structural calculations - yuba city, california

PROJECT:

LOCATION: YUBA CITY, CA

STRUCTURE: 20 ft x 20 ft x 10 ft

USA Shad

e and Fab

ric Structures 850

5 Chan

cello

r Row, D

allas, TX, 7

5247 (800)966‐5005 u

sa‐shad

e.com

STRUCTURAL CALCULATIONS

YUBA CITY SENIOR CENTER

SINGLE POST PYRAMID UNIT

September 21, 2017

I N D E X

GENERAL INFORMATION

ANALYSIS ASSUMPTIONS AND DESIGN PARAMETERS

WIND FORCE CALCULATION

DRILLED PIER FOOTING DESIGN

RISA‐3D ANALYSIS

GRAPHIC INPUT: Isometric / Projected views

Member and Node Numbers

Basic Load Conditions (selected)

TEXT REPORT: Global Information

Materials

Joint Coordinates

Member Data

Sections

Boundary Conditions

Basic Load Cases (BLC) Summary

Load Combination (LC) Summary

Envelope Reactions

Envelope Member AISC Code check

Material Takeoff

GRAPHIC OUTPUT: Envelope Member AISC Code Check

GENERAL INFORMATION

USA Shade Units are constructed from shop‐welded Structural Hollow Steel Shapes

Sections and Plate Materials. Primary pieces such as Columns, Rafters or Ridges are

field bolt connected unless noted otherwise. Once the steel frame is properly erected

one or more pieces of HDPE fabric are stretched using sleeve‐embedded

wirerope cables until the fabric reach a rigid appearance and is securely anchored

to the corners and/or edges of the steel frame.

The structural analysis of this type of frame supported membrane requires

acknowledge that loads applied to the fabric may induce a combination of non‐

uniform pressure against the HSS members and tension on the cables. This is

especially critical when loads such as wind uplift act upon the fabric surface when the

attachment is at the steel frame corners (see graphic below).

Our Structural analysis approach is to create a web of compression‐only members

(low or no resistance to tension) linking fabric plate elements to the steel frame at

various points through the model. This will provide a more realistic loading

mechanism with forces acting on different directions on the steel frame.

Corner details show an example of a typical case when the fabric deflects under live load (pressing downward on the rafters on Figure 1a) or uplift wind (Figure 1b). Uplift forces are carried to the frame corner as tension on the cables rather than an otherwise assumed upward uniform load applied to the rafters.

Figure 1a. Figure 1b.

PARAMETERS AND ASSUMPTIONS:

1) CODE COMPLIANCE: CBC 2016(Based on IBC 2015) ASCE 7‐10 & AISC ASD 14TH Edition

2) DESIGN SOFTWARE: Risa3D 10.0

3) BASIC LOAD CONDITIONS:

A) Dead Load (DL): Selfweight is calculated by the program.

B) Roof Live Load (RLL): 5 psf applied to the fabric.

C) Snow Load: 5 psf applied to the fabric.

D) Wind Load: Ultimate wind speed (Vult): 115 MPH

based on the ASCE 7‐10 ultimate wind speed map

1609A for 3 sec gust, Risk Category II & Exposure C.

Refer to next page for detailed Wind Forces calculation.

E) Seismic Load: Seismic Design Category: D

Building Risk Category : Type II

Site Class: D

Seismic Risk Category: II

Seismic Response coefficient (Cs): 0.53

Structure DL (see take‐off report): 1,300 lbs

Design Base Shear: V= Cs (W) = 689 lbs

4) LOAD COMBINATIONS:

DL + LL 0.6 DL + WL (UPLIFT)

0.6 DL + 0.6 WL (XA) DL + 0.75 [ LL + 0.6 WL (XA) ]

0.6 DL + 0.6 WL (ZA) DL + 0.75 [ LL + 0.6 WL (ZA) ]

0.6 DL + 0.6 WL (XB) DL + 0.75 [ LL + 0.6 WL (XB) ]

0.6 DL + 0.6 WL (ZB) DL + 0.75 [ LL + 0.6 WL (ZB) ]

5) SOILS PARAMETERS:

Per section 1806 and assuming Material Classification Number 5:

a) Allowable End Bearing Pressure: 1,500 psf

b) Allowable Lateral Bearing Pressure: 100 psf (2x Allowed by 1806.3.4)

c) A skin friction of 250 PSF is assumed based on section 1810.3.3.1.4

Seismic loads are usually smaller than Wind loads for

light steel frames, and will not govern the lateral analysis.

