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HomeMy WebLinkAboutPROJECT INFORMATION 1landscape structures Shade Division Structural Calculations SLC Sheraton Plaza Fort Pierce, Florida Project No. 2146 16' Square Cantilever Pyramind Structure with 8' Entry SLC Sheraton Plaza 2505 Juanita Avenue Fort Pierce, Florida 34946 ST. LUCIE COUNTYBUILDING Pre -Reviewed Not In Comply'aae>r ; Reviewed By; Cat M landscape structures® G E No. 4E 4-d SC Nl ED St' CuBy Cie Count/ November 2016 Page 1 Structural Calculations kh SLC Sheraton Plaza landscape Fort Pierce, Florida structures Project No. 2146 Pro Shade Division I DESIGN NARRATIVE Project Description This project consists of the installation of a main column supporting a shade structure, which is connected to the column via connecting plates. The shade membrane has a steel cable on its perimeter, which is pretensioned to 250 lb. The structure is to be installed over a spread footing foundation. The wind design procedure for a pitched (free) roof is what best suits this kind of structure. Two (2) solutions for wind are to be analyzed: the complete structure with a design wind speed of 105 MPH, and the steel frame only (without the shade membrane) at 160 MPH. Please note that the membrane covers have to be removed when winds are expected to blow in excess of 105 MPH, such as in the case of a hurricane. The snow solution is to be analyzed for the complete structure (framing and fabric) with a ground snow load of 5 PSF. The shade structures will be analyzed using the following loads and procedures according to the codes listed below. CODES AND REFERENCES- -ASCE 7-10 Minimum Design Loads for Buildings and Other Structures -2014 FBC (5th Edition) -AWS D1.1-10, D1.4-11, D1.8-09 — Structural Welding Code -AISC ASD/LRFD — Fourteenth Edition (2011) / AISC 360-10 -AISI2007— North American Standard for Cold -formed Steel Framing COMPUTER PROGRAMS USED MPanel FEA Module RISA-3 D MATERIALS SPECIFICATIONS AND STRENGTHS Structural Steel - (Unless Noted Otherwise in Drawings) Structural Steel Tubes HSS ASTM - A500, Grade 50 Angles and Channels ASTM - A36 Plates ASTM - A36, or ASTM - A572, Grade 50 Base Plates ASTM - A36 Connection Mat'I, Embedded Plates ASTM - A36 Bolts ASTM - A325 Anchor Bolts in Concrete or Masonry ASTM - F1554, Grade 36 Welding Electrodes ASTM - E70xx (U.N.O.) Load Values: Wind Load: 105 MPH — -- Ground Snow Load: 5 PSF Dead Loads: (self weight calculated by the software) Live Loads: 5 PSF November 2016 Page 2 „,/L landscape structures Shade Division Wind Loads on Open Structures: Structural Calculations SLC Sheraton Plaza Fort Pierce, Florida Project No. 2146 PerASCE 7-10, Chapter 27, Part 1 - Pitched (Free) Roofs Geometry: Mean Roof Height, h = 9.5-ft Building Length, L = 16-ft Building Width, B = 16-ft L:=16 B:=16 h:=9.5 L = 1 h = 0.594 B L Structural Period, T = 0.272-sec ==> f = 3.67-Hz > 1-Hz - Structure is Rigid (NA) Roof Pitch = 20.26 degrees Base Elevation above grade, ho = 8-ft Code Section: ASCE 7-10 Chapters 26 and 27 (MWFRS, Directional Procedure) Wind Criteria: Calculate wind pressures at 105 MPH Basic Wind Speed (3-sec gust), V = 105 mph (Figure 26.5-1A) Building Occupancy Risk Category = I (Table 1.5-1) Wind Importance Factor, Iw = 1.0 (Table 1.5-2) Exposure Category = B (Section 26.7.3) Velocity Pressure Coefficient, Kh (MWFRS) = 0.57 (Section 27.3.1 and Table 27.3-1) Topographic Factor, Kzt = 1.0 (Figure 26.8-1) Directionality Factor, Kd = 0.85 (Section 26.6, Table 26.6-1) November 2016 Page 3 Structural Calculations SLC Sheraton Plaza landscape Fort Pierce, Florida structures Shade Division Project No. 2146 Wind Condition: 105 MPH Roof Pressures: P = qz*G°CN (Section 27.4.4) Kd:=.85 (Table 26.6-1) Kz:=.57 (Table 27.3-1) Kzt:=1 (Figure 26.8-1) V:=105 (Figure 26.5-1A) qz:=.00256 •Kz •Kzt •Kd • V2=13.675 Gust Effect Factor, G.=0.85 (Section 26.9) Note: Both Clear Wind Flow and Obstructed Wind Flow Cases considered in selecting governing CN value, using values given for roof angle of 22.5 degrees: Net Force Coefficients (CN) Values: (Figure 27.4-5) Wind Direction=0 degrees, 180 degrees: Case A: CN = +1.1 (Clear Flow) Case B: CN = -1.7 (Obstructed Flow) Governing Values for Wind Pressure Calculations: CN = +1.1 (Suction) CN = -1.7 (Uplift) CASE 1: Downward Force (Suction), Using CN = +1.1 Cn:=1.1 P:=gz•G•Cn=12.786 CASE 2: Upward Wind Pressure (Uplift), Using CN = -1.7 Cn:=-1.7 P=gz•G•Cn=-19.76 Wind Load Resumen for 105 MPH: Case 1 12.79 PSF (Suction) Case 2 -19.76 PSF (Uplift) November 2016 Page 4 Structural Calculations SLC Sheraton Plaza landscape Fort Pierce, Florida structures Shade Division Project No. 2146 Wind Condition: 160 MPH Roof Pressures: P = qz*G*CN (Section 27.4.4) Kd:=.85 (Table 26.6-1) Kz:=.57 (Table 27.3-1) Kzt:=1 (Figure 26.8-1) V:=160 (Figure 26.5-1A) qz:= .00256 • Kz •Kzt • Kd • V s = 31.752 Gust Effect Factor, G:=0.85 (Section 26.9) Note: Both Clear Wind Flow and Obstructed Wind Flow Cases considered in selecting governing CN value, using values given for roof angle of 22.5 degrees: Net Force Coefficients (CN) Values: (Figure 27.4-5) Wind Direction=0 degrees, 180 degrees: Case A: CN = +1.1 (Clear Flow) Case B: CN = -1.7 (Obstructed Flow) Governing Values for Wind Pressure Calculations: CN = +1.1 (Suction) CN = -1.7 (Uplift) CASE 1: Downward Force (Suction), Using CN = +1.1 Cn:=1.1 P:=gz•G•Cn=29.688 CASE 2: Upward Wind Pressure (Uplift), Using CN = -1.7 Cn:=-1.7 P:= qz • G • Cn =—45.882 Wind Load Resumen for 160 MPH: Case 1 29.69 PSF (Suction) Case 2 -45.88 PSF (Uplift) November 2016 Page 5 Structural Calculations SLC Sheraton Plaza landscape Fort Pierce, Florida structures Shade Division Project No. 2146 Snow Criteria: Exposure Category = B (Section 26.7.3) Exposure Factor, Ce = 0.9 (Table 7.2 - Fully Exposed) Thermal Factor, Ct = 1.2 (Table 7.3 - Open Air Structure) Snow Importance Factor, Is = 0.80 (Table 1.5-2) Snow Ground Load, P9 = 5 (Figure 7.1) Flat Roof Snow Load: pt= 0.7*Ce*Ct*Is*P9 (Equation 7.3-1) Ce:=0.9 (Table 7.2-Fully Exposed) Ct:=1.2 (Table 7.3 - Open Air Structure) Is:= .80 (Table 1.5-2) Pg:=5 (Figure 7.1) Pf:=.7-Ce•Ct-Is •Pg=3.024 November 2016 Page 6 11HRESA Company Designer Job Number r¢° a a o L°° 1 e s Model Name (Global) Model Settinas Landscape Structures, Inc. A.G. 2146 SLC Sheraton Plaza Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? No Include Wa in ? Yes Trans Load Btwn Intersecting Wood Wall? No Area Load Mesh in^2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? No Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration f /see2 32.2 Wall Mesh Size in 24 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Z Global Member Orientation Plane XY Static Solver Standard Skyline D namic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Ad'ust Stiffness? Yes Iterative RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code None Aluminum Code None - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam: Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel forColumn 1 Max % Steel for Column 8 Checked By: F.P. RISA-3D Version 14.0.1 [CA ... 