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HomeMy WebLinkAbout000-000-012STRUCTURAL CALCULATIONS for the SUNWEST MILLING BUILDING EXPANSION ------------- Biggs, CA NMR Job No. 10-5364 4�OFESS1p� '� 4 9e4 A.3 u.3 tri N * EXP. 3-3 - IS pA itc April 2, 2012 PERMIT # ` ._Q I BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CQQE C IVIPLIANCE DAT 6Y4 NICHOLS, MELBURG & ROSSETTO 555 Main St., Suite 300 Chico, CA 95928 (530) 891-171-0 BUTTE COUNTY APR 0 2 209 DEVELOPMENT SERVICES . Fi INDEX TO CALCULATIONS Iift-Up D ci n Element and Component Seismic Coefficient Tl Typical 20' Wall O.O.P. T2 - T3 Typical 20' Wall O.O.P. w/ Canopy T4 - T5 Typical 3'-4" Opng O.O.P. T6 - T7 Typical 3'-4" Opng O.O.P. w/ Canopy T8 - T9 Typical 8'-0" Opng O.O.P. Panel 11 & 12 Out Piers T10-T11 Typical 8'-0" Opng O.O.P. Panel 11 & 12 Int Piers T12 - T13 Typical 12'-0" Opng O.O.P. Panel 19 & 21 T14 - T15 Typical 12'-0" Opng O.O.P. w/ Canopy Panel 14 T15 - T17 Typical 14'-0" Opng O.O.P. Panel 1 T17 - T1 7b Wall Anchorage T18 - T22 Anchor Bolt Design Load Summary Al -A7 Anchor Design A8 - A34 Foundation Design Spread Footing Design F1 - F23 Thrust Design F24 - F30 Elements Design Light Pole Foundation Design E1 - E3 Nichols, Melburg & Rossetto Structural Engineers Tl SunWest Expansion Job No. 10-5364 LVF 11/10/2011 LATERAL DESIGN - Seismic Desian Criteria Elements & Components Per Chapter 13 of ASCE 7-05 - Seismic Design Requirements for Nonstructural Components FP_0.4 aPSDs*Ips 1+2*Z P 1+2*— (Eq. h aP = 1.5 RP = 2.5 IP = 1.0 z = 20.0 h = 24.0 SDs = 0.491 FP = 0.314 Wp Not To Exceed FP=1.6*SDs*IP*WP FP = 0.785 Wp But Not Less Than FP=0.3*SDS*IP*WP FP = 0.147 Wp - V = 0.314 Wp Nichols; Melburg & Rossetto (Per Table 13.5-1 or 13.6-1) (Per Table 13.5-1 or 13.6-1) (Per Section 13.1.3) (average) (average) (Eq. 13.3-2) (Eq. 13.3-3) Structural Engineers JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: 0 PAGE NO JOB NO DATE f Out of Plane Wall Design: Design Parameters: SDS 1,0'491 Horizontal force factor wCOIIC6 ;'7 Weight of 6114"cone wall wu := max(weq,1.6 • WWI) = 41.1 • psf Typical Wall Design: 20' Wall bW tributary width of wall wu bwall wu = 41.1 plf wa bwall ' wa = 25.7 plf P6 _'U b PLi`K r0, Elb e : 0 " a h = 20;= ft d ..=i2 875 ;in ot Pwall wconc.6 bwall ' 2 = 790.01b P:= PD + PLr = 0.0 1.2•(PD+Pwall)+1.6PLr tbwall THEREFORE DESIGN FOR SLENDER WALL < 0.06"fc = 0.08 0.06 • fc Puf:= 1.2•PD+0.2•SDS •I•PD+1.6•PLr=0.0 Puw = 1.2 • Pwall + 0.2 • SDS - I ' Pwall = 1025.61b Pu := Puw + Pu f = 1025.61b .As:0 20 , in2 r Try #4 at 12" o.c. .<:,��.-.1,2,,•;x,, . Pu + As ' bwall ' a a:= 0.4. in c:=—=0.5•in 0.85 • fc • bwall 0.85 ES n:= = 9.3 EC FILE: 10-5364 OOP Slender Wall Design. mcd PAGE 1 OF 18 (IN GROUP) Importance factor E -, 29Q00' 'ltsi Pc =x3000 psi s'" 57000 14 rPc Msi psi t,. �Sr7,5-•-m Lateral Loading: ceq := 0.314 weq := wconc.6 ceq = 24.8 psf WWI := 25.7 • psf wa := max(0.7 • weq, w�,l) = 25.7 • psf wu := max(weq,1.6 • WWI) = 41.1 • psf Typical Wall Design: 20' Wall bW tributary width of wall wu bwall wu = 41.1 plf wa bwall ' wa = 25.7 plf P6 _'U b PLi`K r0, Elb e : 0 " a h = 20;= ft d ..=i2 875 ;in ot Pwall wconc.6 bwall ' 2 = 790.01b P:= PD + PLr = 0.0 1.2•(PD+Pwall)+1.6PLr tbwall THEREFORE DESIGN FOR SLENDER WALL < 0.06"fc = 0.08 0.06 • fc Puf:= 1.2•PD+0.2•SDS •I•PD+1.6•PLr=0.0 Puw = 1.2 • Pwall + 0.2 • SDS - I ' Pwall = 1025.61b Pu := Puw + Pu f = 1025.61b .As:0 20 , in2 r Try #4 at 12" o.c. .<:,��.-.1,2,,•;x,, . Pu + As ' bwall ' a a:= 0.4. in c:=—=0.5•in 0.85 • fc • bwall 0.85 ES n:= = 9.3 EC FILE: 10-5364 OOP Slender Wall Design. mcd PAGE 1 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS. CALCULATION OF: PAGE NO JOB NO DATE 3 _ bwall' t 4 h • c3 Pu h I9 . 12 - 190.1 • in Icr := 3 + n • As ' bwall + � • (d — c)2 = 57.9 • in 2•d 2 5 Mcr h2 Mcr •= bwall • t • 7.5.1.0 Pc • psi = 2263.61b • ft S :_ = 0.3 • in 6 psi cr 48-E • I Guess variables in block 6u:= 0.1 - in Mu:= 1 •ft•lb Given 5•Mu•h2 6u 0.75 48 • Ec ' 1cr 2' Mu=wu h +Puf•e.+Pu'6u 8 2 6u=1.14•in ,�Mn := 0.90 • (As ' bwall ' f}, + Pu) • I d— a)' 2 For Ma < 2/3 Mcr Guess variables in block 6s:= 0.1 • in Ma := 1 • ft • lb Given Ma 6s = M 6cr cr 2 Ma = wa h + P 8 2 2 + (P + Pwall) ' 6s Ma = 1295.3 lb • ft 6s max := h = 1.6 • in 150 USE #4 @ 12" O.C. AT CENTERLINE Mu —0.83 Ma = 0.57 (�Mn Mcr c g i 6u Mu:= Find(6u,Mu) Mu=2153.8lb•ft ,�Mn = 2600.7 lb • ft 6s Ma:= Find(6s, Ma) 6s=0.16•in 6s max = 1.6. • in Ss = 0.10 6s max FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 2 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO TA JOB NO DATE Check that P < pia_ As ' bwall P:=: = 0.0029 Pmax := 0.08 P = 0.04 LESS THAN 1.0 bwall - t Pmax THEREFORE OK Typical Wall Design: 20' Wall with Canopy b 36 n tributary width of wall wall wu ' bwall - wu = 123.4 • plf wa bwall ' wa = 77.1 • plf PD := 10 • psf • 6 • ft • 14.25 • ft = 855.O1b " PLr := 20 • psf • 6 ft • 14.25 • ft = 1710.0 lb PW := 8.9 • psf • 6 ft • 14.25 • ft = 760.9 lb e 3' ft+ 2 875%n hK 20 R 2 `875 m Pwall wconc.6 ' bwall' 2 = 2370.0 lb P:= PD + PLr + PW = 3325.9 lb 1.2•(PD+Pwall)+1. &PLr+O. &P W tbwall = 0.19 THEREFORE DESIGN FOR SLENDER WALL < 0.06*fc 0.06 • fc Puf:=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 ' Pwal1= 3076.7 lb Pu := Puw + Pu f = 7531.5 lb As Try #5 at 8" o.c. Pu + As - bwall ' fy a 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 l9 = 12 - 570.3 • in Icr := 3 + n(As 2•d bwall + (d - c)2 = 307.2 in4 bwall • t 2 5 Mcr h2 Mcr •- • 7.5.1.0 •FTfsci •psi = 6790.91b • ft Scr :_ = 0.3• in 6 48 • Ec • IS Guess variables in block FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 3 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: 6u:=0.1•in Mu:=1•ft•lb Given 5 Mu • h2 Su = 0.75 48 • Ec ' 1cr 2 Mu= wu h +Puf' a +Pu'6u 8 2 Su=1.43•in r l �Mn := 0.90 • (As ' bwall ' y + Pu) • I d a J 2 _ �Mn Mn :_ = 18079.8 lb • ft 0.9 5•Mn•h2 6n ==1.4•in 48 • Ec ' 1cr For Me >213 Mcr Guess variables in block 6s:= 0.1 • in Ma := 1 • ft • ]b Given 2 _ 2 Ma 3 Mcr ( 21 6s — 3 ' 6cr + 2 16n — 3 • Scr Mn — 3 ' Mcr \\ / 2 Ma = wa h + P • e + (P + Pwall) ' 6s 8 2 Ma = 9535.2 lb • ft 6s max := h = 1.6 • in 150 USE #5 @ 8" O.C. AT CENTERLINE Mu Ma = 0.88 = 1.40 (�Mn Mcr Check that p < pmax_ FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE NO -TS JOB NO DATE Su := Find(Su,Mu) Mu Mu = 14280.9 lb • ft ,�Mn = 16271.8 lb • ft Ss Ma:= Find(6s,Ma) Ss=0.62•in Ss max = 1.6 • in Ss = 0.39 6s max PAGE 4 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: As * bwall V= . - bwall * t = 0.0067 Pmax:= 0.08 Wall Design at 3'-4" Opening: ....... ............... 12L. i1i tributary width of wall Alintel:= (h - hopnF) w0png - = 21.4. ft2 W U (bwall + w0png) . WU = 109.6 - pif 2 j Pwall := wconc.6 * (bwall ' 2h + Alinte 2477.6 lb 1.2-(PD+Pwal1)+1.6PLr PAGE NO -76 JOB NO DATE P = 0.08 LESS THAN 1.0 Amax THEREFORE OK 3'3,� -'ft &7g , 71 wopngW 7".1f .,Opng qpq-- ). . - wa:= (bwall + 2 a = 68.5 - plf Lh� = 2q—'fl d P:= PD + PLr = 0.0 tbwall THEREFORE DESIGN FOR SLENDER WALL < 0.06*f c 0.24 0.06 - fc Puf := 1.2. PD + 0.2. SDS - 1 - PD + 1.6. PLr = 0.0 PUW:= 1.2. Pwall + 0.2. SDS - I - Pwall = 3216.4 lb Pu PUW + Puf = 3216.4 lb "2 I 0 1, - I in - Try 2- #5 bwall Pu + As - bwall a ES 1.3 - in c:= 1.6. in n:=—=9.3 0.85 fc - bwall 0.85 EC 3 bwall 4 h• c3 Pu h4 19 := - 12 = 190.1 in icr 3 := — + n - As bwall + — . — 2 d - (d c)2 346.5. in � -) 2 bwall * t FC Mcr 7.5-1.0. F;si -psi . 2263.61b - ft 6 Guess variables in block 6u:= 0.1 - in Mu := I - ft - lb 5 - Mcr•h2 6cr := 48, EC•Ig - 0.3. in FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 5 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Given 5 Mu h2 bu 0.75 48 • Ec ' 1cr 2 Mu = wu h + Puf ' e + Pu ' bu 8 2 Su=0.50•in ,�Mn := 0.90 (As ' bwall ' fy + Pu) ' Cd a / 2 ,�Mn Mn := = 7458.9 lb • ft 0.9 5 • Mn h2 6n := -0.5•in 48 • EC ' lcr For Me >213 Mcr Guess variables in block 6s:= 0.1 • in Ma := 1 • ft • lb Given 2 2 Ma — 3 ' Mcr 2 bs = 3 ' bcr + 2 (6n 3 ' 6cr) Mn — - ' Mcr 2 Ma = Wa. h + P • e + (P + Pwall) ' bs 8 2 Ma = 3483.8 lb • ft bs max = h = 1.6 • in 150 USE 2- #5 AT CENTERLINE Mu = 0.84 Ma = 1.54 (�Mn Mcr Check that P < P- ;ax= As . bwall = 00090 P:= bPmax 0.08 bwall't t . FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE NO -17- JOB 7 - JOB NO DATE 6 := Fin#u, Mu) Mu Mu=5612.8lb•ft 4)Mn = 6713.0 lb • ft 6 Ma) := Find 8s, Ma) bs = 0.29 • in Ss—max = 1.6 • in bs = 0.18 6s—max J P = 0.11 LESS THAN 1.0 Pmax THEREFORE OK PAGE 6 OF 18 (IN GROUP) JOB PAGE NO 75 ENGINEER JOB NO DATE STRUCTURAL ENGINEERS CALCULATION OF: Wall Design at T-4" Opening with Canopy: F36 in tributary width of wall wall. Alintel := (h - hopng) • wopng = 21.4 • ft2 2 W := bwall + wopng I Lou = 191.8 • plf 2 / PD := 10 • psf 6 • ft 14.25 • ft = 855.0 lb PLr := 20 • psf 6 • ft 14.25 • ft = 1710.0 lb PW := 8.9 • psf • 6 • ft 14.25 • ft = 760.91b L_opng 1-33'' ft fhapng717 it L - op wa (bwall + w 2 ng ' wa = 119.9 • plf �e ;3V ft + 2.87 3_8,75 Pwall wconc.6 ' (bwall • 2 + Alintel) = 4057.6 lb P := PD + PLr = 2565.0 lb 1.2•(PD+Pwall)+1.6PLr+0. &P W tb THEREFORE DESIGN FOR SLENDER WALL < 0.06*fc wall = 0.25 0.06 • fc Puf := 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 ' Pwal1= 5267.6 lb Pu := Puw + Pu f = 9722.3 lb � ! = 2) 4 --0,34 in As := 4}y 4-115 bwall J Pu + As ' bwall ' fa Es a:==0.9•in c =-=1.1•in n:=-=9.3 0.85 • fc • bwall 0.85 EC 3 P lg bwall ' t = 570.3 • in4 Icr := h c3 + n(Asbwall + u h (d - c)2 = 555.0 • in 4 12 3 f 2 . d 2 Mcr •= bwall ' t • 1.5 • 1.0 • f c• psi = 6790.91b ft 6 psi Guess variables in block 6u:= 0.1 • in Mu := 1 • ft • lb 5 • Mcr . h2 6cr - 0.3 • in 48•Ec•Ig FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 7 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Given 5•Mu.h2 6u = 0.75 48 Ec ' 1cr 2 �'u ' h e Mu = 8 + Puf 2 + Pu ' 6u 6u=0.97•in l 4Mn := 0.90 • (As ' bwall ' f + Pu) • Cd a ) 2 ,�Mn Mn :_ = 23952.5 lb • ft 0.9 5 • Mn h2 6n :_ - 1.0 • in 48•Ec'lcr For Ma >213 Mcr : Guess variables in block 6s:= 0.1 • in Given Ma := 1 • ft • lb 2 _ 2 Ma 3 Mcr r 2 6s 3 ' 6cr + 2 . 16n — 3 ' 6crJ Mn — 3 'Mcr \\ 2 Ma = wa8 h + P 2 + (P + Pwall) ' 6s Ma = 10385.5 lb • ft 6s—max • 150 = 1.6 • in USE 4- #5 AT EACH FACE Mu - 0.82 Ma = 1.53 �Mn Mcr Check that As ' bwall V= :_ = 0.0060 pmax••= 0.08 bwall ' t FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE NO 'T�J JOB NO DATE Su := Find(6u,Mu) Mu Mu = 17596.9 lb • ft (�Mn = 21557.3 lb • ft 6s Ma:= Find(6s, Ma) 6s = 0.43 • in 6s—max = 1.6 • in Ss = 0.27 6s max p = 0.07 LESS THAN 1.0 Amax THEREFORE OK PAGE 8 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Wall Design at 8'-0" Opening: Panel 11 & 12 Outside Pier Yopng 16.- in tributary width of wall, h irS `lintel := (h - hopnp) - w0png = 48.0. ft2 Wu := (bwall + wopng) . wu = 219.3 - plf 2 PD := 10 - psf - 6 - ft - 14.25. ft = 855.0 lb PLr:= 20. psf .6. ft - 14.25 - ft = 1710.0 lb PW := 8.9 - psf - 6 - ft - 14.25 - ft = 760.9 lb [h,- 0 - Pwall:= wconc.6' (bwall * h 2 1) + Alinte 4845.3 lb 1-2'(PD+pw,,]])+1-6PLr+0-&PW t-bwall = 0.62 0.06 - fc PAGE NO -T (C) JOB NO DATE wa:= (bwall + w0png) - wa = 137.1 - plf 2 P := PD + PLr = 2565.0 lb THEREFORE DESIGN FOR SLENDER WALL < 0.06*f c Puf 1.2. PD + 0.2. SDS - 1 PD + 1.6. PLr + 0.8 PW = 4454.7 lb PUW 1.2 - Pwall + 0.2 - SDS I - Pwall 6290.2 lb Pu PUW + Puf = 10744.9 lb 0,31 -2 Try 5- #5 Pu + As - bwal, a Es a:= — 2.5 - in c:= — 3.0. in n:=—=9.3 0.85. fc - bwall 0.85 Ec' - — 19 253.5. in4 h Icr + n As bwall + Pu . h (d - c)2 2193.1 in 4 12 3c 3 2•d bwall 2 Ff C- 5 - Mcr* h2 Mcr 7.5-1.0. --7 psi = 3018.2 lb - ft 6cr — in 6 psi 48. EC * ig Guess variables in block 6u:= 0.1 - in Mu := I - ft - lb FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 9 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Given 5•Mu•h2 Su = 0.75 48 Ec ' Icr 2 wu'h e Mu = 8 + Puf • 2 + Pu ' Su Su=0.26•in ,�Mn := 0.90 • (As ' bwall ' fy + Pu) Cd a) 2 4�Mn Mn := = 0.9 22509.3 lb • ft 5 • Mn h2 6n := - 0.2 • in 48 • EC ' lcr For Me >213 Mcr : Guess variables in block Ss := .0.1 • in Given Ma := 1 • ft • lb 2 _ 2 Ma 3 Mcr r 2 6s — 3 ' Scr + 2 16n — 3 ' 6crJ Mn — 3 • Mcr \ . 