Response Modification Coeff: (Cantilevered Column

special frame) (Ra=2 1/2)

Spectral response coefficients: SDS = 1.33 & SD1 = 1

(based on worst case conditions of 2.0g and 1.0g for Ss

and S1 respectively)

WIND FORCE CALCULATION:

Per IBC 2015 section 1609.1.1 , Wind loads on every building or structure shall be determined

in accordance with Chapter 26 through 30 of ASCE 7‐10.Per ASCE 7‐10 Chapter 27.4.3 (Directional Procedure):

p = qh x G x CN

qh = 0.00256 x Kz x Kzt x Kd x V2

Kz = 0.85

Kzt = (1 + K1 x K2 x K3 )2

K1 = 0.00K2 = 1.00K3 = 1.00

Kzt = (1 + 0.00)2 = 1.00

Kd = 0.85

Vultimate fabric on= 115 MPH [FABRIC ON]

Per IBC 2015 Eq 16‐33, the Nominal Design Wind Load is √0.6*Valt = 89 MPH

qz = 0.00256 x 0.85 x 1.00 x 0.85 x 115 2 = 24.46 PSF [FABRIC ON]

G = 0.85

From Figure 27.4‐5: Clear wind flow, Roof Angle θ=22.5°, Wind direction γ=0° ,180°Load Case A CNW = 1.1Load Case A CNL = 0.1Load Case B CNW = ‐0.1Load Case B CNL = ‐0.8

Load Case Ap = 24.46 x 0.85 x 1.1 = 22.9 PSF 115 MPH WINDWARD (FABRIC ON)

p = 24.46 x 0.85 x 0.1 = 2.08 PSF 115 MPH LEEWARD (FABRIC ON)

Load Case Bp = 24.46 x 0.85 x (‐0.1) = ‐2.1 PSF 115 MPH WINDWARD (FABRIC ON)

p = 24.46 x 0.85 x (‐0.8) = ‐17 PSF 115 MPH LEEWARD (FABRIC ON)

Worst Case

F = 24.46 x 0.85 x 1.1 x Af= 22.9 PSF x Tributary Vertical Projected Area

Wind forces obtained govern the lateral design of this steel frame, since seismic base shear value is lbs total.689

DRILLED PIER FOOTING DESIGN1.0 Non‐Constrained Case

Computation of Cast in Place Concrete Footing according to IBC 2015

Allowable Lateral

Foundation Bearing

Pressure (psf) lbs/ft2/ft

1. Massive crystalline bedrock 12000 1200

2. Sedimentary and foliated rock 4000 400

3. Sandy gravel and/or gravel (GW and GP) 3000 200

4. Sand, silty sand, clayey sand, silty gravel

and clayey gravel (SW, SP, SM, SC, GM and GC) 2000 150

5. Clay, sandy clay, silty clay, and clayey silt Double this value is

(CL, ML, MH, and CH) 1500 100 allowed section 1806.3.4

Type of soil to use:

5 1500 200

1807.3.2.1 Nonconstrained Case

Design Reactions, Worst Case (refer to envelope joint reactions)

Max Moment = 943 lb‐ft

Max Shear (P)= 565 lb, applied lateral force

Max Axial = 3663 lb

Max Uplift = ‐3987 lb

Then:

b = 2.5 diameter of round post or footing or diagonal dimension of square post or footing, feet

d = 3.4 depth of embedment in earth in feet but not over 12 ft for purpose of computing lateral pressure

(change until it matches formula obtained value)

h = 1.7 distance in ft from ground surface to point of application of "P", calculated as

Max Moment / Max Shear = 943 / 565

S 1 = 226.7 allowable lateral soil‐bearing pressure as set forth in Table 1806.2 based on a depth of one third

the depth of embedment

A = 2.33 and:

Match at: 3.5 ft

d = 7.0 ft

Axial Loading Check:

Area of footing = 4.9 ft2

Minimum Vertical Reinforcing Steel:

Volume of Footing = 34.4 ft3

As min = 3.53 in2

Weight = 4982.4 lbs # bar = 8

Max Axial Load = 3663.0 lbs Qty = 5

Total vertical Load = 8645.4 lbs

AFR= 250.0 psf AFR=Allowable Frictional Resistance Section 1810.3.3.1.4 (max 500 psf)

Friction Resistance= 9817.5 lbs Excluding upper two feet

Actual Load= ‐1172.1 lbs

Actual Pressure = ‐238.8 psf OK is less than allowable

Pier Weight +Friction = 4933.29 lbs Using a safety factor of 3

Max Uplift = 3987.00 lbs

Actual Lift Force = ‐946.29 psf OK is less than allowable

Use a footing with 2.5 ft. Diameter and a minimum of 7.0 ft. Deep

Class of Materials

Table 1806.2

The following formula may be used in determining the depth of embedment required to resist lateral loads where NO

constraint is provided at the ground surface such as rigid floor or rigid ground surface pavement.

