Structural Analysis Report of Anchorage Design for ?· Structural calculations for the seismic check…

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  • ABNENGINEERING1317EThunderhillPlace

    Phoenix,AZ85048Phone:4802138524

    CopyrightAbnE

    StructuralAnalysisReportofAnchorageDesignforPropaneExchangeCage

    Conductedat:VariousLocations

    SanJose,CA

    Preparedfor:

    21739StateHwy64Canton,TX75103

    11/08/13

    November8,2013 Expires6/30/2015

    Preparedby:

  • Abn Engineering 1317 E. Thunderhill Place

    Phoenix, AZ 85048 Phone# (480) 213-8524

    October 31, 2013

    Description of the project: Structural calculations for the seismic check and anchorage design of new propane exchange cage Design Codes: 2010 California Building Code and ASCE 7-05 References: 1. Drawings of propane exchange cage, CEC #20-18 & 12 Design Criteria: Occupancy Category III; Soil site class D and Seismic Design Category E Proposed Loading: (N) (18) Propane Tank, 40 lbs each (N) Propane Exchange Cage, 300 lbs (N) Propane Exchange Case Structural Framing and Grade: L2x2x3/16 (Steel Angle Beams: Fy = 36 ksi) 21GA steel sheets for covering. 14GA steel sheets for shelf. Results: As per provided structural calculations, the new propane exchange cage framing member stresses are calculated under vertical and lateral loads, and the member stresses are under the allowable values. Also, the proposed connections are adequate to support the proposed loads.

    Conclusions: Based on the results from the structural analysis, the new propane exchange case and connections are structurally adequate to support the proposed loads.

    2 of 21

  • 1. Lateral Loads Calculation (2010 CBC & ASCE 7-05)

    1.1 Earthquake Load (by using Ground Motion Parameters Calculator Version 5.1.0)

    Soil Site Class = DSeismic Use Group =

    Seismic Parameters (Worst case in San Jose area) (from output of Seismic Design Parameters)SS = 2.277 g SMS = 2.277 g SDS = 2/3 SMS = 1.518 gS1 = 1.285 g SM1 = 1.928 g SD1 = 2/3 SM1 = 1.285 g

    Seismic Design Category = E = 1.0 (ASCE 7, 12.3.4.1)

    Seismic Design Force : (for Nonstructural Components)

    R = 2.5 ap = 1.0 (ASCE 7, Table 13.5-1)Ip = 1.25 z/h = 0.0

    For Propane Cage: Wp = 1,020 lbs (18 x 40 lb Tank + 300 lbs of Cage)

    Fp = [0.4 ap SDS Wp / (Rp/Ip)] x (1+2(z/h)) (ASCE 7, 13.3-1)= 309.7 lbs

    Fp,MAX = 1.6 SDS Ip Wp Fp,MIN = 0.3 SDS Ip Wp= 3,096.7 lbs = 580.6 lbs

    Therefore Fp = 580.6 lbs

    Seismic Load Effects E :

    For Propane Cage: E = Fp 0.2 SDS D (ASCE 7, 12.4)= 580.6 lbs 0.304 D lbs

    (Lateral) (Vertical)

    = 0.569 W (lbs) 0.304 W (lbs)(Lateral) (Vertical)

    0.7E = 406.4 lbs 0.213 D lbs= (Lateral) (Vertical)

    = 0.398 W (lbs) 0.213 W (lbs)(Lateral) (Vertical)

    3 of 21

  • Output of Ground Motion Parameters Calculator Version 5.1.0

    Conterminous 48 States2005 ASCE 7 StandardLatitude = 37.4Longitude = -122.25Spectral Response Accelerations Ss and S1Ss and S1 = Mapped Spectral Acceleration ValuesSite Class B - Fa = 1.0 ,Fv = 1.0Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 2.277 (Ss, Site Class B) 1.0 1.285 (S1, Site Class B)

    Conterminous 48 States2005 ASCE 7 StandardLatitude = 37.4Longitude = -122.25Spectral Response Accelerations SMs and SM1SMs = Fa x Ss and SM1 = Fv x S1Site Class D - Fa = 1.0 ,Fv = 1.5

    Period Sa (sec) (g) 0.2 2.277 (SMs, Site Class D) 1.0 1.928 (SM1, Site Class D)

    Conterminous 48 States2005 ASCE 7 StandardLatitude = 37.4Longitude = -122.25Design Spectral Response Accelerations SDs and SD1SDs = 2/3 x SMs and SD1 = 2/3 x SM1Site Class D - Fa = 1.0 ,Fv = 1.5

    Period Sa (sec) (g) 0.2 1.518 (SDs, Site Class D) 1.0 1.285 (SD1, Site Class D)

    Load Calculation for RISA Analysis

    Dead Loads:

    Propane Tank = 40 lbs / each

    (6) Propane Tank per Shelf = 240 lbs Area = 9.1675 ft2

    = 26 psf / shelf

    Sheet Cover Door = 7 lbs/ft (assumed)

