 1.90 F = ghGCr Ar = 54.4 Ar (psf) F = ghGCr Af = 68.8 Af (psf) Fv= - kips Fh= - kip Mean roof eave height (he) = 17.8 ft Mean Canopy roof height (hc) = 11.0 Are: Separate Indivi al Surfaces: Upper surf negative pressure Lower ace negative pressure Upper ower surface pos pressure � pper &Lower Surfaces (net): Negative pressure Positive pressure hc/he 36.2 8 normal to buildina L ' Af = 0.0 sf GCr= 1.90 F = ghGCr Af = 68.8 Af (psf) Fh = - kips Base pressure (qh) = 36.2 psf C&C Surface Pressure (psf) 10 Sfl 20 sf 50 sf 100 sf -40.9 -39.3 -34.3 26.1 -29.0 -28.4 -26.6 -23.6 29.0 28.2 25.8 21.7 31.7 -30.8 28.2 -23.9 31.7 30.7 27.8 22.8 I Userinput i -34.5 -26.6 25.8 27.9 Page 217 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ JOB SHEET NO, OF_ CALCULATED BY DATE CHECKED BY DATE SCALF if �—'Opr-Tcf A.(F��IC� C.ltil+T CDA�2rrY... RT4 IP-7L� _ 2` x Go`- X-44''H Zvo 0 L.Z r 10 �-,p L6 ROOFTOP MECH. UNITS JOIST REACTIONS Fv = ZK td' � � T v -VU- z 2 44 ---_ DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI. FLORIDA. 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ �J Y� -`{ , ? t a C)u t R SREE'100 _STED BY C cfED BY-- sf.LE r j t Ra Page 218 of 246 OF---- DATE - — CLATE L. 2 L Zy _ - DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ --k� LJL .ram SHEET HO CALCULATED BY CHECKED BY Page 219 of 246 OF DATE DATE - x� ~ - �.�.03 �. t�t,a - v � �o- =.:; — C�. t� �o.�ll - 0. � � � •°1 j�� �r� �� = -...�: 0. �0.01 'z' : 0. r,�- �.;.°.� = o. � •�_) -- 0 - . © - ©. �d �.°� Its ti� - - 0. 9 K Page 220 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS SHEET NO. OF- 5040 N.W. 7TH STREET, SUITE 820 CALCVLATEDSY--DATE MIAMI, FLORIDA 33126 ----- (305) 461-3450 WWW.DOUGLASWOOD.BIZ CHECKED BY---- DATE <,., r r LTF_ PJAI t, _7 F7jM k -'a '0. �T-np �C'o io �4 ---------- Z-1 01 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ • M101 sPLtT S T�Ni Page 221 of 246 SHEET NO -- CALCULATED BY_, DATE - CHECKED BY DATE enwe v 114 Coy 2�r S D� 0. F�Q FLi ILI �. Z ` 2 Page 222 of 246 HSS 6x6x3/8 BASE PLATE DESIGN BP-1 BASE PLATE Company: Douglas Wood Associates DESIGN Project: 20009 Zephyr Commons Outparcel #7 Reference: AISC Design Guide 1 Notes: LRFD Design for axial load with single axis bending. Shear forces are assumed to transfer through friction (column bases are embedded in concrete). required input optional input to override default DESIGN LOADS (FACTORED) ECCENTRICITY Axial, Pu 86 k Max bearing stress, fpmax 2.21 ksi Moment, Mu 0 k-ft Max bearing pressure, qmax 26.52 k/in Shear, Vu 0 k Critical eccentricity, e_crit 4.38 in Eccentricity, a 0.00 in BASEPLATE GEOMETRY e < e_crit Small Moment Design width, B 12 in length, N 12 in SMALL MOMENT DESIGN thickness, tp 0.75 in Bearing length, Y 12.00 in anchor edge distance 2 in Bearing pressure, q 7.17 k/in < gmax OK Baseplate area, Al 144 in2 Bearing stress, fp 0.60 ksi < fpmax OK Support area, A2 144 in2 Required thickness, tp_req 0.61 in <tp OK grout? Yes f 4 in LARGE MOMENT DESIGN m_calculated 3.15 in Dimension Check (B & N) m_manual in (f+N/2)^2 N/A in2 m 3.15 in 2Pr(e+f)/gmax N/A in2 n_calculated 3.15 in n_manual in Yielding at Bearing Interface n 3.15 in Bearing length, Y N/A in Required thickness, tp_req N/A in MATERIAL STRENGTHS f'c 4 ksi Yielding at Tension Interface Fy 36 ksi Tension, Tu N/A k Tensile moment arm, x N/A in COLUMN DETAILS x_calculated N/A in column type HSS x_manual 0 in d 6 in Required thickness, tp_req N/A in bf 6 in tf 0.349 in initial eccentricity 0 in Page 223 of 246 P, (LRFD) P (AISD) T _ f1111111lII1 (a) Assumed Bearing Stress a (b) Assumed Bending Unes morn Assumed Bending Une� f„ LLd (c) Base Plate Design Moment Determination Figure 3.1.1, Oe.si.grr of hose plate with axial craUmesshv load. 3.1.3 Base Plate Yielding Limit f HSS and Pipe) For HSS columns, adjustments for nr and n must be made (DcWolf and Ricker. 