Y

XZ

Loads: BLC 5, UPLIFT Envelope Only Solution

Y

X

Z


N191

M1M2

M3

M4

M13

M14

M15

M16

M17

M18

M19M20

M21M22

M23M24

M40M41

M42

M43

M44

M45

M46

M47

M48

M49

M50

M51

M52M53

M54M55

M56M57

M58

M59

M60

M61

M62

M63

M64

M65

M66

M67

M68

M69

M70

M71

M72

M73

M74

M75

M76

M79

Y

XZ


.008k/ft

.008k/ft

-.002ksf-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf

-.002ksf-.002ksf

-.002ksf

-.002ksf-.002ksf

-.002ksf

-.023ksf-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf-.023ksf

-.023ksf

-.023ksf

-.023ksf

-.023ksf

Y

XZ

Loads: BLC 3, WIND XA Envelope Only Solution

.008k/ft

.008k/ft

.017ksf.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf.017ksf

.017ksf

.017ksf

.017ksf

.017ksf

.017ksf.017ksf

.017ksf

.017ksf.017ksf

.017ksf

.002ksf.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

.002ksf.002ksf

.002ksf

.002ksf

.002ksf

.002ksf

Y

XZ

Loads: BLC 4, WIND XB Envelope Only Solution

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

.012ksf.012ksf

.012ksf

.012ksf

.012ksf

.012ksf

Y

XZ


Company : USA Shade and Fabric Structures Sept 21, 201710:17 AMDesigner :

Job Number : Checked By:_____Model Name : 20FT x 20FT x 10FT SINGLE POST PYRAMID

(Global) Model SettingsDisplay Sections for Member CalcsMax Internal Sections for Member CalcsInclude Shear Deformation?Increase Nailing Capacity for Wind?Include Warping?Trans Load Btwn Intersecting Wood Wall?Area Load Mesh (in^2)Merge Tolerance (in)P-Delta Analysis ToleranceInclude P-Delta for Walls?Automatically Iterate Stiffness for Walls?Max Iterations for Wall StiffnessGravity Acceleration (ft/sec^2)Wall Mesh Size (in)Eigensolution Convergence Tol. (1.E-)Vertical AxisGlobal Member Orientation PlaneStatic SolverDynamic Solver

5 97 YesYesYesYes144.120.50%YesNo332.2124YXZStandard SkylineAccelerated Solver

Hot Rolled Steel CodeAdjust Stiffness?RISAConnection CodeCold Formed Steel CodeWood CodeWood TemperatureConcrete CodeMasonry CodeAluminum Code

AISC 14th(360-10): ASDYes(Iterative)AISC 14th(360-10): ASDNoneNone< 100FACI 318-14NoneNone - Building

Number of Shear RegionsRegion Spacing Increment (in)Biaxial Column MethodParme Beta Factor (PCA)Concrete Stress BlockUse Cracked Sections?Use Cracked Sections Slab?Bad Framing Warnings?Unused Force Warnings?Min 1 Bar Diam. Spacing?Concrete Rebar SetMin % Steel for ColumnMax % Steel for Column

44PCA Load Contour.65RectangularYesYesNoYesNoREBAR_SET_ASTMA61518

RISA-3D Version 14.0.0 Page 1 [\...\...\...\...\...\...\...\...\SPPYR\20x20x10 SP Pyramid IBC 2015.r3d]



(Global) Model Settings, ContinuedSeismic CodeSeismic Base Elevation (ft)Add Base Weight?Ct XCt ZT X (sec)T Z (sec)R XR Z

NoneNot EnteredNo.035.035Not EnteredNot Entered2.52.5

Footing Overturning Safety FactorOptimize for OTM/SlidingCheck Concrete BearingFooting Concrete Weight (k/ft^3)Footing Concrete f'c (ksi)Footing Concrete Ec (ksi)LambdaFooting Steel fy (ksi)Minimum SteelMaximum SteelFooting Top BarFooting Top Bar Cover (in)Footing Bottom BarFooting Bottom Bar Cover (in)Pedestal BarPedestal Bar Cover (in)Pedestal Ties

1.5NoNo.1452.528501600.0020.002#5 3#5 3#8 3#4

Hot Rolled Steel PropertiesLabel E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt

1 50KSI 29000 11154 .3 .65 .49 50 1.1 58 1.22 45KSI 29000 11154 .3 .65 .49 45 1.3 58 1.13 WIREROPE 12000 .3 .65 0 86 1.1 58 1.2

General Material PropertiesLabel E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3]

1 LINK 1e+6 .3 .65 02 FABRIC 1500 .5 .65 .0023 C-ONLY 10 .3 .65 0

Joint Coordinates and TemperaturesLabel X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

1 N1 19.999 10.5 0 02 N2 19.999 10.5 19.999 03 N3 11.666 14.08 11.666 04 N4 13.333 13.364 13.333 05 N5 14.999 12.648 14.999 06 N6 16.666 11.932 16.666 07 N7 18.332 11.216 18.332 08 N8 19.798 10.845 18.332 09 N9 19.634 10.915 16.666 010 N10 19.506 10.97 14.999 011 N11 19.415 11.009 13.333 0




