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Specifications Cc.2ct. Gr s NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 AEC&VED SEP 15 2014 N31413 Bi1 ��j��RD Made In Oregon WA SQ TI Column Removal STRUCTURAL CALCULATIONS September, 10, 2014 41 Project Engineer Paul Gagliardi qr Principal-In-Charge Ed Dean, PE, SE CLIENT PlegerHenry Architecture THESE CALCULATIONS ARE VOID IF SIGNATURE IS NOT ORIGINAL A LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 REC&LIEU SEP 15 2014 N31413 aukom ' liGARD NI11.910A, Made In Oregon WA SQ TI Column Removal STRUCTURAL CALCULATIONS �. September, 10, 2014 C. i Project Engineer Paul Gagliardi 1111/ Principal-In-Charge Ed Dean, PE, SE teti-S-1 CLIENT PlegerlHenry Architecture THESE CALCULATIONS ARE VOID IF SIGNATURE IS NOT ORIGINAL ik LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project Made In Oregon WA SQ TI By PSG Sheet No. Nishkian Dean Location Portland,OR Date 09/10/14 ^ Consulting and Structural Engineers l Client PlegerlHenry Architecture Rev. LLQ Project No. ND31413 Titic/Subject General Criteria Narrative Description Tenants are requesting to remove (E)column atgrid line W. (E) Column will be shored and a 12' section will be q 9 removed. Two (N) HSS16x4 Beams will be attached to (E) column. The beams will be supported by two (N) HSS6x6 • columns 17' apart. A(N) concrete grade beam will be installed along grid line 42 to support the (N) columns. The concrete beam will be tied into the (E) pile cap and at grid line V.3. Design Criteria Summary A. Code 1. 2014 Oregon Structural Specialty Code a. 2012 International Building Code b. SEI/ASCE 7-10 B. Loads and Allowables (ASCE 7, UNO): 1. Occupancy Category II OSSC Table 1604.5 2. Dead Load a. Roof 15 psf 3. Live Load a. Snow 25 psf Material Properties A. STRUCTURAL STEEL 1. Plates and other Rolled Shapes ASTM A36 2. Tubes/Pipe ASTM A500, Grade B 3. Welding a. Electrode E70XX A. CONCRETE 1. 28-Day Compressive Strength a. Grade Beam 5,000-psi NWT(Design using 4,000-psi) • 2. Reinforcing Steel a. Typical ASTM A615, Grade 60 Calculation Table of Contents 1. Design Criteria 2 2. (E) Column Loading 3-5 3. (N) Beam Design 6-8 4. (N) Connection Design 9-11 5. (N) Steel Column Design 12-14 6. (N) Concrete Grade Beam Design 15-17 7. (N)Anchor Bolts+ Base Plate Design 18-26 8. (E) Pile Capacity 27-31 A 2/5/98(,Io lafln❑Sheet NISHKIAN DEAN Project: Made InOregon RASQTI By: PSG Sheet No. Consulting and Structural Engineers Location: Portland,Oregon Date: 9/8/2014 3 1022 SW Salmon St.Suite 300 Client: PlegerHenry Architecture Rev: 0 Portland,OR 97205 Project No. ND31413 Checker. ETD Title:'Subject Calculations General Loads Dead Load Break Down Roofing = 5 psf DL:= 15 psf Steel Decking = 2. 5 psf LL:= 25 psf Trusses = 2. 5 psf Joists = 2 psf MEP = 1 . 5 psf Misc = 1. 5 psf Total = 15 psf (( w ` vi ) U---T— tou — _$ — —— I I , fi I.. I I I _ I I i I I - - _ . n - _ _ . LH -I -1 I i i 31.1, _„ IIIII 44' - I I I I 1 VIt'! T- ° HHHlI1IWIIW1H 81 ; 1 1 ! . I I i , IIIIIIII I I Iii Ii 111' I I " ,II 1 , i I ! I I I 1 IH . HIlIHftH 1H I' I I � ' IH I I I � I 1 I I I I T , �1 I I I 1 I l t I l i ! ! i - i 1 " 1 I • (E) Framing Plan Scale = N.TS N ISH KIAN DEAN Project: Made In Oregon WA SQ II By: PSG Sheet No. Consulting and Structural Engineers Location: Portland,Oregon Date: 9/8/2014 5 1022 SW