1.A... 1Engineering12146 SLC Sheraton PlazalSLC Sheraton Plaza.R3D] Page 7 Company TO � JSA Job Number 2146scape Structures, Inc. Checked By: F.P. r e e x n o L o n i e s Model Name SLC Sheraton Plaza (Global) Model Settinas, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .035 Ct Z .035 TX sec Not Entered T Z sec Not Entered R X 8.5 R Z 8.5 Ct Exp. X .75 Ct Exp. Z .75 SDI 1 SDS 1 S1 1 TL sec 5 Risk Cat 1 or II OM Z 1 OM X 1 Rho Z 1 Rho X 1 Footing Overturning Safe Factor 1.5 Optimize for OTM/Slidin No Check Concrete Bearing Yes Footing Concrete Weight k/tt43 .145 Footing Concrete fc ksi 2500 Footing Concrete Ec ksi 4000 Lambda 1 FootingSteel ksi 60 Minimum Steel 0.0018 Maximum Steel 0.0075 Footing Top Bar #6 Footing Top Bar Cover in 3 Footing Bottom Bar 1#6 Footing Bottom Bar Cover in 3 Pedestal Bar #8 Pedestal Bar Cover in 3 Pedestal Ties 1#4 RISA-3D Version 14.0.1[C:\...\... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.M] Page 8 Solution Inc. SK-1 A.G. SLC Sheraton Plaza 2146 1SLC Sheraton PIaza.R3D Envelope Ony Solution Landscape Structures, Inc. SK - 2 m A.G. SLC Sheraton Plaza 0 2146 SLC Sheraton PLaz .RM -10OF -100F -100F -100F -100F -100F -100F -10OF -100F -100F -100F -7 1 Loads: DL - Dead Load Envelope Only Solution Landscape Structures, Inc. SK - 3 to A.G. SLC Sheraton Plaza -:. 2146 SLC Sheraton Plaza.RW r J -'� i� 1 � \ t �� � ��. r' ,` � 1 i �/ ,_. / J Company 1 1 ■VISA Job Number 21GA6scape Structures, Inc. Checked By: F.P. r e c x x o l U U I E s Model Name SLC Sheraton Plaza Hot Rolled Steel Properties I ah.1 P rkeil R rk l Mu Tharm MF naneilvfk/a Vialdfkeil Rv R�fkeil R/ 1 50 KSI 29000 11154 .3 65 49 50 1.1 58 1.2 2 45 KSI 29000 11154 .3 5 .49 45 1.3 58 1.1 3 A572 Gr.50 29000 11154 3 .65 .49 50 1.1 65 1 1 4 A500 Gr.B RND 2 000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 3 .65 527 46 1.4 58 1.3 6 A53 Gr.B 2 000 11154 .3 .65 .49 35 1.6 60 1.2 7 A10B5 29000 11154 .3 .65 .49 50 1.4 65 13 Hot Rolled Steel Section Sets Basic Load Cases 01 r v r..... A., v rr....:A. 7 r.n..:6. L.f.A o..:.N 1 DEAD LOAD DL -1 36 2 LIVE LOAD LL 324 3 SNOW LOAD SL 324 4 WIND+X WL+X 1 162 5 WIND-X WL-X 1 162 6 ND+Y WL+Y 1 162 7 WIND-Y WL-Y 1 162 8 UPLIFT WLZ _ 324 Envelope Joint Reactions Ininf v rkl I r v rkl I n 7 M I r MIv rk_al I r MV Ik_41 I Q M7 rk_Hl I n 1 1 N1 max .042 1 3 1 .042 5 1766 1 1 17.8031 7 1 5.225 4 0 4 2 1 min -.042 1 4 1 -.042 1 6 1 1 -1.98 1 7-12.391 11 1-5,2251 1 3 1 1 0 tE3E 3 1 Totals: Imaxi .042 1 3 1 .042 1 5 1 1.755 1 1 4 in -.042 1 4 1 -.042 1 6 1 -1.98 1 7 Envelope RISC 14th(36O-10): ASD Steel Code Checks Mamher Shanty rinda (.hack I n Rha I n PnrJn Pnf/n Mnw/ Mv, Pnn 1 M1 HSS8.6... - .132 1.0•• 51.0001 0 1 14183.5..183.8..40.91840.918 1 1-1b 2 M2 HSS8.6... .441 0 7.001 7.5.. 4171.6.. 163.8.. 40.91840.918 j 1-1b 3 M3 HSS8.6... .437 0 0 3169.3.. 183.8.. 40.91840.918... 1-tb 4 M4 HSS3.5... .566 0 0 519.35149.0424.3344,33 ... 1-1b 5 M5 HSS3.5... .566 0 1052 0 319.35149.0424.3344.334... 1-1b 6 M6 HSS3.5... .566 0 0 419.35149.0424.3344.334••• 1-1b 7 M HSS3.5... .566 0 0 619.35149.0424.3344.334... 1-1b RISA-3D Version 14.0.1[C:1...1...\... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton PIaza.R3D] Page 19 N 11HRESAJobDesner A.G. umber : 2146Company scape Structures, Inc. Checked By: F.P. Model Name SLC Sheraton Plaza Material Takeoff Material Rio. P;.roe i . mKrei tm.i, Nfrw 1 General 2 WIREROPE BAR0.375 36 64.5 0 3 C-ONLY ARB C-ONLY 1 33 4.7 0 4 LINK ARB RIGID 1 4 .6 0 5 Total General 73 69.8 0 6 7 Hot Rolled Steel 8 45 KSI HSS3.500x0188 4 46.6 .3 9 50 KSI HSS8.625x0.250 3 17 .4 10 Total HR Steel 1 63.61 .6 Warning Loa Message No Data to Print ... Joint Boundary Conditions Lae Y X Y . k- d t. - rad 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(d_ Seotinn/Sha__ Tvn. n.ainn I ict Mat.ri.l n.cinn Pule 1 M1 N356 N3 COLUMNS column HSS Pie 50 KSI Typical 2 M2 N2 N1 COLUMNS Column HSS Pie 50 KSI Typical 3 M3 N2 N3 COLUMNS Column HSS Pie 50 KSI Typical 4 M4 N356 N358 RAFTERS Beam HSS Pie 45 KSI Typical 5 M5 N356 N364 RAFTERS Beam HSS Pie 45 KSI Typical 6 M6 N356 N360 RAFTERS Beam HSS Pie 45 KS1 Typical 7 M7 N356 N362 RAFTERS Beam HSS Pie 45 KSI Typical 8 M8 N363 N276 CABLES None None WIREROPE Default 9 M9 N276 N285 I CABLES INone None WIREROPE Default 10 M10 N285 N294 CABLES None None WIRE OPE Default 11 M11 N294 N303 CABLES None None WIREROPE Default 12 M12 N303 N312 CABLES None None WIREROPE Default 13 M13 N312 N321 CABLES None None WIREROPE Default 14 M14 N321 N330 CABLES None None WIREROPE Default 15 M15 N330 N339 CABLES None None WIREROPE Default 16 M16 N339 N365 CABLES None None WIREROPE Default 17 M17 N365 N36 CABLES None None WIREROPE Default 18 M18 N36 N45 CABLES onel None WIREROPE I Default 19 M19 N45 N54 CABLES None None WIREROPE Default 20 M20 N54 N63 CABLES None None WIRER PE Default 21 M21 N63 N72 CABLES None None WIREROPE Default 22 M22 N72 N81 CABLES None None WIREROPE Default 23 M23 I N81 N90 CABLES None None WIREROPE Default 4 M24 I N90 N99 CABLES None None WIREROPE Default 25 M25 N99 N359 CABLES I None None WIREROPE Default 26 M26 N3 9 N116 CABLES None None WIRE O E Default 27 M27 N116 N125 CABLES one None WIREROPE Default 28 M28 125 N134 CABLES None N e WIREROPE Default 29 M29 I N134 1 N143 C BLES None None WIREROPE Default 30 M30 I N 43 I N152 CABLES None None WIREROPE Def ult RISA-3D Version 14.0.1[C:\... \... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.M] Page 20 l 111ROSA Number : 2146 JobCompany scape Structures, Inc. Checked By: F.P. r R c x x o R o a I R s Model Name SLC Sheraton Plaza Member Primary Data (Continued) I ah.1 I.Inint .I .Ininf K _Ininf Rnfaf.IH _q.M; oMho Torso nevi..., I ief Rnefe.{el nevi..., D.Jn 31 M31 N152 N161 CABLES None None WIREROPE Default 32 M32 N161 N170 CABLES None None WIREROPE Default 33 M33 N170 N179 CABLES None None WIREROPE Default 34 M34 N179 N361 CABLES None None WIREROPE Default 35 M35 N361 N196 CABLES None None WIREROPE Default 36 M36 N196 N205 CABLES None None WIREROPE Default 37 M37 N205 N214 CABLES None None WIREROPE Default 38 M 8 N214 N223 CABLES None None WIREROPE Default 39 M39 N223 N232 CABLES None None WIREROPE Default 0 M40 N232 N241 CABLES None None WIREROPE Default 41 M41 N241 N250 CABLES None None WIREROPE Default 42 M42 N250 N259 CABLES None None WIREROPE Default 43 M43 N259 N363 CABLES None None WIREROPE Default 4 M44 N268 N4 C-ONLY None None C-ON Y Default 45 M45 N269 N5 C-ONLY None None C-ONLY Default 46 M46 N 70 N6 C-O None Noe C-ONLY Default 47 M47 N271 N7 C-ONLY None None C-ONLY Default 48 M48 N272 N8 C-ONLY None None C-ONLY Default 49 M49 N273 N9 C-ONLY None None C-ONLY Default 50 M50 N274 N10 C-ONLY None None C-ONLY Default 51 M51 N275 N11 C-ONLY None None C-ONLY Default 52 M52 N108 N12 C-ONLY None None C-ONLY Default 53 M53 N109 N13 C-ONLY None None C-ONLY Default 54 M54 N110 N14 C-ONLY None None C-ONLY Default 55 M55 N111 N15 C-ONLY I None one C-ONLY Default 56 M56 N112 N16 C-ONLY None None C-ONLY Default 57 M57 N113 N17 C-ONLY None None C-ONLY Default 58 M58 N114 N18 C-ONLY None None C-ONLY Default 59 M59 N115 N19 C- NLY None None C-ONLY Default 60 M60 N341 N20 C-ONLY None None C-ONLY Default 61 M61 N343 N21 C-ONLY None None C-ONLY Default 62 M62 N345 N22 C-ONLY None None C-ONLY Default 63 M63 N347 N23 C-ONLY None None C-ONLY Default 64 M64 N349 N24 C-ONLY None None C-ONLY Defaut 65 M65 N351 N25 C-ONLY Nonel None C-ONLY Default 66 M66 N353 N26 C-ONLY None None C-ONLY Default 67 M67 N355 N27 C-ONLY None None C-ONLY Default 68 M68 N188 N28 C-ONLY None None C-ONLY Default 69 M69 N189 N29 C-ONLY None None C-ONLY Default 70 M70 N190 N30 C-ONLY None None C-ONLY Default 71 M71 N191 N31 C-ONLY None None C-ONLY Default 72 M72 N 92- N32 C-ONLY None Non C-ONLY Default 73 M73 N193 N33 C-ONLY None None C-ONLY Default 74 M74 N194 N34 C-ONLY None None C-ONLY Default 75 M75 N195 N35 C-ONLY None None C-ONLY Default 76 M7 N356 N357 C-ONLY None None C-ONLY —Default 77 M77 N358 N359 RIGID None None LINK Default 78 M78 N360 N36 RIGID None None LINK Default 79 M79 N362 N363 RIGID None None LINK Default 80 M80 N364 N365 RIGID None None I LINK Default Hot Rolled Steel Design Parameters RISA-3D Version 14.0.1[C:\... \... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 21 (1 111RISA JDesner .G. ob Number : 2146Company swpe Structures, Inc. Checked By: F.P. i e c x x o e a o i e s Model Name SLC Sheraton Plaza Hot Rolled Steel Design Parameters (Continued) Label Shane Lenathrftl Lbwfftl Lbzzrftl Lcomo toorftl Lmmo hotrftl L-torn_. Kw Kzz Ch Function 3 M3 COLUMNS 8.28 1 Lbvy I Lateral 4 1014 RAFTERS 11.657 Lb Lateral 5 MS RAFTERS 11.657 Lb Lateral 6 M6 IRAFTERS 11.657 1 Lbyy I I I Lateral 7 M7 RAFTERS 11.657 1 Lbvy I I I Lateral Load Combinations Descrintion Sol—PD... SRSS RLC Fact... RLC Fa___ RLC Fa.__ RIC Fa___R___ Fn__.R__ Fa.._R_._ Fa__ R__. Fa_ R Fa._.R___Fa__. m11t1r17■•aF7C111V Load Combination Design Descrintion ASIF CD ARIF Sprvin- Hot Rolled Cnfel Fnr _ Wnnd Cnnnretp Masnnm Fnntinns Aluminum Cnnnprti 1 1IBC 16-10 (a)l Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-10 (b) Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-12 (•.: Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes g IBC 16-13 ... Yes Yes Yes Yes Yes Yes Yes Yes g IBC 16-13 (... Yes Yes Yes Yes Yes Yes I Yes Yes 10 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 1&13 ..: Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC is-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16 13 (... Yes Yes Yes Yes Yes Yes Yes Yes RISA-313 Version 14.0.1[C:\...\... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 22 A, y ap O .yC z �c NC 0 Nc aC `z c NC N� NC NG ac Z Nc Nc a° z NC �o NC Z Po 2e S Member Code Checks Displayed (Enveloped) Envelope Only Solution Landscape Structures, Inc. SK - 11 o A.G. SLC Sheraton Plaza w 2146 SLC Sheraton Pkaa.R31) Company 11R1�SAJob Designer Number r e c e x o o a i a s Model Name (Global) Model Settings Landscape Structures, Inc. A.G. 2146 SLC Sheraton Plaza Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 100 Mesh Size in 12 Sub rode Modulus k/ft^3 100 Allowable Bearin ks Gross Allowable 2 Max Iterations 10 Merge Tolerance in .12 Solver Standard Skyline Coefficient of Friction 1.5 No. of Shear Regions 4 Shear Region Spacing Increment in 4 Min 1 Bar Dia Spacing for Beams? No Optimize footings for OTM / Sliding? No Parme Beta Factor .65 Concrete Stress Block Rectangular Concrete Reber Set ASTM A615 Concrete Code ACI 318-14 Checked By: F.P. Concrete Properties Label E rksil G fksl Nu Therm n1... DensitvrkIV31 fdksil Lambda Flex Steel... Shear Ste... 1 Conc2500NW 2850 .15 .6 .U5 2.5 1 60 60 2 Conc3000NW 3156 1372 .15 .6 .145 3 1 60 60 3 Conc3500NW 3409 1482 .15 .6 .145 3.5 1 60 60 4 C nc4OOONW 3644 1584 .15 .6 4 1 60 60 5 Conc3000LW 2085 907 .15 .6 .11 3 .75 60 60 6 Conc3500 W 2252 979 .15 .6 .11 3.5 .75 60 60 7 Conc4000LW 2408 1047 .15 .6 .11 4 .75 60 60 General Desian Parameters LabMax Bendin Chk Max hear Chk To ove in Bottom Cove in 1 T i-al 1 1 3 3 Beam Rebar Parameters Label O timize Reber Min lex Bar Max Flex Bar Sear Bar Les er Stirr... Side ove in To Bo om B Shear Bar S ... 1 T ical O timize #6 #10 A 2 1.5 2 12 Footing/Pile Can Rebar Parameters Label Top Bar Bottom Bar 1 Typical #6 #6 Pedestal Rebar Parameters L bel Ped stal Bar Pede tal 'e Pedestal Bar Cove in 1 T ical #8 #4 3 General Properties L I i St ..M S e I... M D i I B S i Group D r' or To Bar 1 FoL 1 .Stg .007 Concz5o0.. T ical Yes Yes Yes RISAFoundation Version 8.0.1 [CA ... \...1...\... \2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 24 Company hip'ISAJobDeser Nu ber ; 214�swpe Structures, Inc. Checked By: F.P. T e e x x o e o 0 1 e s Model Name SLC Sheraton Plaza Footing Geometry L belMax Le in t...Max Wd ... Min I th .UW In e—,.,Maxick.. in Thick. ThickIncr . Force S are 1 Footin 1 10 2 10 2 .524 18 1 Yes Point Coordinates Label Z ffti x Effl 1 R31D N1 8 16 All Support Types Point L I SupportNinI Footings/Piles/Pile Caps Support Angle(deg 1 R3D N1 Calc'ed Footing 1 Load Combinations �MMMU�0®===MMMMMMMMMMMM Load Categories Cateaory Pnin} I nails I ina I mile Aro. I mAe 1 DL 2 2 LL 2 3 SL 2 4 WLZ 2 5 WL+X 4 6 WL+Y 3 7 WL-X 4 8 WL-Y 3 Footing Geometry Join Fo tin Lent Wdth Thick ess In ex i ez in Pedes al Pe dim in Pad Zd'm in 1 R3D N1 Footing 1 6 6 18 0 0 6 12 12 Footing Steel Joi Footin Bot x t el' ^2 Bot z S e I in^ T x S ee i .. To z Steel in.. d Lo Ped S ear 1 R3D N1 Footin 1 2.651 2.209 2.209 2.209 6#8 #4 16 in Footing Code Check Join, in B a' i P s s v a uxx -ft 1 zz - Gov LC 1 R3D N1 Footing 1 .474 .947 8 .006 .815 2 .034 5.518 2 RISAFoundation Version 8.0.1 [CA ... \... 1..\... \2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 25 Company Structures, Inc. 111RISA A.G. JDesner ab Nu Number : 2146scape Checked By: F.P. r e e x n o o a i e s Model Name SLC Sheraton Plaza Footing Shear Check Jo'n Folio UC S r Vux k Gov LC UC Sher Vu k Gov LC 1 R3D N1 Footin 1 .004 .331 2 .032 2.456 2 Footing Pedestal in Footin UC Bend UC Be d LC UC S e r UC Shear C C Punch UC PunchL 1 R3D N1 Footin 1 106 2 0 NC 007 2 Footing Safety Factors RA Footin OSF-xx L OSF-zz LC S -xx LC SR-zz LC 1 R3D 1 Footin 1 4.45 6 1.353 8 84.306 7 84.306 1 4 Envelope Soil Pressures Max C a L Soil re ure Allowable e 1 R3D Ni .474 8 .947 2 Envelope Footina Soil Pressures L C L Soil P ure ks Allowable Be in k Po' t 1 Footin 1- R3D.. .474 8 .947 2 A Material Takeoff Matnrial Ouantitv Vniumervda^37 WeinhtrKl 1 Footings 2 COnc2500NW- 1 2 7.9 3 4 Totals 5 Conc2500NW 2 7.9 6 Total Concrete 2 7.9 RISAFoundation Version 8.0.1 [CA ... \... \...\... \2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 26 1 1 i Company Landscape Structures, Inc. Designer A.G. Job Number : 2146 Footing 1 - R3D_N1 Sketch m 2ft I X A B 24in N Z DI C Eft Details A TX B F, November 15, 2016 Checked By: C_ D C #6@13 in c m G a0 eti C � x Footing Elevation C 1 #6@16 in D C 6ft x Dir. Steel: 2.65 in (6 #6) z Dir. Steel: 2.21 in (min)(5 #6) Bottom Rebar Plan RISAFoot Version 4.01 [C:\... 1... 1..1..1... 