Joint Coordinates and Temperatures (Continued)Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

12 N12 19.361 11.032 11.666 013 N13 19.343 11.04 10 014 N14 19.361 11.032 8.333 015 N15 19.415 11.009 6.666 016 N16 19.506 10.97 5 017 N17 19.634 10.915 3.333 018 N18 19.798 10.845 1.667 019 N19 18.214 11.525 16.666 020 N20 18.122 11.564 14.999 021 N21 18.057 11.593 13.333 022 N22 18.017 11.61 11.666 023 N23 18.004 11.615 10 024 N24 18.017 11.61 8.333 025 N25 18.057 11.593 6.666 026 N26 18.122 11.564 5 027 N27 18.214 11.525 3.333 028 N28 16.666 12.19 14.999 029 N29 16.666 12.19 13.333 030 N30 16.666 12.19 11.666 031 N31 16.666 12.19 10 032 N32 16.666 12.19 8.333 033 N33 16.666 12.19 6.666 034 N34 16.666 12.19 5 035 N35 14.999 12.906 13.333 036 N36 14.999 12.906 11.666 037 N37 14.999 12.906 10 038 N38 14.999 12.906 8.333 039 N39 14.999 12.906 6.666 040 N40 13.333 13.622 11.666 041 N41 13.333 13.622 10 042 N42 13.333 13.622 8.333 043 N43 11.666 14.338 10 044 N44 11.666 14.08 8.333 045 N45 13.333 13.364 6.666 046 N46 14.999 12.648 5 047 N47 16.666 11.932 3.333 048 N48 18.332 11.216 1.667 049 N49 8.333 14.08 8.333 050 N50 6.666 13.364 6.666 051 N51 5 12.648 5 052 N52 3.333 11.932 3.333 053 N53 1.667 11.216 1.667 054 N54 8.333 14.08 11.666 055 N55 6.666 13.364 13.333 056 N56 5 12.648 14.999 057 N57 3.333 11.932 16.666 058 N58 1.667 11.216 18.332 059 N59 19.999 10.758 0 060 N60 18.332 10.845 .201 061 N61 16.666 10.915 .365 062 N62 14.999 10.97 .493 063 N63 13.333 11.009 .584 064 N64 11.666 11.032 .638 065 N65 10 11.04 .656 066 N66 8.333 11.032 .638 067 N67 6.666 11.009 .584 068 N68 5 10.97 .493 0





69 N69 3.333 10.915 .365 070 N70 1.667 10.845 .201 071 N71 18.332 11.474 1.667 072 N72 16.666 11.525 1.785 073 N73 14.999 11.564 1.877 074 N74 13.333 11.593 1.942 075 N75 11.666 11.61 1.982 076 N76 10 11.615 1.995 077 N77 8.333 11.61 1.982 078 N78 6.666 11.593 1.942 079 N79 5 11.564 1.877 080 N80 3.333 11.525 1.785 081 N81 16.666 12.19 3.333 082 N82 14.999 12.19 3.333 083 N83 13.333 12.19 3.333 084 N84 11.666 12.19 3.333 085 N85 10 12.19 3.333 086 N86 8.333 12.19 3.333 087 N87 6.666 12.19 3.333 088 N88 5 12.19 3.333 089 N89 14.999 12.906 5 090 N90 13.333 12.906 5 091 N91 11.666 12.906 5 092 N92 10 12.906 5 093 N93 8.333 12.906 5 094 N94 6.666 12.906 5 095 N95 13.333 13.622 6.666 096 N96 11.666 13.622 6.666 097 N97 10 13.622 6.666 098 N98 8.333 13.622 6.666 099 N99 11.666 14.338 8.333 0100 N100 10 14.338 8.333 0101 N101 .201 10.845 1.667 0102 N102 .365 10.915 3.333 0103 N103 .493 10.97 5 0104 N104 .584 11.009 6.666 0105 N105 .638 11.032 8.333 0106 N106 .656 11.04 10 0107 N107 .638 11.032 11.666 0108 N108 .584 11.009 13.333 0109 N109 .493 10.97 14.999 0110 N110 .365 10.915 16.666 0111 N111 .201 10.845 18.332 0112 N112 1.667 11.474 1.667 0113 N113 1.785 11.525 3.333 0114 N114 1.877 11.564 5 0115 N115 1.942 11.593 6.666 0116 N116 1.982 11.61 8.333 0117 N117 1.995 11.615 10 0118 N118 1.982 11.61 11.666 0119 N119 1.942 11.593 13.333 0120 N120 1.877 11.564 14.999 0121 N121 1.785 11.525 16.666 0122 N122 3.333 12.19 3.333 0123 N123 3.333 12.19 5 0124 N124 3.333 12.19 6.666 0125 N125 3.333 12.19 8.333 0





