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10/27/2015 washims.co.washington.or.us/InterMap/theDetails.cfm?x_coord=7616004.08055967&y_coord=653623.85789712&theAddress=10505 SW TIGARD ST.... l�uklyaa! (e- -- Gov l6 -Ad � � Geographic Information Sys'fems QQEGo, tr i • = j Maps 1 CITY OF TIGARD sl ' Approve b Plannln • '� ,j ' ♦ �- Date: .35 . 'tipIs: = 1 115 55 1 � 1 i I 1 I � l 0 30 60f t= http://washims.co.washi ngton.or.us/interM ap/theDetai Is.cfm?x_coord=7616004.08055967&y_poord=653623.85789712&theAddress=10505%20SW%20TIGAR... 1/2 ' PK ASSOCIATES LLC Job Name: Coast Sweeping Services 7434 E McDonald Drive Job No.: 1-12767 Scottsdale,AZ 85250 By: SMS 480-922-8854 Date: 12/20/2015 ' PROJECT DESCRIPTION: ABSOLUTE STEEL Coast Sweeping Services 10505 S.W. Tigard Street ' Tigard, OR 97223 BUILDING CODE: 2012 IBC i 1 ROF�cf G 1 N'6 18374PE "y ' OREGON b ARD [�- EXPIRATION DATE:tL 72, /(� PK ASSOCIATES LLC Job Name: Coast Sweeping Services r 7434 E McDonald Drive Job No.: 1-12767 Scottsdale, AZ 85250 By: SMS 480-922-8854 Date: 12/20/2015 , BASIS FOR DESIGN ' BUILDING CODE: 2012 IBC , DESIGN LOADS: ROOF LIVE LOAD = 25 PSF (SNOW) ' ROOF DEAD LOAD = 2.0 PSF (ROOF PANELS) WIND LOAD = 115 MPH, EXPOSURE C OCCUPANCY CATEGORY = II ' SEISMIC DESIGN CATEGORY = D1 FOUNDATIONS: ' DESIGN BEARING CAPACITY — 1,500 PSF CONCRETE: , MINIMUM 28 DAY STRENGTH AS FOLLOWS: FOUNDATIONS ----------------------------------------------------- 2,500 PSI ' (No special inspection required) REINFORCING: , Fy = 40,000 PSI A-615 GRADE 40, OR A-706 GRADE 40 WELDABLE STEEL: ROOF DECK = Fy = 80,000 PSI A-653 GRADE 80 COLD FORMED STEEL: 1 5/e" x l" x 16 OA. I x=.0572 Fy=5l r_ FURL-I N .w ❑ 2" x2" x 15OA. TS 2" x3" x 15aA. TS , Ixa_335 In."4/ft. Ix-0.&c16 tn"4}ct. 5X=355 1n,"31ft. 15xM;0.5g5 r=y-65 ksl Fu=6�3 {rsr_ ASTM A5-72 ASTM A5-72 ' DEE:- 2 TUEN: 3 JOB TITLE Coast Sweeping Services JOB NO. SHEET NO CALCULATED BY DATE CHECKED BY DATE ' www.struware.com Code Search ' Code: International Building Code 2012 Occupancy: ' Occupancy Group= U Utility&Miscellaneous Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 ' Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr ' Building Geometry: Roof angle (8) 3.00/12 14.0 deg Building length(L) 20.2 ft Least width (B) 20.0 ft Mean Roof Ht (h) 13.8 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: ' Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area,but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies&first floor corridors 100 psf Balconies(exterior) 50 psf 1 JOB TITLE Coast Sweeping Services JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads : Ultimate Wind Speed 115 mph ' Directionality (Kd) 0.85 Exposure Category C , Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Kh case 1 0.849 I ' Kh case 2 0.849 Type of roof Hip Ali"downWnd) Speed-up Topographic Factor (Kzt) 4I Topography Flat x(upwind) Hill Height (H) 0.0 ft H< 15ft;exp C Hl2 H Half Hill Length (Lh) 0.0 ft \ Kzt=1.0 Lh H12 Actual H/Lh = 0.00 ✓t✓. :,r, Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT , From top of crest: x= 0.0 ft Bldg up/down wind? downwind ZA6 V(Z) Speed-up , H/Lh= 0.00 K, = 0.000 V(Z) x(upwind) x(downw rid) x/Lh= 0.00 K2= 0.000 �---- , „ z/Lh = 0.00 K3= 1.000 H/2 H At Mean Roof Ht: W? , Kzt= (1+K,K2K3)^2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T> 1 second). h = 13.8 ft However, if building h/B<4 then probably rigid structure(rule of thumb). B= 20.0 ft h/B= 0.69 Rigid structure /z(0.6h) = 15.0 ft ' G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure , e= 0.20 Natural Frequency (n,) = 0.0 Hz f = 500 ft Damping ratio((3) = 0 Zmin = 15 ft /b= 0.65 C= 0.20 /a = 0.15 ' go, g„= 3.4 Vz= 97.1 LZ= 427.1 ft N, = 0.00 Q = 0.94 Rn = 0.000 , IZ = 0.23 Rh = 28.282 n = 0.000 h = 13.8 ft G = 0.89 use G =0.85 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 ' R = 0.000 G = 0.000 JOB TITLE Coast Sweeping Services ' JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads - Components & Cladding : h <= 60' Kh(case 1)= 0.85 h= 13.8 It ' Base pressure(qh)= 24.4 psf a= 3.0 ft Minimum parapet ht= 0.0 ft GCpi= +/-0.18 Roof Angle(0)= 14.0 deg Type of roof= Hip ' Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.08 -1.01 -0.98 -26.4 -24.7 -23.9 -24.2 -23.9 Negative Zone 2 -1.88 -1.53 -1.38 -45.9 -37.4 -33.7 -35.2 -33.7 Negative Zone 3 -1.88 -1.53 -1.38 -45.9 -37.4 -33.7 -35.2 -33.7 Positive All Zones 0.68 0.54 0.48 16.6 16.0 16.0 16.0 16.0 ' Overhang Zone 2 -2.20 -2.20 -2.2053.7 53.7 53.7 53.7 -53.7 Overhang Zone 3 -2.20 -2.20 -2.20 -53.7 -53.7 -53.7 53.7 -53.7 Negative zone 3=zone 2,since hip roof with angle-25 degrees Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure minus internal pressure of-4.4/4.4 psf Parapet qp= 0.0 psf Surface Pressure s user input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B: Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 ' Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -31.3 -27.0 -23.9 -28.3 -25.7 Negative Zone 5 -1.58 -1.23 -0.98 -38.6 -30.0 -23.9 -32.6 -27.4 Positive Zone 4&5 1.18 1.00 0.88 28.8 24.5 21.5 25.8 23.2 JOB TITLE Coast Sweeping Services JOB NO. SHEET NO. , CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) r Kh(case 2)= 0.85 h= 13.8 ft GCpi= +/-0.18 Base pressure(qh)= 24.4 psf ridge ht= 15.0 ft G= 0.85 Roof Angle(0)= 14.0 deg L= 20.2 ft qi=qh ' Roof tributary area-(h/2)*L: 139 sf B= 20.0 ft (h/2)*B: 138 sf Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge , B/L= 0.99 h/L= 0.69 L/B= 1.01 h/L= 0.68 Surface Cp ghGCP w/+q;GCp; w/-ghGCpi Dist.* CP ghGCP w/+q;GCp; w/-ghGCP; Windward Wall(WW) 0.80 16.6 see table below 0.80 16.6 see table below Leeward Wall(LW) -0.50 -10.4 -14.8 -6.0 -0.50 -10.3 -14.7 -5.9 ' Side Wall(SW) -0.70 -14.5 -18.9 -10.1 -0.70 -14.5 -18.9 -10.1 Leeward Roof(LR) -0.54 -11.3 -15.7 -6.9 Included in windward roof Windward Roof neg press. -0.85 -17.6 -22.0 -13.2 0 to h/2* -1.03 -21.3 -25.7 -16.9 Windward Roof pos press. -0.18 -3.7 -8.1 0.7 h/2 to h* -0.83 -17.2 -21.6 -12.8 ' h to 2h* -0.57 -11.9 -16.3 -7.5 'Horizontal distance from windward edge Windward Wall Pressures at"z"(Dsf) Combined vvW+LW Windward Wall Normal Parallel LR z Kz Kzt %GCp w/+q;GCp; w/-ghGCp; to Ridge to Ridge h= 0 to 15' 0.85 1.00 16.6 12.2 21.0 27.0 27.0 SW LW SW \W L � wam AIRECTION wtND NOR6SAL 70 RIDGE ' WR W !/- R / �WK �� L� �gW WW wIIm DIRECTION 'SIDiD PARALLEL TO RMOE ' LW NOTE: SW See figure in ASCE7 for the application of full and partial loading . WR of the above wind pressures.There are 4 different loading cases. Para et z I Kz I Kzt qp(pso 0.0 ft 0.85 1.00 0.0 WW �w Windward parapet: 0.0 psf (GCpn=+1.5) Leeward parapet: 0.0 psf (GCpn=-1.0) wnm_ Dntc >ox Windward roof overhangs(add to windward roof pressure): 16.6 psf(upward) ' ASCE Seismic Base Shear File=Z:lSteven SherantlProjects12015115229-AbsStl\typicalabssteelcalcs.ec6 L ENERCALC,INC.1983.2015,Build:6.15.12.9,Ver:6.15.12.9 0.00• KOEHLER ENGINEERS Coast Sweeping Services Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7 10 Page 2 Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 ' Gridded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude 45.437 deg North S S = 0.9709 g,0.2 sec response Longitude = 122.783 deg West ' S 1 = 0.4245 g,1.0 sec response Site Class, Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv 1.58 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.079 ASCE 7-10 Eq.11.4-1 S M1=Fv*S1 = 0.669 ASCE 7-10 Eq.11.4-2 �- Design Spectral Acceleration S DS=S rutS 2/3 = 0.720 ASCE 7-10 Eq.11.4-3 S Di S Mj2/3 = 0.446 ASCE7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting Sim ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification Ordinary steel moment frames Response Modification Coefficient "R" 1.25 Building height Limits: System Overstrength Factor "Wo" = 1.25 Category"A&B"Limit: Limit=35 Deflection Amplification Factor "Cd" = 1.25 Category"C"Limit: Limit=35 Category"D"Limit: Not PermittedP-h t NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Not PermittedP-h Category"F"Limit: Not PermittedP-i Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-10 12.8 Determine Building Period Use ASCE 12.8-7 ' Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value 0.020 hn":Height from base to highest level = 18.830 ft "x"value = 0.75 Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn^x) = 0.181 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12 >22-16 6.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.181 sec "Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS Short Period Design Spectral Response = 0.720 From Eq.12.8-2, Preliminary Cs = 0.576 "R":Response Modification Factor = 1.25 From Eq.12.8-3&12.8A,Cs need not exceed = 1.973 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 User has selected ASCE 12.8.1.3:Regular structure, Cs:Seismic Response Coefficient = = 0.5756 Less than 5 Stories and with T<<=0.5 sec, SO Ss<=1.5 for Cs calculation Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.5756 from 12.8.1.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k File=Z:1Steven She ASCE Seismic B8S@ Shearrant\Projects12015\15229-Abs Stl\typical abs steel calcs.ec6 , i ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver.6.15.12.9 0.00. KOEHLER ENGINEERS ; Vertical Distribution of Seismic Forces ASCE?-10 Section 12.8.3 , "k":hx exponent based on Ta 1.00 Table of building Weights by Floor Level... Level# Wi Weight Hi:Height (Wi*Hi)^k Cvx Fx=Cvx V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Sum Wi Hi = 0.00 k-ft Total Base Shear= 0.00 k Base Moment= 0.0 k-ft Diaphragm Forces . Seismic Design Category"B"to"F° ASCE7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force Wpx.......................... Weight at level of diaphragm and other structure elements attached to it. Fi............................ Design Lateral Force applied at the level. Sum Fi........................ Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level......... 0.20 S psl*Wpx MAX Req'd Force @Level........ 0.40*S DSI*Wpx ' Fpx:Design Force @ Level....... Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level Job Name: Coast Sweeping Services Sheet No: G1 Job Number: 1-12767 Date: 12/22/2015 Designer: SMS Sx= 0.016 in3 Ix= 0.010 in •••..` 2 span minimum Fy= 80 ksi width= 3 ft ' Roof Deck Design - 29 Ga Grandrib 3 Roof Deck Span= 3.33 ft Dead Load (D) = 2 psf Live Load(Lr) = 20 psf Snow Load (S) = 25 psf Wind Load Up(Wu) = -23.9 psf Wind Load Dn (Wd) = 16 psf Load Case Mmaxb Sreq'd Check D+Lr 0.03 kft 0.007 in3 D+S+0.6Wdn/2 0.044 kft 0.011 in3 D+S+0.6Wup/2 0.027 kft 0.007 in3 D+S/2+0.6Wdn 0.033 kft 0.008 in3 D+S/2+0.6Wup 0 kft 0 in3 Check Attachment to Purlin ' 6#12 screws each end&3#12 screws intermediate 15 #12 screws total per sheet 55 Ib tension capacity per screw Tapplied— 287 lbs Tallow= 825 lbs Wall Deck Design Wall Deck Span= 5 ft Windward Wind Load= 23.2 psf Leeward Wind Load = -25.7 psf Load Case Mmaxb I Sreq'd I Check Mmaxt Sreq'd Check 0.6W windward 0.03 kft 0.008 ink -0.03 kft 0.008 in3 0.6W leeward -0.031 kft -0.008 in3 0.04 kft 0.010 in3 Check Attachment to Column #12 at 6"o.c. edges& 12"o.c. field 18 #12 screws total per sheet 55 Ib tension capacity per screw Tappfied= 463 lbs Tallow= 990 lbs I i Job Name: Coast Sweeping Services Sheet No: G2 , Job Number: 1-12767 Date: 12/22/2015 Designer: SMS Purlin Design Purlin Span= 5 ft Tribrutary Area= 3.33 ft ' Dead Load (D) = 2 psf a ds. x ,- x ,s GA Live Load (Lr) = 20 psf y-- `�^3 Fy=' Snow Load (S ) = 25 psf S? ksi. PURLIN Wind Load Up (Wu) = -23.9 psf Wind Load Dn (Wd) = 16 psf Sx= 0.1101 in3 ' lx= 0.0572 inLoad Case Mmax Sreq'd Check Dactual Fy= 57 ksi D+Lr 0.23 kft 0.072 in3 0.33 in ' D+S+0.6Wdn/2 0.33 kft 0.104 in3 K 0.3 in D+S+0.6Wup/2 0.21 kft 0.066 in3 OK 0.3 in D+S/2+0.6Wdn 0.25 kft 0.079 in3 K 0.36 in D+S/2+0.6Wup 0.00 kft 0 in3 0 in Check Connection to Beam , Connect with 2#12 screws in 14 ga material VaPPlied= 0.26 k Va110w= 1.05 k T/CePPiied= 0.043 k Tauow= 0.392 k ' Interaction = 0.358 Job Name: Coast Sweeping Services Job Number: 1-12767 Date: 12/22/2015 Designer: SMS Lateral Design #of Weak Axis Columns= 5 per side #of Strong Axis Columns= 2 per frame Max Col Height= 12.5 ft Canopy Length = 20.17 ft Canopy Width = 20 ft Dead Load = 2 psf Earthquate Loads: Cs= 0.5756 Overstrength Factor= 1.25 WEQ= 807 lbs VEQ Total= 580 lbs VEQ weak Axis= 58.1 lbs per column VEQ strong Axis= 57.6 lbs per frame Wind Loads: Whoriz of= See Wind Analyses Whoriz Wan= See Wind Analysis iGravity Foundation Design: PDL= 0.40 k/side ' PILL= 4.03 k/side Psi= 5.04 k/side PTL Max= 9.48 k/side Footing Width = 1 ft Footing Length = 20.17 ft (12"Wide x 16" Deep x 20.17' Long Footing Depth = 1.33 ft Strip Footing) Footing Area= 20.17 ft' Soil Bearing = 470 psf Allowable Soil Bearing Load = 1500 psf Bearing Factor of Safety= 3.19 Uplift Resistance= 8.05 k (Footing Weight) Average Upward Wind Pressure= 18.85 psf 0.5"(15.7psf+22psf) Wind Uplift= 7.60 k Upflit Factor of Saftey 1.06 (0.6D/0.6W) i 1 Section Sets Y 2X3X15GA 2X2X15GA- - X ti14 M2 M7 MS 3 2 6 1 7 i Solution:Envelope Dec 31, 2015 at 11:43 AM Coast Sweeping Services.r2d Company Dec 31, 2015 Designer 11:43 AM Job Number : Checked By: L Global Dis la Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance in .12 P-Delta Analysis Tolerance 0.50% - - Hot Rolled Steel Code AISC: LRFD 3rd Cold Formed Steel Code AISI 01: LRFD Wood Code NDS 91/97: ASD Wood Tem erature _ < 100E Concrete Code_- ACI 2002 Number of Shear Regions 4 Region Spacing Increment in 4 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings_____ - No Unused Force Warnings Yes Hot Rolled Steel Properties - __ Label - _--__E-[ksi] -- G ksi __ Nu Therm(\1 E5 F) Densit k/ft^3 __-Yieldiksi 1 A36 Gr.36 29000__ 11154 .365 .49 36 2 A572 Gr.50 29000 11154 .3 .65 .49 50 --3 A992_ 29000 11154 -_ - =3 ---- - - .65 -- - - _49 _._50- 4 A500 Gr.42 _ 1 29000 11154 .3 .65 .49 42 5 A500 Gr.46 29000 11154 .3 .65 .49 46 6 55 ksi Steel 29000 11154 3 65 .49 55 7 65 ksi Steel 29000 11154 .3 .65 .49 65 Hot Rolled Steel Section Sets Label ----Shape Design List Type —__MaterialDesign Rules- A[int]_ 1(90,270)fi...1(0,180) in4 1 2-X3X1.5GA 2X_3_X-15GA` Tube -Beam 55 ksi Steel _Typical_ -699 .478 -.897 2 2X2X15GA 2X2X15GA 1 Tube Beam 65 ksi Steel___ Typical .555 F .344 .344 Joint Coordinates and Temperatures Label X ftY[ftl Ternp fF1 1 -- --N1 - - - - 0- - --- --0 2 N2 0 12.5 0 3 N3 1 12.75 0 4 N4 10 15 _ 0 5 - - NS--- - - - 1-9 12.75 6 _ N6 20 r 12.5 0 7 N7 20 0 0 8 - N8 10 12.75 0 Joint Boundary Conditions - Joint Label _- X[k/in] - Y jk/in] _ _Rotation k-ft/rad] Footing -_ 1 __--_ N1 --_ - Reaction- Reaction -Reaction - 2 N7 Reaction Reaction Reaction RISA-2D Version 6.5 [Z:\...\...\...\...\Coast Pavement Services\Coast Sweeping Services.r2d] Page 1 Company Dec 31, 2015 Designer 11:43 AM Job Number : Checked By: Member Primary Data _i _Label I JointJ Joint Ro_tate(deo),._Section/Sha a _Design List Type Material Design Rules. 1 _M1 ___ N1 N2 - - ' 2X3X15GA Tube._..___ Beam 65 ksl Steel _Ty�cal 2 1 M2 N2 N3 2X3X15GA Tube Beam 65 ksi Steel T ical -3T---M3 N3_ N4 _- 21X3X15GATube_ Beam _ _65 ksi Steel_ - Typical cal - 4 M4 N4 N5 2X3X15G Tube Beam 65 ksi Steel Typical 5 M5 N5 N6 2X3X15GA Tube Beam 65 ksi Steel Typical 6 M6 N7 N6 2X3X15GA Tube Beam 65 ksi Steel Typical 7 M7 -__N3_ N8-__- --_ 12X2X15GA Tube _ Beam . 65 ksi Steel Typical _. . 8 M8 N8 N5 2X2X15GA Tube Beam 65 ksi Steel T ical 9 _ M9_ N4_- N8 -- 2X2X15GA Tube- Beam 65_ ksi Steel T iced Member Advanced Data , Label I Release J Release 1 Offset in J Offset in T/C Oniv Physical TOM Inactive 1 Mi --- ---- --- Yes - —- -- 2 M2 Yes 3 M3 Yes ' 4 M4 Yes 5M - -.._ - 5 - - Yes 6 M6 Yes 8- -- __ B - - r------ --+. --- eS-- MYes 9 M9 Yes Hot Rolled Steel Design Parameters , Label_-- Shape Len t._. Lb-outft —Lb-in[ft]_ _Lcom�t_op[ft] Lcom�bot[ft]—K-o_ut K-in Cm_. Cb Out sway _ In_sway____ M1 2X3X15... 12.5 6.5 2 -3 i_ M2 2X3X15---1.031 0 . M3 2X3X15... 9.277 0 4 M4 2X3X15... 9.277 0 -- 5 M5- -2X3X15... 1.031_ 0 6 M6 2X3X15... 12.5 6.5 7 M7 2X2X15... 9 g Mg 2X2X15... 9 9 M9. .__ 2X2X15... 2.25 -- Member Distributed Loads (BLC 1 : Dead Load) , Member Label Direction Start Mag nitude k/ftdeal End Ma nitude k/...Start Location ft% End Location ft 1 M2 Y -.01 -.01 0 0 22 !r M3 Y -.01 -.01 0 0 3 M4 Y -.01 -.01 0 - 0 4 M5 Y -.01 -.01 0 0 Member Distributed Loads (BLC 2 : Roof Live Load) Member Label —_ Direction _ __._Start Magnitude[k/ftde End_Magnitudefk/...Start Location ft% End Locationft%]_ 1 M2 Y -.1 -.1 0 0 2 M3 Y -.1 -.1 0 0 3 M4 Y -.1 -.1 0 0 - -- - 4 M5 Y -.1 -.1 0 0 Member Distributed Loads (BLC 3 : Wind Load) , 1 - 11_-- 11 Member Label Direction Start Ma nitude k/ de Start Location ft% End Location ft% M2 End Ma nitude k/... 0 __— 0 RISA-2D Version 6.5 [Z:\...\...\...\...\Coast Pavement Services\Coast Sweeping Services.r2d] Page 2 Company Dec 31, 2015 Designer 11:43 AM Job Number : Checked By: Member Distributed Loads (BLC 3 : Wind Load) (Continued) Member Label Direction Start Magniludelk/ft,deql End Ma nitude k/...Start Location[ft.%l End Location ft 2 - M3 Y -- i �- -- - 11__ - 0 - 0 - - _ 3 M4- -- y _ 079 ___ _ .079_ 0-_- - 0_ 4 M5 y .079 .079 0 0 5 _ M1 X _ _ _ .061 .061 6.5 12.5 6 M6 X .074 .074 6.5 12.5 Member Distributed Loads BLC 4 : Snow Load Member Label Direction Start Ma nitude k/ft deal End Ma nitude k/...Start Location ft% End Location ft 1 M2 Y -.125 -.125 0 0 2 M3 Y -.125 -.125 0 0 3 M4 Y -.125 -.125 0 0 4 M5 Y -.125 -.125 0 0 Joint Loads and Enforced Displacements _-_Joint_Label - _LD M - _ __ -- Direction _ Magnitud_e[k k-ft in,rad k's^2/ft] � No Data to Print ... _ � c Load Cases BLC Description _ _ _ __Category -_ X Gravity_ _Y Gravity _ Joint-_ __ Point Distributed v�t S/ - - 1 1 Dead Load DL -1 4 2 Roof Live Load RLL 4 3 -- Wind Load - - WL --- - -- - -- 6- 4 Snow Load SL r 4 5 Earthquake EL Load Combinations 1 Desc(ipbon Solve BC 16-1 Yes P Ylta SRSS BD-L Factor BLC Factor BLC Factor- BLC_Factor,BLC Factor BLC Factor BLC Factor BLC Factor 2 IBC 16-2(a) Yes Y DL 1.2 LL 1.6 RLL 3 IBC 16-2(b) Yes Y DL 1.2 LL 1.6 SL .5 4 IBC 16-2(c) Yes Y DLI 1.2 LL 1.6 RL .5 - ' 5 IBC 16-3(a) Yes Y - DL 1.2 RLL 1.6- LL .5 - -- 6 IBC 16-3(b) Yes Y DLI 1.2 RLL 1.6 WL .5 7 IBC 16-3(c) Yes Y DL' 1.2 SL 1.6 LL .5 8 IBC 16-3(d) Yes Y DL' 1.2 SL 1.6 WL'. .5 9 IBC 16-3(e) Yes Y DL 1.2 RL 1.6 LL .5 10 IBC 16-3(f) Yes Y DL: RL 1.6 WL .5 11 IBC 16-4(a) Yes Y DL_'_1.2 WL 1 LL .5 RLL .5 13 IBC 16-4(c) Yes � Y- DL l 1.2 - _- -- - - - - - --- 5 SL 5 12 IBC 16-4(b) Yes Y DL 1 2 WL 1 LL 14, C 16-5 Yes T Y DL 1 2 WL 1 LL .5 RL -2 __-_- EL 1 LL .5 SL 2 15 IBC 16-6 Yes Y DL .9 WL 1 16 IBC 16-7 Yes Y DL! .9 EL 1 _ ' 17 Dead_ -Yes --Y -- DL 18 Live Yes Y RLL; - 19 ---Wind Yes Y-- WL.I, - - 20 Snow Yes T Y SL -- --- - - - -T - Envelope Joint Reactions Joint X fkl Ic Y[kl Ic Moment k-ft Ic L - --N1 -- -- max__ .165 - 7�--- 2.273- 7-- 2.347- 15----' RISA-2D Version 6.5 [Z:\...\...\...\...\Coast Pavement Services\Coast Sweeping Services.r2d] Page 3 i Company Dec 31, 2015 Designer 11:43 AM Job Number : Checked By: Envelope Joint Reactions (Continued) , Joint X Ik1 Ic Y IRI Ic Moment fk-ft] Ic - 2 - - min 421 _15 956- - -- -- - 3 N7 __ _ _max 0 _ 17 _- 2.273 7 2.248 12 min -.361 12 .614 115 0 17 5--- Totals: --- _max -- 0 7 - 4.547 -7-- 6 min -.732 12 -1.57 15 Envelope Joint Displacements Joint X rinI Ic Y rinl Ic Rotation rad Ic 1 -- --N1 --,_max 0 -- 15 - - 0 -- - 15 - -- 0 -- 7 2 min 0 7 0 7� 0 15 3 N2 max 4.094 12 .007 15 0 17 4 min -.11 7 -.017 7 -2.646e-2 8 5 N3 max 4.119 12 .012 15 2.702e-3 15 6 - - --min--------------035 7 - - 7.328 8 _ 2.435e-2 _7 7 - N4 r_max -_4.09 -12- - - 202_ 15--- -- 2212e-3- . . 12-_ _ 8 ' min 0 ': 7 584 7 0 7 7_ 9 N5 max 4._117 12_ 21 _ 15 - _ 2.435e-2_-_- 7 10 min 0 17 -.316 7 1.46e-2 15 11 N6 max 4.086 12 .005 15 2.265e-2 7 12 1 ! min 0 17 -.017 7 -1.883e-2 15 13 - -_N7 - - max __ -0 --- 12 -- 0 - 15 - - --- 0 - - 17 14 min 0 17 0 7 0 12 15--- -N8 - .-Max 4,119 - 12-- -- .203--__ 15-- _._._ 2.011e-3 12 16 min 0 7 -.584 7 0 7 , Envelope AISC LRFD Steel Code Checks -Member _ Shape-_ -Code Checkft__- _ Loc _- Ic Shear Ch..LOCI__Ic hi*Pnc._,phi*Pnt_rphi*Mn fk...... k2LRFD E 1 M1 2X3X15GA .710 _ 0 15 .026 0 15 8.505 40.907 3.36 2.247 HSS 7.1-2 2 M2 2x3x15GA' .452 0 15 .142 0 ' 7 38.199140.9071 3.36 1.332 HSS 7.1-2 3 _M3-_-2x3x15GA .914 _ 9.277^ 7-- .080 _ .277 7_ .15.422 40.907 _ 3.36 1.892 HSS 7.1-1 ' 4 M4 2X3X15 A .914 1 0 7____080 0 7 15.422140.9071 3.36 1.892 HSS 7.1-1 5 M5 2XW 5GA' .532 1.0311 8 .142 11.031 7 38.199'40.907'' 3.36 1.693 HSS 7.1-2 6 M6 2X3x15GA .738 0 8 .024 0 12 8.505 40.907 3.36 2.033 HSS 7.1-1 7 -M7 2X2X15GA 489 9 15 .011 0 8 6.6.301 32.483 3.483 1.905 2.109 HSS 7.1-2 ' _ -__.- .406 0 7_-- ____011 _ 8 M8 2X2X15GA' 1.905 2.209 HSS 7.1-1 - g - Mg 2x2X15GA .099 _- 0 12. --.016_ 0- 12 27.436'32.483' 1.905- 2.259 HSS 7.1-2 RISA-2D Version 6.5 [Z:\...\...\...\...\Coast Pavement Services\Coast Sweeping Services.r2d] Page 4 CompanyProject: Date: 12/31/2015 Version: 2.2.5543.30490 Project number: Page: 2/6 GEOMETRY: I � 500 0 I Q & Y a F� s LOAD ACTIONS: [Ibl.[ft-Ib] Z Design loads/actions N, 500 Ib N„ Y VuX 211 Ib V 0 Ib M z uy V y MUX 0 ft-Ib M uy 1174 ft-Ib MU y M uz 0 1 ft-Ib X V. Mux Eccentric profile -- - lex = 0.00 inch;e, = 0.00 inch Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. www.powers.com-Powers Fasteners(see website for regional contact information). Company name: • , Project: Date: 12/31/2015 Version: 2.2.5543.30490 Project number: Page: 3/6 SUMMARY: ' Selected anchor: Power-Stud+SDI 3/8"0;hnom 2-3/8"(60mm),Grade 2 bet -I { Effective embedment depth: hef= 2.000 inch �' ✓ .__I dnn Approval: ESR-2818 _r____ Issued: 1/1/2014 Basic principles of Design: Design method: ACI 318-11 (Appendix D) Concrete: Normal weight concrete uncracked concrete f'c =2500 psi Load combination: IBC 2012/ASCE 7 Factored loads Anchor Parameters: cmin = 2.25 inch smin = 3.75 inch hmin = 3.75 inch cac= 6.50 inch scr = 6.00 inch Anchor Ductility: Yes Reinforcement: no reinforcement to limit splitting cracks available Tension: Condition B Shear: Condition B Stand-off: not existent Seismic Loads: No Resulting anchor forces/load distribution:: Anchor No. Tension load Shear load #1 1806 Ib 106 Ib �. #2 1806 Ib 106 Ib Maximum 1806 lb 106 lb ' X 01 02 Max.concrete compression strain: 0.27 9'W Max.concrete compression stress: 1180 psi Resulting tension force: 3612 Ib Resulting compression force: 3112 Ib Calculations: Design proof: Demand Capacity Status Tension load 3612 Ib 3677 Ib 0.98!5 1.0 Shear load 106 Ib 1944 Ib 0.05:5 1.0 OK Interaction - - 0.86!5 1.0 Anchor plate: Material: fyk = 36000 psi Length x width: 5.00 inch x 6.00 inch Actual plate thickness: 0.105 inch Calculated plate thickness: - inch not calculated Profile: none selected Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. , www.powers.com-Powers Fasteners(see website for regional contact information). Company name: Project: Date: 12/31/2015 Version: 2.2.5543.30490 Project number: Page: 4/6 DESIGN PROOF TENSION LOADING: Reference Steel strength: Nsa =5455 Ib D.5.1 0 * Nsa = 0 * Nsa D.5.1.2 =0.75*5455 Ib=4091 Ib Nua =1806 Ib Design proof: Nua/((D* Nsa) = 1806 Ib!4091 Ib= 0.44:5 1.00 Concrete Breakout Strength: hef =2.000 inch kc =24.0 Nb = kc* f'cO.5* Aa* hef1.5 D.5.2.2 = 24.0* 50.00* 1.00* 2.828= 3394 Ib ANcO =36.00 inch' ANc =60.00 inch' Wec,N,x =1.000 D.5.2.4 Wec,N,y =1.000 D.5.2.4 Wed,N =1.000 D.5.2.5 Wc,N =1.00 D.5.2.6 cac =6.50 inch ca,min =7.00 inch Wcp,N =1.000 D.5.2.7 ' 4) * Ncbg = 0 * (ANc/ANcO) * Wec,N,x * Wec,N,y * Wed,N * Wc,N * LPcp,N * Nb D.5.2.1 =0.65*(60.00/36.00)*1.000*1.000*1.000*1.00*1.000*3394 Ib =3677 Ib Nua =3612 Ib Design proof: Nua/(0* Ncbg) = 3612 Ib/3677 Ib= 0.98<_ 1.00 Pullout/Bond strength: Np,uncr =2865 Ib D.5.3.2 4) * Npn = m * (f'c/2500)"n * Np,uncr = 0.65* (2500/2500)"0.50 * 2865= 1862 Ib Nua =1806 Ib Design proof: Nua/(0* Npn) = 1806 Ib/ 1862 Ib= 0.97<_ 1.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. www.powers.com-Powers Fasteners(see website for regional contact information). �I Company name: • , .� Project: Date: 12/31/2015 Version: 2.2.5543.30490 Project number: Page: 5/6 DESIGN PROOF SHEAR LOADING: Reference Steel strength(without lever arm): Vsa =2990 Ib D.6.1 , 4) * Vsa = 0 * Vsa D.6.1.2 =0.65*2990 Ib= 1944 Ib Vua = 106 Ib Design proof: Vua/(4)* Vsa) = 106 Ib/ 1944 Ib= 0.05 s 1.00 Concrete breakout strength,direction y-: 1 le =2.00 inch da =0.38 inch Cal =8.00 inch Vb = Aa* 7 * (le/d0)0.2* da0.5* f'c0.5* Cal 1.5 D.6.2.2 = 1.00* 7 * 1.398* 0.612* 50.000* 22.63= 6778 Ib Avco =288.00 inch Avc =228.00 inch Wec,V = 1.000 D.6.2.5 Wed,V =0.875 D.6.2.6 WaN =2.000 D.6.2.1c tVc,v = 1.400 D.6.2.7 Wh V =1.000 D.628 (1) * Vcb = 0 * (Avc/Avco) * 4fec,V * 4fed,V* 4fa,v * Wc,V * 4fh,v * Vb D.6.2.1 =0.70*(228.00/288.00)*1.000*0.875*2.000*1.400*1.000*6778 Ib =9203 Ib Vua =106 Ib Design proof: Vua/((P* Vcbg) = 106 Ib/9203 Ib= 0.01 s 1.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. , www.powers.com-Powers Fasteners(see website for regional contact information). P Company name: Project: Date: 12/31/2015 Version: 2.2.5543.30490 Project number: Page: 6/6 Pryout strength: hef =2.000 inch kc =24.0 Nb = kc * f'co.5* Aa* hef1.5 D.5.2.2 = 24.0* 2500 0.5* 1.00* 2.000 1.5= 3394 Ib ANc =60.00 inch' ANcO =36.00 inch Wec,N,x =1.000 D.5.2.4 Wec,N,y =1.000 D.5.2.4 ca,min =7.00 inch Wed,N = 1.000 D.5.2.5 Wcp,N =1.000 D.5.2.7 We N =1.000 D.5.2.6 kcp =1.0 D.6.3.1 0 * Vcpg = m * (ANc/ANcO) * Wec,N,x * Wec,N,y * Wed,N* Wcp,N * Wc,N * Nb* kcp =0.70*(60.00/36.00)*1.000*1.000*1.000*1.000*1.000*3394 Ib*1.0 =3960 Ib Vea =211 Ib Design proof: V„a/(0* Vcp) = 211 Ib/3960 Ib= 0.05 s 1.00 COMBINATION TENSION/SHEAR LOAD: Reference Interaction: Design proof: = N„/(0* Ne) + V„/((P* V„) / 1.2 D.7.3 =(0.98+0.05)/1.2=0.86<_1.0 Fastening ok! WARNINGS/REMARKS: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. www.powers.com-Powers Fasteners(see website for regional contact information). --- — -- - General Footing File=Z\Steven Sherant\Projects\2015115229-AbsStlltyocalabssteelcalcs.ec6 g ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.15.12.9 r.rr. KOEHLER ENGINEERS Description: Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f :Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00010 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.0 ft Length parallel to Z-Z Axis = 5.0 ft 3" ZI Footing Thicknes = 16.0 in , Pedestal dimensions... i I ( X px:parallel to X-X Axis = 3.0 in ,I pz:parallel to Z-Z Axis 60.0 in I Height 1.0 in `� ; m Rebar Centerline to Edge of Concrete... N at Bottom of footing = 3.0 in N� 6"�On 11 ReinforcingZ- Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 I I Bars parallel to Z-Z Axis Number of Bars = 2.0 -- Reinforcing Bar Sizf = # 4 2-#48ars k µ{. -saaaes fi Bandwidth Distribution Check (ACI 15.4.4.2) s"°^�°°Direction Requiring Requiring Closer Separation 1g X-X Axis G #Bars required within zone 33.3% #Bars required on each side of zone 66.7% xC5e111vokm9# � ' Applied Loads D Lr L S W E H P:Column Load = 0.1760 1.031 1.288 -0.340 k ' OB:Overburden = ksf M-xx = k-ft M-zz = 0.0 k-ft V-x = 0.2350 k--- , V-z = k General Footi n File=Z1Steven SherantlProjects\2015115229-Abs SU\typical abs steel calcs.ec6 g ENERCALC,INC.19832015,Build:6.15.12.9,Ver:6.15.12.9 KW-06004221 • Description: Footing DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4859 Soil Bearing 0.7288 ksf 1.50 ksf +0.60D+0.60W+0.60H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.136 Overturning-Z-Z 0.3018 k-ft 0.3428 k-ft +0.60D+0.60W+0.60H PASS 1.025 Sliding-X-X 0.1410 k 0.1445 k +0.60D+0.60W+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 3.361 Uplift -0.2040 k 0.6856 k +0.60D+0.60W+0.60H PASS 0.008625 Z Flexure(+X) 0.04007 k-ft 4.646 k-ft +1.20D+1.60S+0.50W+1.60H PASS 0.006873 Z Flexure(-X) 0.03193 k-ft 4.646 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.0 X Flexure(+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure(-Z) 0.0 k-ft 0.0 k-ft No Moment PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-X) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 0.0 psi 75.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.2285 0.2285 n/a n/a 0.152 X-X,+D+L+H 1.50 n/a 0.0 0.2285 0.2285 n/a n/a 0.152 X-X,+D+Lr+H 1.50 n/a 0.0 0.4347 0.4347 n/a n/a 0.290 X-X,+D+S+H 1.50 n/a 0.0 0.4861 0.4861 n/a n/a 0.324 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.3832 0.3832 n/a n/a 0.256 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.4217 0.4217 n/a n/a 0.281 X-X,+D+0.60W+H 1.50 n/a 0.0 0.1877 0.1877 n/a n/a 0.125 X-X,+D+0.70E+H 1.50 n/a 0.0 0.2285 0.2285 n/a n/a 0.152 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.3526 0.3526 n/a n/a 0.235 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.3911 0.3911 n/a n/a 0.261 X-X,+D-4750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.4217 0.4217 n/a n/a 0.281 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.09632 0.09632 n/a n/a 0.064 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1371 0.1371 n/a n/a 0.091 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.2285 0.2285 0.152 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.2285 0.2285 0.152 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.4347 0.4347 0.290 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.4861 0.4861 0.324 Z-Z,+D+0,750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.3832 0.3832 0.256 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.4217 0.4217 0.281 Z-Z,+D+0.60W+H 1.50 2.554 n/a n/a n/a 0.0 0.4316 0.288 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2285 0.2285 0.152 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 1.020 n/a n/a n/a 0.1758 0.5294 0.353 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.9193 n/a n/a n/a 0.2144 0.5679 0.379 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.4217 0.4217 0.281 Z-Z,+0.60D+0.60W+0.60H 1.50 4.977 n/a n/a n/a 0.0 0.7288 0.486 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.1371 0.1371 0.091 Overturning Stability Rotation Axis& Load Combination.- Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft Infinity OK X-X+D+L+H None 0.0 k-ft Infinity OK X-X,+D+Lr+H None 0.0 k-ft Infinity OK X-X,+D+S+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X,+D+0.60W+H None 0.0 k-ft Infinity OK X-X,+D+0.70E+H None 0.0 k-ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK File=Z:\Steven Sherant\Projects\2015\15229-As S\typclbsteel calcs.ec6GeC@CaI Footing ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.15.12.9 r.0e. KOEHLER ENGINEERS Description: Footing Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinitv OK ' X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinitv OK X-X,+0.60D+0.70E+0.60H None 0.0 k-ft Infinitv OK Z-Z,+D+H None 0.0 k-ft Infinitv OK Z-Z,+D+L+H None 0.0 k-ft Infinitv OK Z-Z,+D+Lr+H None 0.0 k-ft Infinitv OK Z-Z,+D+S+H None 0.0 k-ft Infinitv OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft Infinitv OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinitv OK Z-Z,+D+0.60W+H 0.3018 k-ft 0.5713 k-ft 1.893 OK Z-Z,+D+0.70E+H None 0.0 k-ft Infinitv OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.2263 k-ft 0.9580 k-ft 4.233 OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.2263 k-ft 1.054 k-ft 4.659 OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+0.60W+0.60H 0.3018 k-ft 0.3428 k-ft 1.136 OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft Infinitv OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force - Resisting Force Sliding SafetyRatio Status X-X,+D+H 0.0 k 0.3428 k No Sliding OK X-X,+D+L+H 0.0 k 0.3428 k No Sliding OK X-X,+D+Lr+H 0.0 k 0.6521 k No Slidinq OK X-X,+D+S+H 0.0 k 0.7292 k No Slidinq OK X-X,+D+0.750Lr+0.750L+H 0.0 k 0.5748 k No Slidinq OK X-X,+D+0.750L+0.750S+H 0.0 k 0.6326 k No Slidinq OK X-X,+D+0.60W+H 0.1410 k 0.2816 k 1.997 OK X-X,+D+0.70E+H 0.0 k 0.3428 k No Slidinq OK X-X,+D+0.750Lr+0.750L+0.450W+H 0.1058 k 0.5289 k 5.001 OK X-X,+D+0.750L+0.750S+0.450W+H 0.1058 k 0.5867 k 5.548 OK X-X,+D+0.750L+0.750S+0.5250E+H 0.0 k 0.6326 k No Slidinq OK X-X,+0.60D+0.60W+0.60H 0.1410 k 0.1445 k 1.025 OK X-X,+0.60D+0.70E+0.60H 0.0 k 0.2057 k No Sliding OK ' Z-Z,+D+H 0.0 k 0.3428 k No Slidinq OK Z-Z,+D+L+H 0.0 k 0.3428 k No Slidinq OK Z-Z,+D+Lr+H 0.0 k 0.6521 k No Slidinq OK Z-Z,+D+S+H 0.0 k 0.7292 k No Slidinq OK Z-Z,+D+0.750Lr+0.750L+H 0.0 k 0.5748 k No Slidinq OK Z-Z,+D+0.750L+0.750S+H 0.0 k 0.6326 k No Slidinq OK Z-Z,+D+0.750L+0.750S+0.450W+H 0.0 k 0.5867 k No Slidinq OK Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 0.6326 k No Slidinq OK Z-Z,+0.60D+0.60W+0.60H 0.0 k 0.1445 k No Slidinq OK Z-Z,+0.60D+0.70E+0.60H 0.0 k 0.2057 k No Slidinq OK Z-Z,+D+0.60W+H 0.0 k 0.2816 k No Slidinq OK Z-Z,+D+0.70E+H 0.0 k 0.3428 k No Slidinq OK Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 0.5289 k No Slidinq OK Footing Flexure , Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi"Mn Status k-ft Side? Bot or Top? in"2 in"2 in^2 k-ft X-X,+1.40D+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.40D+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK --- --- i General Footing File=Z:1Steven SherantlProjects12015115229-Abs Stlltypical abs steel calcs.ec6 g ENERCALC,INC.1983-2015,Build:615.12.9,Ver.6.15.12.9 0.00. KOEHLER ENGINEERS ' Description: Footing Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in12 in12 in"2 k-ft X-X,+1.20D+1.60S+0 50W+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+0.90D+W+0.90H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+0.90D+W+0.90H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+0.90D+E+0.90H 0.0 +Z Top 0.0192 Min Temp% 0.40 22.553 OK X-X,+0.90D+E+0.90H 0.0 -Z Top 0.0192 Min Temp% 0.40 22.553 OK Z-Z,+1.40D+1.60H 0.003463 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.40D+1.60H 0.003463 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+O.50Lr+1.60L+1.60H 0.01021 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.01021 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.01202 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.01202 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.02616 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.02616 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.01324 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.03429 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.03193 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.03193 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.01902 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.04007 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.01461 -X Top 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+O.50Lr+0.50L+W+1.60H 0.02715 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.01335 -X Top 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.02859 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.01564 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.01564 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+0.90D+W+0.90H 0.01223 -X Top 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+0.90D+W+0.90H 0.0370 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+0.90D+E+0.90H 0.002226 -X Bottom 0.0192 Min Temp% 0.080 4.646 OK Z-Z,+0.90D+E+0.90H 0.002226 +X Bottom 0.0192 Min Temp% 0.080 4.646 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+1.60S+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK ' +1.20D+0.50L+0.50S+W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+0.70S+E+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D+W+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu I Phi'Vn Status +1.40D+1.60H 0 psi 82.5psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 82.5osi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 82.5osi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 82.5osi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 82.5psi 0 OK +1.20D+0.50L+1.60S+1.60H 0 psi 82.5osi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 82.5psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 82.5 psi 0 OK +1.20D+0.50L+0.50S+W+1.60H 0 psi 82.5psi 0 OK +1.20D+0.50L+0.70S+E+1.60H 0 psi 82.5psi 0 OK General Footing File=ZlStevenSherantlProjecis12015115229-AbsStlltypical abs steel calcs.ec6 ' g ENERCALC INC 19632015,Build 615.12.9,Ver:6.15.12.9 0.rr• KOEHLER ENGINEERS Description: Footing Punching Shear All units k Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +0.90D+W+0.90H 0 psi 82.5 psi 0 OK +0.90D+E+0.90H 0 psi 82.5 psi 0 OK ' i 1 1 1