1990). For rectangular HSS. both in and n are calculated using yield lines at 0.95 times the depth and width of the HSS. For round HSS and Pipe. both nt and tr arc calculated using yield lines at 0.8 times the diameter. The A term is not used for HSS and Pipe. Figure 3.3.1. Have plate with ,small m4mwnt_ hgarar 3.4.1. lia.se plate with lark a niament- A 4 0 r Page 224 of 246 Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 1 Address: Specifier: igonzalez Phone I Fax: E-Mail: Design: W12x55 embed plate Date: 10/30/2020 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Proof: Stand-off installation: Anchor platen Profile: Base material: Reinforcement: AWS DIA GR. B 3/4 not available h=5000in Tr of EMBED PLATE Design Method ACI 318-14 / CIP eb = 0.000 in. (no stand-off); t = 0.750 in. W24x55 GIRDER @ NORTH END Ix x ly x t = 24.000 in. x 12.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) W shape (AISC), W24X55; (L x W x T x FT) = 23.600 in. x 7.010 in. x 0.395 in. x 0.505 in. uncracked concrete, 4000, f�= 4,000 psi; h = 8.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 1 r X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan IL Page 225 of 246 Hilti PROMS Engineering 3.0.64 www.hilti.com Company: Address: Phone I Fax: Design: W12x55 embed plate Fastening point: Page: Specifier: E-Mail: Date: 2 igonzalez 10/3012020 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 0; Vx = 30,000; Vy = 0; no 70 Mx=0;My=0;Mz=0; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 5,000 5,000 2 0 5,000 5,000 3 0 5,000 5,000 4 0 5,000 5,000 5 0 5,000 5,000 6 0 5,000 5,000 max. concrete compressive strain. - max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N., [lb) Steel Strength* N/A Pullout Strength' N/A Concrete Breakout Failure" N/A Concrete Side -Face Blowout, direction " N/A highest loaded anchor "anchor group (anchors in tension) 0 0 0 0 0 0 04 5 06 01 02 03 Capacity # N [lb] Utilization PN = N1j# N„ Status Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2 Page 226 of 246 Hilt[ PROMS Engineering 3.0.64 www.hilti.com Company: Address: Phone I Fax: Design: W12x55 embed plate Fastening point: Page: Specifier: E-Mail: Date: 3 igonzalez 10/30/2020 4 Shear load Load V„a [lb] Capacity 0 V„ [lb] Utilization Pv = V„a/$ V„ Status Steel Strength* 5,000 18,674 27 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 30,000 63,568 48 OK Concrete edge failure in direction y+** 30,000 42,941 70 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa - Ase,v futa ACI 318-14 Eq. (17.5.1.2a) Vsteel > Vua ACI 318-14 Table 17.3.1.1 Variables Ase v [in.) ft. [psi] 0.44 65,000 Calculations V. [lb] 28,730 Results Vs. [lb] steel Vs. [lb] Vua [lb] 28,730 0.650 18,674 5,000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Page 227 of 246 rw.7 ZO Hilti PROMS Engineering 3.0.64 www.hilti.com Company: Page: 4 Address: Specifier: igonzalez Phone I Fax: E-Mail: Design: W12x55 embed plate Date: 10/30/2020 Fastening point: 4.2 Pryout Strength Vcpg — kcp [QANc> W ec,N Wetl,N Wc,N Wcp,N Nb ] ACI 318-14 Eq. (17.5.3.1b) ^Nc0 Vcpg Z Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 het ACI 318-14 Eq. (17.4.2.1C) 1 W ec N = 2 eN 5 1.0 ACI 318 14 Eq. (17.4.2.4) 1+— 3 het W ad,N = 0.7 + 0.3 \ Ca.min / 5 1.0 1.5her ACI 318-14 Eq. (17.4.2.5b) W cpN = MAX (5min 1.5hetl 51.0 `` Cac f ACI 318-14 