126 N126 3.333 12.19 10 0127 N127 3.333 12.19 11.666 0128 N128 3.333 12.19 13.333 0129 N129 3.333 12.19 14.999 0130 N130 5 12.906 5 0131 N131 5 12.906 6.666 0132 N132 5 12.906 8.333 0133 N133 5 12.906 10 0134 N134 5 12.906 11.666 0135 N135 5 12.906 13.333 0136 N136 6.666 13.622 6.666 0137 N137 6.666 13.622 8.333 0138 N138 6.666 13.622 10 0139 N139 6.666 13.622 11.666 0140 N140 8.333 14.338 8.333 0141 N141 8.333 14.338 10 0142 N142 1.667 10.845 19.798 0143 N143 3.333 10.915 19.634 0144 N144 5 10.97 19.506 0145 N145 6.666 11.009 19.415 0146 N146 8.333 11.032 19.361 0147 N147 10 11.04 19.343 0148 N148 11.666 11.032 19.361 0149 N149 13.333 11.009 19.415 0150 N150 14.999 10.97 19.506 0151 N151 16.666 10.915 19.634 0152 N152 19.999 10.758 19.999 0153 N153 18.332 10.845 19.798 0154 N154 1.667 11.474 18.332 0155 N155 3.333 11.525 18.214 0156 N156 5 11.564 18.122 0157 N157 6.666 11.593 18.057 0158 N158 8.333 11.61 18.017 0159 N159 10 11.615 18.004 0160 N160 11.666 11.61 18.017 0161 N161 13.333 11.593 18.057 0162 N162 14.999 11.564 18.122 0163 N163 18.332 11.474 18.332 0164 N164 16.666 11.525 18.214 0165 N165 3.333 12.19 16.666 0166 N166 5 12.19 16.666 0167 N167 6.666 12.19 16.666 0168 N168 8.333 12.19 16.666 0169 N169 10 12.19 16.666 0170 N170 11.666 12.19 16.666 0171 N171 13.333 12.19 16.666 0172 N172 16.666 12.19 16.666 0173 N173 14.999 12.19 16.666 0174 N174 5 12.906 14.999 0175 N175 6.666 12.906 14.999 0176 N176 8.333 12.906 14.999 0177 N177 10 12.906 14.999 0178 N178 11.666 12.906 14.999 0179 N179 14.999 12.906 14.999 0180 N180 13.333 12.906 14.999 0181 N181 6.666 13.622 13.333 0182 N182 8.333 13.622 13.333 0





183 N183 10 13.622 13.333 0184 N184 13.333 13.622 13.333 0185 N185 11.666 13.622 13.333 0186 N186 8.333 14.338 11.666 0187 N187 11.666 14.338 11.666 0188 N188 10 14.338 11.666 0189 N189 10 15.055 10 0190 N190 10 14.796 10 0191 N191 10 0 10 0192 N192 0 10.5 0 0193 N193 0 10.758 0 0194 N194 0 10.5 19.999 0195 N195 0 10.758 19.999 0196 N196 10 12.796 10 0

Member Primary DataLabel I Joint J Joint K J...Rot... Section/Shape Type Design List Material Design Rules

1 M1 N1 N190 RAFTER Beam Pipe 45KSI Typical2 M2 N194 N190 RAFTER Beam Pipe 45KSI Typical3 M3 N190 N2 RAFTER Beam Pipe 45KSI Typical4 M4 N190 N192 RAFTER Beam Pipe 45KSI Typical5 M5 N1 N59 RIGID None None LINK Typical6 M6 N190 N189 C-ONLY None None C-ONLY TRUSS-RU...7 M7 N2 N152 RIGID None None LINK Typical8 M8 N3 N187 C-ONLY None None C-ONLY TRUSS-RU...9 M9 N4 N184 C-ONLY None None C-ONLY TRUSS-RU...10 M10 N5 N179 C-ONLY None None C-ONLY TRUSS-RU...11 M11 N6 N172 C-ONLY None None C-ONLY TRUSS-RU...12 M12 N7 N163 C-ONLY None None C-ONLY TRUSS-RU...13 M13 N13 N12 CABLES Beam None WIREROPE Typical14 M14 N12 N11 CABLES Beam None WIREROPE Typical15 M15 N11 N10 CABLES Beam None WIREROPE Typical16 M16 N10 N9 CABLES Beam None WIREROPE Typical17 M17 N9 N8 CABLES Beam None WIREROPE Typical18 M18 N8 N152 CABLES Beam None WIREROPE Typical19 M19 N13 N14 CABLES Beam None WIREROPE Typical20 M20 N14 N15 CABLES Beam None WIREROPE Typical21 M21 N15 N16 CABLES Beam None WIREROPE Typical22 M22 N16 N17 CABLES Beam None WIREROPE Typical23 M23 N17 N18 CABLES Beam None WIREROPE Typical24 M24 N18 N59 CABLES Beam None WIREROPE Typical25 M25 N44 N99 C-ONLY None None C-ONLY TRUSS-RU...26 M26 N45 N95 C-ONLY None None C-ONLY TRUSS-RU...27 M27 N46 N89 C-ONLY None None C-ONLY TRUSS-RU...28 M28 N47 N81 C-ONLY None None C-ONLY TRUSS-RU...29 M29 N48 N71 C-ONLY None None C-ONLY TRUSS-RU...30 M30 N49 N140 C-ONLY None None C-ONLY TRUSS-RU...31 M31 N50 N136 C-ONLY None None C-ONLY TRUSS-RU...32 M32 N51 N130 C-ONLY None None C-ONLY TRUSS-RU...33 M33 N52 N122 C-ONLY None None C-ONLY TRUSS-RU...34 M34 N53 N112 C-ONLY None None C-ONLY TRUSS-RU...35 M35 N54 N186 C-ONLY None None C-ONLY TRUSS-RU...36 M36 N55 N181 C-ONLY None None C-ONLY TRUSS-RU...37 M37 N56 N174 C-ONLY None None C-ONLY TRUSS-RU...38 M38 N57 N165 C-ONLY None None C-ONLY TRUSS-RU...