Salmon St Suite 300 Client: PlegerHenry Architecture Rev: 0 Portland,OR 97205 Project No. ND31413 Checker. ETD Title Subject Calculations DL = 81 kips DL = 14.68 kips LL = 13 5 kips LL = 24 46 kips E) C.1 —\ - -. ti- (E) C 2 1l'-0' — G'-0' 1 L DL = 52 kips DL = 9.5 klps LL 8.6 lops LL = 158 tips (N) C2 —� —(N) CI • i 20' ►— - -4- Loading Plan Scale = N.TS . N ISH KIA N DEAN Project: Made In Oregon RA SQ TI By: PSG Sheet No. Consulting and Structural Engineers Location: Portland,Oregon Date: 9/8/2014 6 1022 SW Salmon St,Suite 300 Client: Pleger'Henry Architecture Rev: 0 V Portland,OR 97205 Project No. ND31413 Checker. ETD Title Subject Calculations Design (N) Steel Beam (N) Beam Loading PDli= DLColA 14 . 681 kip PDL 7 . 341 kip PLL= LLColA 24 . 469kip 2 Note: Assume Each PLL Beam Takes 1/2 Load LL= 12 .234 kip 2 011 lq U122f) Loading Diagram Scale: N.T.S H5516xx1u R1:= 13. 8 kip R2:= 25 . 3 kip - R1DL= 5. 2 kip R2DL= 9' S kip RILL= 8 . 6 kip R2LL= 15 . 8 kip TRY = (2) HSS16x4x1/4 SEE ATTACHED SHEET FOR ANALYSIS Note: Assume Each Beam Takes 1/2 Load (2) HSS16x4x1/4 : OKAY 7 Steed Beam File=H:WD31413 Made In Oregon WA SQ TI105 CALCS\5.1 General\calculations.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06003678 Licensee:NISHKIAN DEAN CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(7.34)L(1225) Span=17.0 ft HSS16x4x1/4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: D=7.340, L=12.250k11.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.746: 1 Maximum Shear Stress Ratio= 0.110 : 1 Section used for this span HSS16x4x1/4 Section used for this span HSS16x4x1/4 Ma:Applied 75.813 k-ft Va:Applied 12.676 k Mn/Omega:Allowable 101.682 k-ft Vn/Omega:Allowable 115.542 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.965ft Location of maximum on span 11.050 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.265 in Ratio= 770 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.423 in Ratio= 482 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 17.00 ft 1 0.279 0.041 28.41 28.41 169,81 101.68 1.00 1.00 4.75 192.95 115.54 +D+L+H Dsgn.L= 17.00 ft 1 0.746 0.110 75.81 75.81 169.81 101.68 1.00 1.00 12.68 192.95 115.54 +D+Lr+H Dsgn.L= 17.00 ft 1 0.279 0.041 28.41 28.41 169.81 101.68 1.00 1.00 4.75 192.95 115.54 +D+S+H Dsgn.L= 17.00 ft 1 0.279 0.041 28.41 28.41 169.81 101.68 1.00 1.00 4.75 192.95 115.54 +D+0.750Lr+0.750L+H Dsgn.L= 17.00 ft 1 0.629 0.093 63.96 63.96 169.81 101.68 1.00 1.00 10.69 192.95 115.54 +D+0.750L+0.750S+H Dsgn.L= 17.00 ft 1 0.629 0.093 63.96 63.96 169.81 101.68 1.00 1.00 10.69 192.95 115.54 +D+0.60W+H Dsgn.L= 17.00 ft 1 0.279 0.041 28.41 28.41 169.81 101.68 1.00 1.00 4.75 192.95 115.54 +D+0.70E+H Dsgn.L= 17.00 ft 1 0.279 0.041 28.41 28.41 169.81 101.68 1.00 1.00 4.75 192.95 115.54 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 17.00 ft 1 0.629 0.093 63.96 63.96 169.81 101.68 1.00 1.00 10.69 192.95 115.54 +D+0.750L+0.750S+0.450W+H Dsgn.L= 17.00 ft 1 0.629 0.093 63.96 63.96 169.81 101.68 1.00 1.00 10.69 192.95 115.54 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 17.00 ft 1 0.629 0.093 63.96 63.96 169.81 101.68 1.00 1.00 10.69 192.95 115.54 +O.60D+0.60W+0.60H Dsgn.L= 17.00 ft 1 0.168 0.025 17.04 17.04 169.81 101.68 1.00 1.00 2.85 192.95 115.54 8 Steed Beam File=H:1N031413 Made In Oregon WA SO TI\05 CALCS\5.1 General\calculations.