1SLC Sheraton Plaza.R3D] Page 27 Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number: 2146 Footing 1 - R3D_N1 Checked By: 24 in 1 I 016 in • • #8 Pedestal Rebar Plan II_f__ #6@16in DC Eft x Dir. Steel: 2.21 in' (5 #6) z Dir. Steel: 2.21 in (min)(6 #6) Top Rebar Plan Geometrv. Materials and Criteria Length :6 ft eX :0 in Gross Allow. Bearing : 2 ksf (gross) Steel fy :60 ksi Width :6 ft eZ :0 in Concrete Weight :.145 k/ftA3 Minimum Steel :.0018 Thickness :18 in pX :24 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :6 in pZ :24 in Design Code :ACI 318-14 Rot. Angle : 0 deg Footing Top Bar Cover :3 in Overturning / Sliding SF :VARIES Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :3 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P k Vx k Vz k Mx k-ft Mz k-ft Overburden ks DL LL WLZ WL+X WL+Y WL-X WL-Y .647 -3.215 1.108 -8.864 -4.379 35.03 -.386 .07 8.709 3.089 -.386 -.07 11.798 -.386 -.07 -8.709 3.089 -.386 .07 -5.62 jL +P �+Vx �+Vz Q+Mx k-N+Mz +Over A D D C D C A D RISAFoot Version 4.01 [C:\... \...1...1...\... \SLC Sheraton Plaza.R3D] Page 28 l Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number: 2146 Footing 1 - R3D_N1 Checked By: Soil Bearing Description Categories and Factors Gross Allow. kst Max Bearing ks Max/Allowable Ratio Service 1DL+1LL+1HL 2 .699 C .35 IBC 16-10 1DL+1LL 2 .699 C .35 IBC 16-12 (a).. 1DL+.6WL+X 2 .507 C .254 IBC 16-12 (a).. 1DL+,6WL-X 2 .507 D .254 IBC 16-12 (a)- 1DL+.6WL+Y 2 .432 A .216 IBC 16-12 (a).. 1DL+,6WL-Y 2 .507 C .254 IBC 16-12 (a).. 1DL+.6WLZ 2 .947 A .474 IBC 16-13 (a).. 1DL+,45WL+X+,75LL 2 .694 C .347 IBC 16-13 (a).. 1DL+.45WL-X+.75LL 2 .694 D .347 IBC 16-13 a .. 1DL+.45WL+Y+.75LL 2 .48 C .24 IBC 16-13 'a):: 1DL+,45WL-Y+,75LL 2 .694 C .347 IBC 16-13 (a).. 1DL+.45WLZ+,75LL 2 .465 A .233 RISAFoot Version 4.01 [C:\... I ... \... \... \... \SLC Sheraton Plaza.R3D] Page 29 Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number : 2146 Footing 1 - R3D_N1 Checked By: A B D C 1DL+lLL+1HL CIA: .028 ksf QB: .028 ksf QC: .699 ksf QD: .699 ksf NAM -1 in NAX:75.041 in A B D C 1 DL+.6W L-Y QA: .146 ksf QB: .146 ksf QC: .507 ksf QD: .607 ksf NAZ:-1 in NAX:101.099 in A B D C 1 DL+.45WL-Y+.. CIA: .009 ksf QB: .009 ksf QC: .694 ksf QD: .694 ksf NAZ:-1 in NAX:72.932 in A B D C 1DL+1LL CIA: .028 ksf QB: .028 ksf QC: .699 ksf QD: .699 ksf NAZ:-1 in NAX:75.041 in A B D C 1DL+.6WLZ CIA: .947 ksf QB: .947 ksf QC: 0 ksf QD: 0 ksf NAZ:-1 in NAX:39.549 in A B D C 1 DL+.45WLZ+... CIA: .465 ksf QB: .465 ksf QC: .137 ksf QD: .137 ksf NAZ:-1 in NAX:102.198 in Footing Flexure Design (Boffom Bars) As -min x-dir (Top Flexure): 1.847 inA2 As -min z-dir (Top Flexure): 1.847 inA2 As -min x-dir (Bot Flexure): 1.847 inA2 As -min z-dir (Bot Flexure): 1.847 in42 A B D C 1 DL+.6WL+X CIA: .146 ksf QB: .432 ksf QC: .507 ksf QD: .222 ksf NAZ:127.862 in NAX:483 in A B D C 1 DL+.45 WL+X+.. CIA: .009 ksf QB: .223 ksf QC: .694 ksf QD: .48 ksf NAZ:233.169 in NAX:106.127 in A B D C 1 DL+.6WL-X QA: .432 ksf QB: .146 ksf QC: .222 ksf QD: .607 ksf NAZ:127.862 in NAX:483 in A B D C 1 DL+.45WL-X+.. CIA: .223 ksf QB: .009 ksf QC: .48 ksf QD: .694 ksf NAZ:233.169 in NAX:106.127 in As -min x-dir (T & S): 2.333 inA2 As -min z-dir (T & S): 2.333 inA2 A B D C 1 DL+.6WL+Y QA: .432 ksf QB: .432 ksf QC: .222 ksf QD: .222 ksf NAZ:-1 in NAX:147.975 in A B D C 1 DL+.45W L+Y+.. QA: .223 ksf QB: .223 ksf QC: .48 ksf QD: .48 ksf NAZ:-1 in NAX:134.636 in z-Dir As z-Dir As x-Dir As x-Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Description Cate ories and Factors UC Max (k-ft inA2 inA2) UC Max k-ft) (inA2 inA2) Strength1.2DL+1.BLL+1.6HL .00594 .82 .013 2.209 .03369 5.52 .086 2.651 RISAFoot Version 4.01 [C:\... \... \... 1..\... \SLC Sheraton Plaza.R3D] Page 30 Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number : 2146 Footing 1 - R3D_N1 Checked By: Footing Flexure Design (Top Bars) Description Cateaories and Factors Mu-xx (k-ft) z Dir As (in21 Mu-zz (k-ft) x Dir As (in2) xx and zz= Footing Shear Check Two Way (Punching) Vc: 377.335 k One Way (x Dir. Cut) Vc 102.6 k One Way (z Dir. Cut) Vc: 102.6 k Punching x Dir. Cut z Dir. Cut Descri tion Categories and Factors Vu k) Vu/�/c Vu k Vu! c Vu k VuJ c Stren th 1.2DL+1.6LL+1.6HL 1.942 .007 .331 .004 2.456 1 .032 Pedestal Design Shear Check Results (Envelope): Vc (k) Vs (k) Vu (k) Vu/phi•Vn phi Shear Along x Direction: 48 29.452 0 0 .75 Shear Along z Direction: 48 29.452 0 0 .75 Pedestal Ties : #4 @ 16 in Bending Check Results (Envelope): PCA Load Contour Method (for biaxial) Unity Check :.106 Phi :.9 Parme Beta :.65 Pu : 0 k Mux : 0 k-ft Muz : 18.04 k-ft Pn : 0 k Mnx : NC Mnz : 188.567 k-ft Governing LC : 2 Mnox : NC Mnoz : NC Pedestal Bars : 6 #8 % Steel : 1.0417 Concrete Bearing Check (Vertical Loads Only) Bearing Be: 2448 k Description Categories and Factors Bearing Bu k Bearin Bu/ c Stren th I 1.2DL+1.6LL+1.6HL 1 2.822 1 .002 Overturning Check (Service) Description Categories and Factors Mo-xx (k-ft) Ms-xx (k-ft) Mo-zz (k-ft) Ms-zz (k-ft) OSF-xx OSF-zz Service 1DL+lLL+1HL .259 39.555 12.338 39.555 152.614 3.206 IBC 16-10 IDL+ILL .259 39.555 12.338 39.555 152.614 3.206 IBC 16-12 (a).. iDL+.6WL+X 6.18 36.314 4.169 38.084 5.877 9.136 IBC 16-12 (a).. IDL+.6WL-X 6.18 36.314 4.169 38.084 5.877 9.136 IBC 16-12 (a).. IDL+.6WL+Y .954 36.231 8.033 39.529 37.968 4.921 IBC 16-12 (a).. 1DL+.6WL-Y .954 36.231 7.541 36.314 37.968 4.816 IBC 16-12 (a).. iDL+.6WLZ 8.141 36.231 29.159 39.445 4.45 1.353 IBC 16-13 (a).. 1DL+.45WL+X+.75.. 4.699 38.786 10.643 40.114 8.263 3.769 IBC 16-133 IDL+.45WL-X+.75.. 4.699 38 100.643 40.1148.25343.76 BC16-1a .. .78 3 06 4.033 7 66 11iDL+.45WL+Y+.75.. 3 IBC 16-13 (a).. 1DL+.45WL-Y+,75.. .78 38.724 1 13.172 38.786 149.615 12.945 IBC 16-13 (a).. 1DL+.45WLZ+.75L.. 6.171 38.724 21.934 48.586 16.275 12.215 Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx RISAFoot Version 4.01 IC:\ ... \... \... \... \... \SLC Sheraton Plaza.R3D] Page 31 Company Landscape Structures, Inc. Designer A.G. Job Number : 2146 Footing 1 - R3D_N1 November 15, 2016 Checked By: Sliding Check (Service) Description Catenaries and Factors Va-xx (k) Vr-xx (k) Va-zz (k) Vr-zz (k) SR-xx SR-zz Service I 1DL+lLL+1HL 0 3.93 0 3.93 NA NA IBC 16-10 1DL+1LL 0 3.93 0 3.93 NA NA IBC 16-12 a .. 1DL+.6WL+X 0 3.528 .042 3.528 NA 84.306 IBC 16-12 a .. 1DL+,6WL-X 0 3.628 .042 3.628 NA 84.306 IBC 16-12 a .. 1DL+,6WL+Y .042 3.628 0 3.528 84.306 NA IBC 16-12 a .. 1DL+,6WL-Y .042 3.528 0 3.528 84.306 NA IBC 1642 (a).. 1DL+,6WLZ 0 2.809 0 2.809 NA NA IBC 16-13 (a).. 1DL+,45WL+X+,75.. 0 3.794 .031 3.794 NA 120.906 IBC 16-13 a .. 1DL+.45WL-X+.75.. 0 3.794 .031 3.794 NA 20.906 IBC 16-13 a .. 1DL+.45WL+y+,75.. 031 3.794 0 3.794 20.906 NA IBC 16-13 (a).. I 1DL+,45WL-Y+,75.. .031 3.794 1 0 1 3.794 120.906 NA LI IBC 16-13 (a).. I 1DL+.45WLZ+,75L.. 0 3.255 1 0 1 3.255 1 NA NA Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis SR-xx: Ratio of Vr-xx to Va-xx RISAFoot Version 4.01 [C:� ..1...\...1..1...1SLC Sheraton Plaza.R3D] Page 32 landscape structures, " Shade Division r. Structural Calculations SLC Sheraton Plaza Fort Pierce, Florida Project No. 2146 16' Square Cantilever Pyramind Structure with 8' Entry SLC Sheraton Plaza 3309 Juanita Avenue Fort Pierce, Florida 34946 November 2016 0 k& landscape structures® �Ns. R. s'44D f*. c ty .