Member Primary Data (Continued)Label I Joint J Joint K J...Rot... Section/Shape Type Design List Material Design Rules

39 M39 N58 N154 C-ONLY None None C-ONLY TRUSS-RU...40 M40 N65 N64 CABLES Beam None WIREROPE Typical41 M41 N64 N63 CABLES Beam None WIREROPE Typical42 M42 N63 N62 CABLES Beam None WIREROPE Typical43 M43 N62 N61 CABLES Beam None WIREROPE Typical44 M44 N61 N60 CABLES Beam None WIREROPE Typical45 M45 N60 N59 CABLES Beam None WIREROPE Typical46 M46 N65 N66 CABLES Beam None WIREROPE Typical47 M47 N66 N67 CABLES Beam None WIREROPE Typical48 M48 N67 N68 CABLES Beam None WIREROPE Typical49 M49 N68 N69 CABLES Beam None WIREROPE Typical50 M50 N69 N70 CABLES Beam None WIREROPE Typical51 M51 N70 N193 CABLES Beam None WIREROPE Typical52 M52 N106 N105 CABLES Beam None WIREROPE Typical53 M53 N105 N104 CABLES Beam None WIREROPE Typical54 M54 N104 N103 CABLES Beam None WIREROPE Typical55 M55 N103 N102 CABLES Beam None WIREROPE Typical56 M56 N102 N101 CABLES Beam None WIREROPE Typical57 M57 N101 N193 CABLES Beam None WIREROPE Typical58 M58 N106 N107 CABLES Beam None WIREROPE Typical59 M59 N107 N108 CABLES Beam None WIREROPE Typical60 M60 N108 N109 CABLES Beam None WIREROPE Typical61 M61 N109 N110 CABLES Beam None WIREROPE Typical62 M62 N110 N111 CABLES Beam None WIREROPE Typical63 M63 N111 N195 CABLES Beam None WIREROPE Typical64 M64 N147 N146 CABLES Beam None WIREROPE Typical65 M65 N146 N145 CABLES Beam None WIREROPE Typical66 M66 N145 N144 CABLES Beam None WIREROPE Typical67 M67 N144 N143 CABLES Beam None WIREROPE Typical68 M68 N143 N142 CABLES Beam None WIREROPE Typical69 M69 N142 N195 CABLES Beam None WIREROPE Typical70 M70 N147 N148 CABLES Beam None WIREROPE Typical71 M71 N148 N149 CABLES Beam None WIREROPE Typical72 M72 N149 N150 CABLES Beam None WIREROPE Typical73 M73 N150 N151 CABLES Beam None WIREROPE Typical74 M74 N151 N153 CABLES Beam None WIREROPE Typical75 M75 N153 N152 CABLES Beam None WIREROPE Typical76 M76 N190 N196 MAST Column Pipe 45KSI Typical77 M77 N192 N193 RIGID None None LINK Typical78 M78 N194 N195 RIGID None None LINK Typical79 M79 N196 N191 COLUMS Column Pipe 45KSI Typical

Hot Rolled Steel Section SetsLabel Shape Type Design L... Material Design ... A [in2] Iyy [in4] Izz [in4] J [in4]

1 COLUMS HSS8.625x0.322 Column Pipe 45KSI Typical 7.85 68.1 68.1 1362 MAST HSS8.625x0.322 Column Pipe 45KSI Typical 7.85 68.1 68.1 1363 RAFTER 5 SCH 40 (5.563X0.25... Beam Pipe 45KSI Typical 4.3 15.162 15.162 30.3244 CABLES 1/4 1 Beam None WIRER... Typical .049 1 1 1

General Section SetsLabel Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4]

1 RIGID None LINK 1e+6 1e+8 1e+8 1e+62 C-ONLY ARB_C-ONLY_1 None C-ONLY .1 1 .1 .1




Joint Boundary ConditionsJoint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]

1 N191 Reaction Reaction Reaction Reaction Reaction Reaction

Basic Load CasesBLC Description Category X Grav...Y Grav...Z Grav... Joint Point Distrib... Area(... Surfac...