2 Ma= wa8h +P• 2 +(P+Pwall)'6s Ma = 11135.9 lb • ft 6s—max • 150 = 1.6 • in USE 5- #5 EA. FACE Mu —0.91 Ma (�Mn Mcr Check that As ' bwall P:= = 0.0168 pmax:= 0.08 bwall ' t FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE NO T JOB NO DATE 6u Mu:= Find(6u,Mu) Mu = 18412.2 lb • ft (�Mn = 20258.4 lb • ft 6s Ma:= Find.N Ma) Ss=0.21•in Ss—max = 1.6 • in Ss = 0.13 6s max p = 0.21 LESS THAN 1.0 Amax THEREFORE OK PAGE 10 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO JOB NO DATE Wall Design at 8'-0" Opening: Panel 11 & 12 Inside Pier tributary width of wafl Alintel:= (h — hopng) w0png = 48.0 . ft2 2 W U := (bwall + 2, wopng) . WU = 493.4. plf wa:= (bwall + 2, Wop2 ng) . W 2 a = 308.4 - plf PD := 10 - psf .6 - ft 14.25 - ft = 855.0 lb PLr:= 20. psf .6. ft 14.25 - ft 1710.0 lb PW := 8.9 - psf .6. ft 14.25 - ft = 760.9 lb d,, Pwall := L4conc.6 * (bwall ' h 2 1) + 2 * Alinte 10744.0 lb 1.2-(PD+PwalI)+I.6PLr+0.&Pw t-bwall 0.06 - fc = 0.35 P:= PD + PLr = 2565.0 lb THEREFORE DESIGN FOR SLENDER WALL < 0.06*f c Puf := 1.2. PD + 0.2. SDS - 1 PD + 1.6. PLr + 0.8. PW = 4454.7 lb PUW:= 1.2. Pwall + 0.2. SDS I - Pwall = 13947.9 lb Pu := PUW + Puf = 18402.6 lb Try 8- #5 bwall" Pu + As - bwall a Es = 1.4. in c:= — = 1.6. in 3 0.85 - fc - bwall 3 bwall - t — 60.4 - in 4 19 12 bwall * t 2 Mcr := 6 0.85 EC h - c 3 Pu Icr := 3 + n - As - bwall + h (d — c)2 = 904.3. mi4 2•d 5 - Mcr* h 7.5 1.0. psi = 9054.5 lb - ft 6 := — — —3. in FTFsci cr 48 - EC * 19 Guess variables in block 6u:= 0.1 - in Mu := 1 - ft - lb FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 11 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Given 5•Mu, h2 6u = 0.75 48 • Ec ' lcr 2 Mu = wu h + Puf e + Pu - 6u 8 2 6u=1.14•in -�Mn := 0.90 • (As - bwall ' fy + Pu) Cd a / 2 ,�Mn Mn := = 0.9 44475.6 lb • ft 5 • Mn h2 6n —"1•in 48 • Ec ' lcr For Me >2/3 Mcr Guess variables in block 6s:= 0.1 • in Given Ma := 1 • ft • lb 2 2 Ma 3 Mcr 2 6s = 3 ' 6cr + 2 (6n — 3 ' 6cr) Mn — 3 ' Mcr 2 Ma = wa h + P • e + (P + Pwall) ' 6s 8 2 Ma = 20165.6 lb • ft 6s max := h = 1.6 • in — 150 USE 8- #5 EA. FACE Mu = 0.84 Ma = 2.23 (�Mn Mcr Check that p < o; ;ax= As - bwall = 0.0090 pmax••= 0.08 bwall ' t FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE NO JOB NO DATE Su := Find(6u,Mu) Mu Mu = 33642.0 lb • ft ,�Mn = 40028.1 lb • ft 6s Ma:= Find(6s)ma) 6s=0.53•in 6s max = 1.6 • in Ss = 0.33 6s max p = 0.11 LESS THAN 1.0 Amax THEREFORE OK PAGE 12 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Wall Design at 12'-0" Opening: Panel 19 & 21 r� – b 366 tributary width of wall wall Alintel :_ (h – hopng) •wopng 2 = 36.0 • ft2 W (bwall + w 2ng wu = 370.1 plf D– 0 ll P 0 lbe� 0 in Pwall wconc.6 " (bwall' 2 + AlintelJ = 5214.0 lb 1.2• (P D+P wal l) + 1.6 P Lr PAGE NO 4 JOB NO DATE wong 1 hopng i4 fr wa '= (bwall + wopng ' wa = 231.3 • plf 2 ) �h ='20 - ftyd ._: 3 875 •`'in P:= PD + PLr = 0.0 t bwall THEREFORE DESIGN FOR SLENDER WALL < 0.06*f'c = 0.17 0.06 • fc Puf:= 1.2•PD+0.2• SDS• I•PD+ 1.6•PLr=0.0 Puw := 1.2 • Pwall + 0.2 • SDS ' 1. Pwal1= 6768.81b PU := Puw + Puf = 6768.8 lb 5 03.1=in� Try 5- #5 mall Pu + As • bwall ' fy a Es a:==1.1•in c:=—=1.3•in n:=—=93 0.85 f • bwall 3 := bwall t = 5. 70.3 • in Ig bwall ' t 2 Mcr := 6 0.85 EC 3 p Icr := h c + n (As ' bwall + u'h—) • (d –c)2= 483.0 • in4 3f}, 2•d FTfsci 5'Mcr'h1.0• • psi = 6790.91b • ft Scr - 0.3• in 48 � EC � Ig Guess variables in block 6u:= 0.1 • in Mu := 1 • ft • lb Given 5•Mu.h2 Su = 0.75 48 • Ec ' Icr FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 13 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO T� S JOB NO DATE wu • h2 a 6u Mu = + Puf • e + Pu • Su := Find(6u,Mu) 8 2 Mu 6u=1.22•in r l Mu=19193.2lb•ft 4�Mn := 0.90 • (As ' bwall ' f + Pu) • I d– aJ2 �Mn = 24929.2 lb • ft qwn Mn := = 27699.1 lb • ft 0.9 5•Mn•h2 6n:_-1.3•in 48 • Ec ' 1cr For Ma >213 Mcr ' Guess variables in block Ss := 0.1 • in Ma := 1 • ft • lb Given 2 Ma – ' Mcr ( 6s 2 = 3 ' 6cr + 3 2 ' 2 16n – 3 ' 6cr) Mn – 3 'Mcr \ 2 Ma = wa h + P • e + (P + Pwall) ' 6 6s = Find (6s, Ma) 8 2 Mas Ma = 11799.9 lb ft 6s = 0.54 • in h 8s–max:= 150 – 1.6 • in 6s–max = 1.6 • in USE 5- #5 EA. FACE mu,Ma6s – 0.77 — = 1.74 –0.34 4)Mn Mcr 6s max Check that P < Pmax= As ' bwall P:= = 0.0075 Pmax := 0.08 P = 0.09 LESS THAN 1.0 bwall ' t Pmax THEREFORE OK Wall Dpessian at 12'-0" Opening with Canopy: Panel 14 �-- 6 lIl tributary width of wally i.._ OT w_ i cQng FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 14 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: 'lintel (h - hopnj • wopng =.36.0 • ft2 2 W (bwall + wopng wu = 370.1 • Of 2 PD := 10 • psf • 6 • ft 14.25 • ft = 855.0 lb PLr := 20 • psf • 6 • ft 14.25 • ft = 1710.0 lb PW := 8.9 • psf • 6 • ft 14.25 • ft = 760.9 lb PAGE NO JOB NO. DATE wa* (bwall + wopng) wa = 231.3 • plf 2 �3! �'ft + 2�:8^ 75 = -in h '= 20 "'ft d .3;$75.• in Pwall wconc.6 • (bwall ' 2 + Alintel) = 5214.01b 1.2•(PD+Pwa11)+1.6PLr+0.8•P W t•bwall = 0.29 0.06 • fc P := PD + PLr = 2565.0 ]b THEREFORE DESIGN FOR SLENDER WALL < 0.06*fc Puf:= 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 = 6768.8 lb -mi Pu := Puw + Pu f = 11223.5 lb in Try 56 Pu + As bwall • f a Es a:= =1.6•in c:=-=1.8•in n:=-=9.3 0.85 fc • bwall 0.85 EC 3 P Ig - bwall t = 5703 • in Icr := h c3 + n • As ' bwall + u • h (d - c)2 = 803.5 • in 12 3 � 2•d ). 2 5•Mcr • h2 Mcr_bwa6 t 7.5.1.0•ITS c psi = 6790.9 lb • ft S= 03 in 6 cr 48 E • I C, g Guess variables in block 6u:= 0.1 • in Mu := 1 • ft • lb Given 5•Mu•h2 Su = 0.75.48•Ec•Icr FILE: 10-5364 OOP Slender Wall Design.xmcd PAGE 15 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: 2 Mu = wu•h e 8 + Puf 2 + Pu ' 6u 8u=1.02•in r l ,�Mn := 0.90 • (As ' bwall ' fy + Pu) ' I d a J 2 �Mn Mn := = 36938.7 lb • ft 0.9 5•Mn•h2 6n:==1.1•in 48 • Ec ' lcr For Me >213 Mcr Guess variables in block 6s:= 0.1 • in Given Ma := 1 • ft • lb 2 2 Ma 3 Mcr (6n 2 ss = 3 ' 6cr + 2 — 3'6cr)Mn— 3Mcr 2 Ma = wa h + P • e + (P + Pwall) ' bs 8 2 Ma = 16040.4 lb • ft 6s max := h = 1.6 • in 150 USE 5- #6 EA. FACE Mu —0.80 Ma = 2.36 (�Mn Mcr Check that a < ama_ As ' bwall P:= = 0.0106 pmax •= 0.08 bwall ' t Wall Design at 14'-0" Opening: Panel 1 S= tributary width of wall wall FILE: 10-5364 OOP Slender Wall Design.xmcd �woPng< 12 fr PAGE NO JOB NO DATE su := Find(6u, Mu) Mu Mu = 26674.4 lb • ft (�Mn = 33244.9 lb • ft 6 Ma:= Find(6s,Ma) 6s = 0.49 • in 6s max = 1.6 • in Ss 6s max p = 0.13 LESS THAN 1.0 Amax THEREFORE OK PAGE 16 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Alintel:= (h — hopn,,) - w'png = 36.0. ft2 2 W U =(bwall + Wopng) wu = 452.3. plf 2 �p Pwall := ujconc.6 * (bwall h + Alinte 6794.0 lb 2 1.2.(PD+Pwall)+1.6'PLr tbwall 0.06 - fc = 0.13 PAGE NO JOB NO DATE wa:= (bwall + wopng). Wa = 282.7. plf 2 lh:.—:—: 20 T -A eed ='.3-8L "- P:= PD + PLr = 0-0 THEREFORE DESIGN FOR SLENDER WALL < 0.06*f c Puf := 1 . .2 PD + 0.2. SDS'I'PD + 1.6 - PLr = 0.0 PUW:= 1.2. Pwall + 0.2 - SDS - 1 - Pwall = 8820.0 lb (Pu PUW + Puf = 8820.0 lb 2 6,.,0.3;1 in .,A Try 6- #5 s 1� bWaU-, Pu + As - bwall a Es 0.8. in C:= — 0.9. in n:=—=9.3 0.85 - fc - bwall 0.85 EC 3 bwall' t 4 h - c3 Pu h Ig := —12 = 950.5. in Icr 3 := — + n - As - bwall + — - —) - (d c)2 581.5. in 4 2-d b 2 2 Mcr wall't 1131 — —3 . 8.2 lb - ft 8 := 5 - Mcr'h 6 ITS i cr 48. Ec' ig . in Guess variables in block 6u:= 0.1 - in Mu := I - ft - lb Given 5 - Mu, h 2 u 0.75-48-E -I .c cr wu - h mu = + Puf - , + PU - 6U 8 2 6u = 1.24 - in FILE: 10-5364 OOP Slender Wall Design.xmcd 6u MU) := Find(6u,m U Mu = 23530.5 lb - ft PAGE 17 OF 18 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: ,�Mn := 0.90 • (As - bwall ' y + Pu) . I d – a 2 (�Mn Mn := = 34936.5 lb • ft 0.9 5•Mn•h2 6n :_ - 1.4 • in 48 • Ec ' lcr For Ma >213 Mcr Guess variables in block 6s:= 0.1 • in Given Ma := 1 • ft • lb 2 _ 2 Ma 3 Mcr, 2 6s – 3 ' 6cr + 2 16n – 3 ' 6cr) Mn — -'Mcr 2 Ma= wa*h +P• a +(P+Pwall) 6s Ma = 14409.2 lb • ft 6s max := h = 1.6 • in 150 USE 6- #5 EA. FACE Mu - 0.75 4)Mn Check that As ' bwall p :_ = 0.0054 bwall . t FILE: 10-5364 OOP Slender Wall Design.xmcd Ma — = 1.27 Mcr Pmax := 0.08 PAGE NO T N JOB NO DATE ,�Mn 31442.9 lb • ft Ss := Find(6s, Ma) Ma Ss = 0.48 • in 6s max = 1.6 • in Ss - 0.30 6s max p = 0.07 LESS THAN 1.0 Pmax THEREFORE OK PAGE 18 OF 18 (IN GROUP JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO JOB NO _ DATE El Out -of -Plane Concrete Wall Anchorage: Design Parameters: S Ot— 491 Horizontal force factor DS wconc 69 ps Weight of61/4"Dont wall Importance factor Lateral Loading: ceq := 2.0833 • 0.314 weq := wconc.6 ' ceq = 51.68 • psf Www := 25.7 • psf wu := max(weq,1.6 • wwI) = 51.68 • psf S anchor spacing h 2Q. ,;$ Height ofroof wwall wu • h = 517 • plf 2 10 •psf • (6 ft)2 • 14.25 • ft 13•ft Tu.p 1'wall ' s + + ceq • 10 • psf • 6 • ft • 14.25 • ft = 46261b 20. ft 20. ft SEE ATTACHED CALCULATION FOR CONCRETE ANCHORAGE CAPACITY USE 2- 3/4" DIA. M.B. IN SLOTTED HOLE, �Rn = 2 * 7.95 k = 15.9 k TO MTL BLDG 0.90 4 • in . Tu.pl 4 2 tpl :_ = 0.227 in 18•in•36•ksi USE 1/4" x 10" x 1'-6" EMBED PLATE 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 w (6 , ft) u 2 Vu.brace_pl 5 ft = 2622.461b FILE:10-5364 Conc Wall Anchorage.xmcd PAGE 1 OF 2 (IN GROUP) JOB ENGINEER CALCULATION OF: Nu.brace—PI 3 . ft ' Vu.brace_pl = 4370.76 lb COMPRESSION Vu.conn�l �'u ' 6 ft — Vu.brace_pl = 1748.301b Nu.conn—pi Nu.brace_pl = 4370.76 lb TENSION SEE ATTACHED CALCULATION FOR CONCRETE ANCHORAGE CAPACITY 0.90 - 4.5•in• Nu.brace_pl•4 2 tpl = 0.248 in 16•in•36•ksi USE 1/4" x 12" x V-4" EMBED PLATE FILE:10-5364 Conc Wall Anchorage.xmcd PAGE NO 779 - JOB NO - - DATE PAGE 2 OF 2 (IN GROUP) Sun West Milling ExpansioiCAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC LVF (per ACI 318-08 Appendix D) Job No. 10-5364 11/10/2011 Ultimate Bolt Forces: Wall Support Embed Bolt Layout: Nua = 4626 lbs Vua = 0 lbs „ F Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete ryi Cracked Concrete r Grout Pad r Seismic Loading b = 78 in nt = 0 X, = 60 in fya = 50 ksi hef = 3.625 in X2= 8 in fu = 65 ksi he = 6.25 in Y, = 18 in f C = 2500 psi n = 4 bolts r Common Plate Y2 = 48 in do = 0.5 in r = 2 row(s) s, = 8 in dhead = 1.000 in iJ Ductile Attachment s2 = 12 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: OT = 0.75 Ov = 0.65 OT = 0.7 ASe = 0.196 in` futa = 65 ksi ONsb = N/A lbs ONsa = 38288 lbs OVsa = 19910 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 �v = 0.7 Ov = 0.7 ANco = 118.3 in' Avco = 4608.0 in' ovcp = 34977 lbs AN. = 431.8 in` Avc = 487.5 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 CaRical = 3 in Yec,N = 1.000 Yec,v = 1.000 Yed,N = 1.00 Yed,v = 0.81 Minimum Spacing: Wc,N = 1.00 Yc,v = 1.00 s = 3 in Ycp,N = 1.00 Yh V = 2.77 Nb = 6843 lbs le = 4 ONcb = 17489 lbs Vb = 66580 lbs OVcb = 11102 lbs Pullout Strength: Seismic Factor: S �T = 0.7 wc,p = 1.0 Abrg = 0.589 in` S = 0.75 NP = 11781 lbs �Npn = 32987 lbs Interaction of Tensile and Shear Forces: Controlled by Non -Ductile Failure - 0.4 factor applied per D.3.3.6 S^ = 5247 Nua/S�Nn= 0.88 SON,, SOV,, Wn = 19910 Vua/Wn= 0.00 Nichols, Melburg & Rossetto Structural Engineers Sun West Milling ExpansiolCAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC L VF .