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06003678 Licensee:NISHKIAN DEAN Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+O.60H Dsgn.L= 17.00 ft 1 0.168 0.025 17.04 17.04 169.81 101.68 1.00 1.00 2,85 192.95 115.54 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.4233 9.265 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.914 12.676 Overall MINimum 2.591 4.749 D Only 2.591 4.749 L Only 4.324 7.926 D+L 6.914 12.676 N I SH KIA N DEAN Project: Made In Oregon WA SQ TI By: PSGSheet No. Consulting and Structural Engineers Location: Portland,Oregon Date: 9/8/2014 9 1022 SW Salmon St Suite 300 Client: PlegerHenry Architecture Rev: 0 Portland,OR 97205 Project No. ND31413 Checker. ETD Title.''Subject Calculations CHECK ANGLES & WELDED CONNECTION DL=14.70 KIPS 1 LL=24.5 KIPS 5/16 ANGLE @ (E) HSS COLUMN IN)166661/2 14 .70 kip DLL6X6: 2 - 7. 35 kip 5 LLL6X6: 24 2k1p - 12.25 kip — -- SEE ATTACHED SHEET FOR ANALYSIS (N)L6X6X1/2 OKAY ININ5516%4x117 (E)HS57X7X Loading Plan Scale = N.TS (N�1tS56X6% ANGLE @ (N) HSS COLUMN —16)66516646 LOAD IS LESS THAN ANGLE @ (E) COLUMN OKAY BY INSPECTION DL=4.75 KIPS LLD =L=7.94.75KIP5KIPS LL=7.9 KIPS (N)L6X6X1/2 : OKAY 5/161 (N)l66661/2 Loading Plan 5/16" WELD CONNECTION Scale = N.TS LWELD 10 ii l FEXX= 70 ksi S2n�= 2. 0 5 tWELD 16 . (2.71 I= . 156 it Per AISC TABLE J2 .2 `WELD- LWELD LWELD= 1. 562 in 2 FW:= 0. 6. FEXX 42 ksi • = FW.AWELD= 32 . 812 kip RnvDLL6X6+ LLL6X6- 19. 6 kip Q nv 5/16" WELD : OKAY • 10 Steel Beam File=H:1ND31413 Made In Oregon WA SQ 11105 CALCS15.1 General\calculations.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06003678 Licensee:NISHKIAN DEAN Description: L6X6X1/2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties _ Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(3.675)L(6.6Q9)675)L(6 125) l f Span=0.910ft L6x6x1/2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s)for Span Number 1 Point Load: D=3.675, L=6.125 k 0 0.2080 ft,((E)COL) Point Load: D=3.675, L=6.125 k 0 0.7080 ft,((E)COL) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.118: 1 Maximum Shear Stress Ratio= 0.183 : 1 Section used for this span L6x6x1/2 Section used for this span L6x6x1/2 Ma:Applied 2.026 k-ft Va:Applied 9.874 k Mn/Omega:Allowable 17.200 k-ft Vn/Omega:Allowable 53.892 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 0.209ft Location of maximum on span 0.910 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 18639 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 0.91 ft 1 0.044 0.069 0.76 0.76 28.72 17.20 1.00 1.00 3.71 90.00 53.89 +D+L+H Dsgn.L= 0.91 ft 1 0.118 0.183 2.03 2.03 28.72 17.20 1.00 1.00 9.87 90.00 53.89 +D+Lr+H Dsgn.L= 0.91 ft 1 0.044 0.069 0.76 0.76 28.72 17.20 1.00 1.00 3.71 90.00 53.89 +D+S+H Dsgn.L= 0.91 ft 1 0.044 0.069 0.76 0.76 28.72 17.20 1.00 1.00 3.71 90.00 53.89 +D+0.750Lr+0.750L+H Dsgn.L= 0.91 ft 1 0.099 0.155 1.71 1.71 28.72 17.20 1.00 1.00 8.33 90.00 53.89 +D+0.750L+0.750S+H Dsgn.L= 0.91 ft 1 0.099 0.155 1.71 1.71 28.72 17.20 1.00 1.00 8.33 90.00 53.89 +D+0.60W+H Dsgn.L= 0.91 ft 1 0.044 0.069 0.76 0.76 28.72 17.20 1.00 1.00 3.71 90.00 53.89 +D+0.70E+H Dsgn.L= 0.91 ft 1 0.044 0.069 0.76 0.76 28.72 17.20 1.00 1.00 3.71 90.00 53.89 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 0.91 ft 1 0.099 0.155 1.71 1.71 28.72 17.20 1.00 1.00 8.33 90.00 53.89 +D+0.750L+0.750S+0.450W+H Dsgn.L= 0.91 ft 1 0.099 0.155 1.71 1.71 28.72 17.20 1.00 1.00 8.33 90.00 53.89 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 0.91 ft 1 0.099 0.155 1.71 1.71 28.72 17.20 1.00 1.00 8.33 90.00 53.89 11 Steel Beam File=H:\ND31413 Made In Oregon WA SQ TI\05 CALCS\5.1 General\calculations.