1 DL DL -1 482 LL LL 1683 WIND XA WL+X 2 844 WIND XB WL-X 2 845 UPLIFT WL+Y 168

Load CombinationsDescription S...P...S... BLC Fac... BLC Fa... BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...

1 DL+LL Y... Y DL 1 LL 12 .6DL + 0.6W(XA) Y... Y DL .6 WL... .63 .6DL + 0.6W(XB) Y... Y DL .6 WL-X .64 .6DL + UPLIFT Y... Y DL .6 WL+Y 15 DL + 0.75[LL + W(XA)] Y... Y DL 1 LL .75 WL+X .456 DL + 0.75[LL + W(XB)] Y... Y DL 1 LL .75 WL-X .45

Envelope Joint ReactionsJoint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC

1 N191 max 0 4 3.663 5 0 2 .014 3 0 1 .182 52 min -.565 2 -3.987 4 0 4 -.008 2 -.021 4 -.943 33 Totals: max 0 4 3.663 5 0 24 min -.565 2 -3.987 4 0 4

Hot Rolled Steel Design ParametersLabel Shape Lengt... Lbyy[ft] Lbzz[ft] Lcom... Lcomp ... L-to... Kyy Kzz Cb Fun...

1 M1 RAFTER 14.78 Late...2 M2 RAFTER 14.78 Late...3 M3 RAFTER 14.779 Late...4 M4 RAFTER 14.78 Late...5 M13 CABLES 1.666 Late...6 M14 CABLES 1.668 Late...7 M15 CABLES 1.669 Late...8 M16 CABLES 1.673 Late...9 M17 CABLES 1.676 Late...10 M18 CABLES 1.681 Late...11 M19 CABLES 1.667 Late...12 M20 CABLES 1.668 Late...13 M21 CABLES 1.669 Late...14 M22 CABLES 1.673 Late...15 M23 CABLES 1.676 Late...16 M24 CABLES 1.681 Late...17 M40 CABLES 1.666 Late...18 M41 CABLES 1.668 Late...19 M42 CABLES 1.669 Late...20 M43 CABLES 1.673 Late...21 M44 CABLES 1.676 Late...22 M45 CABLES 1.681 Late...




Hot Rolled Steel Design Parameters (Continued)Label Shape Lengt... Lbyy[ft] Lbzz[ft] Lcom... Lcomp ... L-to... Kyy Kzz Cb Fun...

23 M46 CABLES 1.667 Late...24 M47 CABLES 1.668 Late...25 M48 CABLES 1.669 Late...26 M49 CABLES 1.673 Late...27 M50 CABLES 1.676 Late...28 M51 CABLES 1.681 Late...29 M52 CABLES 1.667 Late...30 M53 CABLES 1.668 Late...31 M54 CABLES 1.669 Late...32 M55 CABLES 1.673 Late...33 M56 CABLES 1.676 Late...34 M57 CABLES 1.681 Late...35 M58 CABLES 1.666 Late...36 M59 CABLES 1.668 Late...37 M60 CABLES 1.669 Late...38 M61 CABLES 1.673 Late...39 M62 CABLES 1.676 Late...40 M63 CABLES 1.681 Late...41 M64 CABLES 1.667 Late...42 M65 CABLES 1.668 Late...43 M66 CABLES 1.669 Late...44 M67 CABLES 1.673 Late...45 M68 CABLES 1.676 Late...46 M69 CABLES 1.681 Late...47 M70 CABLES 1.666 Late...48 M71 CABLES 1.668 Late...49 M72 CABLES 1.669 Late...50 M73 CABLES 1.673 Late...51 M74 CABLES 1.676 Late...52 M75 CABLES 1.681 Late...53 M76 MAST 2 Late...54 M79 COLUMS 12.796 Late...