    4 of 21

  • YJK CEC-20#-18

    Dead Load

    SK - 1

    Nov 2, 2013 at 8:40 PMCEC-20#-18.r3d

    N1

    N2

    N3

    N4

    N5

    N6

    N7

    N8

    N9

    N10

    N11

    N12 N13

    N14

    N15

    N16 N17

    N18

    N19

    N20

    -.007k/ft

    -.026ksf

    -.026ksf

    -.026ksf

    Y

    XZ

    Loads: BLC 1, DL Solution: Envelope

    5 of 21

  • YJK CEC-20#-18

    3D Model

    SK - 2

    Nov 2, 2013 at 8:40 PMCEC-20#-18.r3d

    N1

    N2

    N3

    N4

    N5

    N6

    N7

    N8

    N9

    N10

    N11

    N12 N13

    N14

    N15

    N16 N17

    N18

    N19

    N20

    Y

    XZ

    Solution: Envelope

    6 of 21

  • YJK CEC-20#-18

    Member and Node Numbers

    SK - 3

    Nov 2, 2013 at 8:41 PMCEC-20#-18.r3d

    N1

    N2

    N3

    N4

    N5

    N6

    N7

    N8

    N9

    N10

    N11

    N12 N13

    N14

    N15

    N16 N17

    N18

    N19

    N20

    M1

    M2

    M3

    M4

    M5

    M6

    M7

    M8

    M9

    M10

    M11M12

    M13M14

    M15

    M16

    M17

    Y

    XZ

    Solution: Envelope

    7 of 21

  • Company : Nov 2, 2013Designer : 8:42 PMYJK

    CEC-20#-18Job Number : Checked By:_____

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

    1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.22 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.13 A992 29000 11154 .3 .65 .49 50 1.1 65 1.14 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.35 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3

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

    1 gen_Conc3NW 3155 1372 .15 .6 .1452 gen_Conc4NW 3644 1584 .15 .6 .1453 gen_Conc3LW 2085 906 .15 .6 .114 gen_Conc4LW 2408 1047 .15 .6 .115 gen_Alum 10600 4077 .3 1.29 .1736 gen_Steel 29000 11154 .3 .65 .497 RIGID 1e+6 .3 0 0

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

    1 Frame L2x2x2 Beam Single Angle A36 Gr.36 Typical .491 .189 .189 .003

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

    1 N1 0 5.667 0 02 N2 2.5 5.667 0 03 N3 0 5.667 3.667 04 N4 2.5 5.667 3.667 05 N5 0 0 0 06 N6 2.5 0 0 07 N7 0 0 3.667 08 N8 2.5 0 3.667 09 N9 2.5 .21 3.667 010 N10 0 .21 3.667 011 N11 0 .21 0 012 N12 2.5 .21 0 013 N13 2.5 1.91 3.667 014 N14 0 1.91 3.667 015 N15 0 1.91 0 016 N16 2.5 1.91 0 017 N17 2.5 3.61 3.667 018 N18 0 3.61 3.667 019 N19 0 3.61 0 020 N20 2.5 3.61 0 0

    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] Footing

    1 N5 Reaction Reaction Reaction2 N7 Reaction Reaction Reaction3 N8 Reaction Reaction Reaction4 N6 Reaction Reaction Reaction

    RISA-3D Version 10.0.1 Page 1 [F:\Projects\00-Projects\ABN\Propane Cage - Seismic\CEC-20#-18.r3d] 8 of 21

  • Company : Nov 2, 2013Designer : 8:42 PMYJK

    CEC-20#-18Job Number : Checked By:_____

    Member Primary DataLabel I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules

    1 M1 N1 N2 Frame Beam Single Angle A36 Gr.36 Typical2 M2 N3 N4 Frame Beam Single Angle A36 Gr.36 Typical3 M3 N1 N3 Frame Beam Single Angle A36 Gr.36 Typical4 M4 N2 N4 Frame Beam Single Angle A36 Gr.36 Typical5 M5 N1 N5 Frame Beam Single Angle A36 Gr.36 Typical6 M6 N2 N6 Frame Beam Single Angle A36 Gr.36 Typical7 M7 N3 N7 Frame Beam Single Angle A36 Gr.36 Typical8 M8 N4 N8 Frame Beam Single Angle A36 Gr.36 Typical9 M9 N9 N10 Frame Beam Single Angle A36 Gr.36 Typical10 M10 N10 N11 Frame Beam Single Angle A36 Gr.36 Typical11 M11 N11 N12 Frame Beam Single Angle A36 Gr.36 Typical12 M12 N13 N14 Frame Beam Single Angle A36 Gr.36 Typical13 M13 N15 N16 Frame Beam Single Angle A36 Gr.36 Typical14 M14 N17 N18 Frame Beam Single Angle A36 Gr.36 Typical15 M15 N18 N19 Frame Beam Single Angle A36 Gr.36 Typical16 M16 N19 N20 Frame Beam Single Angle A36 Gr.36 Typical17 M17 N15 N14 Frame Beam Si