sitts & hill engineers, inc. - general mechanical construction drawings... · 2013. 3. 27. · psc...

SITTS & HILL ENGINEERS, INC.

Professional Engineers and Planners ROBERT J. DAHMEN, P.E. 4815 Center Street, Tacoma, WA 98409 BRENT K. LESLIE, P.E. Telephone (253) 474-9449 KATHY A. HARGRAVE, P.E. Fax (253) 474-0153 LARRY G. LINDELL, P.E.

Civil, Structural and Surveying

February 11, 2013 CITY OF TACOMA BUILDING AND LAND USE SERVICES 747 Market Street, Room 345 Tacoma, WA 98402 TO: Mr. Barrett Hayes SUBJECT: PERMIT REVIEW COMMENTS PSC TACOMA FACILITY

LOADING DOCK AND DRUM STORAGE (40000179729) Dear Mr. Hayes: The purpose of this letter is to address the permit review comments you provided to us by way of e-mail correspondence over the past two weeks. Below, I have repeated those comments and addressed each one individually. Comment 1 (January 25, 2013 e-mail): I am looking over the structural calculations for this project. Can you send me or point me to where the K factors may be located within calculations for the special moment frame at the Check-In Area? S&H Response: The K factors are included in the attached supplemental calculations. The frames have been revised from a Special Cantilever Columns System (SCCS) to an Ordinary Cantilever Column System (OCCS). Comment 2 (January 31, 2013 e-mail): The K-values (0.65) used in the software indicate that the column is fixed at both ends. In this case the K-value should be 2.1. Also, please submit the K-values for the “South Containment” roof structure (K=1). S&H Response: The K-values have been modified in the attached supplemental calculations to reflect a cantilever condition. Comment 3 (January 31, 2013 e-mail): Also, the R-value (2.5) chosen is for a special moment frame which does not match the details shown on the drawing. The R-value (1.25) for an ordinary moment frame would be acceptable with the addition of calculations and a weld design that matches the strength of the column at the base plate and column joint. S&H Response: Structural design was modified to an OCCS from a SCCS. The detailing for either of these systems was not clearly defined under the 2009 IBC and adopted references. Sitts & Hill Engineers and the City of Tacoma agreed that the use of AISC 341-10 is an appropriate document for detailing the cantilever column systems even though this document is not adopted by code, yet. Specifically, Section E5 of AISC 341-10 for OCCS was used as a basis for design. Page 1 of the

supplemental calculations shows the R-factor and Ω for the OCCS. The connections for the Seismic Force Resisting System (SFRS) must conform to Section D2 of AISC 341-10. All members and connections are subject to the requirements of AISC 360 (-05 used for this analysis). Specifically, Section D2.6 outlines the requirements for the column bases having to be

February 11, 2013 Page 2 of 2

designed for the amplified seismic load combinations. The reactions on page 13 of the supplemental calculations are results of the amplified seismic load combinations. The subsequent pages of the calculations including the weld, base plate and anchor designs were all using the amplified seismic load combinations. The footing design on pages 26-28 was only designed for the standard load combinations. According to AISC 341-10 Section E5, there are no additional requirements for the design and detailing of this system, except for limiting the axial load in the columns for the amplified seismic load combinations. Conformance to this provision is demonstrated on page 14 of the supplemental calculations. The Hilti output for the anchorage design shows a failure in anchor pullout and does not calculate the concrete breakout because I am using the provision of ACI 318-08, D5.2.9 to develop reinforcing into the breakout section. Please feel free to contact our office with any additional questions or comment regarding this project. Sincerely, Andrew J. Boileau, P.E., S.E. Project Engineer enclosures V:\14800\14897\Calculations\Structural\2013-02-01 Permit Review Comments\2013-02-11 Letter to COT BLUS.doc

SITTS & HILL ENGINEERS, INC. DESIGNED AJB DATE 2/18/2011 JOB 14,897

TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE

PROJECT PAGE

SEISMIC DESIGN - CHECK-IN AREA

ASCE 7-05, SECTION 12.2:

System Type:

Vertical Resisting Elements:

R = 1 1/4 Ωo = 1 1/4 Cd = 1 1/4 Height Limitation: NP

ASCE 7-05, SECTION 12.8.1.1:

Cs = SDS x I / R = 0.822 x 1.50 / 1.25 (Equation 12.8-2)

Cs NOM = 0.986

ASCE 7-05, SECTION 12.8.2.1:

Structure Type:

Method for determining Approximate Period, T:

Story Height = 16 ft Number of Stories = 1 hn = 16 ft

Ct = 0.028 x = 0.80

Ta = Ct x hnx = 0.028 x ( 16.00 ft ) ^ 0.80 (Equation 12.8-7)

T = Ta = 0.257 s

TL = 6 s ≥ T

Cs MAX = SD1 x I / ( T x R ) = 0.418 x 1.50 / ( 0.257 x 1.25 ) (Equation 12.8-3)

Cs MAX = 1.949

Cs MIN = 0.044SDS x I = 0.044 x 0.822 x 1.50 (Equation 12.8-5)

Cs MIN 1 = 0.054

Cs MIN 2 = 0.010 (City of Tacoma Amendment)

Cs = 0.986

V = CsW = 0.986W (Equation 12.8-1)

Applicable Footnotes:a.

b.

c.

Method 1

TACOMA FACILITY LOADING DOCK AND DRUM STORAGE

Steel Moment-Resisting Frames

Cantilever Column Systems detailed to conform to the requirements for:

Ordinary Steel Moment Frames

Response modification coefficient, R, for the use throughout the standard. Note R reduces forces to a strength level, not an allowable stress

level.

Reflection amplification factor, C d , for use in Sections 12.8.6, 12.8.7, 12.9.2.

Heights are measured from the based of the structure as defined in Section 11.2.

1

Company : Sitts & Hill Engineers Feb 6, 2013Designer : 2:13 PMAndrew Boileau

Check In AreaJob Number : 14,897 Checked By:_____

Hot Rolled Steel Properties

Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi]

1 A36 Gr.36 29000 11154 .3 .65 .49 362 A992 29000 11154 .3 .65 .49 503 A500 Gr.46 29000 11154 .3 .65 .49 46

Hot Rolled Steel Section Sets

Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4]

1 COLUMNS HSS8X8X6 Column Tube A500 Gr.46 Typical 10.36 99.512 99.512 159.6452 BEAM - LOW W18X40 Beam Wide Flange A992 Typical 11.8 19.1 612 .813 BEAM - HIGH W18X40 Beam Wide Flange A992 Typical 11.8 19.1 612 .814 BEAM - SLOPED W14X26 Beam Wide Flange A992 Typical 7.69 8.91 245 .365 BEAM - INTERMED... W18X50 Beam Wide Flange A992 Typical 14.7 40.1 800 1.246 PURLIN W14X22 Beam Wide Flange A992 Typical 6.49 7 199 .217 SAG ROD 0.500" ROD None None A36 Gr.36 Typical .196 .003 .003 .0068 HORIZONTAL ROD... 0.500" ROD None None A36 Gr.36 Typical .196 .003 .003 .006

Joint Coordinates and Temperatures

Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

1 N1 0 0 0 02 N2 0 0 40.666667 03 N3 22 0 0 04 N4 22 0 40.666667 05 N5 44 0 0 06 N6 44 0 40.666667 07 N7 0 15 0 08 N8 0 15 40.666667 09 N9 22 15 0 010 N10 22 15 40.666667 011 N11 44 15 0 012 N12 44 15 40.666667 013 N13 44 16 0 014 N14 44 16 13.555556 015 N15 44 16 27.111111 016 N16 44 16 40.666667 017 N17 22 16.916667 0 018 N18 22 16.916667 13.555556 019 N19 22 16.916667 27.111111 020 N20 22 16.916667 40.666667 021 N21 0 17.833333 0 022 N22 0 17.833333 13.555556 023 N23 0 17.833333 27.111111 024 N24 0 17.833333 40.666667 025 N25 44 15 13.555556 026 N26 44 15 27.111111 027 N27 0 15 13.555556 028 N28 0 15 27.111111 029 N29 7.333333 17.527778 0 030 N30 7.333333 15 0 031 N31 14.666667 17.222222 0 032 N32 14.666667 15 0 033 N33 29.333333 16.611111 0 034 N34 29.333333 15 0 035 N35 36.666667 16.305556 0 036 N36 36.666667 15 0 037 N37 7.333333 17.527778 40.666667 0

RISA-3D Version 8.0.3 Page 1 [V:\...\14897\Calculations\Structural\2013-02-06 Check In Area Ordinary.r3d]