- �. F.:�, No. 484411 * t // A SCANNED St. LucYB County - 0-i +`"i + ,' i \ h FEB 14 iiEC'D Page 1 Structural Calculations SLC Sheraton Plaza landscape Fort Pierce, Florida structures Shade Division Project No. 2146 DESIGN NARRATIVE Project Description This project consists of the installation of a main column supporting a shade structure, which is connected to the column via connecting plates. The shade membrane has a steel cable on its perimeter, which is pretensioned to 250 lb. The structure is to be installed over a spread footing foundation. The wind design procedure for a pitched (free) roof is what best suits this kind of structure. Two (2) solutions for wind are to be analyzed: the complete structure with a design wind speed of 105 MPH, and the steel frame only (without the shade membrane) at 160 MPH. Please note that the membrane covers have to be removed when winds are expected to blow in excess of 105 MPH, such as in the case of a hurricane. The snow solution is to be analyzed for the complete structure (framing and fabric) with a ground snow load of 5 PSF. The shade structures will be analyzed using the following loads and procedures according to the codes listed below. CODES AND REFERENCES- -ASCE 7-10 Minimum Design Loads for Buildings and Other Structures -2014 FBC (5th Edition) -AWS D1.1-10, D1.4-11, D1.8-09 — Structural Welding Code AISC ASD/LRFD— Fourteenth Edition (2011) / AISC 360-10 -AISI 2007 — North American Standard for Cold -formed Steel Framing COMPUTER PROGRAMS USED MPanel FEA Module RISA-3 D MATERIALS SPECIFICATIONS AND STRENGTHS Structural Steel - (Unless Noted Otherwise in Drawings) Structural Steel Tubes HSS ASTM - A500, Grade 50 Angles and Channels ASTM - A36 Plates ASTM - A36, or ASTM - A572, Grade 50 Base Plates ASTM - A36 Connection Matt, Embedded Plates ASTM - A36 Bolts ASTM - A325 Anchor Bolts in Concrete or Masonry ASTM - F1554, Grade 36 Welding Electrodes ASTM - E70xx (U.N.O.) Load Values: Wind Load: 105 MPH Ground Snow Load: 5 PSF Dead Loads: (self weight calculated by the software) Live Loads: 5 PSF November 2016 Page 2 r n ny tl v� landscape structures, Shade Division Wind Loads on Open Structures: Structural Calculations SLC Sheraton Plaza Fort Pierce, Florida Project No. 2146 PerASCE 7-10, Chapter 27, Part 1 - Pitched (Free) Roofs Geometry: Mean Roof Height, h = 9.5-ft Building Length, L = 16-ft Building Width, B = 16-ft L:=16 B:=16 h:=9.5 L=1 h=0.594 B L Structural Period, T = 0.272-sec ==> f = 3.67-Hz > 1-Hz - Structure is Rigid (NA) Roof Pitch = 20.26 degrees Base Elevation above grade, ho = 8-ft Code Section: ASCE 7-10 Chapters 26 and 27 (MWFRS, Directional Procedure) Wind Criteria: Calculate wind pressures at 105 MPH Basic Wind Speed (3-sec gust), V = 105 mph (Figure 26.5-1A) Building Occupancy Risk Category = I (Table 1.5-1) Wind Importance Factor, Iw = 1.0 (Table 1.5-2) Exposure Category = B (Section 26.7.3) Velocity Pressure Coefficient, Kh (MWFRS) = 0.57 (Section 27.3.1 and Table 27.3-1) Topographic Factor, KZt = 1.0 (Figure 26.8-1) Directionality Factor, Kd = 0.85 (Section 26.6, Table 26.6-1) November 2016 Page 3 Structural Calculations SLC Sheraton Plaza landscape Fort Pierce, Florida structures Project No. 2146 Pro -Shade Division J Wind Condition: 105 MPH Roof Pressures: P = gz'G'CN (Section 27.4.4) Kd:=.85 (Table 26.6-1) Kz:=.57 (Table 27.3-1) Kzt:=1 (Figure 26.8-1) V:=105 (Figure 26.5-1A) qz:=.00256 •Kz •Kzt •Kd • Vz=13.675 Gust Effect Factor, G:=0.85 (Section 26.9) Note: Both Clear Wind Flow and Obstructed Wind Flow Cases considered in selecting governing CN value, using values given for roof angle of 22.5 degrees: Net Force Coefficients (CN) Values: (Figure 27.4-5) Wind Direction=0 degrees, 180 degrees: Case A: CN = +1.1 (Clear Flow) Case B: CN = -1.7 (Obstructed Flow) Governing Values for Wind Pressure Calculations: CN = +1.1 (Suction) CN = -1.7 (Uplift) CASE 1: Downward Force (Suction), Using CN = +1.1 Cn:=1.1 P:=gz•G•Cn=12.786 CASE 2: Upward Wind Pressure (Uplift), Using CN = -1.7 Cn:=-1.7 P:=gz•G•Cn=-19.76 Wind Load Resumen for 105 MPH: Case 1 12.79 PSF (Suction) Case 2 -19.76 PSF (Uplift) November 2016 Page 4 landscape structures Shade Division Structural Calculations SLC Sheraton Plaza Fort Pierce, Florida Project No. 2146 Wind Condition: 160 MPH Roof Pressures: P = qz'G"CN (Section 27.4.4) Kd:=.85 (Table 26.6-1) Kz:=.57 (Table 27.3-1) Kzt:= i (Figure 26.8-1) V:=160 (Figure 26.5-1A) qz:=.00256 •Kz •Kzt •Kd •Vz=31.752 Gust Effect Factor, G:=0.85 (Section 26.9) Note: Both Clear Wind Flow and Obstructed Wind Flow Cases considered in selecting governing CN value, using values given for roof angle of 22.5 degrees: Net Force Coefficients (CN) Values: (Figure 27.4-5) Wind Direction=0 degrees, 180 degrees: Case A: CN = +1.1 (Clear Flow) Case B: CN = -1.7 (Obstructed Flow) Governing Values for Wind Pressure Calculations: CN = +1.1 (Suction) CN = -1.7 (Uplift) CASE 1: Downward Force (Suction), Using CN = +1.1 Cn:=1.1 P:=gz•G•Cn=29.688 CASE 2: Upward Wind Pressure (Uplift), Using CN = -1.7 Cn := -1.7 P:= qz • G • Cn =-45.882 Wind Load Resumen for 160 MPH: Case 1 Case 2 29.69 PSF (Suction) -45.88 PSF (Uplift) November 2016 Page 5 n n, tl Ul/l. landscape structures -Shade Division Snow Criteria: Structural Calculations SLC Sheraton Plaza Fort Pierce, Florida Project No. 2146 Exposure Category = B (Section 26.7.3) Exposure Factor, Ce = 0.9 (Table 7.2 - Fully Exposed) Thermal Factor, Ct = 1.2 (Table 7.3 - Open Air Structure) Snow Importance Factor, Is = 0.80 (Table 1.5-2) Snow Ground Load, Pg = 5 (Figure 7.1) Flat Roof Snow Load: pf = 0.7*Ce*Ct*Is*Pg (Equation 7.3-1) Ce:=0.9 (Table 7.2-Fully Exposed) Ct:=1.2 (Table 7.3 - Open Air Structure) Is:=.80 (Table 1.5-2) P9:=5 (Figure 7.1) Pf:=.7•Ce•Ct-Is •Pg=3.024 November 2016 Page 6 FF77 �r'� Company IV®®Rb` OSA Designer Job Number T F C e N O L 0 0 1 E b Model Name (Global) Model Settincls Landscape Structures, Inc. A.G. 2146 SLC Sheraton Plaza Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? No Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? No Area Load Mesh(in A2 144 Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? No Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/seCA2 32.2 Wall Mesh Size in 24 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Z Global Member Orientation Plane XY Static Solver StandardSk line D namic Solver Accelerated Solver Hot Rolled Steel Code A] SC 14th 360-10 : ASD Ad'ust Stiffness? Yes Iterative RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code None Aluminum Code None - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 Checked By: F.P. RISA-3D Version 14.0.1[C:\... \... \... Trigineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 7 Desner NA.G. 6 IRORKSA Job Number Company Landscape Structures, Inc. Checked By: F.P. r E c x x o l o o I e s Model Name SLC Sheraton Plaza (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .035 Ct Z .035 T X sec Not Entered T Z sec Not Entered R X 8.5 R Z 8.5 Ct Ex . X .75 Ct Exp. Z .75 SD1 1 SIDS 1 S1 1 TL sec 5 Risk Cat I or II mZ 1 mX 1 Rho Z 1 Rho X 1 Footing Overturning Safety Factor 1.5 Optimize for OTIA/Slidinq No Check Concrete Bearing Yes Footing Concrete Weight k/ftA3 .145 Footing Concrete fc ksi 2500 Footing Concrete Ec ksi 4000 Lambda 1 Footing Steel ksi 60 Minimum Steel 0.0018 Maximum Steel 0.0075 Footing Top Bar #6 Footing Top Bar Cover in 3 Footinq Bottom Bar #6 Footing Bottom Bar Cover in 3 Pedestal Bar #8 Pedestal Bar Cover in 3 Pedestal Ties #4 RISA-3D Version 14.0.1 [CA ... \... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.RM] Page 8 I I Envelope Only Solution Landscape Structures, Inc. SK - 1 A.G. SLC Sheraton Plaza m 2146 SLC Sheraton Pla a.RM . Envelope Only Solution Landscape Structures, Inc. SK - 2 mm A.G. SLC Sheraton Plaza m 0 2146 SLC Sherton PIaza.R3D •100F 0 -100F •100F -10OF -100F -10OF -100F -10OF -100F -100F -100F :I -1 F 0 F 0 10 Loads: DL - Dead Load Envelope Only Solution Landscape Structures, Inc. SK - 3 A.G. SLC Sheraton Plaza 2146 SLC Sheraton Plaza.RW J .0 2 -,012 r- r f o r f r -.o r -.0 -A '0-.079Wft -.0 2 Loads: WL+X - Wind Load +X Envelope Only Solution Landscape Structures, Inc. SK - 6 A.G. j SLC Sheraton Plaza m A 2146 SLC Sheraton Plam.R3D ..0 -.0 -.0 Y -.0 5 -.0 -.0 -.0 -.0 1 9 1 1 19 01 01 9 ot9 .01 .019 .01 'c 0 9ks 19 019 ,019 .01 0 9ka 9kSI� 19 s .0194 .019 19 0191 .0191 W9I 19 019 19 019ks. 19 19ks Loads: WL-Y - Wind Load -Y Envelope Only Solution Landscape Structures, Inc. SK - 9 m A.G. SLC Sheraton Plaza v2146 SLC Sherton Plaza.R3D Company ORHROSAJob Designer Number A.G46scape Structures, Inc. T e c e N a L G o 1 E s Model Name SLC Sheraton Plaza Checked By: F.P. Hot Rolled Steel Properties I -. -1 C ILnn 1'L-. LI.. TAr.-« n�. Il......:A.fL/A V:..IArLn:l O.• C..1Lnn Ol 1 50 KSI 29000 11154 .3 .65 .49 50 1.1 58 1.2 2 45 KSI 29000 11154 .3 .65 .49 45 1.3 58 1.1 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 _ 4 A500 Gr.13 RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.13 Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.6 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 _29000_ 11154 .3 .65 .49 50 1.4 65_ 1.3 Hot Rolled Steel Section Sets Basic Load Cases BLC nescrintinn Catennry X Gravity Y Gravity 7 Gravity .Inint Pnint nist6hld._. Area(MeSllrfarPlPIMPAAIallt 1 DEAD LOAD DL -1 36 2 LIVE LOAD LL 324 3 SNOW LOAD SL 324 4 WIND+X WL+X 1 162 5 WIND-X WL-X 1 162 6 WIND+Y WL+Y 1 162 7 WIND-Y WL-Y 1 162 8 UPLIFT WLZ 324 Envelope Joint Reactions WM Y rLl I C Y M 1 C 7 r41 I C RAY r4-oi I C MY rL-el I G AA7 nr-el I P. 1 N1 max .042 1 3 1 .042 5 1.755 1 1 17.803 7 1 5.225 1 4 1 0 4 2 1 Iminj-.042 1 4 1 -.042 6 1 1 -1.98 1 7-12.391 11 1-5.2251 3 1 0 JE3E 3 1 Totals: imaxi .042 1 3 1 .042 5 1 1.755 1 1 4 1 Iminj-.042 1 4 1 -.042 1 6 1 -1.98 1 7 Envelope A/SC 14th(360-10): ASD Steel Code Checks Mumhar Bhnnn Pnd. r`hn.b I - Qhn I - One/n On1/n Mnmd RA- Fnn 1 M1 HSS8.6... .132 1:0..5.000 0 4183.5.. 183.8.. 40.91840.9181 1-1b 2 M2 HSS8.6... .441 0 7.0 17.5.. 4171.6.. 183.8.. 40.918 40.918 1 1-1b 3 M3 HSS8.6... .437 0 7.143 0 3169.3.. 183.8.. 40.91840'918... 1-1b 4 M4 HSS3.5... .566 0 5.052 0 519.35149.0424.3344,334••• 1-1b 5 M5 HSS3.5... .566 0 3.052 0 319.35149.0424.3344.334.. 1-1b 6 M6 HSS3.5... .566 0 4.052 0 419.35149.0424.3344.334••• 1-1b 7 M7 HSS3.5... .566 0 6 .052 0 61s.351 as.oa24.3344.334 .. 1-1b RISA-3D Version 14.0.1[C:\... \...\... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R313] Page 19 N120RMA Job umber : 2146Company scapeStructures, Inc. T E C x N o L e a 1 E s Model Name SLC Sheraton Plaza Material Takeoff Checked By: F.P. Material Rivo pierce I anothrftl WeinhtrKl 1 General 2 WIREROPE BAR0.375 36 64.5 0 3 C_-ONLY ARB C-ONLY 1 33 4.7 0 4 LINK ARB RIGID 1 4 6 0 5 Total General 73 69.8 0 6 7 Hot Rolled Steel 8 45 KSI HSS3.500x0 88 4 46.6 .3 9 50 KSI HSS8.625x0.250 3 17 .4 10 1 Total HR Steel 1 7 1 63.6 .6 Warning Lop Message No Data to Print ... Joint Boundary Conditions J ' Lab X k� in Z i X k-ft/ o . - d]�Z ot. - iadj, 1 N1 Reaction Reaction Reaction Reaction Reaction I Reaction Member Primary Data Label I Joint J Joint K Jnint Rntaterd_ Ser3inNSha._ Tvne neainn I ist Material nesinn Rnles 1 M1 N356 N3 COLUMNS Column HSS Pie 50 KSI Typical 2 M2 N2 N1 COLUMNS Column HSS Pie 50 KSI Typical 3 M3 N2 N3 COLUMNS Column HSS Pie 50 KSI Typical 4 M4 N356 N358 RAFTERS Beam HSS Pie 45 KSI Typical 5 M5 N356 N364 RAFTERS Beam HSS Pie 45 KSI Typical 6 M6 N356 N360 RAFTERS Beam HSS Pie 45 KSI Typical 7 M7 N356 N362 RAFTERS Beam HSS Pie 45 KSI Typical 8 M8 N363 N276 CABLES None None WIREROPE Default 9 M9 N276 N285 CABLES None None WIREROPE Default 10 M10 N285 N294 CABLES None None WIREROPE Default 11 M11 N294 N303 CABLES None None WIREROPE Default 12 M12 N303 N312 CABLES None None WIREROPE Default 13 M13 N312 N321 CABLES None None WIREROPE Default 14 M14 N321 N330 CABLES None None WIREROPE Default 15 M15 N330 N339 CABLES None None WIREROPE Default 16 M16 N339 N365 CABLES None None WIREROPE Default 17 M17 N365 N36 CABLES None None WIREROPE Default 8 M18 N36 N45 CABLES one, None WIREROPE Default 19 M19 N45 N54 CABLES Nonel None WIREROPE Default 20 M20 N54 N63 CABLES Nonel None WIREROPE Default 21 M21 N63 N72 CABLES None Noe WIREROPE Default 22 M22 N72 N81 CABLES None None WIREROPE Default 23 M23 N81 N90 CABLES None None WIREROPE Default 24 M24 N90 N99 CABLES None None WIREROPE Default 25 M25 N99 N359 CABLES None None WIREROPE Default 26 M 6 N359 N116 CABLES None None WIREROPE Default 27 M27 N116 N125 CABLES None None WIREROPE Default 28 M28 N125 N134 CABLES None None WIREROPE Default 29 M29 N134 N143 CABLES None None WIREROPE Default 30 M30 N143 N152 CABLES None tNone WIREROPE Default RISA-3D Version 14.0.1 [CA ... \... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 20 Company RERROSA Job Designer Number 2146scape Structures, Inc. Checked By: F.P. T e C x NO LOGICS Model Name SLC Sheraton Plaza Member Primary Data (Continued) Label I Joint J Joint K Joint Rotated ..Section/Sha TvDe Desi n List Material Desi n Rules 31 M31 N152 N161 CABLES None I None WIREROPE Default 32 M32 N161 N170 CABLES None None WIREROPE Default 33 M33 N170 N179 CABLES None None WIREROPE Default 34 M34 N179 N361 CABLES None None WIREROPE Default 35 M35 N361 N196 CABLES None None WIREROPE Default 36 M36 N196 N205 CABLES None None WIREROPE Default 37 M37 N205 N214 CABLES None None WIREROPE Default 38 1 M38 N214 N223 CABLES Noe None WIREROPE Default 39 M39 N223 N232 CABLES None None WIREROPE Default 40 M40 N232 N241 CABLES None None WIREROPE Default 41 M41 N241 N250 CABLES None None WIREROPE Default 42 M42 N250 N259 CABLES None None WIREROPE Default 43 M43 N259 N363 CABLES None None WIREROPE Default 44 M44 N268 N4 C-ONLY None None C-ONLY Default 45 M45 N269 N5 C-ONLY None None C-ONLY Default 46 M46 N270 N6 C-ONLY None None C-ON Y Default 47 M47 N271 N7 C-ONLY None None C-ONLY Default 48 M48 N272 N8 C-ONLY None None C-ONLY Default 49 M49 N273 N9 C-ONLY None None C-ONLY Default 50 M50 N274 N10 C-ONLY None None C-ONLY Default 51 M51 N275 N11 C-ONLY None None C-ONLY Default 52 M52 N108 N12 C-ONLY None None C-ONLY Default 53 M53 N109 N13 C-ONLY None None C-ONLY Default 54 M54 N110 N14 C-ONLY None Non C-ONLY Default 55 M55 N111 N15 C-ONLY None None C-ONLY Default 56 M56 N112 N16 C-ONLY None None C-ONLY Default 57 M57 N113 N17 C-ONLY None None C-ONLY Default 58 M58 N114 N18 C-ONLY None None C-ONLY Default 59 M59 N115 N19 C-ONLY None None C-ONLY Default 60 M60 N341 N20 C-ONLY None None C-ONLY Default 61 M61 N343 N21 C-ONLY None None C-ONLY Default 62 M62 N345 N22 C-ONLY None None C-ONLY Default 63 M63 N347 N23 C-ONLY None None C-ONLY Default 64 M64 N349 N24 C-ONLY None None C-ONLY Default 65 M65 N351 N25 C-ONLY None None C-ONLY Default 66 M66 N353 N26 C-ONLY None None C-ONLY Default 67 M67 N355 N27 C-ONLY None None C-ONLY Default 68 M68 N188 N28 C-ONLY None None C-ONLY Default 69 M69 N189 N29 C-ONLY None None C-ONLY Default 70 M70 N190 N30 C-ONLY None None C-ONLY Default 71 M71 N191 N31 C-ONLY None None C-ONLY Default 72 M72 N192 N32 C-ONLY None None C-ONLY Default 73 M73 N193 N33 C-ONLY None None C-ONLY Default 74 M74 N194 N34 C-ONLY None None C-ONLY Default 75 M75 1 N195 I N35 C-ONLY None None I C-ONLY I Default 76 M76 N356 I N357 C-ONLY None None C-ONLY Default 77 M77 N358 L N359 RIGID None None LINK Default 78 MU N360 N361 RIGID Noe Noe LINK Default 79 M79 N362 N363 RIGID None None LINK Default 80 M80 N364 N365 RIGID None None LINK Default Hot Rolled Steel Design Parameters RISA-3D Version 14.0.1[C:\... \... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 21 Company NOMA JDesner A. ob Nu Number 214 gsscape Structures, Inc. Checked By: F.P. r E c N N a L o 0 1 E s Model Name SLC Sheraton Plaza Hot Rolled Steel Design Parameters (Continued) 1 ehnl QN— 1 enn16r"l I N—Ml 1 k-- ral I ---- .--ral I ......... 6-.Ml I .— Vu.. V-- ! k C.....A:.... 3 M3 COLUMNS g.2g Lb Lateral 4 M4 RAFTERS 11.657 Lb Lateral 5 M5 RAFTERS 11.657 Lb Lateral 6 M6 RAFTERS 116571 Lbyy I I Lateral 7 M7 RAFTERS 11.6571 Lbvv I ILateral Load Combinations ne�,..�..N,... Q,.l on QocQ o1 n c__l 01 r c.. 01 n © =-_m0®O_-_-EMEMNMEMEMEM mmmmrmmm-_m0®ln_M_MEMEMEMEMEMEM 0 EM-_m0®M_-_-E-E-E-EMEMEM 0��Ir� 9M-_m0®EMm®_-E-EMNMEME-E- ffNM LaD1CJll [M==m=®®m®_-E-E-■-■-.-N-.. m11171•MCl1Ul=-_m0 m®_ME-E-E-EMEMEM ®Mmffmmmmmm=m MMMEMNMNMNMEMEM ® 9M-_m0®M®®_-EMEMEMEMNMEM ®19M-_m0 _MEMEME-E-E-E- Load Combination Design nnen.lnrnn nQIC rn nQ1e e.....:.... u... o.. n..A n_u c_. ur__d n___._._ •.l..... , 1 IBC 16-10 (a) Yes Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-10 (b) Yes Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 16-12 (... Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-13 Yes Yes Yes Yes Yes Yes Yes Yes g IBC 16-13 (... Yes Yes I Yes Yes Yes I Yes Yes Yes 10 IBC 16-13 (... Yes Yes I Yes Yes Yes I Yes Yes Yes 11 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 16-13 (... Yes Yes Yes - Yes Yes Yes Yes Yes 15 IBC 16-13 (... Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-13{... Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-13 (... Yes Yes Yes Yes Yes Yes I Yes I Yes RISA-31D Version 14.0.1[C:\... \... \... \Engineering\2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 22 l NG � Ne 0 NG o Nc V NG � tic 0 NG o tic NG 't'C NG 'YC NG NC Nc NC z C NC z NG NC NG NC z Nc NC Z Nt 1.0 Nc NC z Nc '1'C z AG ti� aG z & Member Code Checks Displayed (Enveloped) Envelope Only Solution Landscape Structures, Inc. SK -11 A.G. SLC Sheraton Plaza w2146 SLC Sheraton Plaza.R3D Company 1HOROSAJobiNu Number : 2146scape Structures, Inc. Checked By: F.P. r F c x N o l o c I E S Model Name SLC Sheraton Plaza (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calm 100 Mesh Size in 12 Subgrade Modulus k/ftA3 100 Allowable Bearing ks Gross Allowable 2 Max Iterations 10 Menge Tolerance in .12 Solver Standard Skyline Coefficient of Friction .5 No. of Shear Regions 4 Shear Region Spacing Increment in 4 Min 1 Bar Dia Spacing for Beams? No Optimize footings for OTM / Sliding? No Parme Beta Factor .65 Concrete Stress Block Rectangular Concrete Reber Set ASTM A615 Concrete Code ACI 318-14 Concrete Properties I ahol F rkcn Li rksil Nu Therm Al nen,6mk/a131 4erkcil I amhrla Flex Steel_Shear Ste... 1 Conc2500NW 2850 .15 .6 .145 2.5 1 60 60 2 Conc3000NW 3156 1372 .15 .6 .145 3 1 60 60 3 Conc3500NW 3409 1482 .15 .6 .145 3.5 1 60 60 4 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 _ 60 5 Conc3000LW 2085 907 .15 .6 .11 3 .75 60 60 6 Conc3500LW 2252 979 .15 .6 .11 3.5 .75 60 60 7 Conc4000LW 2408 1047 .15 .6 .11 4 .75 60 60 General Design Parameters Label Max Bendin Chk Max Shear Ch To Cover in Bottom Cover in 1 T ical 1 1 E 3 3 Beam Rebar Parameters Label O timize Reber Min Flex Bar Max Flex Bar She Bar Les per Slim., Side Cove in T Bottom B...Shear Ber S ... 1 Tpica,O timize #6 #10 #4 2 1.5 2 12 Footing/Pile Cap Rebar Parameters Label Top Bar Bottom Bar FT-F Typical #6 #6 Pedestal Rebar Parameters Label Pedestal Bar Pedestal Tie Pedestal Bar Cover in 1 T ical #8 1 #4 3 General Properties Label Min Steel ...Me S eel... Matedal D si .. E u I B r Spacing, GroupDesi n C n rete Bearin Force To Bar 1 Footin 1 .002 .007 concz5oo.. T ical YesYes Yes RISAFoundation Version 8.0.1 [C:\... \... 1...\... \2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 24 Company Designer Job Number y r E c X n a L o Y 1 E s Model Name Landscape Structures, Inc. A.G. 2146 SLC Sheraton Plaza Checked By: F.P. Footing Geometry Label Max Len ...Min Len t... Max Wdt... Min Wiidth...LAN Incre... Max Thick -Min Thic ... Thick Incr... Force Square 1 Footin 1 10 2 10 2 .5 24 18 1 Yes Point Coordinates Label Z Lftl X Lffl F-1-7 R3D N1 8 16 AH Support Types Point Label Su od k/in Footings/Piles/Pile s/Piles/Pile Caps Support An le de 1 R3D N1 Calc'ed Footing 1 T 0 Load Combinations Label Solve Service A._ SF Ca ... Fa... Cates... Fa --- Cat...Fa--- Ca ... Fa ... Ca --- Fa...Ca... Fa --- Ca._Fa--- Ca --- Fa... Ca ... Fa... Ca ... Fa... Load Categories Cateoory Point Lnnds Line Loads Area Loads 1 DL 2 2 LL 2 3 SL 2 4 WLZ 2 5 WL+X 4 6 WL+Y 3 7 WL-X 4 8 WL-Y 3 Footing Geometry Joint Footin Len th ft Width ft Thickn s in ex in ez in Pedestal H...Ped Xdim in Pad Zdim in 1 R3D N1 Footing 1 6 6 18 0 0 6 12 12 Footing Steel Join Footin Bot x Steel in"2 Bo z Steel in"2 To x Steel in.. To z Steel in... Ped Lon Ped Shear 1 R3D N1 Footin 1 2.651 2.209 2.209 2.209 6#8 #4 16 in Footing Code Check Joint oo 8 ar Bearing Pressu o C 11C Max Muxx - Gov C Max MuZZ - Gov 1 R3D N1 Footing 1 .474 .947 8 .006 .815 2 .034 5.518 1 2 RISAFoundation Version 8.0.1 [CA ... \... \... \... \2146 SLC Sheraton Plaza\SLC Sheraton Plaza.R3D] Page 25 �0��� Company Designer Job Number r E c N N o E o o I E s Model Name Landscape Structures, Inc. A.G. 2146 SLC Sheraton Plaza Checked By: F.P. Footing Shear Check Joint Footin C Shear V x k Gov LC UC Shear Vuz k Gov LC 1 R3D N1 Foatin 1 .004 .331 2 .032 2.456 2 Footing Pedestal Joint Footin UC Bend UC Bend LC UC Shear UC Shear LC UC Punch UC Punch C 1 R3D N1 Footin 1 .106 2 0 NC .007 2 Footing Safety Factors Joint Foolin OSF-xx LC OSF-zz LC SR-. LC SR-zz LC 1 RM N1 Footin 1 4.45 8 1.353 8 1 84.306 1 7 1 84.306 1 4 Envelope Soil Pressures L bel x C Max L Soil Pressu a owable B rin ksfl 1 R3D Ni .474 8 .947 2 Envelope Footing Soil Pressures Label UC LC Soil Pressure ks Allowable Bearin ks Poin 1 Footing 1- R3D.. .474 8 .947 2 1 A Material Takeoff Material Ouantity Vn1umervds^31 WeiahtrKI 1 Footin s 2 COnc2500NW 1 2 7.9 3 4 Totals 5 Conc2500NW 2 7.9 6 Total Concrete 2 7.9 RISAFoundation Version 8.0.1 [CA ... V..