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06003678 Licensee:NISHKIAN DEAN Description: L6X6X1/2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.60W+0.60H — Dsgn.L= 0.91 ft 1 0.027 0.041 0.46 0.46 28.72 17.20 1.00 1.00 2.22 90.00 53.89 +0.60D+0.70E+0.60H Dsgn.L= 0.91 ft 1 0.027 0.041 0.46 0.46 28.72 17.20 1.00 1.00 2.22 90.00 53.89 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0006 0.455 0.0000 0.000 • Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.744 9.874 Overall MINimum 3.660 3.708 D Only 3.660 3.708 L Only 6.085 6.165 D+L 9.744 9.874 NISHKIAN DEAN Project: Made In Oregon WA SQ TI By: PSG SheetNo. Consulting and Structural Engineers Location: Portland,Oregon Date: 9/8/2014 12 1022 SW Salmon St Suite 300 Client: PlegerHenry Architecture Rev: 0 Portland,OR 97205 Project No. ND31413 Checker ETD Title'Subject Calculations Design (N) Steel Column (N) Column Loading Use Worst Case = R2 Col H:= 11 ft R2DI 9. 5 kip R2LL= 15.8kip SEE ATTACHED BEAM ANALYSIS (N) Column Analysis TRY =HSS6x6x1/4 SEE ATTACHED SHEET FOR ANALYSIS USE: HSS6x6x1/4 : OKAY • 13 Steel Column File=H:\ND31413 Made In Oregon WA SO TI\05 CALLS\5.1 General\calculations.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#:KW-06003678 Licensee: NISHKIAN DEAN Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 _ Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS6x6x1/4 Overall Column Height 11.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:218.343 lbs*Dead Load Factor AXIAL LOADS. .. Axial Load at 11.50 ft,D=9.50,L=15.80 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2259 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 25.518 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 112.958 k Max:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 20.120 k-ft Along Y-Y 0.0 in at 0.Oft above base for load combination: Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 20.120 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.086 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.226 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.086 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.086 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.191 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+1-1 0.191 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.086 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.086 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.191 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.191 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.191 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions-Unfactored Note Only non-zero reactions are listed. • X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 9.718 k 14 Steel Column File H:1ND31413 Made In Oregon WA SQ TI105 CALCS15.1 Generallcalculations.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#:KW-06003678 Licensee: NISHKIAN DEAN Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. 1 X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base - L Only k k 15.800 k D+L k k 25.518 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D-'L 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Prperties : HSS6x6x1/4 Depth = 6.000 in I xx = 28.60 in^4 J = 45.600 in^4 S xx = 9.54 inA3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 inA3 Area = 5.240 in^2 I yy = 28.600 in^4 C = 15.400 inA3 Weight = 18.986 plf S yy = 9.540 inA3 R yy = 2.340 in Ycg = 0.000 in 2530k i I o o I . Load1 x Lo. m u Z m Y v LI 6.00in Loads are total entered value.Arrows do not reflect absolute direction. • N ISH KIA N DEAN Project: Made In Oregon WA SQ TI By: PSG She Consulting and Structural Engineers Location: Portland,Oregon Date: 9/8/2014 5 No. I022 SW Salmon St Suite 300 Client: PlegerHenry Architecture Rev: 0 Portland,OR 97205 Project No. ND31413 Checker ETD Title/Subject Calculations Design (N) Concrete Grade Beam Loading R P1ConcBeamDL 1DL 5.2 kip P1ConcBeamLL RILL 8 . 6kip R P2ConcBeamDL 2DL 9.5 kip P2ConcBeamLL R2LL 15. 8 kip L:= 20• ft NOTE: Grade Beamm is acting like a footing. Beam will be designed to limit deflection Analysis USE 30" Wide x 30" x 20' Conc. Beam w/ (6) #8 bars Top & (4) #8 bars Botton SEE ATTACHED SHEET FOR ANALYSIS Check Punching Shear @ (E) Pile Size = 30" x 30" x 30" Deep d:= 30 in- 3 in- 0. 5 in= 2 6.5 in Note: Assume Grade Beam will act f' := 4000 psi as pile cap c P u:= 1.2. 9. 46 kip+ 1. 6. 13.34 kip= 32 . 696kip Factored column load Pu Qu= r30 in 30 i 11 = 5.231 ksf Factored footing pressure Acrit-I 10 2n+ dl 2 ft= 3. 042 ft 2 Area Under Crit Section V := P -(Q -A16.784 kip Factor shear force at crit section u u u crit p:= 4. 30 in+ d)= 226 in Perimeter of crit section V v u= 2. 802 psi Factor shear stress at crit section u p•d OVc = 0. 75* (4*sgrt (4000psi) ) = 189 psi Punching shear strengh of concrete �Vc > vu : Punching Strengh OKAY 16 Concrete B@altl File=H:1ND31413 Made In Oregon WA SQ TI105 CALCS15.1 Generallcalculations.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#:KW-06003678 Licensee:NISHKIAN DEAN CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 _ Load Combination Set :ASCE 7-10 Material Properties fc = 4.0 ksi 4 Phi Values Flexure: 0.90 •. fr= 1/2 * 7.50 = 474.342 psi Shear: 0.750 tV Density = 145.0 pcf 131 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,605.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 4 Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 • • 30 in D(5.2)L(8 6) • D(9 5)L(15 8) 30"wx30"h 30"wx30"h Span=14.Oft Span=6.0 ft . Cross Section& Reinforcing Details Rectangular Section, Width=30.0 in, Height=30.0 in Span#1 Reinforcing.... 648 at 3.0 in from Top,from 0.0 to 14.0 ft in this span 448 at 3.0 in from Bottom,from 0.0 to 14.0 ft in this span Span#2 Reinforcing.... 648 at 3.0 in from Top,from 0.0 to 6.0 ft in this span 448 at 3.0 in from Bottom,from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load: D=5.20, L=8.60 k @ 3.0 ft,((N)C.1) Load for Span Number 2 Point Load: D=9.50, L=15.80 k @ 6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.438: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.022 in Ratio= 6686 Mu:Applied -239.350 k-ft Max Upward L+Lr+S Deflection -0.004 in Ratio= 37838 Mn*Phi:Allowable 545.92 k-ft Max Downward Total Deflection 0.036 in Ratio= 4028 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection -0.007 in Ratio= 25059 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.951 54.367 Overall MINimum -2.093 26.493 - D Only 4.951 27.874 L Only -2.093 26.493 D+L 2.858 54.367 Shear Stirrup Requirements Between 0.00 to 13.93 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 14.00 to 16.97 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.5.6.3, use stirrups spaced at 10.000 in Between 17.00 to 19.97 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in NISHKIAN DEAN Project: Made In Oregon WA SQ rl By: PSG Sheet No. Consulting and Structural Engineers Location: Portland:Oregon Date: 9/8/2014 1 Q 1022 SW Salmon St,Suite 300 Client: PlegerHenry Architecture Rev: 0 (, Portland,OR 97205 Project No. ND31413 Checker. ETD Title Subject Calculations CHECK STEEL PL & ANCHOR BOLTS @ (N) COLUMN SEE ATTACHED SIMPSON ANCHOR BOLT + STEEL PLATE SHEET FOR ANALYSIS (4) 3/4" DIAM CAST—IN—PLACE ANCHOR BOLTS @ 6" EMBED : OKAY CHECK # 6 DOWELS AT (E ) PILE CAP SEE ATTACHED SIMPSON SHEET FOR ANALYSIS (6) #6 DOWELS AT 9" EMBED MIN: OKAY SIMPSONAnchor Designer TM Company: Nishkian Dean Date: 9/10/20A Engineer: PSG Page: 3/4 f Strong-Tie Software Project: Made In Oregon WA SQ TI Version 2.3.5365.21 Address: Phone: E-mail: Paul.Gagliardi@Nishkian.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuaa(Ib) Vuay(Ib) I(Vuax)2+(Vuay)2(Ib) 1 6325.0 0.0 0.0 0.0 2 6325.0 0.0 0.0 0.0 3 6325.0 0.0 0.0 0.0 4 6325.0 0.0 0.0 0.0 Sum 25300.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 0 1 0 2 Resultant tension force(Ib):25300 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y X 04 03 4.Steel Strength of Anchor in Tension(Sec.D.5.11 Nsa(Ib) 0 gNsa(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcAa\1f cherl.5(Eq.D-6) kc Aa fc(psi) her(in) Nb(Ib) 24.0 1.00 4000 6.000 22308 ONcbg=q$(ANc�ANco)yecNWed,N gNWcp,NNb(Sec. D.4.1 &Eq.D-4) ANc(in2) ANco(in2) yec,N !Ped,N Wc,N Wcp,N Nb(Ib) 0 16Ncbg(Ib) 729.00 324.00 1.000 1.000 1.00 1.000 22308 0.70 35136 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) ONp„=0y'c,PNp=0''c,P8Abrgfc(Sec. D.4.1,Eq.D-13&D-14) Wc,P Abrg(in2) f'c(psi) 0 0Np„(Ib) 1.0 0.91 4000 0.70 20406 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Nishkian Dean Date: 9/1O/20y,/J A Engineer: PSG Page: 4/4 Strong-Tie Software Project: Made In Oregon WA SQ TI Version 2.3.5365.21 Address: Phone: E-mail: Paul.Gagliardi@Nishkian.com 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,Nua(Ib) Design Strength,eiNn(Ib) Ratio Status Steel 6325 14528 0.44 Pass Concrete breakout 25300 35136 0.72 Pass(Governs) Pullout 6325 20406 0.31 Pass 3/4"0 Heavy Hex Bolt,F1554 Gr.36 with hef=6.000 inch meets the selected design criteria. Base Plate Thickness Required base plate thickness:0.649 inch 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Nishkian Dean Date: 9/10/20A Engineer: PSG Page: 3/4 Z, Strong-Tie Software Project: Made In Oregon WA SQ TI Version 2.3.5365.21 Address: Phone: E-mail: Paul.Gagliardi@Nishkian.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(lb) Vuar(Ib) J(Vuax)2+(Vuay)2(Ib) 1 0.0 5833.3 0.0 5833.3 2 0.0 5833.3 0.0 5833.3 _ 3 0.0 5833.3 0.0 5833.3 Sum 0.0 17500.0 0.0 17500.