Eq. (17.4.2.7b) Nb �Caac = kc a Vfc hers ACI 318-14 Eq. (17.4.2.2a) Variables kcp her [in.] ect N [in.] ec2 N [in.] ca min [in.] 2 5.000 0.000 0.000 4.000 W c,N Cac [in.] kc X a fc [psi] 1.250 - 24 1.000 4,000 Calculations ' `Nc [in .2] ANco [in .2] W ecl,N Wec2,N Wed,N 560.00 225.00 1.000 1.000 0.860 Results Vcpe [lb] concrete 0 Vcpo [lb] Vua [lb] 90,811 0.700 63,568 30,000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1.000 16,971 4 Page 228 of 246 Hilt[ PROMS Engineering 3.0.64 www.hilti.com Company: Address: Phone I Fax: Design: W12x55 embed plate Fastening point: Page: 5 Specifier: igonzalez E-Mail: Date: 10/30/2020 4.3 Concrete edge failure in direction y+ VCbg = (A c—o) W ec,V wed,V Wc,V Wh,V Wparallel,V Vb ACI 318-14 Eq. (17.5.2.1b) 0 Vcb9 z Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 cat ACI 318-14 Eq. (17.5.2.1C) 1 W acv = 2ev 5 1.0 ACI 318-14 Eq. (17.5.2.5) 1 + — 3cal W ed,v = 0.7 + 0.3(1 S C.2 5 1.0 ACI 318-14 Eq. (17.5.2.6b) 1.5Cai W hN = t 1.0 had�- ACI 318-14 Eq. (17.5.2.8) Vb = 9 ?a Vfc Cal ACI 318-14 Eq. (17.5.2.2b) Variables Cal [in.] Cat [in.] ecv [in.] W c,V ha [in.] 12.000 12.000 0.000 1.400 8.000 le [in.] a de [in.] fc [psi] W parallel,V 5.000 1.000 0.750 4,000 2.000 Calculations ' `Vc [in.) ' p `Vc0 [in.21 W ec.V Wed.V Wh.V 400.00 648.00 1.000 1.000 1.500 Results Vc, [lb] 0 concrete Vcbb [lb] Vua [lb] 61,345 0.700 42,941 30,000 5 Warnings Vb [lb] 23,662 • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 229 of 246 watsn�mul Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Address: Phone I Fax: Design: W12x55 embed plate Fastening point: 6 Installation data Profile: W shape (AISC), W24X55; (L x W x T x FT) = 23.600 in. x 7.010 in. x 0.395 in. x 0.505 in. Hole diameter in the fixture: df = 0.812 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Page: Specifier: E-Mail: Date: 6 igonzalez 10/30/2020 Anchor type and diameter: AWS D1.1 GR. B 3/4 Item number: not available Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 5.000 in. Minimum thickness of the base material: 5.875 in. Hilti AWS welded headed stud anchor with 5 in embedment, 3/4, Steel galvanized, installation per instruction for use 12.000 I y 12.000 04 5 1 2 3 2.000 10.000 10.000 2.000 Coordinates Anchor [in.] Anchor x y c-„ c+: c_y c+y 1-10.000 -4.000 12.000 4.000 12.000 2 0.000 -4.000 22.000 4.000 12.000 3 10.000 -4.000 32.000 4.000 12.000 0 0 0 N 0 0 -o Go 0 0 0 N Anchor x y Cx c+x c-y c+y 4 -10.000 4.000 12.000 12.000 4.000 5 0.000 4.000 22.000 12.000 4.000 6 10.000 4.000 32.000 12.000 4.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROPS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 0 x Page 230 of 246 =M - Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: Page: 7 Address: Specifier: igonzalez Phone I Fax: E-Mail: Design: W12x55 embed plate Date: 10/30/2020 Fastening point: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 231 of 246 Hilti PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 1 Address: Specifier: IG Phone I Fax: E-Mail: Design: Steel Beam Embed South Date: 10/30/2020 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Proof: Stand-off installation: Anchor platen Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) EMBED PLATE W24x68 GIRDER Design Method ACI 318-08 / CIP @ SOUTH END eb = 0.000 in. (no stand-off); t = 0.750 in. Ix x ly x t = 22.000 in. x 14.