\ .A ... \2146 SLC Sheraton Plaza\SLC Sheraton Plaza.RM] Page 26 Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number: 2146 Footing 1 - R3D_N1 Checked By: Sketch 2ft X A} -{ B w 24in N +--► Z DI ic 6 ft C_ G I D C Details A Tx B c z #6@13in _r — m c e� ti D ro D Footing Elevation C 1 #6@16 in D C Eft x Dir. Steel: 2.66 in' (6 #6) z Dir. Steel: 2.21 in (min)(5 #6) Bottom Rebar Plan RISAFoot Version 4.01 [C:\... \... \... \... \... \SLC Sheraton Plaza.R3D] Page 27 Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number : 2146 Footing 1 - R3D_N1 Checked By: ' 24 in 0 FBI L-10 x Dir. Steel: 2.21 in (5 #6) z Dir. Steel: 2.21 inZ (min)(5 #6) Top Rebar Plan 1� c )16 in • • #8 Pedestal Rebar Plan 116 in Geometrv. Materials and Criteria Length :6 ft eX :0 in Gross Allow. Bearing :2 ksf (gross) Steel fy : 60 ksi Width :6 ft eZ :0 in Concrete Weight :.145 k/ft43 Minimum Steel :.0018 Thickness :18 in pX :24 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height :6 in pZ :24 in Design Code :ACI 318-14 Rot. Angle :0 deg Footing Top Bar Cover :3 in Overturning / Sliding SF :VARIES Phi for Flexure :0.9 Footing Bottom Bar Cover :3 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :3 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads DL LL WLZ WL+X WL+Y WL-X WL-Y P !k1 Vx 1k1 VZ (k) Mx rk-ft) M7 rk-ft) Overburden (ks .1 .647 -3.215 1.108 -8.864 -4.379 35.03 -.386 .07 8.709 3.089 -.386 07 11.798 -.386 -.07 -8.709 3.089 -.386 .07 5.62 +P � +Vx �z �x Mz +Over uu A D D C D C A D RISAFoot Version 4.01 [C:\... \... 1...\... \... \SLC Sheraton Plaza.R3D] Page 28 Company Landscape Structures, Inc. Designer A.G. Job Number: 2146 Footing 1 - R3D_N1 Soil Bearing November 16, 2016 Checked By: Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio Service 1DL+ILL+1HL 2 .699 C .35 IBC 16-10 1DL+1LL 2 .699 C .35 IBC 16-12 a .. 1DL+.6WL+X 2 .607 C .254 IBC 16-12 (a).. 1DL+.6WL-X 2 .507 D .254 IBC 16-12 (a).. 1DL+.6WL+Y 2 .432 A .216 IBC 16-12 (a).. 1DL+.6WL-Y 2 .507 C .254 IBC16-12 a.. 1DL+.6WLZ 2 .947 A 474 IBC 16-13 (a).. 1DL+.45WL+X+.75LL 2 .694 C 347 IBC 16-13 (a).. 1DL+.45WL-X+,75LL 2 .694 D .347 IBC16-13 a.. 1DL+.45WL+Y+.75LL 2 .48 C .24 IBC 16-13 a .. 1DL+.45WL-Y+,75LL 2 .694 C 347 IBC 16.13 a .. 1DL+.45WLZ+.75LL 2 .465 A 233 RISAFoot Version 4.01 [C:\... \...\...\...\... \SLC Sheraton Plaza.R3D] Page 29 Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number : 2146 Footing 1 - R3D_N1 Checked By: A B D C 1DL+ILL+1HL QA: .028 ksf QB: .028 ksf QC: .699 ksf QD: .699 ksf NAZ:-1 in NAX:75.041 in A B D C 1DL+,6WL-Y QA: .146 ksf QB: .146 ksf QC: .507 ksf QD: .507 ksf NAM -1 in NAX:101.099 in A B D C 1 DL+.45W L-Y+.. CIA: .009 ksf QB: .009 ksf QC: .694 ksf QD: .694 ksf NAZ:-1 in NAX:72.932 in A B D C 1DL+1LL QA: .028 ksf QB: .028 ksf QC: .699 ksf QD: .699 ksf NAM -1 in NAX:75.041 in A B D C lDL+.6WLZ QA: .947 ksf QB: .947 ksf QC: 0 ksf QD: 0 ksf NAZ:-1 in NAX:39.549 in A B D C 1 DL+.45 W LZ+... QA: .465 ksf QB: .465 ksf QC: .137 ksf QD: .137 ksf NAZ: -1 In NAX:102.198 in Footing Flexure Design Bottom Bars) As -min x-dir (Top Flexure): 1.847 in^2 As -min z-dir (Top Flexure): 1.847 in^2 As -min x-dir (Bot Flexure): 1.847 in^2 As -min z-dir (Bot Flexure): 1.847 inA2 A B D C 1DL+,6WL+X QA: .146 ksf QB: .432 ksf QC: .507 ksf QD: .222 ksf NAZ:127.862 in NAX:483 in A B D C 1 DL+.45W L+X+.. CIA: .009 ksf QB: .223 ksf QC: .694 ksf QD: .48 ksf NAZ:233.169 in NAX:106.127 in A B D C 1 DL+.6W L-X CIA: .432 ksf QB: .146 ksf QC: .222 ksf QD: .507 ksf NAZ:127.862 in NAX:483 in A B D C 1 DL+.45WL-X+.. QA: .223 ksf QB: .009 ksf QC: .48 ksf QD: .694 ksf NAZ:233.169 in NAX:106.127 in As -min x-dir (T & S): 2.333 in^2 As -min z-dir (T & S): 2.333 in^2 A B D C 1 DL+.6W L+Y QA: .432 ksf QB: .432 ksf QC: .222 ksf QD: .222 ksf NAM -1 in NAX:147.975 in A B D C 1 DL+.45W L+Y+.. CA: .223 ksf QB: .223 ksf QC: .48 ksf QD: .48 ksf NAZ:-1 in NAX:134.636 in z-DirAs z-DirAs x-DirAs x-DirAs Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided Descri tion Cate cries and Factors UC Max (k-8) (in^2) in^2) UC Max (k-ft) in^2) Stren th 1.2DL+1.6LL+1.6HL .00594 .82 .013 2.209 .03369 5.52 %A2) .086 2.651 RISAFoot Version 4.01 [C:\... \...\... \... \...\SLC Sheraton Plaza.R3D] Page 30 Company Landscape Structures, Inc. November 15, 2016 Designer A.G. Job Number: 2146 Footing 1 - R3D_N1 Checked By: Footing Flexure Design (Top Bars) Description Categories and Factors Mu-xx (k-ft) z Dir As (in`) Mu-zz (k-M x Dir As (in`) xx and zz= Footino Shear Check 3.05 1 .048 Two Way (Punching) Vc: 377.335 k One Way (x Dir. Cut) Vc 102.6 k One Way (z Dir. Cut) Vc: 102.6 k Punching x Dir. Cut z Dir. Cut Des tion Categories and Factors Vu(k Vu/ c Vu k Vu! c Vu(k Vu/,Ovc Stren th 1.2DL+1.6LL+1.6HL 1.942 .007 .331 .004 2.456 .032 Pedestal Design Shear Check Results (Envelope): Vc (k) Vs (k) Vu (k) Vu/phi'Vn phi Shear Along x Direction: 48 29.452 0 0 .75 Shear Along z Direction: 48 29.452 0 0 .75 Pedestal Ties : #4 @ 16 in Bending Check Results (Envelope): PCA Load Contour Method (for biaxial) Unity Check :.106 Phi :.9 Parme Beta :.65 Pu : 0 k Mux : 0 k-ft Muz : 18.04 k-ft Pn : 0 k Mnx : NC Mnz : 188.557 k-ft Governing LC : 2 Mnox : NC Mnoz : NC Pedestal Bars : 6 #8 % Steel : 1.0417 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 2448 k Description Categories and Factors Bearing Bu k Bearin Bu/ c Stren th 1.2DL+1.6LL+1.6HL 2.822 .002 Overturning Check (Service) Description Categories and Factors Mo-xx k-ft) Ms-xx k-ft Mo-zz k-ft Ms-zz k-ft OSF-xx OSF-zz Service iDL+lLL+1HL .259 39.555 12.338 39.555 162.614 3.206 IBC 16-10 1DL+1LL .259 39.555 12.338 39.655 152.614 3.206 IBC 16-12 (a).. 1DL+.6WL+X 6.18 36.314 4.169 38.084 5.877 9.136 IBC 16-12 (a).. 1DL+.6WL-X 6.18 36.314 4.169 38.084 5.877 9.136 IBC 16-12 (a).. 1DL+.6WL+Y .954 36.231 8.033 39.529 37.968 4.921 IBC 16-12 (a).. 1DL+.6WL-Y .954 36.231 7.541 36.314 37.968 4.816 IBC 16-12 (a).. 1DL+.6WLZ 8.141 36.231 29.159 39.445 4.45 1.353 IBC 16-13 (a).. 1DL+.45WL+X+.75.. 4.699 38.786 10.643 40.114 8.253 3.769 IBC 16-13 (a).. 1DL+.45WL-X+.75.. 4.679 8 10643 40.11448 3.76 BC 11613 38.724 0.706 33 91DL+.45WL+Y+.75.. .616 4.119 a .. 1DL+.45WL-Y+.75.. _ .78 38.724 13.172 38.786 49.615 12.945 IBC 16-13 (a).. 1DL+.45WLZ+.75L.. 6.171 38.724 21.934 1 48.586 16.275 12.215 Mo-xx: Governing Overturning Moment about AD or BC Ms-xx: Governing Stablizing Moment about AD or BC OSF-xx: Ratio of Ms-xx to Mo-xx RISAFoot Version 4.01 [C:\... \... \... \... \... \SLC Sheraton Plaza.R3D] Page 31 Landscape Structures, Inc. A.G. 2146 Footing 1 - R3D_N1 Sliding Check (Service) November 15, 2016 Checked By: Description Categories and Factors Va-xx (k) Vr-xx k Va-zz (k) Vr-zz (k) SR-xx SR-zz Service 1DL+ILL+1HL 0 3.93 0 3.93 NA NA IBC 16-10 1DL+1LL 0 3.93 0 3.93 NA NA IBC 16-12 a .. 1DL+.6WL+X 0 3.528 . 442 3.528 NA 84.306 IBC 16-12 (a).. 1DL+.6WL-X 0 3.528 .042 3.528 NA 84.306 IBC 16-12 a .. 1DL+.6WL+Y .042 3.528 0 3.528 84.306 NA IBC 16-12 a .. 1DL+.6WL-Y .042 3.528 0 3.628 84.306 NA IBC 16-12 (a).. 1DL+.6WLZ 0 2.809 0 2.809 NA NA IBC 16-13 (a).. 1DL+.45WL+X+.75.. 0 3.794 .031 3.794 NA 120,906 IBC 16-13 (a).. 1DL+.45WL-X+.75.. 0 3.794 .031 3.794 NA N20.906 IBC 16-13 a .. 1DL+.45WL+Y+.75.. 031 3.794 0 3.794 20.906 NA IBC 16-13 a .. 1DL+.45WL-Y+,75.. 031 3.794 0 3.794 20.906 NA IBC 16-13 (a).. 1DL+.45WLZ+.75L.. 0 3.255 0 3.255 NA NA Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis SR-xx: Ratio of Vr-xx to Va-xx RISAFoot Version 4.01 [C:\...\...1...\... \... \SLC Sheraton Plaza.R3D] Page 32