2Standard Load Combinations



Joint Coordinates and Temperatures (Continued)

Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

38 N38 7.333333 15 40.666667 039 N39 14.666667 17.222222 40.666667 040 N40 14.666667 15 40.666667 041 N41 29.333333 16.611111 40.666667 042 N42 29.333333 15 40.666667 043 N43 36.666667 16.305556 40.666667 044 N44 36.666667 15 40.666667 0

Joint Boundary Conditions

Joint 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 N1 Reaction Reaction Reaction Reaction Reaction Reaction2 N2 Reaction Reaction Reaction Reaction Reaction Reaction3 N3 Reaction Reaction Reaction Reaction Reaction Reaction4 N4 Reaction Reaction Reaction Reaction Reaction Reaction5 N5 Reaction Reaction Reaction Reaction Reaction Reaction6 N6 Reaction Reaction Reaction Reaction Reaction Reaction

Member Primary Data

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

1 M1 N21 N24 BEAM - HIGH Beam Wide Flange A992 Typical2 M2 N17 N20 BEAM - INTE... Beam Wide Flange A992 Typical3 M3 N13 N16 BEAM - LOW Beam Wide Flange A992 Typical4 M4 N13 N17 BEAM - SLOP... Beam Wide Flange A992 Typical5 M5 N16 N20 BEAM - SLOP... Beam Wide Flange A992 Typical6 M6 N17 N21 BEAM - SLOP... Beam Wide Flange A992 Typical7 M7 N20 N24 BEAM - SLOP... Beam Wide Flange A992 Typical8 M8 N1 N21 COLUMNS Column Tube A500 Gr.46 Typical9 M9 N2 N24 COLUMNS Column Tube A500 Gr.46 Typical10 M10 N3 N17 COLUMNS Column Tube A500 Gr.46 Typical11 M11 N4 N20 COLUMNS Column Tube A500 Gr.46 Typical12 M12 N5 N13 COLUMNS Column Tube A500 Gr.46 Typical13 M13 N6 N16 COLUMNS Column Tube A500 Gr.46 Typical14 M14 N14 N18 PURLIN Beam Wide Flange A992 Typical15 M15 N15 N19 PURLIN Beam Wide Flange A992 Typical16 M16 N18 N22 PURLIN Beam Wide Flange A992 Typical17 M17 N19 N23 PURLIN Beam Wide Flange A992 Typical18 M18 N7 N8 270 Wind Girt Beam CS A570_33 Typical19 M19 N11 N12 270 Wind Girt Beam CS A570_33 Typical20 M20 N7 N9 270 Wind Girt Beam CS A570_33 Typical21 M21 N8 N10 270 Wind Girt Beam CS A570_33 Typical22 M22 N9 N11 270 Wind Girt Beam CS A570_33 Typical23 M23 N10 N12 270 Wind Girt Beam CS A570_33 Typical24 M24 N27 N22 SAG ROD None None A36 Gr.36 Typical25 M25 N28 N23 SAG ROD None None A36 Gr.36 Typical26 M26 N25 N14 SAG ROD None None A36 Gr.36 Typical27 M27 N26 N15 SAG ROD None None A36 Gr.36 Typical28 M28 N24 N17 HORIZONTAL... None None A36 Gr.36 Typical29 M29 N21 N20 HORIZONTAL... None None A36 Gr.36 Typical30 M30 N20 N13 HORIZONTAL... None None A36 Gr.36 Typical31 M31 N16 N17 HORIZONTAL... None None A36 Gr.36 Typical32 M32 N29 N30 SAG ROD None None A36 Gr.36 Typical33 M33 N31 N32 SAG ROD None None A36 Gr.36 Typical34 M34 N33 N34 SAG ROD None None A36 Gr.36 Typical35 M35 N35 N36 SAG ROD None None A36 Gr.36 Typical36 M36 N37 N38 SAG ROD None None A36 Gr.36 Typical





Member Primary Data (Continued)

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

37 M37 N39 N40 SAG ROD None None A36 Gr.36 Typical38 M38 N41 N42 SAG ROD None None A36 Gr.36 Typical39 M39 N43 N44 SAG ROD None None A36 Gr.36 Typical

Member Advanced Data

Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive

1 M1 BenPIN BenPIN Yes2 M2 BenPIN BenPIN Yes3 M3 BenPIN BenPIN Yes4 M4 BenPIN BenPIN Yes5 M5 BenPIN BenPIN Yes6 M6 BenPIN BenPIN Yes7 M7 BenPIN BenPIN Yes8 M8 Yes9 M9 Yes10 M10 Yes11 M11 Yes12 M12 Yes13 M13 Yes14 M14 BenPIN BenPIN Yes15 M15 BenPIN BenPIN Yes16 M16 BenPIN BenPIN Yes17 M17 BenPIN BenPIN Yes18 M18 BenPIN BenPIN Yes Exclude19 M19 BenPIN BenPIN Yes Exclude20 M20 BenPIN BenPIN Yes Exclude21 M21 BenPIN BenPIN Yes Exclude22 M22 BenPIN BenPIN Yes Exclude23 M23 BenPIN BenPIN Yes Exclude24 M24 BenPIN BenPIN Euler Buckling Yes25 M25 BenPIN BenPIN Euler Buckling Yes26 M26 BenPIN BenPIN Euler Buckling Yes27 M27 BenPIN BenPIN Euler Buckling Yes28 M28 BenPIN BenPIN Euler Buckling Yes29 M29 BenPIN BenPIN Euler Buckling Yes30 M30 BenPIN BenPIN Euler Buckling Yes31 M31 BenPIN BenPIN Euler Buckling Yes32 M32 BenPIN BenPIN Euler Buckling Yes33 M33 BenPIN BenPIN Euler Buckling Yes34 M34 BenPIN BenPIN Euler Buckling Yes35 M35 BenPIN BenPIN Euler Buckling Yes36 M36 BenPIN BenPIN Euler Buckling Yes37 M37 BenPIN BenPIN Euler Buckling Yes38 M38 BenPIN BenPIN Euler Buckling Yes39 M39 BenPIN BenPIN Euler Buckling Yes

Hot Rolled Steel Design Parameters

Label Shape Lengt... Lbyy[ft] Lbzz[ft] Lcomp to...Lcomp bot... Kyy Kzz Cm-yyCm-zz Cb y sw...z sw...Function

1 M1 BEAM - HIGH 40.667 13.556 13.556 13.556 1 1 Lateral2 M2 BEAM - INTERM...40.667 13.556 13.556 13.556 1 1 Lateral3 M3 BEAM - LOW 40.667 13.556 13.556 13.556 1 1 Lateral4 M4 BEAM - SLOPED 22.019 5 1 1 Lateral5 M5 BEAM - SLOPED 22.019 5 1 1 Lateral6 M6 BEAM - SLOPED 22.019 5 1 1 Lateral7 M7 BEAM - SLOPED 22.019 5 1 1 Lateral





Hot Rolled Steel Design Parameters (Continued)

Label Shape Lengt... Lbyy[ft] Lbzz[ft] Lcomp to...Lcomp bot... Kyy Kzz Cm-yyCm-zz Cb y sw...z sw...Function

8 M8 COLUMNS 17.833 2.1 2.1 Yes Yes Lateral9 M9 COLUMNS 17.833 2.1 2.1 Yes Yes Lateral10 M10 COLUMNS 16.917 2.1 2.1 Yes Yes Lateral11 M11 COLUMNS 16.917 2.1 2.1 Yes Yes Lateral12 M12 COLUMNS 16 2.1 2.1 Yes Yes Lateral13 M13 COLUMNS 16 2.1 2.1 Yes Yes Lateral14 M14 PURLIN 22.019 5 1 1 Lateral15 M15 PURLIN 22.019 5 1 1 Lateral16 M16 PURLIN 22.019 5 1 1 Lateral17 M17 PURLIN 22.019 5 1 1 Lateral18 M24 SAG ROD 2.833 1 1 Lateral19 M25 SAG ROD 2.833 1 1 Lateral20 M26 SAG ROD 1 1 1 Lateral21 M27 SAG ROD 1 1 1 Lateral22 M28 HORIZONTAL R... 46.245 1 1 Lateral23 M29 HORIZONTAL R... 46.245 1 1 Lateral24 M30 HORIZONTAL R... 46.245 1 1 Lateral25 M31 HORIZONTAL R... 46.245 1 1 Lateral26 M32 SAG ROD 2.528 Lateral27 M33 SAG ROD 2.222 Lateral28 M34 SAG ROD 1.611 Lateral29 M35 SAG ROD 1.306 Lateral30 M36 SAG ROD 2.528 Lateral31 M37 SAG ROD 2.222 Lateral32 M38 SAG ROD 1.611 Lateral33 M39 SAG ROD 1.306 Lateral

Basic Load Cases

BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (...