(per ACI 318-08 Appendix D) Job No. 10-5364 11/10/2011 Ultimate Bolt Forces: High Canopy Embed Bolt Layout: x, 6, r2 E + Nua = 4371 lbs Vua = 1748 lbs g Design Parameters: Cast -in Headed Bolt Shear Parallel to Edge MA Concrete jJ Cracked Concrete ❑ Grout Pad [) Seismic Loading b = 86 in of = 0 X, = 60 in fya = 50 ksi hef = 3.625 in X2 = 66 In f„ = 65 ksi he = 6.25 in Y, = 17 in f c = 2500 psi n = 4 boltsCommon Plate Y2 = 60 in do = 0.375 in r = 2 row(s) s, = 13 in dhead = 0.750 in Ductile Attachment s2 = 9 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: OT = 0.75 Ov = 0.65 (�T = 0.7 ASe = 0.110 in` f„ to = 65 ksi ONsb = N/A lbs ONsa = 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` ovrp =. 38323 lbs ANc = 473.1 in` Avo =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 coca, = 2.25 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.79 Minimum Spacing: WC,N = 1.00 Wc,v = 1.00 s = 2.25 in Wcp,N = 1.00 Wh,v = 3.10 Nb = 6843 lbs le = 3 oNcb = 19161 lbs Vb = 82185 lbs 00 = 10446 lbs Pullout Strength: Seismic Factor: S (�T = 0.7 wc,p = 1.0 Abrg = 0.331 in` S = 1 NP = 6627 lbs ^n = 18555 lbs Interaction of Tensile and Shear Forces: Nua Vua SoNn = 18555 Nea/SoN„= 0.24 + = 0.39 <= 1.2 SON„ SOV,, Wn = 11199 Vua/SOVn= 0.16 Nichols, Melburg & Rossetto Structural Engineers Sun West Milling ExpansiolCAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC L VF (per ACI 318-08 Appendix D) TZ - Job No. 10-5364 11/10/2011 Ultimate Bolt Forces: Low Canopy Embed Bolt Layout: Nua = 0 lbs Vua = 2623 lbs M x Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete ryi Cracked Concrete ❑ Grout Pad ❑Seismic Loading b = 86 in nt = 0 X, = 21. in fya = 50 ksi hef = 3.625 in X2 = 60 in fu = 65 ksi he = 6.25 in Y, = 18 in fc = 2500 psi n = 4 bolts r Common Plate Y2= 60 in do = 0.375 in r = 2 row(s) s, = 7 in dhead = 0.750 in r Ductile Attachment s2 = . 7 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.7 Ase = 0.110 in` futa = 65 ksi �Nsb = N/A lbs �Nsa = 21537 lbs = 11199 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 �v = 0.7 �v = 0.7 ANco = 118.3 in` Avco = 1984.5 in` Vcp = 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'N = 0.0 in e'v = 0.0 in ccritical = 2.25 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.87 Minimum Spacing: Wc,N = 1.00 VC,v = 1.00 s = 2.25 in Wcp,N = 1.00 Wh,v = 2.24 Nb = 6843 lbs le = 3 �Ncb = 12942 lbs Vb = 31263 lbs Vcb = 7618 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,F = 1.0 Abrg = 0.331 in` S = 1 NP = 6627 lbs �Np„ = 18555 lbs Interaction of Tensile and Shear Forces: Nua Vua S�Nn = 12942 Nua/S�Nn= 0.00 + = 0.23 <= 1.2 SON„ SOV,, Wn = 11199 Vua/Wn= 0.23 Nichols, Melburg & Rossetto Structural Engineers JOB PAGE NO ENGINEER JOB NO DATE STRUCTURAL ENGINEERS CALCULATION OF: El Loading to Spread Foundations: Unfactored Loads Lateral. Grid I & J: dead loadW =—=- 0'. k Vertical. Lateral: ME -.0.61 deadload =DL deadload LL "ckl live load (includes collateral andpattern) windload liv6 load !L%' 2. =5-. k roof live load seismic load roof live load ''=,'6 :6, E -k windload WE,; wind load [E=Q-=4VT-1 seismic load seismic load Grid I & H: Vertical. Lateral: deadload deadload 7L.F 1-77-77 live load (includes collateral andpattern) • live load Lr 77 roof Live load roof live load windload �.=3:8 windload seismic load EQ z,seismic smic load Grid I & G: Vertical. Lateral: deadload 7' deadload live load (includes collateral and pattern) live load roof Live load roof live load windload 73 wind load seismic load EQ 4 -'6 --k seismic load Grid I & F: Vertical. Lateral. dead loadW =—=- 0'. k ea load live load (includes collateral and pattern) live load rooflive load L, =r�=O -4 roof live load windload :,]k windload M seismic load OE - = � =*7, - seismic load FILE:10-5364 Spread Footing Loading.xmcd PAGE 1 OF 7 (IN GROUP; JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO JOB NO DATE Grid J& C: Vertical: Lateral: DL''=Q.12` dead load DL•:k dead load =17477 7 live load (includes collateral and patterri I,L, 7 0�`j� live load k rooflive load Li,. AO , k rooflive load wI, . wind load wL<:- 12`i"k wind load EQ 83 � k seismic load Q; — seismic load Grid •1 & D/E: Vertical: Lateral: D0== 1 k dead load DLA 0 dead load live load (includes collateral andpattern) ;-s0k live load 714--:6'S' •�k rooflive load I[ r:=�0�'k rooflive load wind load = 4 lk wind load _EQ°'83 k ti --3 � k seismic load EQ = 4. k seismic load Grid2&C: Vertical: Lateral: DLA 5...6 dead load dead load live load (includes collateral and pattern) LL :'=�4f1: •.k live load r 771 5,:4`; k rooflive load "i rooflive load h8 3k wind load wL :=,10s5.: k wind load EQ =;209 k seismic loadEQ-:k. 1 seismic load Grid 2 & F: Vertical: Lateral: DL°$ 1 rk dead load DL -k dead load L•L"=':.34'.2k live load (includes collateral and pattern) j j live load LL. 12411 k rooflive load rooflive load �..:..+ wind load WL wind load EQ =1 k seismic load EQ = �0 k seismic load FILE:10-5364 Spread Footing Loading.xmcd PAGE 2 OF 7 (IN GROUP) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Grid 2 & J: PAGE NO A� JOB NO DATE Vertical. Lateral. Vertical: dead load Lateral. dead load MUM live load (includes collateral and patterr� n) DLA`: =13 j 3 .- live load �r�- 11�5-4"- k rooflive loadroof live load "l`6.9,k wind load"Z r_Lr,-'7 915 wind load M0372 seismicload r7c) 'A seismic load ,Grid 3/8 & A: Vertical: Lateral. MUM d dead DLA`: =13 j 3 .- dead load live load (includes collateral andpattern) live load roof live load r_Lr,-'7 915 ro iveload 25 :k wind load�" wind load EQ P. seismic load seismic load Grid 3/8 & 13.4/13: Vertical. Lateral: iL LIO �-'8-.k- dead load dead load LL O 2k live load (includes collateral andpattern)i ELI:z O k live load .1 roof live load 7M roof live load wind load� �Xlk windload EQ Q;r4k seismic load LO"7 M seismic load Grid 3/8 & CA: Vertical. Lateral. L9.3 k dead load dead load ,LL =,-k live load (includes collateral and patterer a L live load 77171 26.8'�, k roof live load roof live load wind load 3 -' �3-- k wind load JEQ seismic load seismic load FILE:10-5364 Spread Footing Loading.xmcd PAGE 3 OF 7 (IN GROUP) JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: Grid 3/8 & F: Vertical: Lateral: DL7'-'5 � dead load L)L LL .=r�k live load (includes collateral and patterer MT1 L'r 17:6 'ik roof live load Lr.;=•0:k — 25 2k wind load WL :- B s 4,1 -•le Q seismic load Grid 3/8 & J: Vertical: Lateral: DI'5!3 k dead loadDL` `=3 1 hL 21 S k .�:e....�:..,u live load (includes collateral and pattern) 9 1t r�._ r13.""5 roof live load VVI ;.25 lk wind loed EQ `21� 61e seismic load Grid 4/7 & A: Vertical: Lateral: DL =6 2k dead load DL 2 �' 2C3� ''$"�"k live load (includes collateral and patterrd roof live load Y2 wind load EQ3`2'k seismic load $ l•�•� Grid 4/7 & CA: Vertical: Lateral: DL�k dead load DL =0 LL40� k live load (includes collateral and patterer I r sMk roof jive load r 3"k windload'—�3ik EQ 4:5 'k seismic load EQ = 0 , �:K FILE:10-5364 Spread Footing Loading.xmcd PAGE NO A4 JOB NO DATE dead load live load rooflive load wind load seismic load dead load live load rooflive load . wind load seismic load dead load live load roof live load wind load seismic load dead load live load roof Kve load wind load seismic load PAGE 4 OF 7 (IN GROUPO JOB PAGE NO AS ENGINEER JOB NO DATE STRUCTURAL ENGINEERS CALCULATION OF: Grid 4/7 & F: Vertical. Lateral: deadloadDO .k deadload 7=7",3 I k LL live load (includes collateral and patterer LLQ: -20, "k Eve load tL' roof live load L'i =,'0'' fk rooflive load wind load �1 WL-:-�Ok wind load EQ°i='3ti3"k seismic load EQ._ seismic load Grid 4/7 & J: Vertical: Lateral. deadload DL :_= f28 k deadload 1=:', live load (includes collateral and patterns j,L-• ��('-'�, k live load 13:4 roof live load L'i�:= 8:6 k roof live load WL'=�24 k wind load WI" ' �+133a k windload EQ - seismic loadEQ.`. . `_ .-_ seismic load Grid 5/6 & A: ; Vertical: Lateral. DI :— 1 6 deadload DL=, = 031 k deadload L'L 77 bji�K live load (includes collateral and pattern) I;j'_ p live load Lr 0 ? k roof live loadLr := � 0'= k roof live load VVI : wind load A wind Toed EQ T 23'.9 kseismic load EQ, �- seismic load Grid 8 & B/B.4: Vertical. Lateral: 8 deadload D�__ deadload live load (includes collateral and patter,) live load Lr :-0k roof live load Li :_ On k rooflive load WLR wind load wind load E. ,: � ;0 "?k Q - seismic load Q M Ma , L !k seismic load FILE:10-5364 Spread Footing Loading.xmcd PAGE 5 OF 7 (IN GROUP) 0 JOB PAGE No A ENGINEER JOB NO DATE STRUCTURAL ENGINEERS CALCULATION OF: Grid 9 & CA: Vertical. Lateral. JFL-7-= dead loads r , dead load LL .- k live load (includes collateral andpattern) live load roofEve load =r-312 �k roof live load wind load wind load seismic load [E:Q, -�- =-2 9 k seismic load Grid 9 & F: Vertical. Lateral., 7DL- 71- 7� 7 dead load dead load E F7,� K,, load (includes collateral and pattern) live load .k' roof live load L- 0, k roof live load =117T wind load windload seismic load EEQ seismic load Grid 9 & J: Vertical. Lateral., FM- 7,"k dead load dead load live load (include, collateral and pa tierr.0 ELL =-=-k6 --k live load L0 roof live load rooflive load windload wind 1oad seismic load seismic load Grid 10 & 13.7/13.9: Vertical: Lateral. dead eadload live load (include, collateral and pattern) 777— 77M u2i� Eve load Er"77A k roof Eve load roof live load wind load= windload L"k 177 seismic load EQ � seismic smic load FILE:10-5364 Spread Footing Loading.xmcd - PAGE 6 OF 7 (IN GROUF) JOB_ ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE No A-7- JOB -7- JOB NO DATE Grid 840 & B.7/B.9: Vertical. Lateral. dead load PE dead load live load (includes collateral andpattern) live load LL— roof live load roof live load wind loadI wind load seismic load seismic load FILE:10-5364 Spread Footing Loading.mcd PAGE 7 OF 7 (IN GROUF.) a, Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 - 12/9/2011 Ultimate Bolt Forces: Base Plate "A" at Grid 8.2- Seismic Bolt Layout: y, Nua = 0 lbs V„a = 2160 lbs „ . , Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete ry Grout Pad (- Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in f„ = 58 ksi he = 36 in 18 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s1 = 4 in dhead = 2.0 in F-0 Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 Ase = 0.606 in` feta = 58 ksi �Nsb = N/A lbs �Nsa = 105399 lbs Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.7 0.7 = 0.7 ANco = 1296.0 in` Vcp = 119088 lbs ANc = 1600.0 in` eNx = 0.0 in Edge Distance: eNy = 0.0 in e = 0.0 in Ccritical = 6 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wo,N = 1.25 s = 6 in Wcp,N = 1.00 Nb = 55121 lbs �Ncb = 59544 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,P = 1.4 Abrg =. 