Envelope AISC 14th(360-10): ASD Steel Code ChecksMemb... Shape Code C... Loc[ft] LC Shear Ch...Loc... Dir LC Pnc/o... Pnt/om...Mn... Mnz... Cb Eqn

1 M1 5 SCH 40 (5.563X0.258) .121 14.78 2 .011 0 3 64.42 115.865 16.... 16.3...1.611 H1-1b2 M2 5 SCH 40 (5.563X0.258) .210 14.78 2 .020 14.... 2 64.42 115.865 16.... 16.3...2.352 H1-1b3 M3 5 SCH 40 (5.563X0.258) .121 0 2 .010 14.... 3 64.423 115.865 16.... 16.3...1.615 H1-1b4 M4 5 SCH 40 (5.563X0.258) .209 0 2 .020 0 2 64.416 115.865 16.... 16.3...2.339 H1-1b5 M13 1/4 1 .098 0 4 7.965 0 3 2.508 2.523 .013 .013 1.667 H1-1b6 M14 1/4 1 .042 0 1 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b7 M15 1/4 1 .033 0 1 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b8 M16 1/4 1 .029 0 1 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b9 M17 1/4 1 .057 0 1 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b10 M18 1/4 1 .185 0 4 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b11 M19 1/4 1 .064 0 4 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b12 M20 1/4 1 .049 0 4 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b13 M21 1/4 1 .033 0 4 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b14 M22 1/4 1 .036 0 1 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b15 M23 1/4 1 .057 0 1 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b16 M24 1/4 1 .185 0 4 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b17 M40 1/4 1 .097 0 4 8.550 0 3 2.508 2.523 .013 .013 1.667 H1-1b18 M41 1/4 1 .048 0 6 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b19 M42 1/4 1 .033 0 1 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b20 M43 1/4 1 .029 0 1 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b




Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued)Memb... Shape Code C... Loc[ft] LC Shear Ch...Loc... Dir LC Pnc/o... Pnt/om...Mn... Mnz... Cb Eqn

21 M44 1/4 1 .057 0 1 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b22 M45 1/4 1 .185 0 4 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b23 M46 1/4 1 .064 0 4 8.590 0 2 2.508 2.523 .013 .013 1.667 H1-1b24 M47 1/4 1 .050 0 6 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b25 M48 1/4 1 .055 0 3 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b26 M49 1/4 1 .059 0 6 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b27 M50 1/4 1 .099 0 5 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b28 M51 1/4 1 .185 0 4 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b29 M52 1/4 1 .097 0 4 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b30 M53 1/4 1 .070 0 5 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b31 M54 1/4 1 .050 0 6 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b32 M55 1/4 1 .054 0 3 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b33 M56 1/4 1 .127 0 5 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b34 M57 1/4 1 .185 0 4 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b35 M58 1/4 1 .064 0 4 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b36 M59 1/4 1 .052 0 6 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b37 M60 1/4 1 .049 0 3 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b38 M61 1/4 1 .056 0 6 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b39 M62 1/4 1 .126 0 5 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b40 M63 1/4 1 .185 0 4 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b41 M64 1/4 1 .097 0 4 7.759 0 2 2.508 2.523 .013 .013 1.667 H1-1b42 M65 1/4 1 .061 0 6 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b43 M66 1/4 1 .056 0 6 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b44 M67 1/4 1 .057 0 2 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b45 M68 1/4 1 .101 0 5 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b46 M69 1/4 1 .185 0 4 9.999 0 2 2.508 2.523 .013 .013 1.667 H1-1b47 M70 1/4 1 .064 0 4 8.980 0 3 2.508 2.523 .013 .013 1.667 H1-1b48 M71 1/4 1 .049 0 4 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b49 M72 1/4 1 .033 0 4 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b50 M73 1/4 1 .036 0 1 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b51 M74 1/4 1 .057 0 1 9.999 0 4 2.508 2.523 .013 .013 1.667 H1-1b52 M75 1/4 1 .185 0 4 9.999 0 3 2.508 2.523 .013 .013 1.667 H1-1b53 M76 HSS8.625x0.322 .172 0 2 .008 2 2 210.605 211.527 46.... 46.7...1.052 H1-1b54 M79 HSS8.625x0.322 .152 0 2 .009 12.... 2 176.885 211.527 46.... 46.7...1.629 H1-1b

Material TakeoffMaterial Size Pieces Length[ft] Weight[K]

1 General2 LINK 4 1 03 C-ONLY ARB_C-ONLY_1 21 5.4 04 Total General 25 6.5 056 Hot Rolled Steel7 45KSI 5 SCH 40 (5.563X0.258) 4 59.1 .98 45KSI HSS8.625x0.322 2 14.8 .49 WIREROPE 1/4 1 48 80.3 010 Total HR Steel 54 154.2 1.3


.18.19

.21

.10.13

.06.05

.21

.05.05

.05.07

.21

.06.10

.10.06

.05.05

.21

.03.05

.15

.03.06

.06.13

.21

.19.18

.21 .12

.18.19

.21 .12.21 .12

.21

.12.21

.10 .06

.21 .12

.17

.21 .12

.06 .04

.12

.03.06

.05.06

.12

.10 .06

.10.06

.12

.04.05

.12

.03.03

.04 .03

.12

.06 .06

.12

.19.18

Y

XZ

Code Check( Env )

No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50

Member Code Checks Displayed (Enveloped)Envelope Only Solution

structural calculations - yuba city, california

Documents