1 Dead DL -1 82 Snow SL 83 W1 (N-S 0-Degrees ... WL 124 W2 (N-S 0-Degrees ... WL 125 W3 (S-N 180-Degree... WL 126 W4 (S-N 180-Degree... WL 127 W5 (E-W Case A) WL 168 W6 (E-W Case B) WL 169 W7 (W-E Case A) WL 1610 W8 (W-E Case B) WL 1611 E1 Seismic N - S EL .986 812 E2 Seismic E - W EL .986 813 Seismic - Vertical EL .247 8

Member Distributed Loads (BLC 1 : Dead)

Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/ft,deg] Start Location[ft,%] End Location[ft,%]

1 M4 Y -.034 -.034 0 02 M5 Y -.034 -.034 0 03 M6 Y -.034 -.034 0 04 M7 Y -.034 -.034 0 05 M14 Y -.068 -.068 0 06 M15 Y -.068 -.068 0 07 M16 Y -.068 -.068 0 08 M17 Y -.068 -.068 0 0





Member Distributed Loads (BLC 2 : Snow)


1 M4 Y -.17 -.17 0 02 M5 Y -.17 -.17 0 03 M6 Y -.17 -.17 0 04 M7 Y -.17 -.17 0 05 M14 Y -.34 -.34 0 06 M15 Y -.34 -.34 0 07 M16 Y -.34 -.34 0 08 M17 Y -.34 -.34 0 0

Member Distributed Loads (BLC 3 : W1 (N-S 0-Degrees Case A))


1 M1 X .03 .03 0 02 M3 X .02 .02 0 03 M4 y .02 .02 0 04 M5 y .02 .02 0 05 M6 y -.058 -.058 0 06 M7 y -.058 -.058 0 07 M14 y .041 .041 0 08 M15 y .041 .041 0 09 M16 y -.115 -.115 0 010 M17 y -.115 -.115 0 011 M18 X .03 .03 0 012 M19 X .02 .02 0 0

Member Distributed Loads (BLC 4 : W2 (N-S 0-Degrees Case B))


1 M1 X .03 .03 0 02 M3 X .02 .02 0 03 M4 y .006 .006 0 04 M5 y .006 .006 0 05 M6 y -.11 -.11 0 06 M7 y -.11 -.11 0 07 M14 y .012 .012 0 08 M15 y .012 .012 0 09 M16 y -.22 -.22 0 010 M17 y -.22 -.22 0 011 M18 X .03 .03 0 012 M19 X .02 .02 0 0

Member Distributed Loads (BLC 5 : W3 (S-N 180-Degrees Case A))


1 M1 X -.03 -.03 0 02 M3 X -.02 -.02 0 03 M4 y -.1 -.1 0 04 M5 y -.1 -.1 0 05 M6 y -.062 -.062 0 06 M7 y -.062 -.062 0 07 M14 y -.201 -.201 0 08 M15 y -.201 -.201 0 09 M16 y -.125 -.125 0 010 M17 y -.125 -.125 0 011 M18 X -.03 -.03 0 012 M19 X -.02 -.02 0 0

Member Distributed Loads (BLC 6 : W4 (S-N 180-Degrees Case B))






Member Distributed Loads (BLC 6 : W4 (S-N 180-Degrees Case B)) (Continued)


1 M1 X -.03 -.03 0 02 M3 X -.02 -.02 0 03 M4 y .022 .022 0 04 M5 y .022 .022 0 05 M6 y -.003 -.003 0 06 M7 y -.003 -.003 0 07 M14 y .043 .043 0 08 M15 y .043 .043 0 09 M16 y -.005 -.005 0 010 M17 y -.005 -.005 0 011 M18 X -.03 -.03 0 012 M19 X -.02 -.02 0 0

Member Distributed Loads (BLC 7 : W5 (E-W Case A))


1 M4 Z .02 .02 0 02 M5 Z .014 .014 0 03 M6 Z .02 .02 0 04 M7 Z .014 .014 0 05 M20 Z .02 .02 0 06 M21 Z .014 .014 0 07 M22 Z .02 .02 0 08 M23 Z .014 .014 0 09 M4 y .073 .073 0 010 M5 y .037 .037 0 011 M6 y .073 .073 0 012 M7 y .037 .037 0 013 M14 y .137 .137 0 014 M15 y .106 .106 0 015 M16 y .137 .137 0 016 M17 y .106 .106 0 0

Member Distributed Loads (BLC 8 : W6 (E-W Case B))


1 M4 Z .02 .02 0 02 M5 Z .014 .014 0 03 M6 Z .02 .02 0 04 M7 Z .014 .014 0 05 M20 Z .02 .02 0 06 M21 Z .014 .014 0 07 M22 Z .02 .02 0 08 M23 Z .014 .014 0 09 M4 y -.073 -.073 0 010 M5 y -.034 -.034 0 011 M6 y -.073 -.073 0 012 M7 y -.034 -.034 0 013 M14 y -.132 -.132 0 014 M15 y -.09 -.09 0 015 M16 y -.132 -.132 0 016 M17 y -.09 -.09 0 0

Member Distributed Loads (BLC 9 : W7 (W-E Case A))


1 M4 Z -.02 -.02 0 02 M5 Z -.014 -.014 0 03 M6 Z -.02 -.02 0 0





Member Distributed Loads (BLC 9 : W7 (W-E Case A)) (Continued)


4 M7 Z -.014 -.014 0 05 M20 Z -.02 -.02 0 06 M21 Z -.014 -.014 0 07 M22 Z -.02 -.02 0 08 M23 Z -.014 -.014 0 09 M4 y .037 .037 0 010 M5 y .073 .073 0 011 M6 y .037 .037 0 012 M7 y .073 .073 0 013 M14 y .106 .106 0 014 M15 y .137 .137 0 015 M16 y .106 .106 0 016 M17 y .137 .137 0 0

Member Distributed Loads (BLC 10 : W8 (W-E Case B))


1 M4 Z -.02 -.02 0 02 M5 Z -.014 -.014 0 03 M6 Z -.02 -.02 0 04 M7 Z -.014 -.014 0 05 M20 Z -.02 -.02 0 06 M21 Z -.014 -.014 0 07 M22 Z -.02 -.02 0 08 M23 Z -.014 -.014 0 09 M4 y -.034 -.034 0 010 M5 y -.073 -.073 0 011 M6 y -.034 -.034 0 012 M7 y -.073 -.073 0 013 M14 y -.09 -.09 0 014 M15 y -.132 -.132 0 015 M16 y -.09 -.09 0 016 M17 y -.132 -.132 0 0

Member Distributed Loads (BLC 11 : E1 Seismic N - S)


1 M4 X .034 .034 0 02 M5 X .034 .034 0 03 M6 X .034 .034 0 04 M7 X .034 .034 0 05 M14 X .068 .068 0 06 M15 X .068 .068 0 07 M16 X .068 .068 0 08 M17 X .068 .068 0 0

Member Distributed Loads (BLC 12 : E2 Seismic E - W)


1 M4 Z .034 .034 0 02 M5 Z .034 .034 0 03 M6 Z .034 .034 0 04 M7 Z .034 .034 0 05 M14 Z .068 .068 0 06 M15 Z .068 .068 0 07 M16 Z .068 .068 0 08 M17 Z .068 .068 0 0





Member Distributed Loads (BLC 13 : Seismic - Vertical)


1 M4 Y .011 .011 0 02 M5 Y .011 .011 0 03 M6 Y .011 .011 0 04 M7 Y .011 .011 0 05 M14 Y .022 .022 0 06 M15 Y .022 .022 0 07 M16 Y .022 .022 0 08 M17 Y .022 .022 0 0

Load Combinations

Description Sol...P... S... BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...