4.123 in` S = 1 NP = 98960 lbs �Npn = 387924 lbs Interaction of Tensile and Shear Forces: S�Nn = 59544 Nua/S�Nn= 0.00 SON,, SOV,, Wn = 43846 Vua/Wn= 0.05' Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) w Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "B" at Grid 9 - Seismic Bolt Layout: x, 9, rz Nua = 0 lbs Vua = 10440 lbs " —� Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad (- Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in f„ = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s, = 4 in dhead = 2.0 in Ductile Attachment s2 = 4 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` feta = 58 ksi 0sb = N/A lbs �Nsa = 53933 lbs �Vse = 22436. lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.7 0.7 �v = 0.7 ANco = 1296.0 in` ovcp = 119088 lbs ANc = 1600.0 in` eNx = 0.0 in Edge Distance: eNy = 0.0 in e'N = 0.0 in C ;t;ca, = 4.5 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 4.5 in Wcp,N = 1.00 Nb = 55121 lbs �Ncb = 59544 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,p = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs �Npn = 253998 lbs Interaction of Tensile and Shear Forces: Nua Vua S�Nn = 53933 Nue/S^= 0.00 + = 0.47 <= 1.2 SON,, SOV,, Wn = 22436 Vua/S�Vn= 0.47 Nichols; Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "C" at Grid 9 - Seismic Bolt Layout: x, 91 K. Nua = 0 lbs Vua = 10440 lbs E v r Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete j— Cracked Concrete r Grout Pad [— Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in fu = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s, = 4 in dhead = 2.0 in Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 Ov = 0.65 OT = 0.75 Ase = 0.310 in' futa = 58 ksi �Nsb = N/A lbs ONsa = 53933 lbs �Vsa = 22436. lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 0.7 Ov = 0.7 ANcc = 1296.0 in Wcp = 119088 lbs ANc = 1600.0 in` eNx = 0.0 in Edge Distance: eNy = 0.0 in e'N = 0.0 in Ccritkai = 4.5 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 4.5 in - Wcp,N = 1.00 Nb = 55121 lbs oNcb = 59544 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,P = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs ONp = 253998 lbs Interaction of Tensile and Shear Forces: SoN„ = 53933 Nua/SAN„= 0.00 SON,, 'SOV,, Wn = 22436 VuA Vn= 0.47 Nichols, Melburg & Rossetto Structural Engineers Me MHHS Bldg G - Library CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC KNF (per ACI 318-08 Appendix D) A0 Job No. 10-2514 1219/2011 Ultimate Bolt Forces: Base Plate "13" at Grids 4&J - Seismic Bolt Layout: y 3, Nua = 6620 lbs Vua = 32560 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete j— Cracked Concrete r�W Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2= 18 in fu = 58 ksi he = 36 in Y, = 18 in f C = 3000 psi n = 4 bolts F Common Plate Y2 = 18 in do = 1 in r = 2 row(s) s, = 4 in dhead = 2.5 in P.Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 Ase = 0.606 in` futa = 58 ksi oNsb = N/A lbs �Nsa = 105399 lbs Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 0.7 �v = 0.7 ANco = 1296.0 in Vcp = 119088 lbs ANc = 1600.0 in` eNx = 0.0 in Edge Distance: eNy = 0.0 in e N = 0.0 in Coritical = 6 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 6 in Wcp,N = 1.00 Nb = 55121 lbs �Ncb = 59544 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs �Npn = 387924 lbs Interaction of Tensile and Shear Forces: SoNn = 59544 Nua/S0N„= 0.11 SON" s ov" Wn = 43846 Vua/SSV„= 0.74 Nichols, Melburg & Rossetto Structural Engineers Sun west Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) &Z— Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "E" at Grids 3&A - Seismic Bolt Layout: , x, a, r Nua = 0 lbs Vua = 25620 lbs „ m �- + Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi het = 12 in X2 = 18 in fu = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n = 4 bolts F Common Plate Y2 = 18 in do = 1 in r = 2 row(s) s1 = 4 in dhead = 2.5 in Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 OT = 0.75 Ase = 0.606 in` futa = 58 ksi �Nsb = N/A lbs �Nsa = 105399 lbs �Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.7 0.7 �v = 0.7 ANco = 1296.0 in` Vcp = 119088 lbs ANc = 1600.0, in` eNx = 0.0 in Edge Distance: eNy = 0.0 in. e'N = 0.0 inCcri - tical - 6 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 6 in WCp,N = 1.00 Nb = 55121 lbs �Ncb = 59544 lbs Pullout Strength: Seismic Factor: S �T = 0.7 wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs �Npn = 387924 lbs Interaction of Tensile and Shear Forces: Nua V. S�Ne = 59544 Nua/SAN„= 0.00 + = 0.58 <= 1.2 SON,, SOV, WV = 43846 Vua/SOVa= 0.58 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) A4 -2-.. Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "F" at Grid 3 - Seismic Bolt Layout: ,X1 e, , X Nua = 0 lbs Vua = 20820 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete We Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 36 in fya = 36 ksi hef = 24 in X2= 36 in fu = 58 ksi he = 36 in Y, = 36 in f c = 3000 psi n = 4 bolts r- Common Plate Y2 = 36 in do = 1 in r = 2 row(s) s, = 4 in dhead = 2.5 in Ductile F -W Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 OT = 0.75 Ase = 0.606 in`- futa = 58 ksi �Nsb = N/A lbs �Nsa = 105399 lbs Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.7 0.7 �v = 0.7 ANco = 5184.0 in` OVcp = 341219 lbs ANc = 5776.0 in` eNX = 0.0 in Edge Distance: eNy = 0.0 in e = 0.0 in cctt;ca, = 6 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 6 in Wcp,N = 1.00 Nb = 174998 lbs �Ncb = 170609 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs ^n = 387924 lbs Interaction of Tensile and Shear Forces: Nua SAN„ = 105399 Nua/SAN„= 0.00 +Vua = 0.47 <= 1.2 SONn Sov" SOV. = 43846 Vua/S�Vn= 0.47 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Aid Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "I" at Grids 4&C.1 - Seismic Bolt Layout: fi x, 91 ..z { Nua = 0 lbs Vua = 1400 lbs £ — Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete (' Cracked Concrete r Grout Pad (– Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in fu = 58 ksi he = 36 in Y, = 18 in f = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s, = 4 in dhead = 2.0 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: OT = 0.75 Ov = 0.65 OT = 0.75 Ase = 0.606 in futa = 58 ksi ONsb = N/A lbs ONsa = 105399 lbs OVsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 0.7 Ov = 0.7 ANco = 1296.0 in` OVcp = 119088 lbs ANc = 1600.0 in` eNx = 0.0 in Edge Distance: eNy = 0.0 in e = 0.0 in Coritical = 6 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 6 in Wcp,N = 1.00 Nb =* 55121 lbs ONO = 59544 lbs Pullout Strength: Seismic Factor: S OT = 0.7 Wc,p = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs ONP„ = 387924 lbs Interaction of Tensile and Shear Forces: Nua Vua SON, = 59544 Nua/SoN„= 0.00 + = 0.03 <= 1.2 SON,, SOV,, SOVn = 43846 Vua/SOVn= 0.03 Nichols; Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) MR Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "L&K" at Grid 3 - Seismic Bolt Layout: e, - � r Nua = 0 lbs Vua = 6600 lbs E v + a Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad r. Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in fu = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.625 in r = 2 row(s) s, = 4 in dhead = 1.5 in Ductile Attachment s2 = 4 in. per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 Ase = 0.199 in` feta = 58 ksi �Nsb = N/A lbs �Nsa = 34605 lbs �Vsa = 14396 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.7 0.7 �v = . 0.7 ANco = 1296.0 in` Vcp = 119088 lbs ANc = 1600.0 in` eNX = 0.0 in Edge Distance: eNy = 0.0 in e'N = 0.0 in Ccritical = 3.75 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 3.75 in Wcp,N = 1.00 Nb = 55121 lbs �Ncb = 59544 lbs Pullout Strength: Seismic Factor: S �T = 0.7 wc,p = 1.4 Abrg = 1.460 in` S = 1 NP = 35048 lbs �Npa = 137390 lbs Interaction of Tensile and Shear Forces: Nu° V u° SAN„ = 34605 Nua/S�Ne= 0.00 + = 0.46 <= 1.2 SON,, SOV,, SSV„ = 14396 Vua/W.= 0.46 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) OR Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "N" at Grid 1 - Seismic Bolt Layout: Nva = 0 lbs Vua = 32200 lbs f v a Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete F Cracked Concrete We Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 36 in fya = 36 ksi hef = . 12 in X2 = 36 in f„ = 58 ksi he = 36 in Y, = 36 in f C = 3000 psi n = 4 bolts r Common Plate Y2 = 36 in do = 1 in r = 2 row(s) sl = 4. in dhead = 2.5 in Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: OT = 0.75 Ov = 0.65 OT = 0.75 Ase = 0.606 in` feta = 58 ksi ONsb = N/A lbs ONsa = 105399 lbs Ova = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 0.7 Ov = 0.7 ANco = 1296.0 in` OV�p = 44658 lbs ANc = 1000.0 in` eNx = 0.0 in Edge Distance: eNy = 0.0 in e' N= 0.0 in Ccritical = 6 in Wec,N = 1.000 Wed,N = 0.75 Minimum Spacing: Wc,N = 1.00 s = 6 in Wcp,N = 1.00 Nb = 55121 lbs oNcb = 22329 lbs Pullout Strength: Seismic Factor: S OT = 0.7 Wc,p = 1.0 Abrg = 4.123 in` S = 1 NP = 98960 lbs ^n = 277088 lbs Interaction of Tensile and Shear Forces: Nua V. SoNn = 22329 Nua/SON,= 0.00 + = 0.73 <= 1.2 SON,, SOV,, Wn = 43846 Vua/SOVn= 0.73 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "0" at Grid 1- Seismic Bolt Layout: - Nua = 0 lbs Vua = 9400 lbs r Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete j- Cracked Concrete r Grout Pad (- Seismic Loading b = 96 in nt = 8 X, = 36 in fya = 36 ksi hef = 12 in X2 = 36 in f„ = 58 ksi he = 36 in Y, = 36 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 36 in do = 0.625 in r = 2 row(s) s, = 4 in dhead = 1.5 in R-0. Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 Ov = 0.65 OT = 0.75 Ase = 0.199 in f„ta = 58 ksi WNsb = N/A lbs �Nsa = 34605 lbs ov. = 14396 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 0.7 �v = 0.7 ANco = 1296.0 in` Vcp = 119088 lbs ANc = 1600.0 in` eNx = 0.0 in Edge Distance: . eNy = 0.0 in e = 0.0 in ccrivcai = 3.75 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 3.75 in Wcp,N = 1.00 Nb = 55121 lbs ONO = 59544 lbs Pullout Strength: Seismic Factor: S OT = 0.7 Wc,p = 1.4 Abrg = 1.460 in` S = 1 NP = 35048 lbs ONpn = 137390 lbs Interaction of Tensile and Shear Forces: S�Nn = 34605 Nua/SoNn= 0.00 So Nn SoVn Wn = 14396 Vua/SOVn= 0.65 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "P&Q" at Grid A - Seismic Bolt Layout: Nua = 22460 lbsVia = 26120 lbs r i Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete ry Grout Pad r Seismic Loading b= 96 in n,= 8 X,= 18 in fya = 36 ksi hef = 12 in X2 = 18 in f„ = 58 ksi he =• 36 in Y, = 18 in f c = 3000 psi n= 4 bolts f-, Common Plate Y2 = 18 in do = 1 in r = 2 row(s) s, = 4 in dhead = 2.5 in Ductile Attachment V. s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 OT = 0.75 Ase = 0.606 in futa = 58 ksi �Nsb = N/A lbs �Nsa = 105399 lbs Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.7 0,7 �v = 0.7 ANco = 1296.0 in` Vcp = . 119088 lbs ANc = 1600.0 in` eNx = 0.0 in Edge Distance: eNy = 0.0 in e = 0.0 in- Ccritical — 6 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: yrC,N = 1.25 s = 6 in WCp,N = 1.00 Nb = 55121 lbs �Ncb = 59544 lbs Pullout Strength: Seismic Factor: S. �T = 0.7 Wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs �Np„ = 387924 lbs Interaction of Tensile and Shear Forces: Nua Vua SAN„ = 59544 Nua/SAN„= 0.38 + = 0.97 <=1.2 SON,, SOV, Wn = 43846 Vua/WrV = 0.60 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) AI=P) Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "RBCS" at Grid 10 - Seismic Bolt Layout: e, Nua = 220 lbs Vua = 200 lbs „ a� It x Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad (- Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in fu = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n = 4 bolts r-- Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) sl = 4. in dhead = 2.0 in 17 Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �r = 0.75 �v = 0.65 �T = 0.75 Ase = 0.310 in` feta = 58 ksi �Nsb = N/A lbs �Nsa = 53933 lbs �Vsa = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.7 0.7 ¢v = 0.7 ANco = 1296.0 in' Vcp = 119088 lbs ANc = 1600.0 in` eNX = 0.0 in Edge Distance: eNy = 0.0 in e'N = 0.0 in acritical = 4.5 in Wec,N = 1.000 Wed,N = 1.00 Minimum Spacing: Wc,N = 1.25 s = 4.5 in Wcp,N = 1.00 Nb = 55121 lbs �Ncb = 59544 lbs Pullout Strength: Seismic Factor: S �T = 0.7 Wc,p = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs ^n = 253998 lbs Interaction of Tensile and Shear Forces: N"° Vua S�Nn = 53933 Nua/S�Nn= 0.00 + = 0.01 <= 1.2 SON,, SOV,, Wn = 22436 Vua/Wn= 0.01 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) A Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "A" at Grid 8.2 - Wind Bolt Layout: e, k N„a = 8540 lbs Vua = 6720 lbs - „ Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete (- Cracked Concrete r!