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 oO 3 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(lb) grout rd 05,out0Vsa(lb) 23760 1.0 0.60 14256 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) _ Shear perpendicular to/edge in x-direction: Vox=min17(le/da)0•2Jda2.aJfcCa11 5;9Aa4fcCa,'51(Eq.D-33&Eq. D-34) /e(in) de(in) da Pc(psi) cal(in) Vox(Ib) 6.00 0.75 1.00 4000 18.00 43469 t1Vcbgx=rb(Avc/Avco)Yxec,V Wed,v Y'c,v Y'n,vVbx(Sec.D.4.1 &Eq. D-31) Avc(in2) Avco(int) Wec,v Wed,v KV W'n,V Vox(Ib) 0 QtVcbgx(Ib) 810.00 1458.00 1.000 0.767 1.400 1.000 43469 0.70 18144 Shear parallel to edge in x-direction: Vby=minI7(le/da)02JdaAaJfcCa11.5; 9/1a4fcoal'51(Eq. D-33&Eq. D-34) le(in) da(in) Aa fc(psi) Cal(in) Vby(Ib) 6.00 0.75 1.00 4000 6.00 8366 0Vcbx=0(2)(Avc/Avco)tPed.vY'c,v'/'n,vVby(Sec. D.4.1 &Eq.D-30) Avc(in2) Avco(int) Ped,v Wo,v W'n,v Vey(Ib) 0 OVcox(Ib) 135.00 162.00 1.000 1.400 1.000 8366 0.70 13664 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 (Wog=�min�kcpNag;kcpNcbg�=rmin,kcp(ANa/ANa°)W ec,Na W ed.Na Wcp,NaNba;kcp(ANc/ANco)Wec,N Wed,N Wc,N Wcp,NNb�(Eq.D-41) kcp ANa(in2) ANa°(in2) W ed,Na '7'ec,Na 17'cp,Na Nba(lb) Na(lb) 2.0 452.21 329.32 0.898 1.000 0.942 22761 26439 Ant(in2) ANco(int) Wec,N Wed,N 1Pc,N Wcp,N No(Ib) No(Ib) 0 360.00 144.00 1.000 1.000 1.000 0.934 12143 28354 0.70 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Nishkian Dean Date: 9/10/204 Engineer: PSG Page: 4/4 Strong-Tie Software Project: Made In Oregon WA SQ TI Version 2.3.5365.21 Address: Phone: E-mail: Paul.Gagliardi@Nishkian.com gVcpg(lb) _ 37015 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Shear Factored Load,Vua(Ib) Design Strength,aV, (Ib) Ratio Status Steel 5833 14256 0.41 Pass T Concrete breakout x+ 17500 18144 0.96 Pass(Governs) II Concrete breakout y- 5833 13664 0.43 Pass(Governs) Pryout 17500 37015 0.47 Pass SET-XP w/#6 A615 Gr.60 Rebar with hef=6.000 inch meets the selected design criteria. 12.Warnings -Concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limit to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com NISHKIAN DEAN Project: Made In Oregon WA SQ TI By: PSG Sheet No. Consulting and Structural Engineers Location: Portland.Oregon Date: 9/8/2014 27 1022 SW Salmon St,Suite 300 Client: PlegerHeruv Architecture Rev: 0 Portland, OR 97205 Project No. ND31413 Checker. ETD Title Subject Calculations CHECK PILE CAPACITY SEE ATTACHED STADD ANALYSIS .24.460 Kin 14.'i80 kip V TUBE TUBE • HSST6X6X0.25 HSST6X6X0.25 =0.818 kip =41.235 kip =0.000 kip Rect 30.00x30.00 X= . kip-in 0 Y=0.000000 kip in k ?IS¢.252 loin 13.500 kip _-0.818 kip -- Rect 30.00x30 00 =40.017 kip r \ •S too kip =0.000kip I�r X=0.000 kip-In Y=0.000 kifialit 3 Rect 30.00x30.00 =1859.798,k�in __ CD Loading Plan Scale = N.TS (E) PILE CAPACITY PAllo := 40 k ip- 1. 05= 42 kip 5% CAPACITY INCREASE ALLOWED BY IBC CODE 42 kip > 41.23 k : OKAY 42 kip > 40. 0 k : OKAY (E) PILES : OKAY FOR NEW LOADING • Job No Sheet No Rev ND31413 1 28 Part Software licensed to Nishkian Dean Job Title Made In Oregon WA SQ TI Ref By PSG DatE09-Sep-14 Chd ETD Client Plegerl Henry Architecture File New Column.std Date/Time 09-Sep-2014 17:53 Job Information Engineer Checked Approved Name: PSG ETD ETD Date: 09-Sep-14 09-Sep-14 09-Sep-14 Structure Type SPACE FRAME Number of Nodes 7 Highest Node 7 Number of Elements 7 Highest Beam 8 Number of Basic Load Cases 2 Number of Combination Load Cases 1 Included in this rintout are data for: I All I The Whole Structure I Included in this printout are results for load cases: Type L/C Name Primary 1 DEAD Primary 2 LIVE Combination 1 3 I DEAD+LIVE Nodes Node X Y Z (in) (in) (in) 1 0.000 0.000 0.000 2 36.000 0.000 0.000 3 36.000 132.000 0.000 4 240.000 0.000 0.000 5 168.000 132.000 0.000 6 240.000 132.000 0.000 7 168.000 0.000 0.000 Beams Beam Node A Node B Length Property a (in) (degrees) 1 1 2 36.000 1 0 3 3 5 132.000 3 0 4 5 6 72.000 3 0 5 3 2 132.000 2 0 6 6 4 132.000 2 0 7 2 7 132.000 1 0 8 _ 7 4 72.000 1 0 Print Time/Date:10/09/2014 1100 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 1 of 4 Job No Sheet No Rev ND31413 2 29 Software licensed to Nishkian Dean Part Job Title Made In Oregon WA SQ TI Ref By PSG Dat€09-Sep-14 Chd ETD Client PlegeriHenry Architecture File New Column.std DateTme 09-Sep-2014 17:53 Section Properties Prop Section Area I, la J Material (in2) (in4) (in4) (in4) 1 Rect 30.00x30.00 900.000 67.5E+3 67.5E+3 114E+3 CONCRETE 2 HSST6X6X0.25 5.240 28.600 28.600 44.690 STEEL 3 TUBE 23.000 253.917 761.917 587.568 STEEL Materials Mat Name E v Density a (kip/in2) (kip/in3) (1°F) 1 STEEL 29E+3 0.300 0.000 6E-6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E-6 3 ALUMINUM 10E+3 0.330 0.000 13E-6 4 CONCRETE 3.15E+3 0.170 0.000 5E-6 Supports Node X Y Z rX rY rZ (kip/in) (kip/in) (kip/in) (kip-ft/deg) (kip-ft/deg) (kip-ft/deg) 1 Fixed Fixed Fixed Fixed Fixed Fixed 7 Fixed Fixed Fixed Fixed Fixed Fixed Basic Load Cases Number Name 1 DEAD 2 LIVE - Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 3 DEAD+LIVE 1 DEAD 1.00 2 LIVE 1.00 Node Loads : 1 DEAD Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-in) (kip-in) (kip-in) 1 - -8.100 - - - • - 5 - -14.680 - - - - Print Time/Date:10/09/2014 11.00 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 2 of 4 Job No Sheet Rev ND31413 3 3Q Part Software licensed to Nishkian Dean Job Title Made In Oregon WA SQ TI Ref By PSG Date09-Sep-14 Chd ETD Client PiegerlHenryArchitecture File New Column.std Date/Time 09-Sep-2014 17:53 Selfweight : 1 DEAD Direction Factor Y -1.000 Node Loads : 2 LIVE Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip-in) (kip-in) (kip-in) 1 - -13.500 - - - - 5 - -24.460 - - - - , TUBE TUBE HSST6X6X0.25 HSST6X6X0.25 Rect 10.00x10.00 Rect 10.00x10.00 Red 30.00x30.00 Load 3 rt Whole Structure Loads 0.351737kip:lin 3 DEAD+LIVE Print Time/Date:10/09/2014 11:00 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 3 of 4 Job No Sheet No Rev ND31413 4 1 Software licensed to Nishkian Dean Part Job Tale Made In Oregon WA SQ TI Ref By PSG Dat€09-Sep-14 Chd ETD Client PlegerlHenry Architecture File New Column.std Date/Time 09-Sep-2014 17:53 ' TUBE TUBE HSST6X6X0.25 HSST6X6X0.25 =0.818 kip Y=41.235 kip Z=0.000 klp Rect 30.00x30.00 MX=0.000 kip-In th MY=0.000 kip-in MZ=485.252 k n ' 1;5..0 1.4' X=-0.818 kip Rect 30.00x30.00 =40.017 kip S 8l0C,ri Z=0.000 kip MX=0.000 klp-in MY=0.000 itqfifit3 Rect 30.00x30.00 OZ=1859.798 klp-in Whole Structure Loads 0.351737kip:lin 3 DEAD+LIVE Reactions Horizontal Vertical Horizontal Moment Node UC FX FY FZ MX MY MZ (kip) (kip) (kip) (kip in) (kip in) (kip-in) 1 1:DEAD 0.318 20.047 0.000 0.000 0.000 308.460 2:LIVE 0.499 21.188 0.000 0.000 0.000 176.792 3:DEAD+LIVE 0.818 41.235 0.000 0.000 0.000 485.252 7 1:DEAD -0.318 23.244 0.000 0.000 0.000 745.077 2:LIVE -0.499 16.772 0.000 0.000 0.000 1.11E+3 3:DEAD+LIVE -0.818 40.017 0.000 0.000 0.000 1.86E+3 Print Time/Date.10/09/2014 11:00 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 4 of 4