1 ASD23 16-9, 2.4.1-1: D Yes C 1 14 16-10, 2.4.1-3: D + S Yes C 1 1 2 15 16-12, 2.4.1-5: D+W1 Yes C 1 1 3 16 16-12, 2.4.1-5: D+W2 Yes C 1 1 4 17 16-12, 2.4.1-5: D+W3 Yes C 1 1 5 18 16-12, 2.4.1-5: D+W4 Yes C 1 1 6 19 16-12, 2.4.1-5: D+W5 Yes C 1 1 7 110 16-12, 2.4.1-5: D+W6 Yes C 1 1 8 111 16-12, 2.4.1-5: D+W7 Yes C 1 1 9 112 16-12, 2.4.1-5: D+W8 Yes C 1 1 10 113 16-12, 2.4.1-5: 1.115D+0.7E1 Yes C 1 1.115 11 .7 13 -.714 16-12, 2.4.1-5: 1.115D-0.7E1 Yes C 1 1.115 11 -.7 13 -.715 16-12, 2.4.1-5: 1.115D+0.7E2 Yes C 1 1.115 12 .7 13 -.716 16-12, 2.4.1-5: 1.115D-0.7E2 Yes C 1 1.115 12 -.7 13 -.717 16-13, 2.4.1-6: D+0.75S+0.75W1 Yes C 1 1 2 .75 3 .7518 16-13, 2.4.1-6: D+0.75S+0.75W2 Yes C 1 1 2 .75 4 .7519 16-13, 2.4.1-6: D+0.75S+0.75W3 Yes C 1 1 2 .75 5 .7520 16-13, 2.4.1-6: D+0.75S+0.75W4 Yes C 1 1 2 .75 6 .7521 16-13, 2.4.1-6: D+0.75S+0.75W5 Yes C 1 1 2 .75 7 .7522 16-13, 2.4.1-6: D+0.75S+0.75W6 Yes C 1 1 2 .75 8 .7523 16-13, 2.4.1-6: D+0.75S+0.75W7 Yes C 1 1 2 .75 9 .7524 16-13, 2.4.1-6: D+0.75S+0.75W8 Yes C 1 1 2 .75 10 .7525 16-14, 2.4.1-7: 0.6D+W1 Yes C 1 .6 3 126 16-14, 2.4.1-7: 0.6D+W2 Yes C 1 .6 4 127 16-14, 2.4.1-7: 0.6D+W3 Yes C 1 .6 5 128 16-14, 2.4.1-7: 0.6D+W4 Yes C 1 .6 6 129 16-14, 2.4.1-7: 0.6D+W5 Yes C 1 .6 7 130 16-14, 2.4.1-7: 0.6D+W6 Yes C 1 .6 8 131 16-14, 2.4.1-7: 0.6D+W7 Yes C 1 .6 9 132 16-14, 2.4.1-7: 0.6D+W8 Yes C 1 .6 10 133 16-15, 2.4.1-8: 0.485D+0.7E1 Yes C 1 .485 11 .7 13 .734 16-15, 2.4.1-8: 0.485D-0.7E1 Yes C 1 .485 11 -.7 13 .735 16-15, 2.4.1-8: 0.485D+0.7E2 Yes C 1 .485 12 .7 13 .736 16-15, 2.4.1-8: 0.485D-0.7E2 Yes C 1 .485 12 -.7 13 .73738 ASD Amplified per ASCE 7-05, 12.4...

3940 2.4.1-5 Amp: 1.115D+0.875E1 C 1 1.115 11 .875 13 -.741 2.4.1-5 Amp: 1.115D-0.875E1 C 1 1.115 11 -.875 13 -.742 2.4.1-5 Amp: 1.115D+0.875E2 C 1 1.115 12 .875 13 -.743 2.4.1-5 Amp: 1.115D-0.875E2 C 1 1.115 12 -.875 13 -.744 2.4.1-8 Amp: 0.485D+0.875E1 C 1 .485 11 .875 13 .745 2.4.1-8 Amp: 0.485D-0.875E1 C 1 .485 11 -.875 13 .7





Load Combinations (Continued)


46 2.4.1-8 Amp: 0.485D+0.875E2 C 1 .485 12 .875 13 .747 2.4.1-8 Amp: 0.485D-0.875E2 C 1 .485 12 -.875 13 .74849 LRFD5051 16-1, 2.3.2-1: 1.4D C 1 1.452 16-3, 2.3.2-3: 1.2D+1.6S C 1 1.2 2 1.653 16-3, 2.3.2-3: 1.2D+0.8W1+1.6S C 1 1.2 2 1.6 3 .854 16-3, 2.3.2-3: 1.2D+0.8W2+1.6S C 1 1.2 2 1.6 4 .855 16-3, 2.3.2-3: 1.2D+0.8W3+1.6S C 1 1.2 2 1.6 5 .856 16-3, 2.3.2-3: 1.2D+0.8W4+1.6S C 1 1.2 2 1.6 6 .857 16-3, 2.3.2-3: 1.2D+0.8W5+1.6S C 1 1.2 2 1.6 7 .858 16-3, 2.3.2-3: 1.2D+0.8W6+1.6S C 1 1.2 2 1.6 8 .859 16-3, 2.3.2-3: 1.2D+0.8W7+1.6S C 1 1.2 2 1.6 9 .860 16-3, 2.3.2-3: 1.2D+0.8W8+1.6S C 1 1.2 2 1.6 10 .861 16-4, 2.3.2-4: 1.2D+1.6W1+0.5S C 1 1.2 2 .5 3 1.662 16-4, 2.3.2-4: 1.2D+1.6W2+0.5S C 1 1.2 2 .5 4 1.663 16-4, 2.3.2-4: 1.2D+1.6W3+0.5S C 1 1.2 2 .5 5 1.664 16-4, 2.3.2-4: 1.2D+1.6W4+0.5S C 1 1.2 2 .5 6 1.665 16-4, 2.3.2-4: 1.2D+1.6W5+0.5S C 1 1.2 2 .5 7 1.666 16-4, 2.3.2-4: 1.2D+1.6W6+0.5S C 1 1.2 2 .5 8 1.667 16-4, 2.3.2-4: 1.2D+1.6W7+0.5S C 1 1.2 2 .5 9 1.668 16-4, 2.3.2-4: 1.2D+1.6W8+0.5S C 1 1.2 2 .5 10 1.669 16-5, 2.3.2-5: 1.364D+1.0E1+0.2S C 1 1.364 2 .2 11 1 13 -170 16-5, 2.3.2-5: 1.364D+1.0E2+0.2S C 1 1.364 2 .2 11 1 13 -171 16-5, 2.3.2-5: 1.364D+1.0E3+0.2S C 1 1.364 2 .2 12 -1 13 -172 16-5, 2.3.2-5: 1.364D+1.0E4+0.2S C 1 1.364 2 .2 12 -1 13 -173 16-6, 2.3.2-6: 0.9D+1.6W1 C 1 .9 3 1.674 16-6, 2.3.2-6: 0.9D+1.6W2 C 1 .9 4 1.675 16-6, 2.3.2-6: 0.9D+1.6W3 C 1 .9 5 1.676 16-6, 2.3.2-6: 0.9D+1.6W4 C 1 .9 6 1.677 16-6, 2.3.2-6: 0.9D+1.6W5 C 1 .9 7 1.678 16-6, 2.3.2-6: 0.9D+1.6W6 C 1 .9 8 1.679 16-6, 2.3.2-6: 0.9D+1.6W7 C 1 .9 9 1.680 16-6, 2.3.2-6: 0.9D+1.6W8 C 1 .9 10 1.681 16-7, 2.3.2-7: 0.736D-1.0E1 C 1 .736 11 1 13 182 16-7, 2.3.2-7: 0.736D-1.0E2 C 1 .736 11 1 13 183 16-7, 2.3.2-7: 0.736D-1.0E3 C 1 .736 12 -1 13 184 16-7, 2.3.2-7: 0.736D-1.0E4 C 1 .736 12 -1 13 18586 LRFD Amplified per ASCE 7-05, 12....