�- Grout Pad r Seismic Loading b = 96 in n, = 8 X, = 18 in fya = 36 ksi hef = 12 in Xz = 18 in f„ = 58 ksi he = 36 in Y, = 18 in f = 3000 psi n = 4 bolts 1-' Common Plate YZ = 18 in do= 0.75 in r= 2 row(s) s, = 4 in dhead = 2.0 in I-. Ductile Attachment sZ = 4 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 �v = 0.75 ANco = 1296.0 in` Avco = 1458.0 in` Vcp = 127595 lbs ANc = 1600.0 in` Avc = 1080.0 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 ceritical = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,V = 0.90 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 S= 4.5 in Wcp,N = 1.00 Wh,V = 1.00 Nb = 55121 lbs le = 6 �Ncb = 63797 lbs Vb = 38434 lbs 00 = 19217 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,P = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs ^n = 272140 lbs Interaction of Tensile and Shear Forces: Nu° Vu° SAN„ = 53933 Nua/S�Nn= 0.16 + = 0.46 <= 1.2 SON" sov" Wn = 22436 VUA Vn= 0.30 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) AZ_( Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "B" at Grid 9 - Wind Bolt Layout: t x, 0, •_ „ Nca = 13210 lbs Voa = 20800 lbs a Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in f„ = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n = 4 bolts f Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s, = 4 in dhead = 2.0 in r Ductile Attachment s2 = 4 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 fcta = 58 ksi �Nsb = N/A lbs �Nsa = 53933 lbs �Vsa = 22436 lbs Concrete Breakout Strength: Concrete Pryopt Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANco = 1296.0 in` Avco = 1458.0 in` WVcp = 127595 lbs ANc = 1600.0 in` Avc = 1080.0 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 Ccridcal = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.90 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 s = 4.5 in Wcp,N = 1.00 Wh,v = 1.00 Nb = 55121 lbs le = 6 �Ncb = 63797 lbs Vb = 38434 lbs 00 = 19217 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,? = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs �Npn = 272140 lbs Interaction of Tensile and Shear Forces: Nua Vua S�Nn = 53933 Nca/S�Nn= 0.24 + = 1.17 <= 1.2 SONn SOV,, Wn = 22436 Vua/Wn= 0.93 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) AZ` Job No. 10-5364 12/12/2011 Ultimate Bolt Forces: Base Plate "C" at Grid 9 - Wind Bolt Layout: 81 2 Nua = 13210 lbs Vua = 16160 lbs Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete ( i Cracked Concrete r Grout Pad [J Seismic Loading b= 34 in nt = 8 X, = 32 in fya = 36 ksi hef = 12 in X2 = 32 in fu = 58 ksi he = 36 in Y, = 8 in f = 3000 psi n = 4 bolts r Common Plate Y2= 22 in do = 0.75 in r = 2 row(s) s, = 4 in dhead = 2.0 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: (�T = 0.75 �v = 0.65 OT = 0.75 Ase = 0.310 in futa = 58 ksi �Nsb = N/A lbs. �Nsa = 53933 lbs OV,, = 22436 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 Ov = 0.75 ANco = 1296.0 in` Avco = 2592.0 in` ovcp = 79747 lbs ANc = 1200.0 in` Avc = 1224.0 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 ccri8cai = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 0.83 Wed,v = 0.77 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 s = 4.5 in Wcp,N = 1.00 Wh,v = 1.00 Nb = 55121 lbs le = 6 Nob = 39873 lbs Vb = 59173 lbs V0 = 16067 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,P = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs ^n = 272140 lbs Interaction of Tensile and Shear Forces: Nua V. S�Nn = 39873 Nua/SON,= 0.33 + = 1.05 <= 1.2 SON,, 'SOV, SOVn = 22436 VuAWn= 0.72 Nichols, Melburg & Rossetto Structural Engineers M, Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "D" at Grids 4&J - Wind Bolt Layout: X W K2 Nua = 34520 lbs Vua = 34940 lbs E + txI �-� st - j Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete j' Cracked Concrete r Grout Pad F Seismic Loading b = 96 in nt = 8 X, = 36 in fya = 36 ksi hef = 24 in X2 = 36 in fu = 58 ksi he = 36 in Y, = 36 in f = 3000 psi n = 4 bolts F- Common Plate Y2= 36 in do = 1 in r = 2 • row(s) s1 = 4 in dh'ead = ' 2.5 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75. Ase = 0.606 in` feta = 58 ksi Osb = N/A lbs �Nsa = 105399 lbs �Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.75 �v = 0.75 �v = 0.75 AN6o = 5184.0 in` Avco = 2592.0 in` Vcp = 365592 lbs ANc = 5776.0 in` Avc = 2736.0 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 = 6 in Wec,N = 1.000 Yec,v = 1.000 Wed,N = 1.00 Wed,v = 1.00 Minimum Spacing: Wc,N = 1.25 Yc,v = 1.00 s = 6 in Wcp,N = 1.00 Wh v = 1.00 Nb = 174998 lbs le = 8 00 = 182796 lbs Vb = 68327 lbs Vcb = 54092 lbs Pullout Strength: Seismic Factor: S OT = 0.75 Wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs �Npn.= 415633 lbs Interaction of Tensile and Shear Forces: Nu°+ V UQ S�Nn = 105399 Nua/S�Nn= 0.33 = 1.12 <= 1.2 SON,, SOV, . W. = 43846 Vua/Wn= 0.80 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) A2 -q Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "E" at Grids 3&A - Wind Bolt Layout: 1 91 X Nva = 35700 Ibs V„a = 37100 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 nt = 8 X, = 36 in fya = 36 ksi het = 24 in X2 = 36 in f„ = 58 ksi he = 36 in Y, = 36 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 36 in do = 1 in r = 2 row(s) s, = 4 in dhead = 2.5 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 Ase = 0.606 in` feta = 58 ksi �Nsb = N/A lbs �Nsa = 105399 lbs �Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANco = 5184.0 in` Avco = 2592.0 in` Vcp = 365592 lbs ANC = 5776.0 in` Avc = 2736.0 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 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 = 1.00 s = 6 in Wcp,N = 1.00 Wh,v = 1.00 Nb = 174998 lbs le = 8 �Ncb = 182796 lbs Vb = 68327 lbs WO = 54092 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,p = 1.4 Abrg = 4.123 in` S = 1 NP, = 98960 lbs �Np„ = 415633 lbs Interaction of Tensile and Shear Forces: Nua Vua S�Nn = 105399 Nue/SAN„= 0.34 + = 1.18 <= 1.2 SON,, SOV,, SK, = 43846 Vca/Wn= 0.85 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate 7" at Grid 3 - Wind Bolt Layout: y x, o, f E v + Nua = 35210 lbs Vua = 36940 lbs F Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 36 in fya = 36 ksi hef = 24 in X2 = 36 in f„ = 58 ksi he = 36 in Y, = 36 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 36 in do = 1 in r = 2 row(s) s, = 4 in dhead = 2.5 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: OT = 0.75 �v = 0.65 �T = 0.75 Ase = 0.606 in feta = 58 ksi �Nsb = N/A lbs �Nss = 105399 lbs �Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANco = 5184.0 in` Avco = 2592.0 in` Vcp = 365592 lbs ANc = 5776.0 in` Avc = 2736.0 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 curitical = 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 = 1.00 s = 6 in Wcp,N = 1.00 Wh,v = 1.00 Nb = 174998 lbs le = 8 �Ncb = 182796 lbs Vb = 68327 lbs Vcb = 54092 lbs Pullout Strength: Seismic Factor: S �T = 0.75 wc,p = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs ^n = 415633 lbs Interaction of Tensile and Shear Forces: Nua Vua SAN„ = 105399 Nua/S�Nn= 0.33 + = 1.18 <= 1.2 SON„ SOV,, SSV„ = 43846 Vua/Wn= 0.84 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "G" at Grid 9 - Wind Bolt Layout: fi-x, Nua = 12290 lbs Vua = 0 lbs a Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r7 Cracked Concrete ry Grout Pad r Seismic Loading b= 96 in nt = 8 X1= 18 in fye = 36 ksi hef = 12 in X2 = 18 in fu = 58 ksi he = 36 in Y1= 18 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s1 = 4 in dhead = 2.0 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: OT = 0.75 Ov = 0.65 OT = 0.75 Ase = 0.310 in` futa = 58 ksi ONsb = N/A lbs ON,, = 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 = 1458.0 in` OVcp = 127595.• lbs ANc = 1600.0 in` Avc = . 1080.0 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 W",v = 1.000 Wed,N = 1.00 Wed,v = 0.90 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 s = 4.5 in WCp,N = 1.00 Wh,v = 1.00 Nb = 55121 lbs le = 6 ONcb = . 63797 lbs Vb = 38434 lbs OVcb = 19217 lbs Pullout Strength: Seismic Factor: S OT = 0.75 Wc,p = 1.4 Abrg = 2.700 in` S - 1 NP = 64795 lbs ONpn = 272140 lbs Interaction of Tensile and Shear Forces: Nua Vua SON, = 53933 Nua/SoNn= 0.23 + = 0.23 <= 1.2 SON„ SOV. SOVn = 22436 Vua/SOVn= 0.00 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "H" at Grid 2 - Wind Bolt Layout: , x, Si n t E „ + Nu,, 32070 lbs Vua = 0 lbs tl I + Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete F- Cracked Concrete r Grout Pad F Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2= 18 in f„ = 58 ksi he = 36 in Y, = 18 in f'c = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.75 in r = . 2 row(s) S, = 4 in dhead = 2.0 in Ductile Attachment F s2 = 4 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` feta = 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 = 1458.0 in` Vcp = 127595 lbs ANc = 1600.0 in` Avc = 1080.0 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 ccdtical = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.90 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 S = 4.5 in Wcp,N = 1.00 Wh,v = 1.00 Nb = 55121 lbs le = 6 �Ncb = 63797 lbs Vb = 38434 lbs Vcb = 19217 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,p = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs ^n = 272140 lbs Interaction of Tensile and Shear Forces: Nua V. S�Nn = 53933 Nca/S�Nn= 0.59 + = 0.59 <= 1.2 SoNn SOV,, Wn = 22436 Vw/Wn= 0.00 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "I" at Grids 4&C.1 - Wind Bolt Layout: t Nua = 56840 lbs Vua = 5280 lbs LY � + Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete j- Cracked Concrete r Grout Pad r Seismic Loading b = 96 in nt = ' 8 Xt = 36 in fya = 36 ksi hef = 24 in X2 = 36 in fu = 58 ksi he = 36 in Y, = 36 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 36 in do = 1 in r = 2 row(s) s, = 4 in dhead = 2.5 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 Ase = 0.606 in` futa = 58 ksi �Nsb = N/A lbs �Nsa = 105399 lbs �Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANco = 5184.0 in` Avco = 2592.0 in` Vcp = 365592 lbs ANc = 5776.0 in` Avc = 2736.0 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 = 6 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 1.00 Minimum Spacing: Wc,N = 1.25 Wo,v = 1.00 s = 6 in Wcp.N = 1.00 Wh,v = 1.00 Nb = 174998 lbs le = 8 �Ncb = 182796 lbs Vb = 68327 lbs Vcb = 54092 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs �Npn = 415633 lbs Interaction of Tensile and Shear Forces: S�Nn = 105399 Nua/S�Nn= 0.54 SONn Sov" S�Vn = 43846 VuAWn= 0.12 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Az_! Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "J" at Grids 4&F - Wind Bolt Layout: Nu,, 37090 lbs Vua = 0 lbs E v + Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r" Cracked Concrete (v Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in fu = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n = 4 bolts r Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s, = 4 in dhead = 2.0 in r Ductile Attachment s2 = 4 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 inz feta = 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 = 1458.0 in` Vcp = 127595 lbs ANc = 1600.0 in` Avc = 1080.0 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 Ccriticai = 4.5 in Wec,N = 1.000 WeC,V = 1.000 Wed,N = 1.00 Wed,v = 0.90 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 s = 4.5 in Wcp,N = 1.00 XVh,v = 1.00 Nb = 55121 lbs le = 6 �Ncb = 63797 lbs Vb = 38434 lbs Wcb = 19217 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,P = 1.4 Abrg = 2.700 in` S = 1 NP = 64795 lbs �Npn = 272140 lbs Interaction of Tensile and Shear Forces: N"° V UQ S�Nn = 53933 Nea/SON„= 0.69 + = 0.69 <= 1.2 SON,, SOV,, Wn = 22436 Vua/SOVn= 0.00 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) Aso Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "L&K" at Grid 3 - Wind Bolt Layout: t e, Nua = 0 lbs Vua = 8480 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 nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in f„ = 58 ksi he = 36 in Y, = 18 in f c = 3000 psi n= 4 bolts i` Common Plate Y2 = 18 in. do = 0.625 in r = 2 row(s) st = 4 in dhead = 1.5 in r Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 = 0.75 Ase = 0.199 in ft, = 58 ksi �Nsb = N/A lbs �Nsa = 34605 lbs �Vsa = 14396 lbs Concrete Breakout Strength: Concrete Pryout Strength: OT = 0.75 �v = 0.75 �v = 0.75 ANco = 1296.0 in` Avco = 1458.0 in` �Vcp = 127595 lbs ANc = 1600.0 in` Avc = 1080.0 in` eNx = 0.0 in ev, = 0.0 in Edge Distance: eNy = 0.0 in evy = 0.0 in e = 0.0 in e'v = 0.0 in Coritical = 3.75 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,V = 0.90 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 s = 3.75 in Wcp,N = 1.00 Wh,V = 1.00 Nb = 55121 lbs le = 5 �Ncb = 63797 lbs Vb = 35085 lbs Vcb = 17543 lbs Pullout Strength: Seismic Factor: S OT = 0.75 Wc,P = 1.4 Abrg = 1.460 in` S = 1 NP = 35048 lbs +Npn = 147203 lbs Interaction of Tensile and Shear Forces: Nua Vua S�Nn = 34605 Nua/S�Nn= 0.00 + = 0.59 <= 1.2 SoNn sov" Wn = 14396 Vu1/4Vn= 0.59 Nichols, Melburg & Rossetto Structural Engineers A-->1 Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC Job No. 10-5364 BJF (per ACI 318-08 Appendix D) 1 1219/2011 Ultimate Bolt Forces: Base Plate "N" at Grid 1 - Wind Bolt Layout: 4 X, 9, r Nua = 5520 lbs Vua = 19360 lbs a Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete j- Cracked Concrete rJ Grout Pad r Seismic Loading b = 96 in nt = 8. X, = 42 in fya = 36 ksi hef = 12 in X2= 42 in f„ = 58 ksi he = 36 in Y, = 42 in f = 3000 psi n = 4 bolts r Common Plate Y2 = 42 in do = 1 in r = 2 row(s) sl = 4 in dhead = 2.5 in r, Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 �v = 0.65 �T = 0.75 As,. = 0.606 in` feta = 58 ksi �Nsb = N/A lbs �Nsa = 105399 lbs Vsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANco = 1296.0 in` Avco = 3528.0 in` Vcp = 127595 lbs ANc = 1600.0 in` Avc = 3168.0 in` PNx = 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 ccriGcai = 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 = 1.00 s = 6 in Wcp,N = 1.00 Wh v = 1.08 Nb = 55121 lbs le = 8 �Ncb = 63797 Itis Vb = 86102 lbs Vcb = 62633 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs �Npn = 415633 lbs Interaction of Tensile and Shear Forces: Nua Vua S�Nn = 63797 Nea/SAN„= 0.09 + = 0.53 <= 1.2 I SON„ SOV, Wn = 43846 Vua/Wn= 0.44 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) �3G Job No. 10-5364 12/9/2011 Ultimate Bolt Forces: Base Plate "O" at Grid 1 - Wind Bolt Layout: t x, A E , Nua = 5560 lbs V„a = 7520 lbs r Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete (� Cracked Concrete (�i Grout Pad (- Seismic Loading b = 96 in nt = 8 X, = 42 in fya = 36 ksi hef = 12 in X2 = 42 in fu = 58 ksi he = 36 in Y, = 42 in f c = 3000 psi n= 4 bolts r- Plate Y2 = 42 in do = 0.625 in r = 2 row(s) s, = 4 in dhead = 1.5 in Ductile Attachment s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = . 0.75 �v = 0.65 �T = 0.75 Ase = 0.199 in` futa = 58 ksi �Nsb = N/A lbs �Nsa = 34605 lbs 0sa = 14396 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 Ov = 0.75 �v = 0.75 ANco = 1296.0 in` Avco = 3528.0 in` 0cp = 127595 lbs ANc = 1600.0 in` Avc = 3168.0 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 coca, = 3.75 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 = 1.00 s = 3.75 in Wcp,N = 1.00 Wh,v = 1.08 Nb = 55121 lbs le = 5 �Ncb = 63797 lbs Vb = 68070 lbs 00 = 49516 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,F = 1.4 Abrg = 1.460 in` S = 1 NP = 35048 lbs ^rl = 147203 lbs Interaction of Tensile and Shear Forces: S�Nn = 34605 Nua/S�Nn= 0.16 SON" sov" Wn = 14396 Vua/Wn= 0.52 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) A -S7S Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "P&W at Grid A - Wind Bolt Layout: x, 91 K2 Nua = 15520 lbs Vua = 9120 lbs tt Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete ri Cracked Concrete r Grout Pad I-' Seismic Loading b = 96 in ht = 8 X, = 18 in fya = 36 ksi hef = 12 in X2 = 18 in fu = 58 ksi he = 36 in Yf = 18 in f c = 3000 psi n= 4 bolts r Common Plate Y2 = 18 in do = 1 in r = 2 row(s) s, = 4 in dhead = 2.5 in Ductile Attachment r s2 = 4 in per D.3.3.5 Steel Strength of Anchor: Concrete Side Face Blowout: �T = 0.75 0.65 �T = 0.75 Ase = 0.606 in` futa = 58 ksi ONsb = N/A lbs �Nsa = 105399 lbs Wsa = 43846 lbs Concrete Breakout Strength: Concrete Pryout Strength: �T = 0.75 �v = 0.75 �v = 0.75 ANco = 1296.0 in` Avco = 1458.0 in` ovcp = 127595 lbs ANc = 1600.0 in` Avc = 1080.0 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 Ccrikai = 6 in Wec,N = 1.000 Wec,v = 1.000 Wed,N = 1.00 Wed,v = 0.90 Minimum Spacing: Wc,N = 1.25 Wc,v = 1.00 s = 6 in Wcp,N - 1.00 Wh,v = 1.00 Nb = 55121 lbs le = 8 �Ncb = 63797 lbs Vb = 44380 lbs WO = 22190 lbs Pullout Strength: Seismic Factor: S OT = 0.75 Wc,P = 1.4 Abrg = 4.123 in` S = 1 NP = 98960 lbs �Npn = 415633 lbs Interaction of Tensile and Shear Forces: Nua V uTaT SoN„ = 63797 i Nua/S�Nn= 0.24 + = 0.45 <= 1.2 'SONn so n Wn = 43846 Vua/SK,= 0.21 Nichols, Melburg & Rossetto Structural Engineers Sunwest Milling CAPACITY OF ANCHORS IN CONCRETE PER 2010 CBC BJF (per ACI 318-08 Appendix D) A73� Job No. 10-5364 1219/2011 Ultimate Bolt Forces: Base Plate "R&S" at Grid 10 - Wind Bolt Layout: 'k X, 91 X2 Nua = 8940- lbs Vua = 3040 lbs �* r Design Parameters: Cast -in Headed Bolt Shear Perpendicular to Edge NW Concrete r Cracked Concrete r Grout Pad r Seismic Loading b = 96 in nt = 8 X, = 18 in fya = 36 ksi hef = 12 in X2= 18 in fu = 58 ksi he = 36 in Y, = 18 in f c = 3000- psi n = 4 bolts f- Common Plate Y2 = 18 in do = 0.75 in r = 2 row(s) s, = 4 in dhead = 2.0 in f . Ductile Attachment s2 = 4 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 �v = 0.75 ANco = 1296.0 in` Avco = 1458.0 in` Vcp = 127595 lbs ANc = 1600.0 in` Avc = 1080.0 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 c0ficai = 4.5 in Wec,N = 1.000 Wec,v = 1.000 Minimum Spacing: Wed,N = 1.00 Wed,v = 0.90 WC,N = 1.25 Wc,v = 1.00 s = 4.5 in Wcp,N - 1.00 Wh,v = 1.00 Nb = 55121 lbs le = 6 �Ncb = 63797 lbs Vb = 38434 lbs Wpb = 19217 lbs Pullout Strength: Seismic Factor: S �T = 0.75 Wc,P = 1.4 Abrg = 2.700 in` S = 1 . NP = 64795 lbs �Npn = 272140 lbs Interaction of Tensile and Shear Forces: Nuo Vua S�Nn = 53933 Nua/S�Nn= 0.17 + = 0.30 <= 1.2 SON,, SOV,, Wn = 22436 Vua/Wn= 0.14 Nichols, Melburg & Rossetto Structural Engineers Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:17 PM Company Info I Project Info N. M. R. JProject: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1,Tob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 1 & C FOUNDATION PARAMETERS 'F\ Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... IAardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 14.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 5.00 ft. FootingLength.. ................................................. 5.00 ft. FootingDepth .............................. ..................... 24.00 in. PunchingShear Stress .............................................. 4.95 psi BeamShear Stress .................................................. .85 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .06 in' (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .07 int (1-#4) Gravity Only Soil Bearing .......................................... .296 ksf Wind Load Soil Bearing ............................................. .460 ksf SeismicLoad Soil Bearing .......................................... .484 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + O.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.20 0.00 0.00 Live Load 0.70 0.00 0.00 Wind Load 6.60 0.00 0.00 Earthquake 8.30 0.00 0.00 Other Loads 2.50 0.00 0.00 W = 5.00' As = 1-#4 Bars X L = 5.00' As = 1-#4 Bars Cover:::: = 3.00" Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:17 PM �.UuiNaiiy LLI.Lu N. M. R. 434 Broadway Chico, CA, 95928 Phone: (530) 891-1710 Fax: (530) 891-0138 E-mail: engineering@nmrdesign.com FOUNDATION PARAMETERS Project Info Project: Sunwest Milling Company Location: Client: Job No.: Footing Id: Grid 1 & D/E Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 14.00 in. by 10.00 in Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf Footing Width ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth....... ............................................. 24.00 in. PunchingShear Stress .............................................. 4.36 psi BeamShear Stress .................................................. n/a psi ReinforcingStandards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .05 in' (144) Transverse Bottom Reinforcement Required for Strength .......:...... 06 int (144) Gravity Only Soil Bearing .......................................... .776 ksf Wind Load Soil Bearing ............................................. .776 ksf SeismicLoad Soil Bearing .......................................... .208 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1:OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.10 0.00 0.00 Live Load 1.90 0.00 0.00 Wind Load 6.50 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 6.50 0.00 0.00 X W = 4.00' As = 1-#4 Bars FZ :::T3. over00" Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:17 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 JJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 1 & F FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 14.00*in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength ...................................... 3.500 ksf Seismic Load Soil Bearing Strength .................................. 3.500 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth ...................................................... 24.00 in. Punching Shear Stress .............................................. 3.38 psi BeamShear Stress........... .................................... n/a psi ReinforcingStandards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .04 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .05 in' (1-#4) Gravity Only Soil Bearing .......................................... .614 ksf WindLoad Soil Bearing ............................................. .608 ksf SeismicLoad Soil Bearing .......................................... .195 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ (ft -kips) Dead Load 1.80 0.00 0.00 Live Load 1.40 0.00 0.00 Wind Load 4.60 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 4.70 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' As = 1-#4 Bars ::: T3. over 00" Foot2000 v2.2.6, Copyright m 1999-2008 Spyder Software 12/9/2011 1:59:18 PM �—T Company Info I Project Info N. M. R. JProject: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 IJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 1 & G FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size. 14.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth ...................................................... 24.00 in. Punching Shear Stress ........................ 4.36 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .05 int (144) Transverse Bottom Reinforcement Required for Strength .............. .06 in' (1-#4) Gravity Only Soil Bearing .......................................... .776 ksf WindLoad Soil Bearing ............................................. .776 ksf Seismic Load Soil Bearing .......................................... .208 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + O.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: - Load Case FY, (kips) MX (ft -kips) MZ (ft -kips) Dead Load 2.10 0.00 0.00 Live Load 1.90 0.00 0.00 Wind Load 6.50 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 6.50 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' As = 1-#4 Bars ::� Cover = 3.00" Foot2000 v2.2.6,. Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:18 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 1 & H FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ....................................................... HardRock. Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy......................................... 60.0 ksi Column Size ........................................................ 14.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength .................................. 3.500 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth ...................................................... 24.00 in. PunchingShear Stress .............................................. 4.19 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per ................ ..... .................. ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .05 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. ..06 in' (1-#4) Gravity Only Soil Bearing .......................................... .745 ksf Wind Load Soil Bearing ......................... .745 ksf Seismic Load Soil Bearing ........................................... .416 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + LOLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.00 0.00 0.00 Live Load 1.80 0.00 0.00 Wind Load 6.20 0.00 0.00 Earthquake 3.40 0.00 0.00 Other Loads 6.20 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' As = 1-#4 Bars FS Cover = ::::T3.0011 Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:19 PM Company Info IProject Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1Job No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 1 & J FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi ConcreteType ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 14.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 6.00 ft. FootingLength ..................................................... 6.00 ft. FootingDepth ...................................................... 24.00 in. PunchingShear Stress .............................................. 6.11 psi BeamShear Stress .................................................. 1.38 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .07 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .09 int (144) Gravity Only Soil Bearing .......................................... .242 ksf Wind Load Soil Bearing ............................................. .356 ksf SeismicLoad Soil Bearing .......................................... .384 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL +.1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ (ft -kips) Dead Load 1.20 0.00 0.00 Live Load 0.70 0.00 0.00 Wind Load 6.60 0.00 0.00 Earthquake 8.70 0.00 0.00 Other Loads 2.50 0.00 0.00 Z \ ex = 0.o0" ez = 0.001, d 24.00" ' W = 6.00' As = 1-#4 Bars X L = 6.00' As = 1-#4 Bars F'IL, Cover::::J= 3.00" Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:25 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 2 & C FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 14.00 in. by 10.00 in. Allowable Soil Bearing Strength ..................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 6.00 ft. Footing Length ............................ 6.00 ft. Footing Depth ...................................................... 36.00 in. PunchingShear Stress.............. ................................. 8.15 psi BeamShear Stress .................................................. n/a psi ReinforcingStandards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .22 int (2-#4) Transverse Bottom Reinforcement Required for Strength .............. .25 int (2-#4) Gravity Only Soil Bearing .......................................... 1.369 ksf Wind Load Soil Bearing ............................................. 1.449 ksf Seismic Load Soil Bearing .......................................... .864 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.60 0.00 0.00 Live Load 21.80 0.00 0.00 Wind Load 18.30 0.00 0.00 Earthquake 20.90 0.00 0.00 Other Loads 15.40 0.00 0.00 X Z ex = 0.00" -ez = 0.00" d 36.00" , L = 6.00' W = 6.00' As = 2-#4 Bars As = 2-#4 Bars F 7- ::::T3. over00" Foot2000 v2.2.6, Copyright m 1999-2008 Spyder Software 12/9/2011 1:59:25 PM Fa Company Info Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 1 , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1Job No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 2 & F FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, FY ........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 6.00 ft. Footing Length ..................................................... 6.00 ft. FootingDepth........... . ......................................... 16.00 in. PunchingShear Stress .............................................. 11.61 psi BeamShear Stress ................................................... n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .33 int (2-#4) Transverse Bottom Reinforcement Required for Strength .............. .37 int (2-#4) Gravity Only Soil Bearing .......................................... 2.024 ksf Wind Load Soil Bearing ............................................. 2.038 ksf SeismicLoad Soil Bearing .......................................... .338 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 8.10 0.00 0.00 Live Load 34.20 0.00 0.00 Wind Load 24.60 0.00 0.00 Earthquake 0.30 0.00 0.00 Other Loads 24.10 0.00 0.00 X Z ex = 0.00" -ez = 0.00" d = "- 36.00" ' L = 6.00' W = 6.00' As = 2-#4 Bars As = 2-#4 Bars ::: Cover 3.00" Foot2000 v2.2.6, Copyright ° 1999-2008 Spyder Software 12/9/2011 1:59:26 PM Company Info I Project Info N. M. R. JProject: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1Job No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 2 & J FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 7.00 ft. Footing Length ..................................................... 7.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress...... ...................................... 9.76 psi BeamShear Stress .................................... 1.24 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .27 in' ('244) Transverse Bottom Reinforcement Required for Strength .............. .30 in' (244) Gravity Only Soil Bearing .......................................... 1.053 ksf WindLoad Soil Bearing ............................................. 1.084 ksf Seismic Load Soil Bearing.. ...................................... .683 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.7.78DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ (ft -kips) Dead Load 5.60 0.00 0.00 Live Load 21.80 0.00. 0.00 Wind Load 16.90 0.00 0.00 Earthquake 20.90 0.00 0.00 Other Loads 15.40 0.00 0.00 W 7.00' As = 2-#4 Bars X L = 7.00' As = 2-#4 Bars Cover = 3.00" Foot2000 v2.2.6, Copyright m 1999-2008 Spyder Software 12/9/2011 1:59:26 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.comFooting Id: Grid 3/8 & A FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 5.00 ft. FootingLength ..................................................... 5.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress .............................................. 7.15 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength ............ .21 in' (244) Transverse Bottom Reinforcement Required for Strength .............. .24 in' (2-#4) Gravity Only Soil Bearing .......................................... 1.980 ksf Wind Load Soil Bearing ............................................. 2.404 ksf SeismicLoad Soil Bearing .......................................... .469 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: _ Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.20 0.00 0.00 Live Load 23.60 0.00 0.00 Wind Load 25.80 0.00 0.00 Earthquake 3.10 0.00 0.00 Other Loads 15.20 0.00 0.00 W = 5.00' As = 2-#4 Bars X L = 5.00' As = 2-#4 Bars Cover = 3.00" Foot2000 v2.2.6, Copyright m 1999-2008 Spyder Software 12/9/2011 1:59:26 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 1 , Phone: (530) 891-1710 Client; Fax: (530) 891-0138 lJob No.: - E -mail: engineering@nmrdesign.comFooting Id: Grid 3/8 & B.4/B FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'C........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.O.ksi Column Size. ..................................................... 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 2.00 ft. FootingLength ..................................................... 2.00 ft. FootingDepth ...................................................... 24.00 in. PunchingShear Stress .............................................. n/a psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength ............. .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... .320 ksf Wind Load Soil Bearing ............................................. .320 ksf SeismicLoad Soil Bearing .......................................... .253 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ (ft -kips) Dead Load 0.80 0.00 0.00 Live Load 0.00 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 d = 24.00" X W = 2.00' Cover = :::::13.001, Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:27 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1Job No.: E-mail: engineeringOnmrdesign.com IFooting Id: Grid 3/8 & C.1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ....................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 6.00 ft. FootingLength ...................................................... 6.00 ft.' Footing Depth ....................................................... 36.00 in. Punching Shear Stress .............................................. 12.87 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .37 int (2-#4) Transverse Bottom Reinforcement Required for Strength .............. .41 int (344) Gravity Only Soil Bearing .......................................... 1.658 ksf Wind Load Soil Bearing ............................................. 2.044 ksf Seismic Load Soil Bearing .......................................... .484 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ (ft -kips) Dead Load 9.50 0.00 0.00 Live Load 16.90 0.00 0.00 Wind Load 40.70 0.00 0.00 Earthquake 4.60 0.00 0.00 Other Loads 26.80 0.00 0.00 W = 6.00' As = 2-44 Bars X L = 6.00' As = 3-#4 Bars FI2- ::: Cover = 3.00" Fi s Foot2000 v2.2.6, Copyright 0 1999-2008 Spyder Software 12/9/2011 1:59:27 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 I , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1Job No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 3/8 & F FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'C........