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Rectangular plates and bars (AISC), ; (L x W x T) = 15.000 in. x 0.312 in. cracked concrete, 4000, f�= 4,000 psi; h = 8.000 in. tension: condition B, shear: condition A; anchor reinforcement: shear edge reinforcement: none or < No. 4 bar no AWS D1.1 GR. B 3/4 not available h, = 5.000 in. R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] 1x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Page 232 of 246 =. -=a - Hilti PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 2 Address: Specifier: IG Phone I Fax: E-Mail: Design: Steel Beam Embed South Date: 10/30/2020 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 50,000; Vy = 0; no 75 Mx = 0; My = 0; MZ = 0; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 12,003 11,988 615 2 0 12,003 11,988 -615 3 0 13,027 13,012 615 4 0 13,027 13,012 -615 max. concrete compressive strain: [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Y 03 04 01 02 Load N„a [lb] Capacity 4 N„ [lb] Utilization 9N = N„a/# N„ Status Steel Strength* N/A Pullout Strength* N/A Concrete Breakout Failure** N/A Concrete Side -Face Blowout, direction ** N/A * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A %A Page 233 of 246 Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: DWA Page: 3 Address: Specifier: IG Phone I Fax: E-Mail: Design: Steel Beam Embed South Date: 10/30/2020 Fastening point: 4 Shear load Load V a [lb] Steel Strength* Steel failure (with lever arm)* Pryout Strength** Concrete edge failure in direction **' * highest loaded anchor **anchor group (relevant an( ' Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa = Ase,v fut. ACI 318-08 Eq. (D-19) `1` Vsteel Z Via ACI 318-08 Eq. (D-2) Variables Ase.y [in.21 fut. [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vs. [lb] steel Vs. [lb] 28,730 0.650 18,674 Capacity # V„ [lb] Utilization Pv = V18/# V„ Status 13,027 18,674 70 OK N/A N/A N/A N/A 50,000 66 822 75 OK N/A N/A N/A N/A Vua [1b] 13,027 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ASSUMED. SEE FOLLOWING FOR DESIGN CHECK. 3 Page 234 of 246 ■ Hilti PROMS Engineering 3.0.64 www.hilti.com Company: DWA Address: Phone I Fax: Design: Steel Beam Embed South Fastening point: Page: 4 Specifier: IG E-Mail: Date: 10/30/2020 4.2 Pryout Strength V,9 _ kcp [(±Nc ) W ec,N Wed,N Wc,N Vcp,N Nb ] ACI 318-08 Eq. (D-31) ANc0 Vcpg z V a ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 her ACI 318 08 Eq. (D-6) 1 W ec N = 1 +2 eN 5 1.0 — ACI 318-08 Eq. (D-9) 3 hef / W ed,N = 0.7 + 0.3 (Ca,min )c 1.0 1.5hef ACI 318-08 Eq. (D-11) W cp N = MAX (Ca_min 1.5hef1 5 1.0 ACI 318-08 Eq. (D-13) cac l r�cac Nb = kc A Nf� het5 ACI 318-08 Eq. (D-7) Variables kcp hef [in.] ec,.N [in.] eczN [in.] Ca min [in.] 2 5.000 0.000 0.500 10.000 W c,N cac [in.] kc ) fc [psi] 1.000 - 24 1 4,000 Calculations ' YJc [in .2] ' A `Nco [in .2] W ecl,N Wec2,N Wed,N Wcp,N Nb [lb] 675.00 225.00 1.000 0.938 1.000 1.000 16,971 Results Vcpq [lb] `0concrete Vwa [lb] Vua [lb] 95,459 0.700 66,822 50,000 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submiffals.us.hilti.com/PROFISAnchorDesignGuide/ • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-08, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Page 235 of 246 =.;m - Hilti PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 5 Address: Specifier: IG Phone I Fax: E-Mail: Design: Steel Beam Embed South Date: 10/30/2020 Fastening point: Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROF IS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 236 of 246 Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: DWA Page: 6 Address: Specifier: IG Phone I Fax: E-Mail: Design: Steel Beam Embed South Date: 10/30/2020 Fastening point: 6 Installation data Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: Rectangular plates and bars (AISC), ; (L x W x T) = 15.000 in. x 0.312 Item number: not available in. Hole diameter in the fixture: df = 0.812 in. Installation torque: - Plate thickness (input): 0.750 in. Hole diameter in the base material: - in. Recommended plate thickness: not calculated Hole depth in the base material: 5.000 in. Minimum thickness of the base material: 5.875 in. Hilti AWS welded headed stud anchor with 5 in embedment, 3/4, Steel galvanized, installation per instruction for use c c u c 2.000 Y 11.000 11.000 0 0 03 N 0 0 0 r; o o ' ' o 0 0 n 1 0 0 0 N 2.000 12,000 8.000 Coordinates Anchor [in.] Anchor x y c.x c+x c-Y C. 1 -9.000 -5.000 10.000 30.000 16.000 2 3.000 -5.000 22.000 18.000 16.000 3 -9.000 5.000 10.000 30.000 26.000 4 3.000 5.000 22.000 18.000 26.000 - Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Page 237 of 246 1,12M ' Hilti PROFIS Engineering www.hilti.com 3.0.64 Company: DWA Page: 7 Address: Specifier: IG Phone I Fax: E-Mail: Design: Steel Beam Embed South Date: 10/30/2020 Fastening point: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 238 of 246 DOUGLAS WOOD ASSOCIATES, INC. STRUCTURAL ENGINEERS 5040 N.W. 7TH STREET, SUITE 820 MIAMI, FLORIDA 33126 (305) 461-3450 WWW.DOUGLASWOOD.BIZ JOB SHEET NO OF_ CALCULATED BY DATE CHECKED BY DATE .1.1 r C. QI f-wtr- F- T o UA E PLP CEL LE55t.2. of 1 E�7 'zor, u-r �jCal i @ 3' Page 239 of 246 Hilt! PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 1 Address: Specifier: IG Phone I Fax: E-Mail: Design: Screen Wall- HSS to Conc. Cap Bm. Date: 10/30/2020 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Proof: Stand-off installation: Anchor platen Profile: Base material: Reinforcement: AWS D1.1 GR. B 314 not available h,=4.000in. ROOFTOP SCREEN EMBED PLATE Design Method ACI 318-14 / CIP HORIZ. HSS TO CONC. CAP BM. eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x Iy x t = 8.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile uncracked concrete, 4000, f�= 4,000 psi; h = 8.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Y L� X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2020 HIM AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan E Page 240 of 246 Hilt[ PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 2 Address: Specifier: IG Phone I Fax: E-Mail: Design: Screen Wall- HSS to Conc. Cap Bm. Date: 10/30/2020 Fastening point: 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 1,200; no 71 Mx = 0; My = 0; MZ =-1,200; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force 1 0 691 -343 600 2 0 691 343 600 max. concrete compressive strain: [%0] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load y PA O 1 Load Nua [lb] Capacity # N° [lb] Utilization PN = N„a/# N„ Status Steel Strength* N/A Pullout Strength* N/A Concrete Breakout Failure" N/A Concrete Side -Face Blowout, direction *' N/A * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2020 Hilt AG, FL-9494 Schaan Hilt is a registered Trademark of Hilti AG, Schaan N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2 Page 241 of 246 = Zo- Hilt! PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 3 Address: Specifier: IG Phone I Fax: E-Mail: Design: Screen Wall- HSS to Conc. Cap Bm. Date: 10/30/2020 Fastening point: 4 Shear load Load Vua [lb) Steel Strength* 691 Steel failure (with lever arm)* N/A Pryout Strength* 691 Concrete edge failure in direction y+** 1,248 * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa - Ase,v futa ACI 318-14 Eq. (17.5.1.2a) 0 Vsteel z Vua ACI 318-14 Table 17.3.1.1 Variables Ase,y [In?] fut. [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vsa [lb] steel Vsa [lb] Vua [lb] 28,730 0.650 18,674 691 Capacity # Vn [lb] Utilization Hv = Vua/# Vn Status 18,674 4 OK N/A N/A N/A 5,025 14 OK 1,772 71 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Page 242 of 246 =, - =0 - Hilti PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: Address: Specifier: Phone I Fax: E-Mail: Design: Screen Wall- HSS to Conic. Cap Bm. Date: Fastening point: 4.2 Pryout Strengthl V�, = kc[ NCI w ed,N wc,N wcp,N Nb ] ACI 318-14 Eq. (17.5.3.1a) p ^ N.0 Vpp 2 Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 het ACI 318 14 Eq. (17.4.2.1C) 1 w eC,N = 2 eN 51.0 ACI 318-14 Eq. (17.4.2.4) 1 + 3 hef / w ed,N = 0.7 + 0.3 \ Ca,min / 5 1.0 1.5hef ACI 318-14 Eq. (17.4.2.5b) w cp N _ MAX /Ca�min 1.5he11 51.0 `\ J ACI 318-14 Eq. (17.4.2.7b) Cac ""c�aa-c Nb = kc 2, a yfc h1.5 ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1 N [in.] ec2 N [in.] C [in.] a min 2 2.667 0.000 0.000 2.250 w c,N 1.250 Calculations Ar1c [in 32.00 Results Vcp [lb] 7.178 kNco [in .2 ] 64.00 concrete 0.700 kc A, a fc [psi] 24 1.000 4,000 w ec1,N wec2,N wed,N wcp,N Nb [lb] 1.000 1.000 0.869 1.000 6,610 m Vcp [lb] Vua [lb] 5,025 691 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 IG 10/30/2020 4 Page 243 of 246 HIM PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 5 Address: Specifier: IG Phone I Fax: E-Mail: Design: Screen Wall- HSS to Conc. Cap Bm. Date: 10/30/2020 Fastening point: 4.3 Concrete edge failure in direction y+ Vcbg — (Avc AVM) W ec,V Wed,V Wc,V Wh,V Wparallel,V Vb Vcbg 2 Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVCo = 4.5 Cat 1 W ec,v = 1 +2ev / 5 1.0 - 3Cat Wed,V=0.7+0.3( .CCat)51.0 1.5Ca1 2 1.0 W h.v = ha rr 0.2 r Vb \7 (d) / a ' fc Ca 5 a ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) Variables cat [in.] Ca2 [in.] ecv [in.] W c,V ha [in.] 2.250 4.000 0.000 1.400 8.000 le [In.] 2, a da [In.] fc [psi] W parallel,y 4.000 1.000 0.750 4,000 1.000 Calculations Ayc [In. 2, 1 AVco [in.2] W ec,V Wed,V Wh,V Vb [lb] 22.78 22.78 1.000 1.000 1.000 1,809 Results Vcbg [lb] concrete 0 Vcbg [lb] Vua [lb] 2,532 0.700 1,772 1,248 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering I c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Page 244 of 246 Hilt! PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 6 Address: Specifier: IG Phone I Fax: E-Mail: Design: Screen Wall- HSS to Conc. Cap Bm. Date: 10/30/2020 Fastening point: Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering I c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page 245 of 246 1�11!m Hilt! PROMS Engineering 3.0.64 www.hilti.com Company: DWA Page: 7 Address: Specifier: IG Phone I Fax: ( E-Mail: Design: Screen Wall- HSS to Conc. Cap Bm. Date: 10/30/2020 Fastening point: 6 Installation data Profile: no profile Hole diameter in the fixture: df = 0.812 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Anchor type and diameter: AWS D1.1 GR. B 3/4 Item number: not available Installation torque: - Hole diameter in the base material: - in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 4.875 in. Hilti AWS welded headed stud anchor with 4 in embedment, 3/4, Steel galvanized, installation per instruction for use 7 Coordinates Anchor [in.] Anchor x y c-x c.x c-y c.Y 1 0.000 -1.750 4.000 4.000 5.750 2 0.000 1.750 4.000 4.000 2.250 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Page 246 of 246 Hilti PROFIS Engineering 3.0.64 www.hilti.com Company: DWA Page: 8 Address: Specifier: IG Phone I Fax: E-Mail: Design: Screen Wall- HSS to Conc. Cap Bm. Date: 10/30/2020 Fastening point: 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan