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HomeMy WebLinkAbout000-000-013REVISED STRUCTURAL CALCULATIONS FOR VP BUILDING for the SUNWEST.MILLING BUILDING EXPANSION 4 Biggs, CA NMR Job No. 10-5364. 4ROFESSrO A GOBS N A' 3 Cn EXP.3-3 - S ti y OF CALIQ June 1; 2012 BUTTE COUNTY JUN -0 4 2012 DEVELOPMENT SERVICES NICHOLS, MELBURG & ROSSETTO nay, 555 Main St. Shite 300 PERMIT i BUTTE COUNTY DEVELOPMENT SERVICE Chico,'CA 95928 REVIEWED FOR (530) 891-1710 E COMPL.IANC DATE BY INDEX .TO CALCULATIONS Tolt-un D i n RISA Model for Multi Span Wall 1 - 7 Typical 12'-0" Opng O.O.P.' w/ Canopy Panel 14 8-10 Typical Panel 14 10-12 Typical Panel with. 4' Canopy 13 - 14 Wall and Canopy Anchorage 15 - 19 Foundation Design Spread Footing and Thrust Design 20-59 Spread Footing Maximum Capacities 60-65 Anchor Bolt Design Load Summary 66-67 Anchor Design 68-76 Nichols, Melburg & Rossetto Structural Engineers I� Results for LC 1. 1.21D + 1.61.r + E Sunwest Milling Expansion LVF 10-5364 33 ft Wall with Canopy SK -1 June 1, 2012 at 3:00 PM 10-5364 33 ft Wall w Canopy.r3d Company Sunwest Milling Expansion June 1, 2012 Designer LVF 3:01 PM Job Number 10-5364 33 ft Wall with Canopy Checked By: Joint Coordinates and Temperatures Label X Ifti Y rfti Z rftl Tem r D t h F D' 1 N1 0 0 0 1 0 rom 2 N2 0 20 0 0 3 N3 0 30 0 1 0 4 N4 0 33 0 1 0 Joint Boundary Conditions Basic Load Cases Member Distributed Loads (BLC 3: E) Member Label Direction Start Ma nitude Ib/ft de End Ma nitude Ib/ftde Start Location f...End Location ft... 1 I M1 I Z 1 74.4 1 74.4 1 0 1 0 Member Point Loads (BLC 1 : D) Member Label Direction Ma nitude Ib Ib ft Location ft 1 M1 Mz 2770 13.5 Member Point Loads (BLC 2: Lr) Member Label Direction Ma nitude Ib Ib -ft Location ft °° FT -F- M1 I Mz 1 5540 13.5 Member Point Loads (BLC 3: E) Member Label Direction Ma nitude Ib Ib -ft Location ft 1 M1 Mz 272 13.5 Load Combinations 1.2D + 1.61-r + E D + Lr + 0.7E Member Section Forces LC Member Label Sec Axialrlhl v Shaarnhl 7 ghaarrlhl Tnrni iarlh ffl v_v RA --f nn.....e...m. 441 1 1 M1 1 0 -60.465 0 0 0 0 2 2 0 68.756 0 0 0 -7.509 3 3 0 197.977 0 0 0 -239.249 4 4 0 327.198 0 0 0 -695.22 5 5 0 456.419 0 0 0 -1375.42 6 6 1 0 1 585.64 1 0 1 0 1 0 -2280.676 7 7 1 0 1 714.861 1 0 1 0 1 0 1 -3410.162 RISA -31D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall w Canopy.r3d] Page 1 Z Company Sunwest Milling Expansion June 1, 2012 Designer LVF 3:01 PM Job Number 10-5364 33 ft wall with Canopy Checked By: Member Section Forces (Continued) 8 ___ 8 ....._. ._ 0 ... .,,,..,, 844.082 „ 0 .,..... w-iV-V 0 rvwl ncrn... 0 4-4 IVIUIIICIIIIU-IL -4763.879 9 9 0 973.303 0 0 0 6118.174 10 10 0 1102.525 0 0 0 4315.172 11 11 0 1231.746 0 0 0 2287.94 12 12 0 1 1360.967 0 0 0 1 36.477 13 13 0 -396.937 0 0 0 1 -850.058 14 14 0 -267.716 0 0 0 -272.962 15 15 0 -138.495 0 0 0 79.904 16 16 0 -9.274 0 0 0 208.128 17 17 0 119.947 0 0 0 112.12 18 18 0 249.168 0 0 0 -208.529 19 19 0 -129.221 0 0 0 -112.218 20 20 0 0 0 0 0 0 21 2 M1 1 0 -52.052 0 0 0 0 22 2 0 38.402 0 0 0 11.638 23 3 0 128.857 0 0 0 1 -133.686 24 4 0 219.312 0 0 0 -435.971 25 5 1 0 309.767 0 0 0 -895.217 26 6 0 400.221 0 0 0 -1512.002 27 7 0 490.676 0 0 0 -2285.748 28 8 0 581.131 0 0 0 -3216.455 29 9 0 671.585 0 0 0 4196.276 30 10 0 762.04 0 0 0 1 2951.069 31 11 0 852.495 0 0 0 1 1548.9 32 12 0 942.95 0 0 0 1 -10.229 33 13 0 -280.562 0 0 0 -619.822 34 14 0 -190.108 0 0 0 -211.155 35 15 0 -99.653 0 0 0 40.551 36 16 0 -9.198 0 0 0 135.008 37 17 0 81.257 0 0 0 72.503 38 18 0 171.711 0 0 0 -147.252 39 19 0 -90.455 0 0 0 �0�11 -78.553 40--1-26-1-0 0 1 0 0 0 Member Section Deflections RISA -31D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall w Canopy.r3d] Page 2 S v. oma■�oa� m� ®isoovm��rr�. m� m000v��� m. m�000■��� m� ma■s�s���� RISA -31D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall w Canopy.r3d] Page 2 S Company Sunwest Milling Expansion June 1, 2012 Designer LVF 3:01 PM Job Number : 10-5364 33 ft Wall with Canopy Checked By: Member Section Deflections (Continued) Joint Reactions I ;` In M 1 �hcl V riki v ri .i 1 1 N1 0 0 -60.465 0 OV 0y 2 1 N2 0 0 -1887.125 0 0 0 3 1 N3 0 0 -507.61 0 0 0 4 1 Totals: 0 0 ®�©■s�o��m�� 5 1 COG (ft): NC NamWMIMIM NC 6 2 N1 0 0 -52.052 0 0 0 7 2 N2 0 0 -1313.967 0 0 0 i 8 2 N3 0 0 -352.621 0 1 0 1 0 9 2 Totals: 0 0 -1718.64 N 10 2 COG (ft): NC NC NC ®� mMfll= mm ®� m000e�mi� Mm Joint Reactions I ;` In M 1 �hcl V riki v ri .i 1 1 N1 0 0 -60.465 0 OV 0y 2 1 N2 0 0 -1887.125 0 0 0 3 1 N3 0 0 -507.61 0 0 0 4 1 Totals: 0 0 -2455.2 5 1 COG (ft): NC NC NC 6 2 N1 0 0 -52.052 0 0 0 7 2 N2 0 0 -1313.967 0 0 0 i 8 2 N3 0 0 -352.621 0 1 0 1 0 9 2 Totals: 0 0 -1718.64 N 10 2 COG (ft): NC NC NC RISA -31D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall w Canopy.r3d] Page 3 Company Sunwest Milling Expansion June 1, 2012 Designer LVF 2:52 PM Job Number 10-5364 33 ft Wall Checked By: Joint Coordinates and Temperatures 1 �tiel v r4i 1 N1 0 0 `0` 1 Cn0IF-I ueiaun r-rom ula ... 2 N2 0 20 0 0 3 N3 0 30 0 0 4 N4 0 33 0 0 Joint Boundary Conditions Basic Load Cases BLC Descri tion Cate o X Gravily Y Gravity Z Gravily JointPoint Distributed Area Me... Surface P... 1' E None 1 1 Member Distributed Loads (BLC 1 : E) Member Label Direction Start M ag nitude Ib/ftdeal End Ma nitude Ib/ft de Start Location f...End Location ft... 1 M1 I Z 1 74.4 1 74.4 1 0 1 0 Member Point Loads (BLC I: E) Member Label Direction Ma nitude Ib Ib -ft Location ft 1 M1 Mz 1 272 13.5 Load Combinations Member Section Forces (By Combination) If, I �K.I C- A -;-in i 1 1 M1 1 0 -595.449 ............. 0 ' - .......--. I 0 I - X -IV ... -1... 0 1 -c ivwnicnt w -n 0 2 2 0 -466.228 0 0 0 921.674 3 3 0 -337.007 0 0 0 1619.117 4 4 0 -207.786 0 0 0 2092.329 5 5 0 -78.565 0 0 0 2341.311 6 6 0 50.656 0 0 0 2365.239 7 7 0 179.877 0 0 0 2164.936 8 1 8 0 309.098 0 0 1 0 1740.402 9 9 0 438.319 0 0 0 1363.638 10 10 0 567.54 0 0 0 489.819 11 11 0 696.761 0 0 0 -608.231 12 12 0 825.983 0 0 0 -1930.511 13 13 0 -545.769 0 .0 0 1 -2213.044 14 14 0 -416.548 0 0 0 -1377.45 15 1 1 15 0 -287.327 0 0 0 -766.087 16 0 -158.106 0 0 0 -379.366 t16 17 17 0 -28.885 0 0 0 -216.876 18 1 18 0 100.336 0 0 1 0 -279.029 RISA -3D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall.r3d] Page 7 J" Company Sunwest Milling Expansion June 1, 2012 Designer LVF 2:52 PM Job Number 10-5364 33 ft Wall Checked By: Member Section Forces (By Combination) (Continued) 19 19 0 -12299.221 0 1 „� �.,-PL 0 rvwnicrn•.. 0 z -z ivaoment iD-n -112.218 20 20 0 0 0 0 0 0 21 2 M1 1 0 -416.814 0 0 0 0 22 2 0 -326.36 0 0 0 645.171 23 3 0 -235.905 0 0 . 0 1133.382 24 4 0 -145.45 0 0 0 1464.63 25 5 0 -54.995 0 0 0 1638.918 26 6 0 35.459 0 0 0 1655.667 27 7 0 125.914 0 0 0 1515.455 28 8 0 216.369 0 0 0 1218.281 29 9 0 306.824 0 0 0 954.546 30 10 0 397.278 0 0 0 342.873 31 11 0 487.733 0 0 0 -425.761 32 12 0 578.188 0 1 0 0 -1351.357 33 13 0 -382.038 0 0 0 -1549.131 34 14 0 -291.584 0 0 0 -964.215 35 15 0 -201.129 0 0 0 -536.261 36 16 0 -110.674 0 0 0 -265.556 37 17 0 -20.22 0 0 0 -151.813 18 1 0 70.235 0 0 0 -195.32 P38 39 19 0 -90.455 0 0 0 -78.553 40 20 0 0 0 0 0 0 Member Section Deflections (By Combination) RISA -3D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall.r3d] Page 8 w wz, Ul . If, VMm m. mss • , • ������� ®� maw • , • oao��m m. maw • � o��■��■ m© oo��oao��m m. maw � • �a����m RISA -3D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall.r3d] Page 8 Company Sunwest Milling Expansion June 1, 2012 Designer LVF 2:52 PM Job Number 10-5364 33 ft Wall Checked By: Member Section Deflections (By Combination) (Continued) I (` nncmhnr I okel 0-- ., r..., Joint Reactions (By Combination) 1 1 ----------- N1 - 0 0 r- � -595.449 I.—ti 0 IVII IU -I LI 0 MI- IU -IL 0 2 1 N2 0 0 -1500.973 0 0 0 3 1 N3 0 0 -358.778 0 0 0 4 1 Totals: 0 0 -2455.2 5 1 COG (ft): NC NC NC 6 2 N1 0 0 -416.814 0 0 0 7 2 N2 0 0 -1050.681 0 0 0 8 � maw 0 � � . �sa��m�■�■I 0 0 0 Joint Reactions (By Combination) 1 1 ----------- N1 - 0 0 r- � -595.449 I.—ti 0 IVII IU -I LI 0 MI- IU -IL 0 2 1 N2 0 0 -1500.973 0 0 0 3 1 N3 0 0 -358.778 0 0 0 4 1 Totals: 0 0 -2455.2 5 1 COG (ft): NC NC NC 6 2 N1 0 0 -416.814 0 0 0 7 2 N2 0 0 -1050.681 0 0 0 8 2 1 N3 0 0 -251.145 0 0 0 9 2 1 Totals: 0 0 -1718.64 10 2 1 COG (ft): NC NC NC RISA -3D Version 9.1.1 [S:\...\...\08 CALCS-REPORTS\Expansion\10-5364 33 ft Wall.r3d] Page 9 JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO JOB NO _ DATE 'lintel := (h — hopng) • wopng = 114.0 • ft2 2 PD := 10 psf • 6 • ft 14.25 • ft = 855.01b PLr := 20 psf • 6 • ft 14.25 ft=.1710.01b PW := 8.9 • psf • 6 • ft 14.25 • ft = 760.91b Pwall := wconc.6 ' (bwall • 2 + Alintel l = 12916.51b P := PD + PLr = 2565.01b 1.2•(PD+Pwa1l)+ 1.6PLr+0. &P W t bwall THEREFORE DESIGN FOR SLENDER WALL < 0.06''fc 0.06 • fc Pu f := 1.2 PD + 0.2 • SDS I • PD + 1.6 • PLr + 0.8 PW = 4454.7 lb Puw := 1.2 Pwall + 0.2 • SDS • I • Pwall = 16768.21b Pu := Pum, + Pu f = 21222.91b FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd PAGE 1 OF 7 (IN GROUP) Out of Plane Wall Design: Design -Parameters: S =X0'4°91 Horizontal force factor DS ; w�-: + Weightof6l/4"concwall cone 6. Ich?0 Importance factor Esq#29000 fc 3b00� pRE f 60000 p Ek _ 57000^ ' f c1 psi c' -��• t Sa75 ,in psi . Lateral Loading: ceq := 0.314 weq := wconc.6 ' eeq = 24.8 psf wwl := 25.7 psf .wa := ma, x(0.7 weq) WWI) = 25.7 psf wu := max (weq,1.6 • wWl) = 41:1 psf Wall Design at 12'-0" Opening with Canopy: Panel 14 bwalli`�,7 tributary width of wall 'A' wopng' p e. T8�75 ••; n h t3 d 3 gk75 'lintel := (h — hopng) • wopng = 114.0 • ft2 2 PD := 10 psf • 6 • ft 14.25 • ft = 855.01b PLr := 20 psf • 6 • ft 14.25 ft=.1710.01b PW := 8.9 • psf • 6 • ft 14.25 • ft = 760.91b Pwall := wconc.6 ' (bwall • 2 + Alintel l = 12916.51b P := PD + PLr = 2565.01b 1.2•(PD+Pwa1l)+ 1.6PLr+0. &P W t bwall THEREFORE DESIGN FOR SLENDER WALL < 0.06''fc 0.06 • fc Pu f := 1.2 PD + 0.2 • SDS I • PD + 1.6 • PLr + 0.8 PW = 4454.7 lb Puw := 1.2 Pwall + 0.2 • SDS • I • Pwall = 16768.21b Pu := Pum, + Pu f = 21222.91b FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd PAGE 1 OF 7 (IN GROUP) JOB ENGINEER CALCULATION OF: Try 6 #5 Pu + As ' bwall ' fy a:==1.4•in 0.85 f • bwall 3 Ig bwall ' t = 570.3 • in 4 12 PAGE NO JOB NO _ DATE STRUCTURAL ENGINEERS a E c:=—=1.7•in n:= s S —9.3 0.85 EC 3 p Icr := h c + n 'bwall + u'h (d —c)21525.2 • in4 3(.As fy 2•d ) - bwall t 2 4sci 5'Mcr'h2Mcr:= 6 7.5•1.0• • psi = 6790.9 lb • ft S°r 48 • E • g - 0.7 • in I EC Guess variables in block 6u:= 0.1 • in Mu := 1 • ft • lb Given 5•Mu, h2 6u = 0.75 48 • EC ' Icr Mu=6118•lb•ft+Puf• e +Pu•6u 2 6u=0.81•in l �Mn := 0.90 • (As ' bwall ' fy + Pu) • Cd a ) 2 ,�Mn Mn = 0.9 - 34883.3 lb ft 5•Mn•h2 6n' := 48•E .I=1.4•in c cr For Ma >213 Mcr Guess variables in block 8s:= 0.1 • in Ma := 1 • ft lb Given 2 2 Ma 3 Mcr 2 6s = 3 ' 6cr + 2 16n — 3 ' 6cr) Mn-3'M(cr FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd 6u Mu:= Fin+u, Mu) Mu = 14767.2 lb • ft (�Mn = 31395.0 lb • ft PAGE 2 OF 7 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Ma=4196•lb•ft+P• a +(P+Pwall)'6s 2 Ma=9179.1lb•ft 6s_max '= 150 =2.6 -in USE 6- #5 EA. FACE Mu = 0.47 Ma = 1.35 (�Mn Mcr Check that p < Pmax= As ' bwall P:= = 0.0090 pmax'�- 0.08 - bwall ' t Typical Wall Design: Panel 14 wall 36 m tributary width of wall h 33 �._,_..._._ -, J Pwall wconc.6 ' bwall ' 2 = 3910.51b 1.2•Pwall PAGE NO JOB NO _ DATE 6s Ma:= Find(6s)Ma) 6s=0.64•in 6s -max = 2.6 • in Ss = 0.24 6s max P = 0.11 LESS THAN 1.0 Amax THEREFORE OK t bwall THEREFORE DESIGN FOR SLENDER WALL < 0.06"f'c = 0.13 0.06 • fc Puw := 1.2 ' Pwall + 0.2 SDS ' I ' Pwal1= 5076.6 lb Pu := Puw = 5076.61b 0 31 in 'i Try #5 8" o. c. Pu + As ' bwall ' fy a Es a:= =1.0 in c:=-=1.1 in ri:=-=9.3 0.85 f bwall 0.85 EC 3 bwall ' t 4 h - c3 Pu h 2 4 I9 = = 12 570.3 • in Icr :_ 3 + n (As 2•d ' bwall + - ' (d - c) = 396.9 in � 2 2 Mcr - bwall • t , 7.5 1.0 fc psi = 6790.9 lb • ft 6 := 5 Mcr h = 0.7 • in 6 psi °r 48. EC . 19 Guess variables in block FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd PAGE 3 OF 7 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: 6u:= 0.1 • in MU := 1 • ft • lb Given . S.Mu.h2 6u = 0.75 • 48 • Ec ' 1cr Mu=2365•lb•ft+Puf• e +PU•6U 2 6u=2.22•in (�Mn := 0.90 • (As ' bwall ' y + PU) • Cd -1 / 2 �Mn Mn := = 17692.2 lb • ft 0.9 5 • Mn h2 6n:=-2.8•in 48 • Ec ' 1cr For Me >213 Mcr Guess variables in block 6s:= 0.1 • in Ma := 1 • ft lb Given 2 2 . Ma -3 'Mcr 2 1 3 ss — 3 ' scr + 2 ' 6n— 3 ' scr l Mn — ' Mcr Ma=1656•lb•ft+P•e+(P+Pwall).6s 2 Ma = 6241.4 lb • ft 6s max := h = 2.6 • in 150 USE - #5 @12" o.c. Mu —0.66 Ma = 0.92 ,OMn Mcr Check that p < pmax- FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd PAGE NO JOB NO DATE bU MU:= Find(%' mU) Mu = 10519.5 lb •. ft �Mn = 15923.0 lb • ft Ss := Find(6" Ma) Ma Ss = 0.80 • in 6s max = 2.6 in Ss - 0.30 6s max PAGE 4 OF 7 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO JOB NO DATE As ' bwall P:= = 0.0067 Pmax := 0.08 P = 0.08 LESS THAN 1.0 bwall ' t Pmax THEREFORE OK FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd PAGE 5 OF 7 (IN GROUP) k Z— JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Typical Wall Design: 20' Wall with 4' Canopy b 36 tributary width of wall wall _ � � e 2" ftp+ 2 8,75 ^ ui l i,= 20 eft d 2 875 wu bwall ' wu = 123.4 • plf wa = bwall wa = 77.1 plf PD := 10 • psf • 4 ft • 15 • ft = 600.01b PLr:= 20 • psf • 4 • ft • 15 • ft = 1200.0 lb PW := 8.9 • psf • 4 • ft • 15.. ft = 534.01b Pwall wconc.6 ' bwall ' 2 = 2370.0 lb P:= PD + PLr + PW = 2334.0 lb 1.2•(PD+Pwall)+1.6PLr+0.&PW t bwall 0.06 • fc PAGE NO JOB NO _ DATE = 0.16 THEREFORE DESIGN FOR SLENDER WALL < 0.06"fc Puf := 1.2 PD + 0.2 • SDS • I PD + 1.6 • PLr + 0.8 • PW = 3126.1 lb Puw := 1.2 Pwall + 0.2 • SDS ' 1 • Pwall = 3076.7 lb Pu := Puw + Puf = 6202.9 lb 031 inti Try#5at8"o.c. 8'n Pu + As • bwall ' fa Es a:= =1.0 in c:=-=1.2•in n =-=9.3 0.85 • fc • bwall 0.85 EC 3 bwall ' t 4 h • c3 Pu h I9 12 - 570.3 • in Icr :_ 3 + n '(As ' bwall + - ' 2 • d (d - c)2 = 279.8 • in4 f}, 2 2 Mcr .- bwall ' t • 7.5.1.0 • f c •psi = 6790.91b • ft S := 5 Mcr h = 0.3 • in 6 psi cr 48 • EC . I g Guess variables in block 6u:= 0.1 • in Mu := 1 • ft • lb Given 5•Mu•h2 Su = 0.75 48 • Ec • 1cr FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd PAGE 6 OF 7 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO JOB NO DATE z e 6u Mu = wu8 h + Puf • 2 + Pu • 6u M := Find(8u,MU) U) 6u = 1.13 • in Mu = 10250.9 lb • ft r l �Mn := 0.90 • (As ' bwall ' -Y + Pu) ' I d – a) Wn = 16083.6 lb ft 2 qMn Mn := = 17870.7 lb ft 0.9 5 Mn h2 6n := = 1.5 • in 48 • Ec ' lcr For Ma >213 Mcr ' Guess variables in block Ss := 0.1 • in Ma := 1 ft lb Given 2 Ma M Mcr 2 3 ( 2 ss _ 3 ' scr + I sn – ' Scr) 2 3 Mn – -'Mcr \\ wa h2 a Ma = + P 2 + (P + Pwall) ' ss bs := Find(bs,Ma) 8 • M a Ma = 6619.6 lb • ft 6s = 0.39 in 6s–max = 1.6 • in 6s max = 1.6 • in 150 t E #5 —8- Mu Ma Ss = 0.64 = 0.97 q)Mn Mcr = 0.24 6s–max Check that As ' bwall P = P = 0.0067 Pmax := 0.08 = 0.08 LESS THAN 1.0 bwall ' t Pmax THEREFORE OK FILE: 10-5364 OOP Slender Wall Design Revised Panels.xmcd PAGE 7 OF 7 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: 19 Out -of -Plane Concrete Wall Anchorage: Design Parameters: SDS 0 4911 Lateral Loading: Horizontal force factor Importance factor ceq = 2.0833 • 0.314 weq wconc.6 ' ceq = 51.68 • psf wcoric 6xp WWI := 25.7 • psf PAGE NO JOB NO DATE Weight of 61/4"conc wall wu := max(weq,1.6 • WWI) = 51.68 • psf ,S 4.' ff anchor spacing h 2 eightofroof CIO N Vv h n i wwall wu 2 = 517 plf 1 1� Wd 2 f '7 \ 10 • psf (6 ft) • 14.25 • ft 3 ' l Tu. 1'wall • s + 2 + ce • 10 • psf 6 • ft • 14.25 • ft . 13 ft = 25591b p 20. ft q 20. ft SEE FOLLOWING PAGE FOR ANCHOR BOLT CAPACITY Canopy Wall Anchorage: Design Parameters: wD := 10 • psf • 14.25 • ft = 142.50 • plf wLr 20 • psf • 14.25 • ft = 285.00 • plf wW := 8.9 • psf • 14.25 • ft = 126.82 • plf wu:= 1.2•wD+1.6.wLr+0.8•wW=728.46•plf yu . (6 • ft)2 2 Vu.brace_pl = 2860.881b 4.5833 • ft N 4.5833 ft V 4370.761bCOMPRESSION u.brace�l 3 - ft u.brace�l = Vu.conn—pi wu ' 6 • ft — Vu.brace_pl = 1509.881b Nu.conn—pi Nu.brace_pl = 4370.761b TENSION SEE ATTACHED CALCULATION FOR CONCRETE ANCHORAGE CAPACITY FILE:10-5364 Conc Wall Anchorage Alternate.xmcd PAGE 1 OF 2 (IN GROUP) ,J JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: 0.90• 4.5•in• Nu.brace_pl•4 IPI := 2 _ 16•in•36•ksi 1/4" z, 12" x 1'-4" EMBED PLATE FILE:10-5364 Conc Wall Anchorage Alternate.xmcd = 0.248 • in 1 '4:, PAGE NO JOB NO _ DATE PAGE 2 OF 2 (IN GROUP) Sun West Milling ExpansioiCAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 L VF (per ACI 318-08 Appendix D) 6/1/2012 Ultimate Bolt Forces: Wall Support Embed Bolt j x, 01 X2 Layout: Nua = 2559 lbs Vua = 0 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete [j- Grout Pad [vi Seismic Loading b = 48 in nt = 0 Xi = 60 in fya = 50 ksi het = 3.625 in X2= 8 in fu = 65 ksi he = 6.25 in Y, = 18 in f c = 3000 psi n = 2 bolts �J Common Plate Y2 = 24 in do = 0.5 in r = 1 row(s) si = 8 in dhead = 1.000 in Ductile Attachment s2 = 0 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.7 ASe = 0.196 in` feta = 65 ksi �Nsb = N/A lbs �Nsa = 19144 lbs Vsa = 9955 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.7 �v = 0.7 �v = 0.7 ANco = 118.3 in` Avco = 1152.0 in Vcp = 18210 lbs ANc = 205.2 in` Avc = 262.5 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e = 0.0 in e'v = 0.0 in ccritical = 3 in Wec,N = 1.000 Yec,v = 1.000 Wed,N = 1.00 Wed,v = . 0.93 Minimum Spacing: Wc,N = 1.00 Wc,v = 1.00 s = 3 in Wcp,N = 1.00 Wh,v = 1.96 Nb = 7497 lbs le = 4 �Ncb = 9105 lbs Vb = 25786 lbs Wcb = 7455 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,p = 1.0 Abrg = 0.589 in` S = 0.75 NP = 14137 lbs �Npn = 19792 lbs Interaction of Tensile and Shear Forces: . Controlled by Non -Ductile Failure - 0.4 factor applied per D.3.3.6 Nu° V. S�Nn = 2731 Nea/S�Nn= 0.94 + = 0.94 <= 1.2 SoNn . S�Vn Wn = 9955 VuA Vn= 0.00 Nichols, Melburg & Rossetto 7- Structural Engineers Sun West Milling ExpansiotCAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 LVF (per ACI 318-08 Appendix D) 6/1/2012 Ultimate Bolt Forces: High Canopy Embed Bolt Layout: Naa = 4371 lbs Vua = 1510 lbs i Design Parameters: Cast -in Headed Bolt Shear Parallel to Edge Nw Concrete r Cracked Concretei Grout Pad (J Seismic Loading b = 86 in nt = 0 X1 _ ' ' 60 in fya = 50 ksi hef = 3.625 in Xz = 66 in f„ = 65 ksi he = 6.25 in Yj = 17 in f c = 2500 . psi n = 4 bolts r Common Plate Y2 = 60 in do = 0.375 in r = 2 row(s) sl = 13 in dhead = 0.750 in Wei Ductile Attachment sZ = 9 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: $T = 0.75 Ov = 0.65 �T = 0.7 Ase = 0.110 in` fata = 65 ksi ONsb = N/A lbs ON,, = 21537 lbs OVsa = 11199 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 Ov = 0.7 �v'= 0.7 ANco = 118.3 in` Avco = 7200.0 in` OVcp = 38323 lbs ANc = 473.1 in` Avc = 537.5 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e = 0.0 in e'v = 0.0 in ccriUcal = 2.25 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.79 Minimum Spacing: XVc,N = 1.00 Wc,v = 1.00 s = 2.25 in Wcp,N = 1.00 Wn,v = 3.10 Nb = 6843 lbs le = 3 ONO = 19161 lbs Vb = 82185 lbs OVcb = 10446 lbs Pullout Strength: Seismic Factor: S OT = 0.7 wc,p = 1.0 Abrg = 0.331 in` S = 1 NP = 6627 lbs ONpn = 18555 lbs Interaction of Tensile and Shear Forces: Nu° V.SON, = 18555 Noa/SON„= 0:24 + = 0.37 <= 1.2 So SoN, sov” SOVn = 11199 Vaa/SOV,,= 0.13 Nichols, Melburg & Rossetto Structural Engineers Sun West Milling ExpansioiCAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 L VF (per ACI 318-08 Appendix D) 6/1/2012 Ultimate Bolt Forces: Low Canopy Embed Bolt Layout: F "' Nua = 0 lbs Vea = 2861 Ibs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NIN Concrete Uvo Cracked Concretej Grout Pad jJ Seismic Loading b = 86 in nt = 0 Xt = 21 in fya = 50 ksi hef = 3.625 in X2= 60 in f„ = 65 ksi he = 6.25 in Y, = 18 in f C = 2500 psi n = 4 bolts I=.1 Common Plate Y2 = 60 in do = 0.375 in r = • 2 row(s) s, = 7 in dhead = 0.750 in 60 Ductile Attachment s2 = 7 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: STT = 0.75 �v = 0.65 �T = 0.7 ASe = 0.110 in` luta = 65 ksi �Nsb = N/A lbs �Nsa = 21537 lbs �Vsa = 11199 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 �v = 0.7 Ov = 0.7 ANco = 118.3 in` _ Avco = 1984.5 in` ovcp = 25884 lbs ANc = 319.5 in` Avc = 353.1 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e = 0.0 in e'v = 0.0 in ccriucal = 2.25 in Wec,N = 1.000 1Vec,v = 1.000 Wed,N = 1.00 Wed,v = 0.87 Minimum Spacing: Wc,N = 1.00 Wc,v = 1.00 s = 2.25 in Wcp,N = 1.00 Wh,v = 2.24 Nb = 6843 lbs le = 3 �Ncb = 12942 Ibs Vb = 31263 lbs OVcb = 7618 lbs Pullout Strength: Seismic Factor: Si �T = 0.7 Wc,P = 1.0 Abrg = 0.331 in` S = 1 NP = 6627 Ibs �Npn = 18555 Ibs Interaction of Tensile and Shear Forces: Nua V. S�Nn = 12942 Nua/SoNn= 0.00 + 0.26 <= 1.2 SON,, SOV,, SOVn = 11199 Vua/SOVn= 0.26 Nichols, Melburg & Rossetto \Cy Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 Node: 1-C Axial Thrust Ftg. Width = 6.00 ft D 5.70 0.00 Ftg. Depth = 2.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 14.40 0.00 Panel & Ftg. Weight = 42.30 k W 19.10 2.10 T.O. Ftg. Depth = 1.00 ft • E 0.60 2.20 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 62.40 0.00 Tu Vu Passive Resistance = 9.00 0.9 D -1.6 W 25.43 3.36 • Friction Resistance = 18.72 0.9 D -1.4 E 4.29 3.08 Thrust Ratio = N/A OK • Bearing Ratio = 0.16 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 58.80 0.00 73.13 1.58 Passive Resistance- 9.00 Passive Resistance = 9.00 Friction Resistance = 17.64 Friction Resistance = 21.94 Thrust Ratio = N/A OK Thrust Ratio = 12.68 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.18 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 59.25 1.65 58.35 -1.65 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 17.78 Friction Resistance = 17.51 Thrust Ratio = 9.02 OK Thrust Ratio = 8.94 OK • Bearing Ratio = 0.10 OK Bearing Ratio = 0.10 OK D+W 0.6D -W • 67.10 2.10 9.70 -2.10 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 20.13 Friction Resistance = 2.91 • Thrust Ratio = 9.08 OK Thrust Ratio = 4.98 OK Bearing Ratio = 0.15 OK Bearing Ratio = 0.00 OK • D+0.7E 0.6D -0.7E 48.6.0 2.20 28.20 -2.20 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 14.58 - Friction Resistance = 8.46 Thrust Ratio = 6.04 OK Thrust Ratio = 4.65 OK Bearing Ratio = 0.04 OK Bearing Ratio = 0.00 OK • Nichols, Melburg & Rossetto Structural Engineers Job No. 10-5364 5/31/2012 Vu 8.32 5.18 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing • LVF Thrust Calcs • Node:1-D Axial Thrust Ftg. Width = 4.00 ft • D 3.10 0.00 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 5.90 0.00 Panel & Ftg. Weight = 33.15 k W 5.80 5.20 T.O. Ftg. Depth = 1.00 ft • E 0.50 3.70 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 42.15 0.00 Tu Passive Resistance = 6.00 0.9 D -1.6 W 6.49 Friction Resistance = 12.65 0.9 D -1.4 E 2.09 Thrust Ratio = N/A OK • Bearing Ratio.= 0.16 OK D + 0.75 Lr + 0.75 L. D + 0.75 Lr + 0.75 L + 0.75 W • 40.68 0.00 45.03 3.90 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 12.20 Friction Resistance = 13.51 Thrust Ratio = N/A OK Thrust Ratio = 3.27 Bearing Ratio = 0.13 OK Bearing Ratio = 0.16 • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D+0.75Lr+0.75L+0.75(0.7 E(-)) 41.05 2.78 40.30 -2.78 Passive Resistance = 4.00 Passive Resistance = 4.00 a Friction Resistance = 12.32 Friction Resistance = 12.09 Thrust Ratio = 3.66 OK Thrust Ratio = 3.62 Bearing Ratio = 0.11 OK Bearing Ratio = 0.10 D+W 0.6D -W • 42.05 5.20 15.95 -5.20 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 12.62 Friction Resistance = 4.79 • Thrust Ratio = 2.37 OK Thrust Ratio = 1.61 Bearing Ratio = 0.12 OK Bearing Ratio = 0.00 • D+0.7E 0.6D -0.7E 36.75 3.70 21.25 -3.70 Passive Resistance = 4.00 Passive Resistance = 4.00 • Friction Resistance = 11.03 Friction Resistance = 6.38 Thrust Ratio = 2.57 OK Thrust Ratio = 1.94 • Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 Nichols, Melburg & Rossetto • � l Job No. 10-5364 5/31/2012 Vu 8.32 5.18 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 • Node:1-E Axial Thrust Ftg. Width = 4.00 ft D 3.10 0.00 Ftg. Depth = 2.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 6.00 0.00 Panel,& Ftg. Weight = 22.13 k JO W 6.80 4.50 T.O. Ftg. Depth = 1.00 ft • E 0.30 3.60 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution= 50% • D + Lr Forces for Anchor Bolts 31.23 0.00 Tu Vu Passive Resistance = 6.00 0.9 D -1.6 W 8.09 7.2 • Friction Resistance = 9.37 0.9 D -1.4 E 2.37 5.04 Thrust Ratio = N/A OK • Bearing Ratio = 0.16 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 29.73 0.00 34.83 3.38 Passive Resistance = . 6.00 Passive Resistance = 6.00 Friction Resistance = 8.92 Friction Resistance = 10.45 Thrust Ratio = N/A OK Thrust Ratio = 3.33 OK Bearing Ratio = 0.14 OK Bearing Ratio = 0.17 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 29.95 2.70 29.50 -2.70 Passive Resistance = 4.00 Passive Resistance = 4.00 • Friction Resistance = 8.99 Friction Resistance = 8.85 Thrust Ratio = 3.15 OK Thrust Ratio = 3.12 OK ,• Bearing Ratio = 0.11 OK Bearing Ratio = 0.10 OK D+W 0.6D -W . 32.03 4.50 8.34 -4.50 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 9.61 Friction Resistance = 2.50 Thrust Ratio = 2.40 OK Thrust Ratio = 1.61 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK • D+0.7E 0.6D -0.7E 25.53 3.60 14.84 -3.60 Passive Resistance = 4.00 Passive Resistance = 4.00 • Friction Resistance = 7.66 Friction Resistance = 4.45 Thrust Ratio = 2.17 OK Thrust Ratio = 1.73 OK • Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 OK • Nichols, Melburg & Rossetto Structural Engineers SunWest Milling Expansion Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 • Node: 1-F Axial Thrust Ftg. Width = 4.00 ft D 2.40 0.00 Ftg. Depth = 2.00 ft • L 0.00 0.00 Bearing Capacity'-- 3500 psf Lr 5.90 0.00 Panel & Ftg. Weight = 20.55 k W 6.60 4.20 T.O. Ftg. Depth = 1.00 ft • E 0.30 3.50 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 28.85 0.00 Tu Vu Passive Resistance = 6:00 0.9 D -1.6 W 8.40 6.72 Friction Resistance = 8.66 0.9 D -1.4 E 1.74 4.9 Thrust Ratio = N/A OK • Bearing Ratio = 0.15 OK 'D+0.75 Lr+0.75L D+0.75Lr+0:75L+0.75W • 27.38 0.00 32.33 3.15 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 8.21 Friction Resistance = 9.70 Thrust Ratio = N/A OK Thrust Ratio = 3.44 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.16 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 27.60 2.63 27.15 -2.63 Passive Resistance = 4.00 Passive Resistance = 4.00 • Friction Resistance = 8.28 Friction Resistance = 8.15 Thrust Ratio = 3.10 OK Thrust Ratio = 3.08 OK • Bearing Ratio = 0.09 OK Bearing Ratio = 0.09 OK D+W 0.6D -W 29.55 4.20 7.17 -4.20 Passive Resistance = 6.00 Passive Resistance =. 6.00 Friction Resistance = 8.87 Friction Resistance = 2.15 • Thrust Ratio = 2.48 OK Thrust Ratio = 1.68 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.00 OK • D+0.7E 0.6D -0.7E 23.25 3.50 13.47 -3.50 Passive Resistance = 4.00 Passive Resistance = 4.00 • Friction Resistance = 6.98 Friction Resistance = 4.04 Thrust Ratio = 2.14 OK Thrust Ratio = 1.72 OK Bearing Ratio = 0.04 OK Bearing Ratio = 0.00 OK • Nichols, Melburg & Rossetto Structural Engineers 2 Z, Sun West Milling Expansion Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 • Node: 1-G Axial Thrust Ftg. Width = 4.00 ft D 2.50 0.00 Ftg. Depth = 2.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 5.80 0.00 Panel & Ftg. Weight = 22.13 k W 8.10 3.10 T.O. Ftg. Depth = 5.00 ft • E 7.50 6.50 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 30.43 0.00 Tu Vu Passive Resistance = 20.40 0.9 D - 1.6 W 10.71 4.96 • Friction Resistance = 9.13 0.9 D =1.4 E 8.25 9.1 Thrust Ratio = N/A OK Bearing Ratio = 0.15 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 28.98 0.00 35.05 2.33 Passive Resistance = 20.40 Passive Resistance = 20.40 Friction Resistance = 8.69 Friction Resistance = 10.52 Thrust Ratio = N/A OK Thrust Ratio = 11.04 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.17 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 34.60 4.88 23.35 -4.88 Passive Resistance = 20.40 Passive Resistance = 20.40 • Friction Resistance = 10.38 Friction Resistance = 7.01 Thrust Ratio = 5.25 OK Thrust Ratio = 4.90 OK • Bearing Ratio = 0.17 OK Bearing Ratio = 0.02 OK D+W 0.6D -W • 32.73 3.10 6.68 -3.10 Passive Resistance = 20.40 Passive Resistance = 20.40 Friction Resistance = 9.82 Friction Resistance = 2.00 • Thrust Ratio = 8.16 OK Thrust Ratio = 6.90 OK Bearing Ratio = 0.14 OK Bearing Ratio = 0.00 OK • D+0.7E 0.6D -0.7E 32.13 6.50 7.28 -6.50 Passive Resistance = 20.40 Passive Resistance = 20.40 • Friction Resistance = 9.64 Friction Resistance = 2.18 Thrust Ratio = 3.88 OK Thrust Ratio = 3.31 OK • Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK • Nichols, Melburg & Rossetto Structural Engineers Job No. 10-5364 5/31/2012 Vu 5.28 8.68 OK OK OK OK OK OK OK OK Structural Engineers SunWest Milling Expansion Spread Footing • LVF Thrust Calcs • Node: 1-H Axial Thrust Ftg. Width = 4.00 ft D 2.70 0.00 Ftg. Depth = 2.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 6.50 0.00 Panel & Ftg. Weight = 33.15 k W 7.90 3.30 T.O. Ftg. Depth = 1.00 ft • E 8.00 6.20 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 42.35 0.00 Tu Passive Resistance = 6.00 , 0.9 D -1.6 W 10.21 • Friction Resistance = 12.71 0.9 D -1.4 E 8.77 Thrust Ratio = N/A OK • Bearing Ratio = 0.16 OK D+0.75 Lr+0.75L D+0.75 Lr+0.75L+0.75W • 40.73 0.00 46.65 2.48 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 12.22 Friction Resistance = 14.00 Thrust Ratio = N/A OK Thrust Ratio = 5.25 Bearing Ratio = 0.14 OK Bearing Ratio = 0.18 • D+0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 46.73 4.65 34.73 -4.65 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 14.02 Friction Resistance = 10.42 Thrust Ratio = 2.80 •OK Thrust Ratio = 2.41 • Bearing Ratio = 0.18 OK Bearing Ratio = 0.02 D+W 0.6D -W • 43.75 3.30 13.61 -3.30 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 13.13 Friction Resistance = 4.08 • Thrust Ratio = 3.81 OK Thrust Ratio= 2.44 Bearing Ratio = 0.14 OK Bearing Ratio = 0.00 . • D+0.7E 0.6D -0.7E 43.85 6.20 13.51 -6.20 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 13.16 Friction Resistance = 4.05 Thrust Ratio = 2.03 OK Thrust Ratio = 1.29 • Bearing Ratio = 0.14 OK Bearing Ratio = 0.00 Nichols, Melburg & Rossetto Job No. 10-5364 5/31/2012 Vu 5.28 8.68 OK OK OK OK OK OK OK OK Structural Engineers SunWest Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Ca/cs 5/31/2012 Node: 1-J Axial Thrust Ftg. Width = 4.00 ft D 1.20 0.00 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 2.80 0.00 Panel & Ftg. Weight = 33.15 k W 3.00 1.60 T.O. Ftg. Depth = 1.00 ft E 0.30 1.90 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50%. D + Lr Forces for Anchor Bolts 37.15 0.00 Tu Vu Passive Resistance = 6.00 0.9 D -1.6 W 3.72 2.56 Friction Resistance = 11.15 0.9 D -1.4 E 0.66 2.66 Thrust Ratio = N/A OK Bearing Ratio = 0.07 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 36.45 .0.00 38.70 1.20 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 10.94 Friction Resistance = 11.61 Thrust Ratio = N/A OK Thrust Ratio = 9.84 OK Bearing Ratio = 0.06 OK Bearing Ratio = 0.07 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 36.68 1.43 36.23 -1.43 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 11.00 Friction Resistance = 10.87 Thrust Ratio = 8.07 OK Thrust Ratio = 8.02 OK Bearing Ratio = 0.05 OK Bearing Ratio = 0.04 OK D+W 0.6D -W 37.35 1.60 17.61 -1.60 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 11.21 Friction Resistance = 5.28 Thrust Ratio = 7.25 OK Thrust Ratio = 5.40 OK Bearing Ratio = 0.06 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 34.65 1.90 20.31 -1.90 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 10.40 Friction Resistance = 6.09 Thrust Ratio = 5.89 OK Thrust Ratio = 4.76 OK Bearing Ratio = 0.02 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto zl�, Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 2-C Axial Thrust Ftg. Width = 7.00 ft D 14.60 2.00 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 25.50 3.60 Panel & Ftg. Weight = 70.88 k W 48.70 6.40 T.O. Ftg. Depth = 1.00 ft E 21.40 14.90 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 62.15 5.60 Tu Vu Passive Resistance = 18.90 0.9 D -1.6 W 64.78 12.04 Friction Resistance = 18.65 0.9 D -1.4 E 16.82 22.66 Thrust Ratio = 5.04 OK Bearing Ratio = 0.00 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 55.78 4.70 92.30 9.50 Passive Resistance = 18.90 Passive Resistance = 18.90 Friction Resistance = 16.73 Friction Resistance = 27.69 Thrust Ratio = 5.80 OK Thrust Ratio = 3.45 OK Bearing Ratio = 0.00 OK Bearing Ratio = 0.09 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 71.83 15.88 88.55 -6.48 Passive Resistance = 18.90 Passive Resistance = 18.90 Friction Resistance = 21.55 Friction Resistance = 26.57 Thrust Ratio = 1.87 OK Thrust Ratio = 4.97 OK Bearing Ratio = 0.00 OK Bearing Ratio = 0.08 OK D+W 0.6D -W 85.35 8.40 2.58 -5.20 Passive Resistance = 18.90 Passive Resistance = 18.90 Friction Resistance = 25.61 Friction Resistance = 0.78 Thrust Ratio = 3.77 OK Thrust Ratio = 3.71 OK Bearing Ratio = 0.06 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 58.05 16.90 80.58 -13.70 Passive Resistance = 18.90 Passive Resistance = 18.90 Friction Resistance = 17.42 Friction Resistance = 24.17 Thrust Ratio = 1.63 OK Thrust Ratio = 2.26 OK Bearing Ratio = 0.00 OK Bearing Ratio = 0.04 OK Nichols, Melburg & Rossetto Structural Engineers G• Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 2-F Axial Thrust Ftg. Width = 8.00 ft D 12.50 0.20 Ftg. Depth = 4.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 22.80 0.30 Ftg. Weight = 38.40 k W 30.20 0.00 T.O. Ftg. Depth = 1.00 ft E 2.20 3.90 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 73.70 0.50 Tu Vu Passive Resistance = 33.60 0.9 D -1.6 W 37.07 0.18 Friction Resistance = 22.11 0.9 D -1.4 E 8.17 5.64 Thrust Ratio = 89.31 OK Bearing Ratio = 0.16 OK D+0.75 Lr+0.75L D+0.75 Lr + 0.75 L + 0.75 W 68.00 0.43 90.65 0.43 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.40 Friction Resistance = 27.20 Thrust Ratio = 103.06 OK Thrust Ratio = 111.05 OK Bearing Ratio = 0.13 oK Bearing Ratio = 0.18 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 69.65 3.35 66.35 -2.50 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.90 Friction Resistance = 19.91 Thrust Ratio = 13.15 OK Thrust Ratio = 17.42 OK Bearing Ratio = 0.10 OK Bearing Ratio = 0.09 OK D+W O.6D-W 81.10 0.20 0.34 0.12 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 24.33 Friction Resistance = 0.10 Thrust Ratio = 228.83 OK Thrust Ratio = 280.43 OK Bearing Ratio = 0.14 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 53.10 4.10 28.34 -3.78 Passive Resistance = 33.60 .Passive Resistance = 33.60 Friction Resistance = 15.93 Friction Resistance = 8.50 Thrust Ratio = 10.14 OK Thrust Ratio = 10.01 OK Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto �j Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 2-J Axial Thrust Ftg. Width = 6.00 ft D 5.90 1.90 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.80 3.90 Panel & Ftg. Weight = 42.30 k W 16.70 1.80 T.O. Ftg. Depth =. 1.00 ft E 7.90 7.80 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = .50% D + Lr Forces for Anchor Bolts 59.00 5.80 Tu Vu Passive Resistance = 9.00 0.9 D -1.6 W 21.41 4.59 Friction Resistance = 17.70 0.9 D -1.4 E 5.75 12.63 Thrust Ratio = 3.08 OK Bearing Ratio = 0.13 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 56.30 4.83 68.83, 6.18 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 16.89 Friction Resistance = 20.65 Thrust Ratio = 3.62 OK Thrust Ratio = 3.13 OK Bearing Ratio = 0.11 OK Bearing Ratio = 0.16 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 62.23 10.68 50.38 -1.03 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 18.67 Friction Resistance = 15.11 Thrust Ratio .= 1.72 OK Thrust Ratio = 16.15 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.05 OK D+W 0.6D -W 64.90 3.70 12.22 -0.66 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 19.47 Friction Resistance = 3.67 Thrust Ratio = 5.06 OK Thrust Ratio = 16.41 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 56.10 9.70 21.02 -6.66 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 16.83 Friction Resistance = 6.31 Thrust Ratio = 1.80 OK Thrust Ratio = 1.82 OK Bearing Ratio = 0.08 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers SunWest Milling Expansion LVF. Node: 3-A Axial Thrust Passive Resistance = D 8.40 0.20 16.83 L 0.00 0.00 Bearing Ratio = Lr 14.90 0.30 300 pcf W 18.90 0.00 Passive Resistance = E 1.00 0.10 11.46 Passive Contribution = 100% Bearing Ratio = D+Lr 0.9 D -1.4 E 6.16 52.10 0.50 Passive Resistance = 21.60 OK Friction Resistance = 15.63 OK Thrust Ratio = 58.83 OK Bearing Ratio = 0.10 OK D+0.75 Lr+0.75L 21.60 48.38 0.43 Passive Resistance = 21.60 OK Friction Resistance = 14.51 OK Thrust Ratio = 67.90 OK Bearing Ratio = 0.09 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7-E) 21.60 49.13 0.50 6.40 Passive Resistance = 21.60 1239.90 Friction Resistance = 14.74 0.00 Thrust Ratio = 57.94 OK Bearing Ratio = 0.07 OK D+W 56.10 0.20 Passive Resistance = 21.60 Friction Resistance = 16.83 Thrust Ratio = 150.08 OK Bearing Ratio = 0.09 OK D+0.7E 300 pcf 38.20 0.30 Passive Resistance = 21.60 Friction Resistance = 11.46 Thrust Ratio = 91.10 OK Bearing Ratio = 0.03 OK Nichols, Melburg & Rossetto Spread Footing Thrust Calcs Ftg. Width = 8.00 ft Ftg. Depth = 3.00 ft Bearing Capacity = 3500 psf Ftg. Weight = 28.80 k T.O. Ftg. Depth = 1.00 ft Passive Pressure = 300 pcf Friction Coeff = 0.3 Fricition Contribution = 50% (0.7 E(-)) Forces for Anchor Bolts 47.63 Tu 0.9D -1.6W 22.68 0.9 D -1.4 E 6.16 D+0.75 Lr+0.75 L+0.75 W 62.55 0.43 Passive Resistance = 21.60 Friction Resistance = 18.77 Thrust Ratio = 72.90 OK Bearing Ratio = 0.11 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 47.63 0.35 Passive Resistance = 21.60 Friction Resistance = 14.29 Thrust Ratio = 82.13 OK Bearing Ratio = 0.06 OK 0.6D -W 3.42 0.12 Passive Resistance = 21.60 Friction Resistance = 1.03 Thrust Ratio = 184.28 OK Bearing Ratio = 0.00 OK 0.6 D - 0.7 E 21.32 0.02 Passive Resistance = 21.60 Friction Resistance = 6.40 Thrust Ratio = 1239.90 OK Bearing Ratio = 0.00 OK 30 Job No. 10-5364 5/31/2012 Vu 0.18 0.32 Structural Engineers • • Sun West Milling Expansion . Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 Node: 3-B • Axial Thrust Ftg. Width = 4.00 ft D 0.50 0.00 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 0.00 0.00 Panel & Ftg. Weight = 17.18 k • W 0.00 2.50 T.O. Ftg. Depth = 1.00 ft • E 0.00 1.30 Passive Pressure = 300 pcf Friction Coeff = 0.3 • Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 17.68 0.00 Tu Vu Passive Resistance = 6.00 0.9 D - 1.6 W 0.45 4 . Friction Resistance = 5.30 0.9 D -1.4 E 0.45 1.82 • Thrust Ratio = N/A OK Bearing Ratio = 0.01 OK • D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 17.68 0.00 17.68 1.88 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 5.30 Friction Resistance = 5.30 • Thrust Ratio = N/A. OK Thrust Ratio = 4.61 OK • Bearing Ratio = 0.01 OK Bearing Ratio = 0.01 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) - 17.68 0.98 17.68 -0.98 • Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 5.30 Friction Resistance = 5.30 • Thrust Ratio = 8.87 OK Thrust Ratio = 8.87 OK • Bearing Ratio = 0.01 OK Bearing Ratio = 0.01 OK • D+W 0.6D -W 17.68 2.50 10.61 -2.50 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 5.30 Friction Resistance = 3.18 • • Thrust Ratio = 3.46 OK Thrust Ratio = 3.04 OK Bearing Ratio = 0.01 OK Bearing Ratio = 0.00 OK • D+0.7E 0.6D -0.7E 17.68 1.30 10.61 -1.30 • Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 5.30 Friction Resistance = 3.18 • Thrust Ratio = 6.65 OK Thrust Ratio = .5.84 OK • Bearing Ratio = 0.01 OK Bearing Ratio = 0.00 OK • • • Nichols, Melburg & Rossetto Structural Engineers � 31 • Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 3-B.4 Axial Thrust Ftg. Width = 4.00 ft D 0.50 0.00 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 0.00 0.00 Panel & Ftg. Weight = 25.05 k W 0.00 3.90 T.O. Ftg. Depth = 1.00 ft E 0.00 2.40 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 25.55 0.00 Tu Vu Passive Resistance = 6.00 0.9 D -1.6 W 0.45 6.24 Friction Resistance = 7.67 0.9 D -1.4 E 0.45 3.36 Thrust Ratio = N/A OK Bearing Ratio = 0.01 OK D+0.75 Lr+0.75L D+0.75 Lr + 0.75 L + 0.75 W 25.55 0.00 25.55 2.93 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 7.67 Friction Resistance = 7.67 Thrust Ratio = N/A OK Thrust Ratio = 3.36 OK Bearing Ratio = 0.01 OK Bearing Ratio = 0.01 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 25.55 1.80 25.55 -1.80 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 7.67 Friction Resistance = 7.67 Thrust Ratio = 5.46 OK Thrust Ratio = 5.46 OK Bearing Ratio = 0.01. OK Bearing Ratio = 0.01 OK D+W 0.6D -W 25.55 3.90 15.33 -3.90 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 7.67 Friction Resistance, = 4.60 Thrust Ratio = 2.52. OK Thrust Ratio = 2.13 OK Bearing Ratio = 0.01 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 25.55 2.40 15.33 -2.40 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 7.67 Friction Resistance = 4.60 Thrust Ratio = 4.10 OK Thrust Ratio = 3.46 OK Bearing Ratio = 0.01 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto z e - Structural Engineers SunWest Milling Expansion Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 • Node: 3-C Axial Thrust Ftg. Width = 6.00 ft • D 15.40 2.10 Ftg. Depth = 4.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 25.00 3.60 Panel & Ftg. Weight = 53.10 k W 30.80 5.40 T.O. Ftg. Depth = 1.00 ft • E' 20.50 14.50 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 93.50 5.70 Tu Vu • Passive Resistance = 25.20 0.9 D -1.6 W 35.42 10.53 • Friction Resistance = 28.05 0.9 D -1.4 E 14.84 22.19 • Thrust Ratio = 6.88 OK Bearing Ratio = 0.32 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0. 75 W • 87.25 4.80 110.35 8.85 Passive Resistance = 25.20 Passive Resistance = 25.20 Friction Resistance = 26.18 Friction Resistance = 33.11 Thrust Ratio = 7.98 OK Thrust Ratio = 4.72 OK Bearing Ratio = 0.27 OK Bearing Ratio = 0.34 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 102.63 15.68 71.88 -6.08 Passive Resistance = 25.20 Passive Resistance = 25.20 • Friction Resistance = 30.79 Friction Resistance = 21.56 Thrust Ratio = 2.59 OK Thrust Ratio = 5.92 OK Bearing Ratio = 0.30 OK Bearing Ratio = 0.11 OK D+W 0.6D -W . 99.30 7.50 10.30 -4.14 Passive Resistance = 25.20 Passive Resistance = 25.20 Friction Resistance = 29.79 Friction Resistance = 3.09 Thrust Ratio = 5.35 OK Thrust Ratio = 6.46 OK Bearing Ratio= 0.28 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 89.00 16.60 20.60 -13.24 Passive Resistance = 25.20 Passive Resistance = 25.20 • Friction Resistance = 26.70 Friction Resistance = 6.18 Thrust Ratio = 2.32 OK Thrust Ratio = 2.14 OK • Bearing Ratio = 0.21 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers �Z� SunWest Milling Expansion Spread Footing LVF Thrust Calcs Node: 3-F Axial Thrust Ftg. Width = 8.00 ft D 12.30 0.30 Ftg. Depth = 4.00 ft L 0.00_ 0.00 Bearing Capacity = 3500 psf Lr 22.20 0.30 Ftg. Weight = 38.40 k W 25.10 0.50 T.O. Ftg. Depth = 1.00 ft E 0.90 4.50 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 72.90 0.60 Tu Passive Resistance = 33.60 0.9 D -1.6 W 29.09 Friction Resistance = 21.87 0.9 D -1.4 E 9.81 Thrust Ratio = 74.23 OK Bearing Ratio = 0.15 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 67.35 0.53 86.18 0.96 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.21 Friction Resistance = 25.85 Thrust Ratio = .83.24 OK Thrust Ratio = 51.70 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.16 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 68.03 3.90 66.68 -2.85 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.41 Friction Resistance = 20.00 Thrust Ratio = 11.23 OK Thrust Ratio = 15.30 OK Bearing Ratio = 0.10 OK Bearing Ratio = 0.09 OK D+W 0.6D -W 75.80 0.80 5.32 -0.32 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 22.74 Friction Resistance = 1.60 Thrust Ratio = 56.21 OK Thrust Ratio = 107.49 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 51.60 4.80 29.52 -4.32 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 15.48 Friction Resistance = 8.86 Thrust Ratio = 8.61 OK Thrust Ratio = 8.80 OK Bearing Ratio = 0.04 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto 34 Job No. 10-5364 5/31/2012 Vu 1.07 6.57 Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 3-J Axial Thrust Ftg. Width = 6.00 ft D 5.90 0.20 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.70 3.90 Panel & Ftg. Weight = 47.70 k . W 15.40 3.40 T.O. Ftg. Depth = 1.00 ft E 7.50 7.40 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 64.30 4.10 Tu Vu Passive. Resistance = 16.20 0.9 D -1.6 W 19.33 5.62 Friction Resistance = 19.29 0.9 D -1.4 E 5.19 10.54 Thrust Ratio = 6.30 OK Bearing Ratio = 0.13 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 61.63 3.13 73.18 5.68 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 18.49 Friction Resistance = 21.95 Thrust Ratio = 8.14 OK Thrust Ratio = 4.79 OK Bearing Ratio = 0.11 OK Bearing Ratio = 0.15 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 67.25 8.68 56.00 -2.43 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 20.18 Friction Resistance = 16:80 Thrust Ratio = 3.03 OK Thrust Ratio = 10.14 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.05 OK D+W 0.6D -W 69.00 3.60 16.76 -3.28 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 20.70 Friction Resistance = 5.03 Thrust Ratio = 7.38 OK Thrust Ratio = 5.71 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 61.10 7.60 24.66 -7.28 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 18.33 Friction Resistance = 7.40 Thrust Ratio = 3.34 OK Thrust Ratio = 2.73 OK . Bearing Ratio = 0.08 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers 01 " Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 4-A Axial Thrust Ftg. Width = 8.00 ft D 8.10 0.20 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 14.30 0.30 Ftg. Weight = 28.80 k W 18.20 0.10 T.O. Ftg. Depth = 1.00 ft E 1.00 0.00 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 51.20 0.50 Tu Vu Passive Resistance = 21.60 0.9 D -1.6 W 21.83 0.34 Friction Resistance = 15.36 0.9 D -1.4 E 5.89 0.18 Thrust Ratio = 58.56 OK Bearing Ratio = 0.10 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 47.63 0.43 61.28 0.50 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 14.29 Friction Resistance = 18.38 Thrust Ratio = 67.63 OK Thrust Ratio = 61.58 OK Bearing Ratio = 0.08 OK Bearing Ratio = 0.11 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 48.38 0.43 46.88 0.43 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 14.51 Friction Resistance = 14.06 Thrust Ratio = 67.90 OK Thrust Ratio = 67.37 OK Bearing Ratio= 0.07 OK Bearing Ratio = 0.06 OK D+W 0.6D -W 55.10 0.30 3.94 0.02 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 16.53 Friction Resistance = 1.18 Thrust Ratio = 99.55 OK Thrust Ratio = 1109.55 OK Bearing Ratio = 0.09 OK Bearing Ratio= 0.00 OK D+0.7E 0.6D -0.7E 37.90 0.20 21.14 0.12 Passive Resistance = 21.60 Passive Resistance = 21.60 . Friction Resistance = 11.37 Friction Resistance = 6.34 Thrust Ratio = 136.43 OK Thrust Ratio = 206.43 OK Bearing Ratio = 0.03 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 4-C Axial Thrust Ftg. Width = 6.00 ft D 13.90 1.80 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 24.50 3.70 Panel & Ftg. Weight = 47.70 k W 29.00 5.40 T.O. Ftg. Depth = 1.00 ft E 4.00 6.80 Passive Pressure = 300 pcf Friction Coeff = 0.3. - Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 86.10 5.50 Tu Vu Passive Resistance = 16.20 0.9 D -1.6 W 33.89 10.26 Friction Resistance = 25.83 0.9 D -1.4 E 6.91 11.14 Thrust Ratio = 5.29 OK Bearing Ratio = 0.30 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 79.98 4.58 101.73 8.63 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 23.99 Friction Resistance = 30.52 Thrust Ratio = 6.16 OK Thrust Ratio = 3.65 OK Bearing Ratio = 0.26 OK Bearing Ratio = 0.32 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 82.98 9.68 76.98 -0.53 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 24.89 Friction Resistance = 23.09 Thrust Ratio = 2.96 OK Thrust Ratio = 52.85 OK Bearing Ratio = 0.21 OK Bearing Ratio = 0.17 OK D+W 0.6D -W 90.60 7.20 7.96 -4.32 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 27.18 Friction Resistance = 2.39 Thrust Ratio = 4.14 OK Thrust Ratio = 4.03 OK Bearing Ratio = 0.26 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 65.60 8.60 32.96 -5.72 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 19.68 Friction Resistance = 9.89 Thrust Ratio = 3.03 OK Thrust Ratio = 3.70 OK Bearing Ratio = 0.11 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers 3 iZ Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 4-F Axial Thrust Ftg. Width = 8.00 ft D 11.90 0.20 Ftg. Depth = 4.00 ft L 0.00 0.00 Bearing Capacity= 3500 psf Lr 22.30 0.50 Ftg. Weight = 38.40 k W 25.20 0.70 T.O. Ftg. Depth = 1.00 ft E 2.20 4.40 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 72.60 0.70 Tu Vu Passive Resistance = 33.60 0.9 D -1.6 W 29.61 1.3 Friction Resistance = 21.78 0.9 D -1.4 E 7.63 6.34 Thrust Ratio = 63.56 OK Bearing Ratio = 0.15 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 67.03 0.58 85.93 1.10 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.11 Friction Resistance = 25.78 Thrust Ratio = 75.92 OK Thrust Ratio = 42.26 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.16 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 68.68 3.88 65.38 -2.73 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.60 Friction Resistance = 19.61 Thrust Ratio = 11.33 OK Thrust Ratio = 15.93 OK Bearing Ratio = 0.10 OK Bearing Ratio = 0.09 OK D+W 0.6D -W 75.50 0.90 4.98 -0.58 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 22.65 Friction Resistance = 1.49 Thrust Ratio = 49.92 OK Thrust Ratio = 59.22 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 52.50 4.60 27.98 -4.28 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 15.75 Friction Resistance = 8.39 Thrust Ratio = 9.02 OK Thrust Ratio = 8.83 OK Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers Sun West Milling Expansion Spread Footing LVF Thrust Calcs Node: 4-J Axial Thrust Ftg. Width = 6.00 ft D 5.90 2.00 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.70 4.10 Panel & Ftg. Weight = 42.30 k W 16.30 3.50 T.O. Ftg. Depth = 1.00 ft E 3.70 8.70 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 58.90 6.1.0 Tu Passive Resistance = 9.00 0.9 D -1.6 W 20.77 Friction Resistance = 17.67 0.9 D -1.4 E 0.13 Thrust Ratio = 2.92 OK Bearing Ratio = 0.13 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 56.23 5.08 68.45 7.70 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 16.87 Friction Resistance = 20.54 Thrust Ratio = 3.44 OK Thrust Ratio = 2.50 OK Bearing Ratio = 0.11 OK Bearing Ratio = 0.16 OK D + 0.75 Lr + 0.7.5 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 59.00 11.60 53.45 -1.45 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 17.70 Friction Resistance = 16.04 Thrust Ratio = 1.54 OK Thrust Ratio = 11.74 OK Bearing Ratio = 0.10 OK Bearing Ratio = 0.07 OK D+W 0.6D -W 64.50 5.50 12.62 -2.30 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 19.35 Friction Resistance = 3.79 Thrust Ratio = 3.40 OK Thrust Ratio = 4.74 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 51.90 10.70 25.22 -7.50 Passive Resistance = 9.00 Passive Resistance = 9.00 Friction Resistance = 15.57 Friction Resistance = 7.57 Thrust Ratio = 1.57 OK Thrust Ratio = 1.70 OK Bearing Ratio = 0.06 OK Bearing Ratio = 0.00 OK Job No. 10-5364 5/31/2012 Vu 7.4 13.98 Nichols, Melburg & Rossetto Structural Engineers J SunWest Milling Expansion Spread Footing LVF Thrust Calcs Node: 5-A Axial Thrust Ftg. Width = 8.00 ft D 8.90 0.20 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 14.40 0.30 Ftg. Weight = 28.80 k W 16.20 1.10 T.O. Ftg. Depth = 1.00 ft E 5.40 2.30 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr - Forces for Anchor Bolts 52.10 0.50 Tu Passive Resistance = 21.60 0.9 D -1.6 W 17.91 Friction Resistance = 1.5.63 0.9 D -1.4 E 0.45 Thrust Ratio = 58.83 OK Bearing Ratio = 0.10 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 48.50 0.43 60.65 1.25 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 14.55 Friction Resistance = 18.20 Thrust Ratio = 67.94 OK Thrust Ratio = 24.56 Bearing Ratio = 0.09 OK Bearing Ratio = 0.11 D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr +.0.75 L + 0.75 (0.7 E(-)) 52.55 2.15 . 44.45 -1.30 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 15.77 Friction Resistance = 13.34 Thrust Ratio = 13.71 OK Thrust Ratio = 21.74 Bearing Ratio = 0.08 OK Bearing Ratio = 0.05 D+W 0.6D -W 53.90 1.30 6.42 -0.98 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 16.17 Friction Resistance = 1.93 Thrust Ratio = 22.83 OK Thrust Ratio = 23.02 Bearing Ratio = 0.08 OK Bearing Ratio = 0.00 D+0.7E 0.6D -0.7E 43.10 2.50. 17.22 -2.18 Passive Resistance = 21.60 Passive Resistance = 21.60. Friction Resistance = 12.93 Friction Resistance = 5.17 Thrust Ratio = 11.23 OK Thrust Ratio = 11.09 Bearing Ratio = 0.05 OK Bearing.Ratio = 0.00 Nichols, Melburg & Rossetto a -t 0 Job No. 10-5364 5/31/2012 Vu 1.94 3.4 OK OK OK OK OK OK OK OK Structural Engineers SunWest Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 5-C Axial Thrust Ftg. Width = 6.00 ft D 13.80 1.80 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 24.50 3.60 Panel & Ftg. Weight = 47.70 k W 26.40 6.30 T.O. Ftg. Depth = 1.00 ft E 21.20 14.70 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50%. D + Lr Forces for Anchor Bolts 86.00 5.40 Tu Vu Passive Resistance = 16.20 0.9 D - 1.6 W 29.82 11.7 Friction Resistance = 25.80 0.9 D -1.4 E 17.26 22.2 Thrust Ratio = 5.39 OK Bearing Ratio = 0.30 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 79.88 4.50 99.68 9.23 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 23.96 Friction Resistance = 29.90 Thrust Ratio = 6.26 OK Thrust Ratio = 3.38 OK Bearing Ratio = 0.26 OK Bearing Ratio = 0.31 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 95.78 15.53 63.98 -6.53 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 28.73 Friction Resistance = 19.19 Thrust Ratio = 1.97 OK Thrust Ratio = 3.95 OK Bearing Ratio = 0.29 OK Bearing Ratio = 0.10 OK, D+W 0.6D -W 87.90 8.10 10.50 -5.22 Passive Resistance = 16..20 Passive Resistance = 16.20 Friction Resistance = 26.37 Friction Resistance = 3.15 Thrust Ratio = 3.63 OK Thrust Ratio = 3.41 OK Bearing Ratio = 0.24 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 82.70 16.50 15.70 -13.62 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 24.81 Friction Resistance = 4.71 Thrust Ratio = 1.73 OK Thrust Ratio = 1.36 OK Bearing Ratio = 0.21 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto ` Structural Engineers I Job No. 10-5364 5/31/2012 Vu 1.3 6.62 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing • LVF Thrust Calcs Node: 5-F Axial Thrust Ftg. Width = 8.00 ft D 11.90 0.20 Ftg. Depth = 4.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 22.30 0.50 Ftg. Weight = 38.40 k W 24.70 0.70 T.O. Ftg. Depth = 1.00 ft • E 2.40 4.60 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 72.60 0.70 Tu Passive Resistance = 33.60 0.9 D -1.6 W 28.81 • Friction Resistance = 21.78 0.9 D -1.4 E 7.35 Thrust Ratio = 63.56 OK Bearing Ratio = 0.15 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 67.03 0.58 85.55 1.10 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.11 Friction Resistance = 25.67 Thrust Ratio = 75.92 OK Thrust Ratio = 42.21 Bearing Ratio = 0.13 OK Bearing Ratio = 0.16 • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 68.83 4.03 65.23 -2.88 Passive Resistance = 33.60 Passive Resistance = 33.60 • Friction Resistance = 20.65 Friction Resistance = 19.57 Thrust Ratio = 10.91 OK Thrust Ratio = 15.09 • Bearing Ratio = 0.10 OK Bearing Ratio = 0.09 D+W 0.6D -W . 75.00 0.90 5.48 -0.58 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 22.50 Friction Resistance = 1.64 • Thrust Ratio = 49.83 OK Thrust Ratio = 59.35 Bearing Ratio = 0.12 OK Bearing Ratio = 0.00 . D+0.7E 0.6D -0.7E 52.70 4.80 27.78 -4.48 Passive Resistance = 33.60 Passive Resistance = 33.60 • Friction Resistance = 15.81 Friction Resistance = 8.33 Thrust Ratio = 8.65 OK Thrust Ratio = 8.43 Bearing Ratio = 0.05 OK Bearing Ratio ,= 0.00 • Nichols, Melburg & Rossetto • 2 Job No. 10-5364 5/31/2012 Vu 1.3 6.62 OK OK OK OK OK OK OK OK Structural Engineers Job No. 10-5364 513112012 Vu 5.8 12.44 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing • LVF Thrust Calcs • Node: 5-J Axial Thrust Ftg. Width = 6.00 ft D 5.90 2.00 Ftg. Depth = 3.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.80 3.90 Panel & Ftg. Weight = 47.70 k W 13.90 2.50 T.O. Ftg. Depth = 1.00 ft • E 7.70 7.60 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 64.40 5.90 Tu Passive Resistance = 16.20 0.9 D -1.6 W 16.93 • Friction Resistance = 19.32 0.9 D -.1.4 E 5.47 Thrust Ratio = 4.38 OK • Bearing Ratio = 0.13 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 61.70 4.93 72.13 6.80 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 18.51 Friction Resistance = 21.64 Thrust Ratio = 5.17 OK Thrust Ratio = 3.97 Bearing Ratio = 0.11 OK Bearing Ratio = 0.15 • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 67.48 10.63 55.93 -0:78 Passive Resistance = 16.20 Passive Resistance = 16.20 • Friction Resistance = 20.24 Friction Resistance = 16.78 Thrust Ratio = 2.48 OK Thrust Ratio = 31.73 • Bearing Ratio = 0.12 OK Bearing Ratio = 0.05 D+W 0.6D -W . 67.50 4.50 18.26 -1.30 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 20.25 Friction Resistance = 5.48 • Thrust Ratio = 5.85 OK Thrust Ratio = 14.57 Bearing Ratio = 0.12 OK Bearing Ratio = 0.00 . D+0.7E 0.6D -0.7E 61.30 9.60 24.46 -6.40 Passive Resistance = 16.20 Passive Resistance = 16.20 • Friction Resistance = 18.39 Friction Resistance = 7.34 Thrust Ratio = 2.65 OK Thrust Ratio = 3.10 • Bearing Ratio = 0.08 OK Bearing Ratio = 0.00 Nichols, Melburg & Rossetto Job No. 10-5364 513112012 Vu 5.8 12.44 OK OK OK OK OK OK OK OK Structural Engineers Job No. 10-5364 5/31/2012 Vu 1.78 3.4 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing • LVF Thrust Calcs • Node: 6-A Axial Thrust Ftg. Width = 8.00 ft D 8.90 0.20 Ftg. Depth = 3.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 14.40 0.30 Ftg. Weight = 28.80 k W 20.20 1.00 T.O. Ftg. Depth = 1.00 ft • E 5.40 2.30 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 52.10 0.50 Tu Passive Resistance = 21.60 0.9 D -1.6 W 24.31 • Friction Resistance = 15.63 0.9 D -1.4 E 0.45 Thrust Ratio = 58.83 OK Bearing Ratio = 0.10 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 48.50 0.43 63.65 1.18 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 14.55 Friction Resistance = 19.10 Thrust Ratio = 67.94 OK Thrust Ratio = 26.51 Bearing Ratio = 0.09 OK Bearing Ratio = 0.12 • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 52.55 2.15 44.45 -1.30 Passive Resistance = 21.60 Passive Resistance = 21.60 • Friction Resistance = 15.77 Friction Resistance = 13.34 Thrust Ratio = 13.71 OK Thrust Ratio = 21.74 Bearing Ratio = 0.08 OK Bearing Ratio = 0.05 D+W 0.6D -W 57.90 1.20 2.42 -0.88 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 17.37 Friction Resistance = 0.73 • Thrust Ratio = 25.24 OK Thrust Ratio = 24.96 Bearing Ratio = 0.10 OK Bearing Ratio = 0.00 • D+0.7E 0.6D -0.7E 43.10 2.50 17.22 -2.18 Passive Resistance = 21.60 Passive Resistance = 21.60 • Friction Resistance = 12.93 Friction Resistance = 5.17 Thrust Ratio = 11.23 OK Thrust Ratio = 11.09 Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 Nichols, Melburg & Rossetto Job No. 10-5364 5/31/2012 Vu 1.78 3.4 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 6-C Axial Thrust Ftg. Width = 6.00 ft D 13.80 1.80 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 24.50 3.60 Panel & Ftg. Weight = 47.70 k W 35.50 7.30 T.O. Ftg. Depth = 1.00 ft E 20.80 14.60 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 86.00 5.40 Tu Vu Passive Resistance = 16.20 0.9 D - 1.6 W 44.38 13.3 Friction Resistance = 25.80 0.9 D -1.4 E 16.70 22.06 Thrust Ratio = 5.39 OK Bearing Ratio = 0.30 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 79.88 4.50 106.50 9.98 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 23.96 Friction Resistance = 31.95 Thrust Ratio = 6.26 OK Thrust Ratio = 3.23 OK Bearing Ratio = 0.26 OK Bearing Ratio = 0.35 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 95.48 15.45 64.28 -6.45 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 28.64 Friction Resistance = 19.28 Thrust Ratio = 1.98 OK Thrust Ratio = 4.01 OK Bearing Ratio = 0.29 OK Bearing Ratio = 0.10 OK D+W 0.6D -W 97.00 9.10 1.40 -6.22 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 29.10 Friction Resistance = 0.42 Thrust Ratio = 3.38 OK Thrust Ratio = 2.64 OK Bearing Ratio = 0.29 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 82.30 16.40 16.10 -13.52 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 24.69 Friction Resistance = 4.83 Thrust Ratio = 1.74 OK Thrust Ratio = 1.38 OK Bearing Ratio = 0.21 OK Bearing Ratio = 0.00 OK Nichols, Melburg & RossettoStructural Engineers Zf SunWest Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/3,1/2012 • Node:6-F Axial Thrust Ftg. Width = 8.00 ft D 11.90 1.80 Ftg. Depth = 4.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 22.30 0.50 Ftg. Weight = 38.40 k W 25.20 0.60 T.O. Ftg. Depth = 1.00 ft • E 2.30 4.70 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 72.60 2.30 Tu Vu Passive Resistance = 33.60 0.9 D -1.6 W 29.61 2.58 • Friction Resistance = 21.78 0.9 D -1.4 E 7.49 8.2 Thrust Ratio = 19.34 OK Bearing Ratio = 0.15 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 67.03 2.18 85.93 2.63 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.11 Friction Resistance = 25.78 Thrust Ratio = 20.07 OK Thrust Ratio = 17.71 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.16 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 68.75 5.70 65.30 -1.35 Passive Resistance = 33.60 Passive Resistance = 33.60 • Friction Resistance = 20.63 Friction Resistance = 19.59 Thrust Ratio = 7.70 OK Thrust Ratio = 32.14 OK • Bearing Ratio = 0.10 OK Bearing Ratio = 0.09 OK D+W 0.6D -W 75.50 2.40 4.98 0.48 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 22.65 Friction Resistance = 1.49 • Thrust Ratio = 18.72 OK Thrust Ratio = 71.56 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.00 OK • D + 0.7 E 0.6 D - 0.7 E 52.60 6.50 27.88 -3.62 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance= 15.78 Friction Resistance = 8.36 Thrust Ratio = 6.38 OK Thrust Ratio = 10.44 OK Bearing Ratio = 0.06 OK Bearing Ratio = 0.00 OK • Nichols, Melburg & Rossetto Structural Engineers SunWest Milling Expansion Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 • Node: 6-J Axial Thrust Ftg. Width = 6.00 ft D 5.90 2.00 Ftg. Depth = 3.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.60 4.10 Panel & Ftg. Weight = 47.70 k W 16.40. 3.70 T.O. Ftg. Depth = 1.00 ft • E 3.70 8.60 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 64.20 6.10 Tu Vu Passive Resistance = 16.20 0.9 D -1.6 W 20.93 7.72 • Friction Resistance = 19.26 0.9 D -1.4 E 0.13 13.84 Thrust Ratio = 4.23 OK • Bearing Ratio = 0.13 OK D+0.75 Lr+.0.75L D+0.75 Lr + 0.75 L + 0.75 W • 61.55 5.08 73.85 7.85 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance =. 18.47 Friction Resistance = 22.16 Thrust Ratio = 5.01 OK Thrust Ratio = 3.47 OK Bearing Ratio = 0.11 OK Bearing Ratio = 0.16 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 64.33 11.53 58.78 -1.38 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 19.30 Friction Resistance = 17.63 Thrust Ratio = 2.24 OK Thrust Ratio = 18.19 oK • Bearing Ratio = 0.10 OK Bearing Ratio = 0.07 OK D+W 0.6D -W • 70.00 5.70 15.76 -2.50 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 21.00 Friction Resistance = 4.73 Thrust Ratio = 4.68 OK Thrust Ratio = 7.43 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK • D+0.7E 0.6D -0.7E 57.30 10.60 28.46 -7.40 Passive Resistance = 16.20 Passive Resistance = 16.20 • Friction Resistance = 17.19 Friction Resistance = 8.54 Thrust Ratio = 2.34 OK Thrust Ratio = 2.77 OK • Bearing Ratio = 0.06 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers -4 7` SunWest Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 7-A Axial Thrust Ftg. Width = 8.00 ft D 8.10 0.20 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 14.30 0.30 Ftg. Weight = 28.80 k W 18.20 0.10 T.O. Ftg. Depth = 1.00 ft E 1.00 0.00 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 51.20 0.50 Tu Vu Passive Resistance = 21.60 0.9 D - 1.6 W 21.83 0.34 Friction Resistance = 15.36 0.9 D -1.4 E 5.89 0.18 Thrust Ratio = 58.56 OK Bearing Ratio = 0.10 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 47.63 0.43 61.28 0.50 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 14.29 Friction Resistance = 18.38 Thrust Ratio = 67.63 OK Thrust Ratio = 61.58 OK Bearing Ratio = 0.08 OK Bearing Ratio = 0:11 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 48.38 0.43 46.88 0.43 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 14.51 Friction Resistance = 14.06 Thrust Ratio = 67.90 OK Thrust Ratio = 67.37 OK Bearing Ratio = 0.07 OK Bearing Ratio = 0.06. OK D+W 0.6D -W 55.10 0.30 3.94 0.02 Passive Resistance = 21.60 Passive Resistance = ' 21.60 Friction Resistance = 16.53- Friction Resistance = 1.18 Thrust Ratio = 99.55 OK Thrust Ratio = 1109.55 OK Bearing Ratio = -0.09 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 37.90 . 0.20 21.14 0.12 Passive Resistance = 21.60 Passive Resistance = 21.60 Friction Resistance = 11.37 Friction Resistance = 6.34 Thrust Ratio = 136.43 OK Thrust Ratio = 206.43 OK Bearing Ratio = 0.03 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto 425 Structural Engineers Job. No. 10-5364 5/31/2012 Vu 10.26 21.36 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing • LVF Thrust Calcs • Node: 7-C Axial Thrust Ftg. Width = 6.00 ft D 13.80 1.80 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 24.50 3.60 Panel & Ftg. Weight = 47.70 k W 28.90 5.40 T.O. Ftg. Depth = 1.00 ft • E 20.40 14.10 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% i D + Lr Forces for Anchor Bolts 86.00 5.40 Tu Passive Resistance = 16.20 0.9 D -1.6 W 33.82 • Friction Resistance = 25.80 0.9 D -1.4 E 16.14 Thrust Ratio = 5.39 OK • Bearing Ratio = 0.30 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 79.88 4.50 101.55 8.55 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 23.96. Friction Resistance = 30.47 Thrust Ratio = 6.26 OK Thrust Ratio = 3.68 Bearing Ratio = 0.26 OK Bearing Ratio = 0.32 • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 95.18 15.08 64.58 -6.08 Passive Resistance = 16.20 Passive Resistance = 16.20 • Friction Resistance = 28.55 Friction Resistance = 19.37 Thrust Ratio = 2.02 OK Thrust Ratio = 4.26 • Bearing Ratio = 0.28 OK Bearing Ratio = 0.10 D+W 0.6D -W • 90.40 7.20 8.00 -4.32 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 27.12 Friction Resistance = 2.40 • Thrust Ratio = 4.13 OK Thrust Ratio = 4.03 Bearing Ratio = 0.25 OK Bearing Ratio = 0.00 D+0.7E 0.6D -0.7E 81.90 15.90 16.50 -13.02 Passive Resistance = 16.20 Passive Resistance = 16.20 • Friction Resistance = 24.57 Friction Resistance = 4.95 Thrust Ratio = 1.79 OK Thrust Ratio = 1.43 Bearing Ratio = 0.20 OK Bearing Ratio = 0.00 • Nichols, Melburg & Rossetto Job. No. 10-5364 5/31/2012 Vu 10.26 21.36 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 7-F Axial Thrust Ftg. Width = 8.00 ft D 11.90 0.20 Ftg. Depth = 4.00 ft L 0:00 0.00 Bearing Capacity = 3500 psf Lr 22.30 0.50 Ftg. Weight = 38.40 k W 25.20 0.40 T.O. Ftg. Depth = 1.00 ft E 2.30 4.70 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 72.60 0.70 Tu Vu Passive Resistance = 33.60 0.9 D -1.6 W 29.61 0.82 Friction Resistance = 21.78 0.9 D -1.4 E 7.49 6.76 Thrust Ratio = 63.56 OK Bearing Ratio = 0.15 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 67.03 0.58 85.93 0.88 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.11 Friction Resistance = 25.78 Thrust Ratio = 75.92 OK Thrust Ratio = 53.13 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.16 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 68.75 4.10 65.30 -2.95 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 20.63 Friction Resistance = 19.59 Thrust Ratio = 10.71 OK Thrust Ratio = 14.71 OK Bearing Ratio = 0.10 OK Bearing Ratio = 0.09 OK D+W► 0.6D -W 75.50 0.60 4.98 -0.28 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 22.65 Friction Resistance = 1.49 Thrust Ratio = 74.88 OK Thrust Ratio = 122.67 OK Bearing Ratio = 0.12 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 52.60 4.90 27.88 -4.58 Passive Resistance = 33.60 Passive Resistance = 33.60 Friction Resistance = 15.78 Friction Resistance = 8.36 Thrust Ratio = 8.47 OK Thrust Ratio = 8.25 OK Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers So SunWest Milling Expansion Spread Footing LVF Thrust Calcs Node: 7-J Axial Thrust Ftg. Width = 6.00 ft D 5.90 2.00 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.60 4.10 Panel & Ftg. Weight = 47.70 k W 18.70 3.80 T.O. Ftg. Depth = 1.00 ft E 8.10 7.60 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 64.20 6.10 Tu Passive Resistance = 16.20 0.9 D -1.6 W 24.61 Friction Resistance = 19.26 0.9 D -1.4 E 6.03 Thrust Ratio = 4.23 OK Bearing Ratio = 0.13 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 61.55 5.08 75.58 7.93 Passive Resistance = 16.20 Passive Resistance = 16.20 . Friction Resistance = 18.47 Friction Resistance = 22.67 Thrust Ratio = 5.01 OK Thrust Ratio = 3.47 Bearing Ratio = 0.11 OK Bearing Ratio = 0.17 D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 67.63 10.78 55.48 -0.63 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 20.29 Friction Resistance = 16.64 Thrust Ratio = 2.44 OK Thrust Ratio = 39.23 Bearing Ratio = 0.12 OK Bearing Ratio = 0.05 D+W 0.6D -W 72.30 5.80 13.46 -2.60 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 21.69 Friction Resistance = 4.04 Thrust Ratio = 4.66 OK Thrust Ratio = 7.01 Bearing Ratio = 0.15 OK Bearing Ratio = 0.00 D+0.7E 0.6D -0.7E 61.70 9.60 24.06 -6.40 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 18.51 Friction Resistance = 7.22 Thrust Ratio = 2.65 OK Thrust Ratio = 3.10 Bearing Ratio = 0:08 OK Bearing Ratio = 0.00 Nichols, Melburg & Rossetto SI Job No. 10-5364 5/31/2012 Vu 7.88 12.44 OK OK OK OK OK OK OK OK Structural Engineers Sun West Milling Expansion LVF Node: 8-A Passive Contribution = 100% D+Lr 34.30 Axial Thrust D 2.00 0.00 L 0.00 0.00 Lr 3.50 0.10 W 5.30 0.30 E 0.20 . 0.00 Passive Contribution = 100% D+Lr 34.30 0.10 Passive Resistance = Passive Resistance = 21.60 10.83 Friction Resistance = 10.29 Bearing Ratio = Thrust Ratio = 267.45 OK Bearing Ratio = 0.02 OK D+0.75 Lr+0.75L Friction Resistance = 9.30 33.43 0.08 Bearing Ratio = Passive Resistance = 21.60 1.52 Friction Resistance = 10.03 Thrust Ratio = 354.85 OK Bearing Ratio= 0.02 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) 33.58 0.08 Passive Resistance = 21.60 Friction Resistance = 10.07 Thrust Ratio = 355.15 OK Bearing Ratio = 0.02 OK D+W 36.10 0.30 Passive Resistance = 21.60 Friction Resistance = 10.83 Thrust Ratio = 90.05 OK Bearing Ratio = 0.02 OK D + 0.7 E 300 pcf 31.00 0.00 Passive Resistance = 21.60 Friction Resistance = 9.30 Thrust Ratio = N/A OK Bearing Ratio = 0.01 OK Nichols, Melburg & Rossetto Spread Footing Thrust Calcs Ftg. Width = 8.00 ft Ftg. Depth = 3.00 ft Bearing Capacity = 3500 psf Ftg. Weight = 28.80 k T.O. Ftg. Depth = 1.00 ft Passive Pressure = 300 pcf Friction Coeff = 0.3 Fricition Contribution = 50% (0.7 E(-)) Forces for Anchor Bolts 33.28 Tu 0.9D -1.6W 6.68 0.9D -1.4E 1.52 D + 0.75 Lr + 0.75 L + 0.75 W 37.40 0.30 Passive Resistance = 21.60 Friction Resistance = 11.22 Thrust Ratio = 90.70 OK Bearing Ratio = 0.03 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 33.28 0.08 Passive Resistance = 21.60 Friction Resistance = 9.98 Thrust Ratio = 354.55 OK Bearing Ratio = 0.02 OK 0.6D=W 13.18 -0.30 Passive Resistance = 21.60 Friction Resistance = 3.95 Thrust Ratio = 78.59 OK Bearing Ratio = 0.00 OK 0.6 D.- 0.7 E 18.28 0.00 Passive Resistance = 21.60 Friction Resistance = 5.48 Thrust Ratio = N/A OK Bearing Ratio = 0.00 OK Job No. 10-5364 5/31/2012 Vu 0.48 .0 Structural Engineers SunWest Milling Expansion Spread Footing LVF Thrust Calcs Node: 8-B Axial Thrust Ftg. Width = 4.00 ft D 4.60 0.00 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 9.30 0.00 Panel & Ftg. Weight = 17.18 k W 12.90 2.30 T.O. Ftg. Depth = 1.00 ft E 0.60 1.20 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50%, D + Lr Forces for Anchor Bolts 31.08 0.00 Tu Passive Resistance = 6.00 0.9 D -1.6 W 16.50 Friction Resistance = 9.32 0.9 D -1.4 E 3.30 Thrust Ratio = N/A OK Bearing Ratio = 0.25 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 28.75 0.00 38.43 1.73 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = .8.63 Friction Resistance = 11.53 Thrust Ratio = N/A OK Thrust Ratio = 6.82 OK Bearing Ratio = 0.21 OK Bearing Ratio = 0.29 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 29.20 0.90 28.30 -0.90 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 8.76 Friction Resistance = 8.49 Thrust Ratio = 11.53 OK Thrust Ratio = 11.38 OK Bearing Ratio = 0.16 OK Bearing Ratio = 0.15 OK D+W 0.6D -W 34.68 2.30 0.16 -2.30 Passive Resistance = . 6.00 Passive Resistance = 6.00 Friction Resistance = 10.40 Friction Resistance = 0.05 Thrust Ratio = 4.87 OK Thrust Ratio = 2.62 OK Bearing Ratio = 0.23 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 22.38 1.20 12.47 -1.20 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 6.71 Friction Resistance = 3.74 Thrust Ratio = 7.80 OK Thrust Ratio = 6.56 OK Bearing Ratio = 0.07 OK Bearing Ratio= 0.00 OK Nichols, Melburg & Rossetto s� Job No. 10-5364 5/31/2012 Vu 3.68 1.68 Structural Engineers SunWest Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 5/31/2012 Node: 8-13.4 Axial Thrust Ftg. Width = 4.00 ft D 1.20 0.00 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 3.70 0.00 Panel & Ftg. Weight = 33.15 k W 2.20 3.70 T.O. Ftg. Depth = 1.00 ft E 0.10 2.40 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 38.05 0.00 Tu- Vu Passive Resistance = 6.00 0.9-1) -1.6 W 2.44 5.92 Friction Resistance = 11.42 0.9 D -1.4 E 0.94 3.36 Thrust Ratio = N/A OK Bearing Ratio = 0.09 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 37.13 0.00 38.78 2.78 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 11.14 Friction Resistance.= 11.63 Thrust Ratio = N/A OK Thrust Ratio = 4.26 OK Bearing Ratio = 0.07 OK Bearing Ratio = 0.08 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D+0.75Lr+0.75L+0.75(0.7 E(-)) 37.20 1.80 37.05 -1.80 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 11.16 Friction Resistance = 11.12 Thrust Ratio= 6.43 OK Thrust Ratio = 6.42 OK Bearing Ratio = 0.05 OK Bearing Ratio = 0.05 OK D+W 0.6D -W 36.55 3.70 18.41 -3.70 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 10.97 Friction Resistance = 5.52 Thrust Ratio = 3.10 OK Thrust Ratio = 2.37 OK Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 34.45 2.40 20.51 -2.40 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 10.34 Friction Resistance = 6.15 Thrust Ratio = 4.65 OK Thrust Ratio '= 3.78 OK Bearing Ratio = 0.02 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Calcs 513112012 Node: 8-C Axial Thrust Ftg. Width = 6.00 ft D 6.60 1.70 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 13.00 3.50 Panel & Ftg. Weight = 47.70 k W 25.60 7.40 T.O. Ftg. Depth = 1.00 ft E 20.30 14.90 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 67.30 5.20 Tu Vu Passive Resistance = 16.20 0.9 D -1.6 W 35.02 13.37 Friction Resistance = 20.19 0.9 D -1.4 E 22.48 22.39 Thrust Ratio = 5.06 OK Bearing Ratio = 0.16 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 64.05 4.33 83.25 9.88 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 19.22 Friction Resistance = 24.98 Thrust Ratio = 5.97 OK Thrust Ratio = 2.91 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.21 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 79.28 15.50 48.83 -6.85 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 23.78 Friction Resistance = 14.65 Thrust Ratio = 1.81 OK Thrust Ratio = 3.43 OK Bearing Ratio = 0.19 OK Bearing Ratio = 0:01 OK D+W 0.6D -W 79.90 9.10 6.98 -6.38 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 23.97 Friction Resistance = 2.09 Thrust Ratio = 3.10 OK Thrust Ratio = . 2.70 OK Bearing Ratio = 0.19 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 74.60 16.60 12.28 -13.88 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 22.38 Friction Resistance = 3.68 Thrust Ratio = 1.65 OK Thrust Ratio = 1.30 OK Bearing Ratio = 0.16 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers Su r Sun West Milling Expansion Spread Footing Job No. 10-5364 LVF Thrust Ca/cs 5/31/2012 Node: 8-F Axial Thrust Ftg. Width = 8.00 ft D 11.80 0.20 Ftg. Depth = 4.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 22.10 0.50 Ftg. Weight = 38.40 k S W 29.40 0.40 T.O. Ftg. Depth = 1.00 ft • E 2.70 4.20 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 72.30 0.70 Tu Vu Passive Resistance = 33.60 0.9 D -1.6 W 36.42 0.82 • Friction Resistance = 21.69 0.9 D -1.4 E 6.84 6.06 Thrust Ratio = 63.49 OK • Bearing Ratio = 0.15 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 66.78 0.58 88:83 0.88 Passive Resistance = 33.60 Passive Resistance = 33.60 • Friction Resistance = 20.03 Friction Resistance = 26.65 • Thrust Ratio = 75.85 OK Thrust Ratio = 53.63 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.17 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 68.80 3.73 64.75 -2.58 Passive Resistance = 33.60 Passive Resistance = 33.60 • Friction Resistance = 20.64 Friction Resistance = 19.43 Thrust Ratio = 11.79 OK Thrust Ratio = 16.82 OK • Bearing Ratio = 0.10 OK Bearing Ratio = 0.09 OK D+W 0.6D -W 79.60 0.60 0.72 -0.28 Passive Resistance = 33.60 Passive Resistance = 33.60 • Friction Resistance = 23.88 Friction Resistance = 0.22 • Thrust Ratio = 75.90 OK Thrust Ratio = 120.39 OK Bearing Ratio = 0.14 OK Bearing Ratio = 0.00 OK • D+0.7E 0.6D -0.7E 52.90 4.40 27.42 -4.08 Passive Resistance = 33.60 Passive Resistance = 33.60 • Friction Resistance = 15.87 Friction Resistance = 8.23 Thrust Ratio = 9.44 OK Thrust Ratio = 9.24 OK Bearing Ratio = 0.05 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers SunWest Milling Expansion Spread Footing Job No. 10-5364 L VF Thrust Calcs 5/31/2012 Node: 8-J Axial Thrust Ftg. Width = 6.00 ft D 5.70 2.00 Ftg. Depth = 3.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.20 4.00 Panel & Ftg. Weight = 47.70 k W 15.40 2.80 T.O. Ftg. Depth = 1.00 ft E 3.70 8.20 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 63.60 6.00 Tu Vu Passive Resistance = 16.20 0.9 D -1.6 W 19.51 6.28 Friction Resistance = 19.08 0.9 D -1.4 E 0.05 13.28 Thrust Ratio = 4.29 OK Bearing Ratio = 0.13 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 61.05 5.00 72.60 7.10 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 18.32 Friction Resistance = 21.78 Thrust Ratio = 5.07 OK Thrust Ratio = 3.82 oK Bearing Ratio = 0.11 OK Bearing Ratio = 0.15 OK D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 63.83 11.15 58.28 -1.15 Passive Resistance = . 16.20 Passive Resistance = 16.20 Friction Resistance = 19.15 Friction Resistance = 17.48 Thrust Ratio = 2.31 OK Thrust Ratio = 21.69 OK Bearing Ratio = 0.10 OK Bearing Ratio = 0.06 OK D+W 0.6D -W 68.80 4.80 16.64 -1.60 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 20.64 Friction Resistance = 4.99 Thrust Ratio = 5.53 OK Thrust Ratio = 11.69 OK Bearing Ratio = 0.13 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D -0.7E 57.10 10.20 28.34 -7.00 Passive Resistance = 16.20 Passive Resistance = 16.20 Friction Resistance = 17.13 Friction Resistance = 8.50 Thrust Ratio = 2.43 OK Thrust Ratio = 2.92 OK Bearing Ratio = 0.06 OK Bearing Ratio = 0.00 OK Nichols, Melburg & Rossetto Structural Engineers Sun West Milling Expansion Spread Footing LVF Thrust Calcs Node: 9-C Axial Thrust Ftg. Width = 3.00 ft D 4.00 1.30 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 6.30 2.30 Panel & Ftg. Weight = 18.45 k W 8.50 1.30 T.O. Ftg. Depth = 1.00 ft E 0.70 3.00 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 28.75 3.60 Tu Passive Resistance = 4.50 0.9 D - 1.6 W 10.00 Friction Resistance = 8.63 0.9 D -1.4 E 2.62 Thrust Ratio ,= 2.45 OK Bearing Ratio = 0.33 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 27.18 3.03 33.55 4.00 Passive Resistance = 4.50 Passive Resistance = 4.50 Friction Resistance = 8.15 Friction Resistance = 10.07 Thrust Ratio = 2.84 OK Thrust Ratio = 2.38 Bearing Ratio = 0.28 OK Bearing Ratio = 0.36 D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 27.70 5.28 26.65 0.78 Passive Resistance = 4.50 Passive Resistance = 4.50 Friction Resistance = 8.31 Friction Resistance = 8.00 Thrust Ratio = 1.64 OK Thrust Ratio = 10.96 Bearing Ratio = 0.22 OK Bearing Ratio = 0.20 D+W 0.6D -W 30.95 2.60 4.97 -0.52 Passive Resistance = 4.50 Passive Resistance = 4.50 Friction Resistance = 9.29 Friction Resistance = 1.49 Thrust Ratio = 3.52 OK Thrust Ratio = 10.09 Bearing Ratio = 0.30 OK Bearing Ratio = 0.00 D+0.7E 0.6D -0.7E 23.15 4.30 12.77 -2.22 Passive Resistance = 4.50 Passive Resistance = 4.50 Friction Resistance = 6.95 Friction Resistance = 3.83 Thrust Ratio = 1.85 OK Thrust Ratio = 2.89 Bearing Ratio = 0.11 OK Bearing Ratio = 0.00 OK OK OK OK OK OK OK OK Job No. 10-5364 5/31/2012 Vu 3.25 5.37 Nichols, Melburg & Rossetto QQ Structural Engineers �U Sun West Milling Expansion Spread Footing Job No. 10-5364 • LVF Thrust Calcs 5/31/2012 • Node: 9-F Axial Thrust Ftg. Width = 4.00 ft D 6.20 0.00 Ftg. Depth = 2.00 ft • L 0.00 0.00 Bearing Capacity = 3500 psf Lr 10.70 0.00 Panel & Ftg. Weight = 26.85 k W 17.10 0.00 T.O. Ftg. Depth = 1.00 ft • E 2.00 0'.00 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% • D + Lr Forces for Anchor Bolts 43.75 0.00 Tu Vu Passive Resistance = 6.00 0.9 D - 1.6 W 21.78 0 . Friction Resistance = 13.13 0.9 D -1.4 E 2.78 0 Thrust Ratio = N/A OK • Bearing Ratio.= 0.30 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W • 41.08 0.00 53.90 0.00 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 12.32 Friction Resistance = 16.17 Thrust Ratio = N/A OK Thrust Ratio = N/A OK Bearing Ratio = 0.25 OK Bearing Ratio = 0.36 OK • D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 42.58 0.00 39.58 0.00 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 12.77 Friction Resistance = 11.87 Thrust Ratio = N/A OK Thrust Ratio = N/A OK • Bearing Ratio = 0.21 OK Bearing Ratio = 0.17 OK D+W 0.6D-W • 50.15 0.00 2.73 0.00 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 15.05 Friction Resistance = 0.82 • Thrust Ratio = N/A OK Thrust Ratio = N/A OK Bearing Ratio = 0.31 OK Bearing Ratio = 0.00 OK D+0.7E 0.6D-0.7E 35.05 0.00 17.83 0.00 Passive Resistance = 6.00 Passive Resistance = 6.00 • Friction Resistance = 10.52 Friction Resistance = 5.35 Thrust Ratio = N/A OK Thrust Ratio = N/A OK Bearing Ratio = 0.11 OK Bearing Ratio = 0.00 OK • Nichols, Melburg & Rossetto Structural Engineers Foot2000 v2.2.8, Copyright m 1999-2010 Spyder Software 5/31/2012 4:20:55 PM ...vYcaaaY lialy N. M. R. 555 Main Street; Suite 300 Chico, CA, 95928 Phone: (530) 891-1710 Fax: (530) 891-5448 E-mail: engineerin4@nmrdesign.com FOUNDATION PARAMETERS Project Info Project: Sunwest Milling Location: Client: Job No.: 10-5364 Footing Id: F1 Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi ConcreteType ...................................................... HardRock ConcreteCover ...................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 8.00 in. by 8.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 4.655 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ...... :......... 4.655 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth ...................................................... 24.00 in. PunchingShear Stress .............................................. 24.79 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .32 int (244) Transverse Bottom Reinforcement Required for Strength .............. .33 int (2-#4) Gravity Only Soil Bearing .......................................... 3.495 ksf WindLoad Soil Bearing ............................................. 3.495 ksf Seismic Load Soil Bearing...., .................................... 3.495 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ, (ft -kips) Dead Load 0..10 0.00 0.00 Live Load 53.90 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 W = 4.00' As = 2-#4 Bars 1+C !S-4P\A'x CAPA-C r! y MAP X L = 4.00' As = 2-#4 Bars Cover = :::::13.0011 Foot2000 v2.2.8, Copyright m 1999-2010 Spyder Software 5/31/2012 4:25:03 PM wmpauy luiv N. M. R. 555 Main Street; Suite 300 Chico, CA, 95928 Phone: (530) 891-1710 Fax: (530) 891-5448 E-mail: engineering@nmrdesign.com FOUNDATION PARAMETERS Project Info Project: Sunwest Milling Location: Client: Job No.: 10-5364 Footing Id: F2 Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 11.00 in. by 8.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 4.655 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 4.655 ksf FootingWidth ....................................................... 6.00 ft. FootingLength ..................................................... 6.00 ft. FootingDepth ...................................................... 24.00 in. PunchingShear Stress .............................................. 67.27 psi BeamShear Stress .................................................. 20.96 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ 1.13 in' (6-#4) Transverse Bottom Reinforcement Required for Strength .............. 1.28 in' (7-#4) Gravity Only Soil Bearing .......................................... 3.484 ksf WindLoad Soil Bearing ............................................. 3.484 ksf Seismic Load Soil Bearing .......................:.................. 3.484 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ (ft -kips) Dead Load 0.10 0.00 0.00 Live Load 121.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 Z' C APt's-C_.c T— ly X Z ex = 0.001, -ez 0.00" d - - c ' " ; Cover24 00" = <" ::::13.0011 + L = 6.00' W = 6.00' As = 7-#4 Bars As = 6-#4 Bars Foot2000 v2.2.8, Copyright m 1999-2010 Spyder Software 5/31/2012 4:27:44 PM Company Info I Project Info N. M. R. JProject: Sunwest Milling 555 Main Street; Suite 300 Location: Chico, CA, 95928 Phone: (530) 891-1710 JClient: Fax: (530) 891-5448 lJob No.: 10-5364 E-mail: engineering@nmrdesign.com IFooting Id: F4 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size.................... .................................... 11.00 in. by 8.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 4.655 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 4.655 ksf FootingWidth ...................................................... 6.00 ft. FootingLength ..................................................... 6.00 ft. FootingDepth..... ............................................... 36.00 in. Punching Shear Stress .............................................. 24.29 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .70 int (4-#4) Transverse Bottom Reinforcement Required'for Strength .............. .78 in' (4-#4) Gravity Only Soil Bearing .......................................... 3.488 ksf Wind Load Soil Bearing ............................................. 3.488 ksf Seismic Load Soil Bearing .......................................... 3.488 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ (ft -kips) Dead Load 0.10 0.00 0.00 Live Load 119.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 W = 6.00' As = 4-#4 Bars P\A-k CA -PA G X L = 6.00' As = 4-#4 Bars Cover = 3.00" Foot2000 v2.2.8, Copyright ® 1999-2010 Spyder Software 5/31/2012 4:32:33 PM Company Info I Project Info N. M. R. Project: Sunwest Milling 555 Main Street; Suite 300 Location: Chico, CA, 95928. Phone: (530) 891-1710 JClient: Fax: (530) 891-5448 lJob No.: 10-5364 E-mail: engineering@nmrdesign.com IFooting Id: F5 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi ConcreteType ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ......................................................... 11.00 in. by 8.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 4.655 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 4.655 ksf FootingWidth ...................................................... 7.00 ft. FootingLength ...................................................... 7.00 ft. FootingDepth ....................................................... 36.00 in. PunchingShear Stress .............................................. 37.49 psi BeamShear Stress .................................................. 6.22 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ 1.17 int (644) Transverse Bottom Reinforcement Required for Strength .............. 1.29 in' (744) Gravity Only Soil Bearing .......................................... 3.488 ksf Wind Load Soil Bearing ............................................. 3.488 ksf Seismic Load Soil Bearing .......................................... 3.488 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + l.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ, (ft -kips) Dead Load 0.10 0.00 0.00 Live Load 162.00 0.00 0.00 Wind Load 0.00 '0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 to K Ci4,PAC c —y X Z ex = 0.00" -ez 0.00" d_ - , - Cover =, ,=� '>, 3.00.. 36.00" c _, ,� y Or W = 7.00' As = 6-#4 Bars 63 L = 7.00' As = 7-#4 Bars Foot2000 v2.2.8, Copyright m 1999-2010 Spyder Software 5/31/2012 4:35:35 PM Company Info N. M. R. 555 Main Street; Suite 300 Chico, CA, 95928 Phone: (530) 891-1710 Fax: (530) 891-5448 E-mail: engineering@nmrdesign.com Project Info Project: Sunwest Milling Location: Client: Job No.: 10-5364 Footing Id: F6 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size. 11.00 in. by 8.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 4.655 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 4.655 ksf FootingWidth ...................................................... 8.00 ft. FootingLength ..................................................... 8.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress .............................................. 52.34 psi BeamShear Stress .................................................. 12.91 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ 1.80 int (10-#4) Transverse Bottom Reinforcement Required for Strength .............. 1.96 int (10-#4) Gravity Only Soil Bearing ............................... _ ........ 3.463 ksf Wind Load Soil Bearing ............................................. 3.463 ksf SeismicLoad Soil Bearing .......................................... 3.463 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ (ft -kips) Dead Load 0.10 0.00 0.00 Live Load 210.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 Z ex = 0.00" -ez = 0.00" , d= 36.00" W = 8.00' As = 10-#4 Bars M X ::::T3. over00" L = 8.00' As = 10-#4 Bars Foot2000 v2.2.8, Copyright ® 1999-2010 Spyder Software 5/31/2012 4:37:42 PM Company Info N. M. R. 555 Main Street; Suite 300 Chico, CA, 95928 Phone: (530) 891-1710 Fax: (530) 891-5448 E-mail: engineering@nmrdesign.com FOUNDATION PARAMETERS Project Info Project: Sunwest Milling Location: Client: Job No.: 10-5364 Footing Id: F7 Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size. ..................................................... 11.00 in. by 8.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 4.655 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 4.655 ksf Footing Width .................................................. ... 8.00 ft. FootingLength ..................................................... 8.00 ft. FootingDepth ...................................................... 48.00 in. PunchingShear Stress .............................................. 25.30 psi Beam Shear Stress ................................................... n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ 1.30 int (7-#4) Transverse Bottom Reinforcement Required for Strength .............., 1.41 int (8-#4) Gravity Only Soil Bearing .......................................... 3.476 ksf Wind Load Soil Bearing ............................................. 3.476 ksf Seismic Load Soil Bearing .......................................... 3.476 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ (ft -kips) Dead Load 0.10 0.00 0.00 Live Load 207.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 ZC-7)-71, � 0 ""' M,4—>(- CAPA-r_c '�Y X Z ex = 0.00" / -ez 0.00" d- 48.00" - - ;- �� L = 8.00' W = 8.00' As = 8-#4 Bars As = 7-#4 Bars 65 Cover:::�1= 3.00" Sun West Milling Expansion Spread Footing LVF Thrust Calcs Node: 9-J Axial Thrust Ftg. Width = 4.00 ft D 3.90 1.30 Ftg. Depth = 2.00 ft L 0.00 0.00 Bearing Capacity = 3500 psf Lr 5.90 2.40 Panel & Ftg. Weight = 22.13 k W 9.70 5.20 T.O. Ftg. Depth = 1.00 ft E 2.10 5.90 Passive Pressure = 300 pcf Friction Coeff = 0.3 Passive Contribution = 100% Fricition Contribution = 50% D + Lr Forces for Anchor Bolts 31.93 3.70 Tu Passive Resistance = 6.00 0.9 D - 1.6 W 12.01 Friction Resistance = 9.58 0.9 D -1.4 E 0.57 Thrust Ratio = 2.92 OK Bearing Ratio = 0.18 OK D+0.75 Lr+0.75L D + 0.75 Lr + 0.75 L + 0.75 W 30.45 3.10 37.73 7.00 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 9.14 Friction Resistance = 11.32 Thrust Ratio = 3.41 OK Thrust Ratio = 1.67 Bearing Ratio = 0.15 OK Bearing Ratio = 0.21 D + 0.75 Lr + 0.75 L + 0.75 (0.7 E) D + 0.75 Lr + 0.75 L + 0.75 (0.7 E(-)) 32.03 7.53 28.88 -1.33 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 9.61 Friction Resistance = 8.66 Thrust Ratio = 1.44 OK Thrust Ratio = 7.80 Bearing Ratio = 0.13 OK Bearing Ratio = 0.09 D+W 0.6D -W 35.73 6.50 5.92 -4.42 Passive Resistance = .6.00 Passive Resistance = 6.00 Friction Resistance = 10.72 Friction Resistance = 1.77 Thrust Ratio = 1.75 OK Thrust Ratio = 1.56 Bearing Ratio = 0.18 OK Bearing Ratio = 0.00 D+0.7E 0.6D -0.7E 28.13 7.20 13.52 -5.12 Passive Resistance = 6.00 Passive Resistance = 6.00 Friction Resistance = 8.44 Friction Resistance = 4.05 Thrust Ratio = 1.42 OK Thrust Ratio = 1.57 Bearing Ratio = 0.08 OK Bearing Ratio = 0.00 Nichols, Melburg & Rossetto 6G Job No. 10-5364 5/31/2012 Vu 9.49 9.43 OK OK OK OK OK OK OK OK Structural Engineers Base Plate: D1 . Tu Wind. Node: 1-C 25.43 Base Plate: D2 3.08 Vu Wind Tu Wind Node: 1-J 3.72 Base Plate: D3 2.66 Vu Wind Tu Wind Node: 1-D 6.49 Node: 3-B 0.45 Node: 8-13 16.50 Node: 8-13.4 2.44 Base Plate: D4 1.68 5.92 Tu Wind Node: 1-E 8.09 Node: 1-F 8.40 Node: 1-G 10.71 Node: 1-H 10.21 Base Plate: D5 4.90 4.96 Tu Wind Node: 2-C 64.78 Node: 3-C 35.42 Node: 3-J 19.33 Node: 5-C 29.82 Node: 6-C 44.38 Node: 7-C 33.82 Node: 8-C 35.02 Base Plate: D6 10.54 11.70 Tu Wind Node: 2-J 21.41 Node: 4-C 33.89 Node: 4-J 20.77 Node: 5-J 16.93 Node: 6-J 20.93 Node: 7-J 24.61 Node: 8-J 19.51 Vu Wind Tu EQ Vu EQ 3.36 4.29 3.08 Vu Wind Tu EQ Vu EQ 2.56 0.66 2.66 Vu Wind Tu EQ Vu EQ 8.32 2.09 5.18 4.00 0.45 1.82 3.68 3.30 1.68 5.92 0.94 3.36 Vu Wind Tu EQ Vu EQ 7.20 2.37 5.04 6.72 1.74 4.90 4.96 8.25 9.10 5.28 8.77 8.68 Vu Wind Tu EQ Vu EQ 12.04 16.82 22.66 10.53 14.84 22.19 5.62 5.19 10.54 11.70 17.26 22.20 13.30 16.70 22.06 10.26 16.14 21.36 13.37 22.48 22.39 Vu Wind Tu EQ Vu EQ 4.59 5.75 12.63 10.26 6.91 11.14 7.40 0.13 13.98 5.80 5.47 12.44 7.72 0.13 13.84 7.88 6.03 12.44 6.28 0.05 13.28 Base Plate: D7 a Tu Wind Vu Wind Tu EQ Vu EQ Node'' 2-F 37.07 0.18 8.17 5.64 Node: 3-F 29.09 1.07 9.81 6.57 Node: 4-F 29.61 1.30 7.63 6.34 Node: 5-F 28.81 1.30 7.35 6.62 Node:6-F 29.61 2.58 7.49 8.20 Node: 7-F 29.61 0.82 7.49 6.76 Node: 8-F 36.42 0.82 6.84 6.06 Base Plate: D8 Tu Wind Vu Wind Tu EQ Vu EQ Node: 9-C 10.00 3.25 2.62 5.37 Node: 9-J 12.01 9.49 0.57 9.43 Base Plate: D9 Tu Wind Vu Wind Tu EQ Vu EQ Node: 9-F 21.78 0.00 2.78 0.00 Base Plate: D10 Tu Wind Vu Wind Tu EQ Vu EQ Node: 3-A 22.68 0.18 6.16 0.32 Node: 8-A 6.68 0.48 1.52 0.00 Base Plate: D12 Tu Wind Vu Wind Tu EQ Vu EQ Node: 3-13.4 0.45 6.24 0.45 3.36 Base Plate: D13 Tu Wind Vu Wind Tu EQ Vu EQ Node: 4-A 21.83 0.34 5.89 0.18 Node: 7-A 21.83 0.34 5.89 0.18 Base Plate: D14 Tu Wind Vu Wind Tu EQ Vu EQ Node: 5-A 17.91 1.94 0.45 3.40 Node: 6-A 24.31 1.78 0.45 3.40 a Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "D1 -D4" - Wind Bolt Layout: X, a,- X2 Nue = 25430 lbs V„a = 3360 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete ji Cracked Concrete r Grout Pad fJ Seismic Loading b = 48 in n, = 8 X, = 21.5 in fya = 36 ksi hef = 12 in X2 = 21.5 in f„ = 58 ksi he = .24 in YJ = 21.5 in f c = 3000 psi n = . 4 bolts fJ Common Plate Y2 = 21.5 . in do = 0.75 in r = 2 row(s) s, = 5 in dhead = 2.0 in Uj Ductile Attachment s2 = 5 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: OT = 0.75 �v = 0.65 OT = 0.75 Ase = 0.310 in` f„ta = 58 ksi �Nsb = N/A lbs �Nsa = -53933 lbs �Vsa = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANco = 1296.0 in` Avco = 1152.0 in` Vcp = 134054 lbs ANc = 1681.0 in` Avc = 1152.0 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in, evy = 0.0 in e'N = 0.0 in e'v = 0.0 in Ccriticai = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.97 Minimum Spacing: Wc,N = 1.25 Yc,v = 1.20 s = 4.5 in Wcp,N - 1.00 Vh v = 1.00 Nb = 55121 lbs le = 6 �Ncb = 67027 lbs Vb = 32210 lbs OVcb = 23402 lbs Pullout Strength: Seismic Factor: S OT = 0.75 wc,p = 1.4 Abrg = 2.700 in` S = 1 NP = _ 64795 lbs �Npn = 272140 lbs Interaction of Tensile and Shear Forces: Nua Vua SON, = 53933 N„a/S¢N„= 0.47 + = 0.62 <= 1.2 SON,, SOVn SK, = 22436 Vua/Wn= 0.15 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "W -D4" - EQ Bolt Layout: x, X f y Nua = 8770 lbs Vua = 8680 lbs tx Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete (J Cracked Concrete ry-i Grout Pad r Seismic Loading b = 48 in nt = 8 X, = 21.5 in fya = 36 ksi hef = 12 in X2 = 21.5 in fu = 58 ksi. he = 24 in Y, = 21.5 in f c = 3000 psi n = 4 bolts (=I Common Plate YZ = 21.5 in do = - 0.75 in r = 2 row(s) s, = 5 in dhead = 2.0 in r Ductile Attachment s2 = 5 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: = 0.75 Ov = 0.65 �T = 0.75 Ase = 0.310 in` futa = 58 ksi �Nsb = N/A lbs ONsa = 53933 lbs OV,, = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.75 Ov = 0.75 Ov = 0.75 ANco = 1296.0 in` Avco = 1152.0 in` ovcp = 107243 lbs ANc = 1681.0 in` Avc = 1152.0 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e = 0.0 in e'v = 0.0 in ccrmcai = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.97 Minimum Spacing: Wc,N = 1.00 Wc,v = 1.20 s = 4.5 in Wcp,N = 1.00 Wh v = 1.00 Nb = 55121 lbs le = 6 ONO = 53622 lbs Vb = 32210 lbs OVcb = 28083 lbs Pullout Strength: Seismic Factor: S OT = 0.75 Wc,P = 1.0 Abrg = 2.700 in` S = 0.75 NP = 64795 lbs ONp„ = 194386 lbs Interaction of Tensile and Shear Forces: Controlled by Non -Ductile Failure - 0.4 factor applied per D.3.3.6 Nua Vua SoNn = 16086 Nua/SoNe= 0.55 + = 0.93 <= 1.2 SON,, SOV,, SSV„ = 22436 Vua/SOV.= 0.39 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "DS" - Wind Bolt Layout: ��YX rx „ Nua = 64780 lbs Vua = 12040 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete (J Grout Pad ❑Seismic Loading b = 72 in nt = 8 X, = 33.5 in fya = 55 ksi hef = 12 in X2 = 33.5 in f„ = 75 ksi he = 24 in Y, = 33.5 in f c = 3000 psi n = 4 bolts r Common Plate YZ = 33.5 in do = 1 in r = 2 row(s) s, = 5 in dhead = 2.3 in 0 Ductile Attachment s2 = 5 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: (�r = 0.75 �v = 0.65 �r = 0.75 Ase = 0.606 in` f„ta = 75. ksi �Nsb = N/A lbs �Nsa.= 136292 lbs Vsa = 56698 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANcc = 1296.0 in` Avco = 2244.5 in` �Vcp = 134054 lbs ANc = 1681.0 in` Avc = 1728.0 . in` eNX = 0.0 in evx = 0.0 in Edge Distance: eNy. = 0.0 in evy = 0.0 in e N = 0.0 in e'v = 0.0 in coritical = 6 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 1.00 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.20 s = 6 in Wcp,N = 1.00 Wh,v = 1.18 Nb = 55121 lbs le = 8 �Ncb = 67027 lbs Vb = 61335 lbs 00 = 50210 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,F = 1.4 Abrg = 3.191 in` S = 1 NP = 76576 lbs �Npn = 321621 lbs Interaction of Tensile and Shear Forces: Nua Vua S�Nn = 67027 Nua/S�Nn= 0.97 + = 1.18 <= 1.2 '.SON,, 'SOV,, Wn = 56698 Vua/Wn= 0.21 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "D5" - EQ Bolt Layout: s * Nua = 22480 lbs Vua = 22390 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad Ci Seismic Loading b = 72 in nt = 8 X, = 33.5 in fya = 55 ksi hef = 24 in X2= 33.5 in fu = 75 ksi he = 36 in Y, = 33.5 in f C = 3000 psi n = 4 bolts r Common Plate Y2 = 33.5 in do = 1 in r = 2 row(s) s, = 5 in dhead = 2.3 in r Ductile Attachment per D.3.3.5 s2 = 5 in Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 (�T = 0.75 Ase = 0.606 in' feta = 75 ksi �Nsb = N/A lbs �Nsa = 136292 lbs Wsa = 56698 lbs Concrete Breakout Strength: Concrete Pryout Strength: �r = 0.75 �v = 0.75 �v = 0.75 ANco = 4489.0 in` Avco = 2592.0 in` Vcp = 268871 lbs ANc = 5184.0 in` Avc = 2592.0 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e N = 0.0 in e'v = 0.0 in Coca, = 6 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.98 Minimum Spacing: Wc,N = 1.00 Wc,v = 1.20 s = 6 in Wcp,N = 1.00 Wh,v = 1.00 Nb = 155216 lbs le = 8 �Ncb = 134435 lbs Vb = 68327 lbs Wcb = 60213 lbs Pullout Strength: Seismic Factor: S �r = 0.75 Wc,P = 1.0 Abrg = 3.191 in` S = 0.75 Np = . 76576 lbs �Npa = 229729 lbs Interaction of Tensile and Shear Forces: Controlled by Non -Ductile Failure - 0.4 factor applied per x.3.3.6 Nu° V u° SAN„ = 40331 Nua/SAN„= 0.56 + = 0.99 <= 1.2 SON,, 'SOV,, SK, = 51245 VuAW,= 0.44 Nichols, Melburg & Rossetto -7z- Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "D7" - Wind Bolt Layout: y x, a, Nua = 37070 lbs Vua = 180 lbs E Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete Cracked Concrete r Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 45.5 in fya = 36 ksi hef = 12 in X2= 45.5 in f„ = 58 ksi he = 48 in Y, = 45.5 in f C = 3000 psi n = 4 bolts(J Common Plate Y2 = 45.5 in do = 0.75 in r = 2 row(s) s1 = 5 in dhead = 2.0 in r Ductile Attachment s2 = 5 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �V = 0.65 �T = 0.75 Ase = 0.310 in` futa = 58 ksi �Nsb = N/A lbs �Nsa = 53933 lbs Vsa = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 OV = 0.75 ANco = 1296.0 in` Avco = 4608.0 in` �Vcp = 134054 lbs ANc = 1681.0 in` AVc = 4608.0 in` eNx = 0.0 in eV, = 0.0 in Edge Distance: eNy = 0.0 in eVy = 0.0 in e'N = 0.0 in e'V = 0.0 in cchucai = 4.5 in Wec,N = 1.000 Wec,V = 1.000 Wed,N = 1.00 Wed,V = 0.98 Minimum Spacing: Wc,N = 1.25 Wc,V = 1.20 s = 4.5 in Wcp,N = 1.00 Wh,V = 1.00 Nb = 55121 lbs le = 6 ONO = 67027 lbs Vb = 91103 lbs Vcb = 80711 lbs Pullout Strength: Seismicfactor: S OT = 0.75 Wc,F = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs �Npn = 272140 lbs Interaction of Tensile and Shear Forces: Nua V uQ SoNn = 53933 Nua/SoNn= 0.69 + = 0.70 <= 1.2 SON,, SOV,, Wn = 22436 Vua/SOVn= 0.01 Nichols, Melburg & Rossetto 7.. Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "W" - EQ Bolt Layout: y m a, Y2 „ Nua = 9810 lbs Vua = 6570 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad r Seismic Loading b = 96 in of = 8 X, = 45.5 in fya = 36 ksi hef = 12 in X2 = 45.5 in fu = 58 ksi he = 24 in Y, = 45.5 in f = 3000 psi n = 4 bolts(j Common Plate Y2 = 45.5 in do = 0.75 in r = 2 row(s) s, = 5 in dhead = 2.0 in fJ Ductile Attachment s2 = 5 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 Ase = 0.310 in` fufa = 58 ksi �Nsb = N/A lbs �Nsa = 53933 lbs �Vsa = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: �r = 0.75 �v = 0.75 �v = 0.75 ANco = 1296.0 in` Avco = 4140.5 in` Ocp = 107243 lbs ANc = 1681.0 in` Avc = 2304.0 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e = 0.0 in e'v = 0.0 in Cc4cai = 4.5 in Wec,N = 1.000 Weo,v = 1.000 1Ved,N = 1.00 Wed,v = 1.00 Minimum Spacing: Wc,N = 1.00 Wc,v = 1.20 s = 4.5 in Wcp,N = 1.00 Wh,v = 1.38 Nb = 55121 lbs le = 6 �Ncb = 53622 lbs Vb = 84079 lbs �Vcb = 57978 lbs Pullout Strength: Seismic Factor: S �r = 0.75 Wc,P = 1.0 Abrg = 2.700 in` S = 0.75 NP = 64795 lbs �Npn = 194386 lbs Interaction of Tensile and Shear Forces: Controlled by Non -Ductile Failure - 0.4 factor applied per D.3.3.6 S�Nn = 16086 Nua/S�Nn= 0.61 SON,, SOV,, Wn = 22436 Vua/Wn= 0.29 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "D6,D8-D14" - Wind Bolt Layout: Nua = 33890 lbs Vua = 10260 lbs ; „ V _ Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete j j Cracked Concrete fJ Grout Pad [J Seismic Loading b = 48 in nt = 8 X,.= 21.5 in fya = 36 ksi hef = 12 in X2 = 21.5 in f„ = 58 ksi he = .24 in Y, = 21.5 in f c = 3000 psi n = 4 bolts r Common Plate YZ = 21.5 in do. = 0.75 in r = 2 row(s) s, = 5 in dhead = 2.0 in Ductile Attachment (J per D.3.3.5 s2 = 5 in Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 Ase = 0.310 in` f„ fa = 58 ksi �Nsb = N/A lbs �Nsa = 53933 lbs OVsa = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 Ov = 0.75 ANco = 1296.0 in` Avco = 1152.0 in` Vcp = 134054 lbs ANc = 1681.0 in` Avc = 1152.0 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e = 0.0 in e'v = 0.0 in ccritical = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.97 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.20 s = 4.5 in Wcp,N = 1.00 Wh,V = 1.00 Nb = 55121 lbs le = 6 �Ncb = 67027 lbs Vb = 32210 lbs OVcb = 28083 lbs Pullout Strength: Seismic Factor: S �T = 0.75 wc,p = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs �Np„ = 272140 lbs Interaction of Tensile and Shear Forces: NuQ V uQ S�Nn = 53933 Nua/SoNn= 0.63 + = 1.09 <= 1.2 SON,, SOV,, Wn = 22436 V../W.= 0.46 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 5/31/2012 Ultimate Bolt Forces: Base Plate "D6,D8-D14" - EQ Bolt Layout: x, 8, X2 F Nua = 6910 lbs Vua = 11140 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad r Seismic Loading b = 72 in nt = 8 X, = 33.5 in fya = 36 ksi hef = 12 in X2= 33.5 in f„ = 58 ksi he = 24 in Y, = 33.5 in f c = 3000 psi n = 4 bolts ❑ Common Plate Y2 = 33.5 in do = 0.75 in r = 2 row(s) s, = 5 in dhead = 2.0 in r Ductile Attachment per D.3.3.5 s2 = 5 in Steel Strength of Anchor: Concrete Side Face Blowout: 07 = 0.75 Ov = 0.65 OT = 0.75 Ase = 0.310 in` feta = 58 ksi ONsb = N/A lbs ONsa = 53933 lbs OVsa = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.75 Ov = 0.75 Ov = 0.75 ANco = 1296.0 in` Avco = 2244.5 in` OVcp = 107243 lbs ANc = 1681.0 in` Avc = 1728.0 in` eNx = 0.0 in evx = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e,N = 0.0 in e'v = 0.0 in coritical = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 1.00 Minimum Spacing: Yc,N = 1.00 Yc,v = 1.20 s = 4.5 in Wcp,N = 1.00 Wn,v = 1.18 Nb = 55121 lbs le = 6 ONcb = 53622 lbs Vb = 53117 lbs OVcb = 43483 lbs Pullout Strength: Seismic.Factor: S OT = 0.75 Wc,P = 1.0 Abrg = 2.700 in` S = 0.75 NP = 64795 lbs ONpn = 194386 lbs Interaction of Tensile and Shear Forces: Controlled by Non -Ductile Failure - 0.4 factor applied per D.3.3.6 Nua Vua SON, = 16086 Nua/SoNn= 0.43 + = 0.93 <= 1.2 SON,, SOV,, SOV, = 22436 Vua/SOVn= 0.50 Nichols, Melburg & Rossetto Structural Engineers N