8788 2.3.2-5 Amp: 1.364D+1.25E1+0.2S C 1 1.364 2 .2 11 1.25 13 -189 2.3.2-5 Amp: 1.364D+1.25E2+0.2S C 1 1.364 2 .2 11 1.25 13 -190 2.3.2-5 Amp: 1.364D+1.25E3+0.2S C 1 1.364 2 .2 12 -1.25 13 -191 2.3.2-5 Amp: 1.364D+1.25E4+0.2S C 1 1.364 2 .2 12 -1.25 13 -192 2.3.2-7 Amp: 0.736D-1.25E1 C 1 .736 11 1.25 13 193 2.3.2-7 Amp: 0.736D-1.25E2 C 1 .736 11 1.25 13 194 2.3.2-7 Amp: 0.736D-1.25E3 C 1 .736 12 -1.25 13 195 2.3.2-7 Amp: 0.736D-1.25E4 C 1 .736 12 -1.25 13 1

Envelope Joint Reactions

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

1 N1 max 3.285 14 10.067 18 2.418 16 40.696 16 0 35 40.415 132 min -3.292 13 -.299 29 -2.417 15 -40.689 15 0 36 -40.41 143 N2 max 3.285 14 10.067 18 2.417 16 40.689 16 0 35 40.415 13





Envelope Joint Reactions (Continued)


4 min -3.292 13 -.299 31 -2.418 15 -40.696 15 0 36 -40.41 145 N3 max 2.693 34 17.462 19 2.649 36 43.238 16 0 16 38.691 136 min -2.699 33 -1.403 29 -2.65 35 -43.252 15 0 15 -38.68 147 N4 max 2.693 34 17.462 19 2.65 36 43.252 16 0 16 38.691 138 min -2.699 33 -1.403 31 -2.649 35 -43.238 15 0 15 -38.68 149 N5 max 1.886 34 9.726 19 2.795 16 42.874 16 0 15 36.084 1310 min -1.874 33 -.319 29 -2.792 15 -42.866 15 0 16 -36.084 1411 N6 max 1.886 34 9.726 19 2.792 16 42.866 16 0 15 36.084 1312 min -1.874 33 -.319 31 -2.795 15 -42.874 15 0 16 -36.084 1413 Totals: max 15.659 14 72.353 19 15.659 1614 min -15.659 13 -1.996 29 -15.659 15

Envelope AISC 13th ASD Steel Code Checks

Member Shape Code C... Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn

1 M1 W18X40 .812 20.333 18 .057 0 y 18 12.055 353.293 24.825 112.52 1 H1-1b2 M2 W18X50 .960 20.333 14 .088 0 y 19 25.31 440.12 41.417 184.868 1 H1-1b3 M3 W18X40 .842 20.333 19 .056 0 y 19 12.055 353.293 24.825 112.52 1 H1-1b4 M4 W14X26 .464 7.798 13 .041 22.019 y 19 19.182 230.24 13.822 93.935 1 H1-1a5 M5 W14X26 .464 7.798 13 .041 22.019 y 19 19.182 230.24 13.822 93.935 1 H1-1a6 M6 W14X26 .273 7.798 13 .042 0 y 18 19.182 230.24 13.822 93.935 1 H1-1a7 M7 W14X26 .273 7.798 13 .042 0 y 18 19.182 230.24 13.822 93.935 1 H1-1a8 M8 HSS8X8X6 .669 0 16 .042 0 y 13 74.061 285.373 67.516 67.516 2.... H1-1b9 M9 HSS8X8X6 .669 0 15 .042 0 y 13 74.061 285.373 67.516 67.516 2.... H1-1b10 M10 HSS8X8X6 .717 0 15 .035 0 y 13 82.305 285.373 67.516 67.516 1.... H1-1b11 M11 HSS8X8X6 .717 0 16 .035 0 y 13 82.305 285.373 67.516 67.516 1.... H1-1b12 M12 HSS8X8X6 .691 0 16 .121 15 y 13 92.006 285.373 67.516 67.516 1.... H1-1b13 M13 HSS8X8X6 .691 0 15 .121 15 y 13 92.006 285.373 67.516 67.516 1.... H1-1b14 M14 W14X22 .442 11.01 16 .097 0 y 19 15.07 194.311 10.953 76.507 1 H1-1b15 M15 W14X22 .442 11.01 15 .097 22.019 y 19 15.07 194.311 10.953 76.507 1 H1-1b16 M16 W14X22 .442 11.01 16 .100 22.019 y 18 15.07 194.311 10.953 76.507 1 H1-1b17 M17 W14X22 .442 11.01 15 .100 22.019 y 18 15.07 194.311 10.953 76.507 1 H1-1b18 M24 0.500" ROD .009 2.833 16 .245 0 26 .39 4.225 .034 .034 1 H1-1b19 M25 0.500" ROD .009 2.833 15 .245 0 26 .39 4.225 .034 .034 1 H1-1b20 M26 0.500" ROD .008 1 16 .442 0 26 2.575 4.225 .034 .034 1 H1-1b21 M27 0.500" ROD .008 1 15 .442 0 26 2.575 4.225 .034 .034 1 H1-1b22 M28 0.500" ROD .118 0 16 .013 0 14 .001 4.225 .034 .034 1.... H1-1b23 M29 0.500" ROD .118 0 15 .013 46.245 14 .001 4.225 .034 .034 1.... H1-1b24 M30 0.500" ROD .345 46.245 15 .013 0 14 .001 4.225 .034 .034 1.... H1-1a25 M31 0.500" ROD .345 0 16 .013 0 14 .001 4.225 .034 .034 1.... H1-1a26 M32 0.500" ROD .006 0 14 .033 0 16 .49 4.225 .034 .034 1.... H1-1b27 M33 0.500" ROD .006 0 14 .037 2.222 16 .634 4.225 .034 .034 1.... H1-1b28 M34 0.500" ROD .007 0 14 .052 0 16 1.206 4.225 .034 .034 1.... H1-1b29 M35 0.500" ROD .007 0 14 .066 1.306 16 1.816 4.225 .034 .034 1.... H1-1b30 M36 0.500" ROD .006 0 14 .033 2.528 15 .49 4.225 .034 .034 1.... H1-1b31 M37 0.500" ROD .006 0 14 .037 0 15 .634 4.225 .034 .034 1.... H1-1b32 M38 0.500" ROD .007 0 14 .052 1.611 15 1.206 4.225 .034 .034 1.... H1-1b33 M39 0.500" ROD .007 0 14 .066 0 15 1.816 4.225 .034 .034 1.... H1-1b





Load Combinations


1 ASD23 16-9, 2.4.1-1: D C 1 14 16-10, 2.4.1-3: D + S C 1 1 2 15 16-12, 2.4.1-5: D+W1 C 1 1 3 16 16-12, 2.4.1-5: D+W2 C 1 1 4 17 16-12, 2.4.1-5: D+W3 C 1 1 5 18 16-12, 2.4.1-5: D+W4 C 1 1 6 19 16-12, 2.4.1-5: D+W5 C 1 1 7 110 16-12, 2.4.1-5: D+W6 C 1 1 8 111 16-12, 2.4.1-5: D+W7 C 1 1 9 112 16-12, 2.4.1-5: D+W8 C 1 1 10 113 16-12, 2.4.1-5: 1.115D+0.7E1 C 1 1.115 11 .7 13 -.714 16-12, 2.4.1-5: 1.115D-0.7E1 C 1 1.115 11 -.7 13 -.715 16-12, 2.4.1-5: 1.115D+0.7E2 C 1 1.115 12 .7 13 -.716 16-12, 2.4.1-5: 1.115D-0.7E2 C 1 1.115 12 -.7 13 -.717 16-13, 2.4.1-6: D+0.75S+0.75W1 C 1 1 2 .75 3 .7518 16-13, 2.4.1-6: D+0.75S+0.75W2 C 1 1 2 .75 4 .7519 16-13, 2.4.1-6: D+0.75S+0.75W3 C 1 1 2 .75 5 .7520 16-13, 2.4.1-6: D+0.75S+0.75W4 C 1 1 2 .75 6 .7521 16-13, 2.4.1-6: D+0.75S+0.75W5 C 1 1 2 .75 7 .7522 16-13, 2.4.1-6: D+0.75S+0.75W6 C 1 1 2 .75 8 .7523 16-13, 2.4.1-6: D+0.75S+0.75W7 C 1 1 2 .75 9 .7524 16-13, 2.4.1-6: D+0.75S+0.75W8 C 1 1 2 .75 10 .7525 16-14, 2.4.1-7: 0.6D+W1 C 1 .6 3 126 16-14, 2.4.1-7: 0.6D+W2 C 1 .6 4 127 16-14, 2.4.1-7: 0.6D+W3 C 1 .6 5 128 16-14, 2.4.1-7: 0.6D+W4 C 1 .6 6 129 16-14, 2.4.1-7: 0.6D+W5 C 1 .6 7 130 16-14, 2.4.1-7: 0.6D+W6 C 1 .6 8 131 16-14, 2.4.1-7: 0.6D+W7 C 1 .6 9 132 16-14, 2.4.1-7: 0.6D+W8 C 1 .6 10 133 16-15, 2.4.1-8: 0.485D+0.7E1 C 1 .485 11 .7 13 .734 16-15, 2.4.1-8: 0.485D-0.7E1 C 1 .485 11 -.7 13 .735 16-15, 2.4.1-8: 0.485D+0.7E2 C 1 .485 12 .7 13 .736 16-15, 2.4.1-8: 0.485D-0.7E2 C 1 .485 12 -.7 13 .73738 ASD Amplified per ASCE 7-05, 12.4...

3940 2.4.1-5 Amp: 1.115D+0.875E1 Yes C 1 1.115 11 .875 13 -.741 2.4.1-5 Amp: 1.115D-0.875E1 Yes C 1 1.115 11 -.875 13 -.742 2.4.1-5 Amp: 1.115D+0.875E2 Yes C 1 1.115 12 .875 13 -.743 2.4.1-5 Amp: 1.115D-0.875E2 Yes C 1 1.115 12 -.875 13 -.744 2.4.1-8 Amp: 0.485D+0.875E1 Yes C 1 .485 11 .875 13 .745 2.4.1-8 Amp: 0.485D-0.875E1 Yes C 1 .485 11 -.875 13 .746 2.4.1-8 Amp: 0.485D+0.875E2 Yes C 1 .485 12 .875 13 .747 2.4.1-8 Amp: 0.485D-0.875E2 Yes C 1 .485 12 -.875 13 .74849 LRFD5051 16-1, 2.3.2-1: 1.4D C 1 1.452 16-3, 2.3.2-3: 1.2D+1.6S C 1 1.2 2 1.653 16-3, 2.3.2-3: 1.2D+0.8W1+1.6S C 1 1.2 2 1.6 3 .854 16-3, 2.3.2-3: 1.2D+0.8W2+1.6S C 1 1.2 2 1.6 4 .855 16-3, 2.3.2-3: 1.2D+0.8W3+1.6S C 1 1.2 2 1.6 5 .856 16-3, 2.3.2-3: 1.2D+0.8W4+1.6S C 1 1.2 2 1.6 6 .8


12Amplified Seismic Load Combinations



Load Combinations (Continued)


57 16-3, 2.3.2-3: 1.2D+0.8W5+1.6S C 1 1.2 2 1.6 7 .858 16-3, 2.3.2-3: 1.2D+0.8W6+1.6S C 1 1.2 2 1.6 8 .859 16-3, 2.3.2-3: 1.2D+0.8W7+1.6S C 1 1.2 2 1.6 9 .860 16-3, 2.3.2-3: 1.2D+0.8W8+1.6S C 1 1.2 2 1.6 10 .861 16-4, 2.3.2-4: 1.2D+1.6W1+0.5S C 1 1.2 2 .5 3 1.662 16-4, 2.3.2-4: 1.2D+1.6W2+0.5S C 1 1.2 2 .5 4 1.663 16-4, 2.3.2-4: 1.2D+1.6W3+0.5S C 1 1.2 2 .5 5 1.664 16-4, 2.3.2-4: 1.2D+1.6W4+0.5S C 1 1.2 2 .5 6 1.665 16-4, 2.3.2-4: 1.2D+1.6W5+0.5S C 1 1.2 2 .5 7 1.666 16-4, 2.3.2-4: 1.2D+1.6W6+0.5S C 1 1.2 2 .5 8 1.667 16-4, 2.3.2-4: 1.2D+1.6W7+0.5S C 1 1.2 2 .5 9 1.668 16-4, 2.3.2-4: 1.2D+1.6W8+0.5S C 1 1.2 2 .5 10 1.669 16-5, 2.3.2-5: 1.364D+1.0E1+0.2S C 1 1.364 2 .2 11 1 13 -170 16-5, 2.3.2-5: 1.364D+1.0E2+0.2S C 1 1.364 2 .2 11 1 13 -171 16-5, 2.3.2-5: 1.364D+1.0E3+0.2S C 1 1.364 2 .2 12 -1 13 -172 16-5, 2.3.2-5: 1.364D+1.0E4+0.2S C 1 1.364 2 .2 12 -1 13 -173 16-6, 2.3.2-6: 0.9D+1.6W1 C 1 .9 3 1.674 16-6, 2.3.2-6: 0.9D+1.6W2 C 1 .9 4 1.675 16-6, 2.3.2-6: 0.9D+1.6W3 C 1 .9 5 1.676 16-6, 2.3.2-6: 0.9D+1.6W4 C 1 .9 6 1.677 16-6, 2.3.2-6: 0.9D+1.6W5 C 1 .9 7 1.678 16-6, 2.3.2-6: 0.9D+1.6W6 C 1 .9 8 1.679 16-6, 2.3.2-6: 0.9D+1.6W7 C 1 .9 9 1.680 16-6, 2.3.2-6: 0.9D+1.6W8 C 1 .9 10 1.681 16-7, 2.3.2-7: 0.736D-1.0E1 C 1 .736 11 1 13 182 16-7, 2.3.2-7: 0.736D-1.0E2 C 1 .736 11 1 13 183 16-7, 2.3.2-7: 0.736D-1.0E3 C 1 .736 12 -1 13 184 16-7, 2.3.2-7: 0.736D-1.0E4 C 1 .736 12 -1 13 18586 LRFD Amplified per ASCE 7-05, 12....

8788 2.3.2-5 Amp: 1.364D+1.25E1+0.2S C 1 1.364 2 .2 11 1.25 13 -189 2.3.2-5 Amp: 1.364D+1.25E2+0.2S C 1 1.364 2 .2 11 1.25 13 -190 2.3.2-5 Amp: 1.364D+1.25E3+0.2S C 1 1.364 2 .2 12 -1.25 13 -191 2.3.2-5 Amp: 1.364D+1.25E4+0.2S C 1 1.364 2 .2 12 -1.25 13 -192 2.3.2-7 Amp: 0.736D-1.25E1 C 1 .736 11 1.25 13 193 2.3.2-7 Amp: 0.736D-1.25E2 C 1 .736 11 1.25 13 194 2.3.2-7 Amp: 0.736D-1.25E3 C 1 .736 12 -1.25 13 195 2.3.2-7 Amp: 0.736D-1.25E4 C 1 .736 12 -1.25 13 1

Envelope Joint Reactions


1 N1 max 4.105 41 4.379 41 3.023 43 50.873 43 0 46 50.52 402 min -4.116 40 .709 44 -3.021 42 -50.865 42 0 47 -50.511 413 N2 max 4.105 41 4.379 41 3.021 43 50.865 43 0 46 50.52 404 min -4.116 40 .709 44 -3.023 42 -50.873 42 0 47 -50.511 415 N3 max 3.365 45 6.734 41 3.312 47 54.048 43 0 43 48.365 406 min -3.374 44 1.265 44 -3.313 46 -54.065 42 0 42 -48.349 417 N4 max 3.365 45 6.734 41 3.313 47 54.065 43 0 43 48.365 408 min -3.374 44 1.265 44 -3.312 46 -54.048 42 0 42 -48.349 419 N5 max 2.36 45 4.471 40 3.493 43 53.589 43 0 42 45.106 4010 min -2.34 44 .514 45 -3.49 42 -53.579 42 0 43 -45.105 4111 N6 max 2.36 45 4.471 40 3.49 43 53.579 43 0 42 45.106 4012 min -2.34 44 .514 45 -3.493 42 -53.589 42 0 43 -45.105 4113 Totals: max 19.574 41 29.536 40 19.574 4714 min -19.574 40 6.56 45 -19.574 42





Envelope AISC 13th ASD Steel Code Checks

Member Shape Code C... Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn

1 M8 HSS8X8X6 .829 0 43 .052 0 y 40 74.061 285.373 67.516 67.516 2.... H1-1b2 M9 HSS8X8X6 .829 0 42 .052 0 y 40 74.061 285.373 67.516 67.516 2.... H1-1b3 M10 HSS8X8X6 .886 0 42 .044 0 y 40 82.305 285.373 67.516 67.516 1.... H1-1b4 M11 HSS8X8X6 .886 0 43 .044 0 y 40 82.305 285.373 67.516 67.516 1.... H1-1b5 M12 HSS8X8X6 .859 0 43 .151 15 y 40 92.006 285.373 67.516 67.516 1.... H1-1b6 M13 HSS8X8X6 .859 0 42 .151 15 y 40 92.006 285.373 67.516 67.516 1.... H1-1b



Steel Base Plate ENERCALC, INC. 1983-2012, Build:6.12.12.7, Ver:6.12.12.7Licensee : SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611

File = V:\14800\14897\CALCUL~1\STRUCT~1\14879-~1.EC6

Description : Base Plate at Check In Area Foundation

Title Block Line 1You can changes this areausing the "Settings" menu itemand then using the "Printing &Title Block" selection.Title Block Line 6

Project Title:Engineer: Project ID:

Printed: 6 FEB 2013, 4:24PM

Project Descr:

Code ReferencesCalculations per AISC 360-05 & Design Guide # 1, IBC 2006, CBC 2007, ASCE 7-05Load Combination Set : 2006 IBC & ASCE 7-05General Information

Material PropertiesLoad Resistance Factor Design

Concrete Support f'c 3.0 ksiAllowable Bearing Fp per J8 2.550 ksi

: LRFD Resistance Factorc 0.60Steel Plate Fy = 36.0 ksi

Assumed Bearing Area :Full Bearing=

AISC Design Method

Column Properties

1'-2"

1'-2

"

1'-2"

1'-2"X

ZSteel Section : HSS8X8X3/16Depth

0.174 in

in in^25.378 Area

Width along "X" 14.0 inLength along "Z' 14.0 in

Support Dimensions

Column assumed welded to base plate.

Width 8 inFlange Thickness

Ixx in^4in^4

Web Thickness in

Plate DimensionsN : Length 14.0 inB : Width 14.0 inThickness 1.375 in

Iyy

Z Z X X

Column & Plate

Applied Loads

5.0

11.20

4.10 54.10

" P " = Gravity load, "+" sign is downward.

kk

P-Yk

kkkk

"+" Moments create higher soil pressure at +Z edge.

M-X

k-ftk-ftk-ftk-ftk-ftk-ft

k-ftV-Z

D : Dead Load .......L : Live .......Lr : Roof Live .........S : Snow ................W : Wind ................E : Earthquake ...............

k

H : Lateral Earth ......... k

kkkk

k

"+" Shears push plate towards +Z edge.

Anchor BoltsUnknown

100.0100.0

2.01.0

Anchor Bolt or Rod Description

Number of Bolts in each Row...................

k

Number of Bolt Rows........................

Max of Tension or Pullout Capacity...........Shear Capacity......................................... k

1.50 inEdge distance : bolt to plate...................

17







Project Descr:

GOVERNING DESIGN LOAD CASE SUMMARYPlate Design Summary

Fp : Allowable :min( 0.85*f'c*sqrt(A2/A1), 1.7* f'c)*Phi

1.530 ksi

Bearing Stress OK

Tension in each Bolt ................... 29.834Allowable Bolt Tension ............... 100.000

Tension Stress Ratio 0.298

Bearing Stress Ratio

0.974

fu : Max. Plate Bearing Stress .... 1.530 ksi

Design Method Load Resistance Factor Design+0.90D+E+1.60H

Governing Load Case Type Axial + Moment, L/2 < Eccentricity, Tension on BoltsDesign Plate Size 1'-2" x 1'-2" x 1 -3/8"Pu : Axial ......... 4.500 kMu : Moment ........ 54.100 k-ft

Mu : Max. Moment ..................... 14.917 k-in

Governing Load Combination

fb : Max. Bending Stress ............... 31.560 ksiFb : Allowable :

Fy * Phi 32.400 ksi

Bending Stress OKBending Stress Ratio

1.000

Axial Load + Moment, Ecc. > L/2Load Comb. : +1.20D+0.50L+0.20S+ELoading

Pu : Axial ......... 8.240 k

A1 : Plate Area ......... 196.000 in^2

Bearing Stresses

A2 : Support Area ..................... 196.000 in^2sqrt( A2/A1 ) 1.000

fu : Max. Bearing Pressure ( set equal to Fp )Stress Ratio .................... 1.000

Plate Bending Stresses

Fp : Allowable ............................... 1.530 ksi

Mu : Moment ........ 54.100 k-ft 100.000 k

"A" : Bearing Length 6.219

Plate Moment from Bolt Tension ....... 14.592 k-in

14.592 k-infb : Actual ................................ 30.873 ksiMmax ..........................................

Mpl : Plate Moment 0.541 k-in

Fb : Allowable ................................ 32.400 ksiStress Ratio .................... 0.953

Eccentricity ........................ 78.786 0.292Stress Ratio ....................in

Calculate plate moment from bolt tension . . .Tension per Bolt .......................... 29.184 kTension : Allowable ....................

in

Dist. from Bolt to Col. Edge ............. 1.700 in

Calculate plate moment from bearing . . .

Effective Bolt Width for Bending ..... 6.800 in

" m " ..................... 3.200 in

Axial Load + Moment, Ecc. > L/2Load Comb. : +1.20D+0.50L+0.20S-1.0ELoading

Pu : Axial ......... 8.240 k

A1 : Plate Area ......... 196.000 in^2

Bearing Stresses




Fp : Allowable ............................... 1.530 ksi

Mu : Moment ........ 54.100 k-ft 100.000 k








in




" m " ..................... 3.200 in

18







Project Descr:

Axial Load + Moment, Ecc. > L/2Load Comb. : +0.90D+E+1.60HLoading

Pu : Axial ......... 4.500 k

A1 : Plate Area ......... 196.000 in^2

Bearing Stresses




Fp : Allowable ............................... 1.530 ksi

Mu : Moment ........ 54.100 k-ft 100.000 k








in




" m " ..................... 3.200 in

Axial Load + Moment, Ecc. > L/2Load Comb. : +0.90D-1.0E+1.60HLoading

Pu : Axial ......... 4.500 k

A1 : Plate Area ......... 196.000 in^2

Bearing Stresses




Fp : Allowable ............................... 1.530 ksi

Mu : Moment ........ 54.100 k-ft 100.000 k








in




" m " ..................... 3.200 in

19

www.hilti.us Profis Anchor 2.3.3

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:Address:Phone I Fax:E-Mail:

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Page:Project:Sub-Project I Pos. No.:Date:

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Specifier's comments:

1 Input dataAnchor type and diameter: Hex Head ASTM F 1554 GR. 55 1

Effective embedment depth: hef = 4.000 in.

Material: ASTM F 1554

Proof: design method ACI 318 / CIP

Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.375 in.

Anchor plate: lx x ly x t = 15.000 in. x 15.000 in. x 1.375 in.; (Recommended plate thickness: not calculated)

Profile: Square HSS (AISC); (L x W x T) = 8.000 in. x 8.000 in. x 0.375 in.

Base material: cracked concrete, 3000, fc' = 3000 psi; h = 420.000 in.

Reinforcement: tension: condition A, shear: condition B; anchor reinforcement: tension

edge reinforcement: none or < No. 4 barSeismic loads (cat. C, D, E, or F) yes (D.3.3.5)

Geometry [in.] & Loading [lb, in.lb]

20

www.hilti.us




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2 Load case/Resulting anchor forcesLoad case: Design loads

Anchor reactions [lb]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 27308 1025 1025 02 0 1025 1025 03 27308 1025 1025 04 0 1025 1025 0

max. concrete compressive strain: 0.51 [‰]max. concrete compressive stress: 2239 [psi]resulting tension force in (x/y)=(-5.500/0.000): 54617 [lb]resulting compression force in (x/y)=(6.422/0.000): 54317 [lb]

Tension Compression

1 2

3 4

x

y

3 Tension load Load Nua [lb] Capacity ffffNn [lb] Utilization bbbbN = Nua/ffffNn Status Steel Strength* 27308 34087 81 OK

Pullout Strength* 27308 14654 187 not recommended

Concrete Breakout Strength**1 N/A N/A N/A N/A

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (anchors in tension)1 Tension Anchor Reinforcement has been selected!

3.1 Steel Strength

Nsa = n Ase,N futa ACI 318-08 Eq. (D-3)f Nsteel ≥ Nua ACI 318-08 Eq. (D-1)

Variables n Ase,N [in.2] futa [psi] 1 0.61 75000

Calculations Nsa [lb]

45450

Results Nsa [lb] fsteel f Nsa [lb] Nua [lb]

45450 0.750 34087 27308

3.2 Pullout Strength

NpN = yc,p Np ACI 318-08 Eq. (D-14)Np = 8 Abrg f'c ACI 318-08 Eq. (D-15)f NpN ≥ Nua ACI 318-08 Eq. (D-1)

Variables yc,p Abrg [in.2] f'c [psi] 1.000 1.16 3000

Calculations Np [lb] 27912

Results Npn [lb] fconcrete fseismic fnonductile f Npn [lb] Nua [lb]

27912 0.700 0.750 1.000 14654 27308

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2/6/2013

4 Shear load Load Vua [lb] Capacity ffffVn [lb] Utilization bbbbV = Vua/ffffVn Status Steel Strength* 1025 17725 6 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 4100 40564 11 OK

Concrete edge failure in direction ** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = n 0.6 Ase,V futa ACI 318-08 Eq. (D-20)f Vsteel ≥ Vua ACI 318-08 Eq. (D-2)

Variables n Ase,V [in.2] futa [psi] 1 0.61 75000

Calculations Vsa [lb]

27270

Results Vsa [lb] fsteel f Vsa [lb] Vua [lb]

27270 0.650 17725 1025

4.2 Pryout Strength

Vcpg = kcp [(ANcANc0) yec,N yed,N yc,N ycp,N Nb] ACI 318-08 Eq. (D-31)f Vcpg ≥ Vua ACI 318-08 Eq. (D-2)ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-08 Eq. (D-6)

yec,N = ( 11 + 2 e'N3 hef) ≤ 1.0 ACI 318-08 Eq. (D-9)yed,N = 0.7 + 0.3 ( ca,min1.5hef) ≤ 1.0 ACI 318-08 Eq. (D-11)ycp,N = MAX(ca,mincac ,

1.5hefcac ) ≤ 1.0 ACI 318-08 Eq. (D-13)

Nb = kc l √f'c h1.5ef ACI 318-08 Eq. (D-7)

Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]

2 4.000 0.000 0.000 ∞

yc,N cac [in.] kc l f'c [psi] 1.000 - 24 1 3000

Calculations ANc [in.2] ANc0 [in.2] yec1,N yec2,N yed,N ycp,N Nb [lb]

529.00 144.00 1.000 1.000 1.000 1.000 10516

Results Vcpg [lb] fconcrete fseismic fnonductile f Vcpg [lb] Vua [lb]

77265 0.700 0.750 1.000 40564 4100

5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status1.864 0.101 1.000 164 not recommended

bNV = (bN + bV) / 1.2




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6 Warnings• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re-distributions on the anchors due to

elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading!

• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard.

• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard!

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-08 Appendix D, Part D.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out-of-plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14-10.

• It is the responsibility of the user when inputting values for brittle reduction factors (fnonductile) different than those noted in ACI 318-08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code. Selection of fnonductile = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level




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2/6/2013

Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y 1 -5.500 -5.500 - - - -2 5.500 -5.500 - - - -3 -5.500 5.500 - - - -4 5.500 5.500 - - - -

7 Installation dataAnchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 55, 1Profile: Square HSS (AISC); 8.000 x 8.000 x 0.375 in. Installation torque: -0.009 in.lbHole diameter in the fixture: df = 1.063 in. Hole diameter in the base material: - in.Plate thickness (input): 1.375 in. Hole depth in the base material: 4.000 in.Recommended plate thickness: not calculated Minimum thickness of the base material: 6.172 in.Cleaning: No cleaning of the drilled hole is required

1 2

3 4

2.000 11.000 2.000

2.00

011

.000

2.00

0

x

y

7.500 7.500

7.50

07.

500

24

www.hilti.us




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6

2/6/2013

8 Remarks; Your Cooperation Duties• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas

and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

25

www.hilti.us

Company : Sitts & Hill February 7, 2013Designer : AJB


7 ft

7 ft

2.75 ft

2.75 ft

18 in

18 in

A B

CD X

Z

30 in

12 in

3.5 in

CD

Geometry and Materials

Length : eX : Allowable Soil Bearing : Steel fy :Width : eZ : Concrete Weight : Minimum Steel :Thickness : pX : Concrete f'c : Rebar CL :Height : pZ :

7 ft 0 in 1500 psf 60 ksi7 ft 0 in 145 pcf .001412 in 18 in 3 ksi 3.5 in30 in 18 in

Loads

P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (psf)DLLLWLEL

4.995 24011.2295.388 13.375 (Reverse WL)1.603 42.281 (Reverse EL)

+P +Vx

A D

+Vz

D C

+Mx

B A

+Mz

A D

+Over

RISAFoot Version 1.03 [V:\14800\14897\Calculations\Structural\2013-02-01 Permit Review Comments\CIA Footing.rft]Page 1

26



Service Combination Results

Description Load Sets Allowable (psf) Max Bearing (psf) OTMSF X-X OTMSF Z-Z

DL+LL DL+LL 1500 721.727 (A) NA NADL+LL+WL DL+LL+WL 1999.5 1065.65 (B) 10.664 NADL+LL+WL DL+LL-WL 1999.5 845.733 (A) 7.844 NADL+LL+EL DL+LL+EL 1999.5 1494.05 (B) 3.06 NADL+LL+EL DL+LL-EL 1999.5 1430.55 (A) 2.795 NA

A B

CD

DL+LLQA:QB:QC:QD:

721.727 psf721.727 psf721.727 psf721.727 psf

A B

CD

DL+LL+WLQA:QB:QC:QD:

597.721 psf1065.65 psf1065.65 psf597.721 psf

A B

CD

DL+LL-WLQA:QB:QC:QD:

845.733 psf377.803 psf377.803 psf845.733 psf

A B

CD

DL+LL+ELQA:QB:QC:QD:

14.832 psf1494.05 psf1494.05 psf14.832 psf

A B

CD

DL+LL-ELQA:QB:QC:QD:

1430.55 psf0 psf0 psf1430.55 psf

Flexure Design Results

Description Load Sets and Factors Mu-XX (k-ft) Z Dir As (in )2

Mu-ZZ (k-ft) X Dir As (in )2

ACI 9.1 1.4DL+1.7LL 28.564 1.411 28.564 1.411ACI 9.2(W) 1.05DL+1.275LL+1.275WL 30.962 1.411 25.134 1.411ACI 9.2(W) 1.05DL+1.275LL-1.275WL 23.54 1.411 17.712 1.411ACI 9.2(E) 1.05DL+1.275LL+1.4EL 43.197 1.411 22.635 1.411ACI 9.2(E) 1.05DL+1.275LL-1.4EL 41.342 1.411 20.211 1.411ACI 9.3(W) .9DL+1.3WL 21.46 1.411 15.517 1.411ACI 9.3(W) .9DL-1.3WL 13.893 1.411 7.95 1.411ACI 9.3(E) .9DL+1.43EL 42.458 1.411 12.972 1.411ACI 9.3(E) .9DL-1.43EL 45.89 1.411 10.496 1.411

Note: Overburden and footing self weight are included in the DL load case.

A B

CD

X Dir. Steel: 1.411 in2

(min)

Z Dir. Steel: 1.411 in2

(min)


27



Shear Check Results

Two Way (Punching) Vc: One Way (X Dir. Cut) Vc One Way (Z Dir. Cut) Vc:197.399 k 78.215 k 78.215 k

Punching X Dir. Cut Z Dir. CutDescription Load Sets and Factors Vu(k) Vu/ Vc Vu(k) Vu/ Vc Vu(k) Vu/ Vc

ACI 9.1 1.4DL+1.7LL 47.616 .284 15.423 .232 15.423 .232ACI 9.2(W) 1.05DL+1.275LL+1.275WL 41.898 .25 16.591 .25 13.571 .204ACI 9.2(W) 1.05DL+1.275LL-1.275WL 29.526 .176 12.583 .189 9.564 .144ACI 9.2(E) 1.05DL+1.275LL+1.4EL 37.791 .225 22.87 .344 12.222 .184ACI 9.2(E) 1.05DL+1.275LL-1.4EL 33.866 .202 21.842 .329 10.913 .164ACI 9.3(W) .9DL+1.3WL 25.867 .154 11.458 .172 8.379 .126ACI 9.3(W) .9DL-1.3WL 13.253 .079 7.372 .111 4.293 .065ACI 9.3(E) .9DL+1.43EL 23.75 .142 21.749 .327 7.004 .105ACI 9.3(E) .9DL-1.43EL 19.43 .116 19.43 .292 5.667 .085


Concrete Bearing Check Results (Only Vertical Loads Considered!)

Bearing Bc : 1652.4 k

Description Load Sets and Factors Bearing Bu (k) Bearing Bu/ Bc

ACI 9.1 1.4DL+1.7LL 52.879 .046ACI 9.2(W) 1.05DL+1.275LL+1.275WL 46.529 .04ACI 9.2(W) 1.05DL+1.275LL-1.275WL 32.79 .028ACI 9.2(E) 1.05DL+1.275LL+1.4EL 41.904 .036ACI 9.2(E) 1.05DL+1.275LL-1.4EL 37.415 .032ACI 9.3(W) .9DL+1.3WL 28.726 .025ACI 9.3(W) .9DL-1.3WL 14.718 .013ACI 9.3(E) .9DL+1.43EL 24.014 .021ACI 9.3(E) .9DL-1.43EL 19.43 .017



28

sitts & hill engineers, inc. - general mechanical construction drawings... · 2013. 3. 27. · psc...

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