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 5.00 ft. FootingLength ..................................................... 5.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress .............................................. 7.78 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .23 in' (2-#4) Transverse Bottom Reinforcement Required for Strength .............. .26 int (2-#4) Gravity Only Soil Bearing .......................................... 2.384 ksf Wind Load Soil Bearing ............................................. 2.688 ksf SeismicLoad Soil Bearing .......................................... .501 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0:5SL 1.2DL + 1:OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + O.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1..OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ (ft -kips) Dead Load 5.90 0.00 0.00 Live Load 31.60 0.00 0.00 Wind Load 25.20 0.00 0.00 Earthquake 4.10 0.00 0.00 Other Loads 17.60 0.00 0.00 W = 5.00' As = 2-#4 Bars X L = 5.00' As = 2-#4 Bars ::: Cover = 3.00" Foot2000 v2.2.6, Copyright 0 1999-2008 Spyder Software 12/9/2011 1:59:28 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 I , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 3/8 & J FOUNDATION PARAMETERS fT � 4 Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ....................... :.............................. HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 5.00 ft. FootingLength ..................:.................................. 5.00 ft. FootingDepth.. ..................................................... 36.00 in. PunchingShear Stress .............................................. 6.76 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .20 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .23 int (2-#4) Gravity Only Soil Bearing .......................................... 1.808 ksf Wind Load Soil Bearing ............................................. 2.264 ksf Seismic Load Soil Bearing .......................................... .431 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.50 0.00 0.00 Live Load 21.50 0.00 0.00 Wind Load 25.10 0.00 0.00 Earthquake 2.60 0.00 0.00 Other Loads 13.70 0.00 0.00 W = 5.00' As = 1-#4 Bars X L = 5.00' As = 2-#4 Bars Cover:::: = 3.00" �7i S-- Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:28 PM Company Info N. M, R. Project: 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.com IFooting Id: FOUNDATION PARAMETERS Project Info Sunwest Milling Company Grid 4/7 & A Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ......................................................... Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength .................................... Seismic Load Soil Bearing Strength ................................. FootingWidth...... .............................................. FootingLength ..................................................... FootingDepth ....................................................... PunchingShear Stress .............................................. BeamShear Stress .................................................. ReinforcingStandards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. GravityOnly Soil Bearing .......................................... WindLoad Soil Bearing ............................................. SeismicLoad Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 3.00 ksi HardRock 3.0 in. 60.0 ksi 13.00 in. by 10.00 in. 3.500 ksf 3.500 ksf 3.500 ksf 5.00 ft. 5.00 ft. 36.00 in. 7.17 psi n/a psi ASTM -A615 .21 in' (244.) .24 int (244) 1.992 ksf 2.412 ksf .473 ksf 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.20 0.00 0.00 Live Load 23.80 0.00 0.00 Wind Load 25.80 0.00 0.00 Earthquake 3.20 0.00 0.00 Other Loads 15.30 0.00 0.00 X Z ex = 0.00" -ez 0.00" d 36.00" L = 5.00' As 2-#4 Bars W = 5.00' As = 2-#4 Bars = Cover = 3.00" F 1(0 Foot2000 v2.2.6, Copyright m 1999-2008 Spyder Software 12/9/2011 1:59:28 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 1 , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 4/7 & C.1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi ConcreteType ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.O ksi Column Size.......................................................... 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 6.00 ft. FootingLength ..................................................... 6.00 ft. FootingDepth ...................................................... 36.00 in. Punching Shear Stress .............................................. 14.78 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .43 int (3-#4) Transverse Bottom Reinforcement Required for Strength .............. .48 int (3-#4) Gravity Only Soil Bearing .......................................... 2.236 ksf Wind Load Soil Bearing ............................................. 2.602 ksf Seismic Load Soil Bearing .......................................... .475 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ (ft -kips) Dead Load 9.20 0.00 0.00 Live Load 40.00 0.00 0.00 Wind Load 38.00 0.00 0.00 Earthquake 4.50 0.00 0.00 Other Loads 24.80 0.00 0.00 W = 6.00' As = 3-#4 Bars X L = 6.00' As = 3-#4 Bars Cover = :::13.0011 'Fl--* Foot2000 v2.2.6, Copyright m 1999-2008 Spyder Software 12/9/2011 1:59:28 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 1 , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail:.engineering@nmrdesign.com JFooting Id: Grid 4/7 & F FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ .60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 5.00 ft. FootingLength ..................................................... 5.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress .............................................. 7.95 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .23 int (2-#4) Transverse Bottom Reinforcement Required for Strength .............. .27 int (2-#4) Gravity Only.Soil Bearing .......................................... 2.396 ksf Wind Load Soil Bearing .....................................:....... 2.724 ksf Seismic Load Soil Bearing .......................................... .472 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.00 0.00 0.00 Live Load 31.10 0.00 0.00 Wind Load 26.50. 0.00 0.00 Earthquake 3.30 0.00 0.00 Other Loads 18.30 0.00 0.00 W = 5.00' As = 2-#4 Bars X L = 5.00' As = 2-#4 Bars ::: Cover = 3.00" Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:29 PM ~ !� Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway JLocation: Chico, CA, 95928 I , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 4/7 & J FOUJNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf Footing Width ...................................................... 5.00 ft. Footing Length ..................................................... 5.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress .............................................. 6.59 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .19 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .22 int (2-#4) Gravity Only Soil Bearing .......................................... 1.760 ksf WindLoad Soil Bearing ............................................. 2.204 ksf SeismicLoad Soil Bearing .......................................... :771 ksf LOADING PARAMETERS.- FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 5.20 0.00 0.00 Live Load 20.90 0.00 0.00 Wind Load 24.50 0.00 0.00 Earthquake 11.30 0.00 0.00 Other Loads 13.40 0.00 0.00 W = 5.00' As = 1-#4 Bars X L = 5.00' As = 2-#4 Bars ::::T3. over00" F=\�=7 Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:29 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 1 , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 lJob No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 5/6 & A FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 8.00 ft. Footing Length ..................................................... 8.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress .............................................. 5.99 psi BeamShear Stress .................................................. .91 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .33 in' (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .14 int (144) Gravity Only Soil -Bearing .......................................... .205 ksf Wind Load Soil Bearing ............................................. .371 ksf Seismic Load Soil Bearing .......................................... .570 ksf LOADING PARAMETERS.- FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OtQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.60 0.00 0.00 Live Load 0.00 0.00 0.00 Wind Load 10.60 0.00 0:00 Earthquake 23.90 0.00 0.00 Other Loads 0.00 0.00 0.00 W = 8.00' As = 1-#4 Bars X L = 8.00' As = 1-#4 Bars Cover::�1= 3.00" Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:29 PM Company Info N. M. R. 434 Broadway Chico, CA, 95928 Phone: (530) 891-1710 Fax: (530) 891-0138 E-mail: engineering@ninrdesign.com FOUNDATION PARAMETERS Project Info Project: Sunwest Milling Company Location: Client: Job No.: Footing Id: Grid 9 & C.1 V Zco Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ...................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size.. .... 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. Footing Depth ...................................................... 24.00 in. Punching Shear Stress .............................................. 7.43 psi BeamShear.Stress.................................................. n/a psi Reinforcing Standards per ..................:....................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .09 in' (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .11 in' (1-#4) Gravity Only Soil Bearing .......................................... 1.258 ksf WindLoad Soil Bearing ............................................. 1.495 ksf SeismicLoad Soil Bearing .......................................... .568 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.0LL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.10 0.00 0.00 Live Load 8.90 0.00 0.00 Wind Load 10.00 0.00 0.00 Earthquake 5.10 0.00 0.00 Other Loads 6.20 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' As = 1-#4 Bars Cover:::: = 3.00" Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:30 PM Company Info 1. Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 1 , Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1Job No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 9 & F FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size ........................................................ 13.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth ...................................................... 24.00 in. PunchingShear Stress .............................................. 9.29 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength ............ .12 in' (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .14 int (1-#4) Gravity Only Soil Bearing .......................................... 1.901 ksf Wind Load Soil Bearing ............................................. 1.908 ksf Seismic Load Soil Bearing .......................................... .306 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + LOLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + O.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.30 0.00 0.00 Live Load 14.20 0.00 0.00 Wind Load 10.10 0.00 0.00 Earthquake 0.10 0.00 0.00 Other Loads 10.00 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' AS = 1-#4 Bars ::: T3. over 00" Fzz Foot2000 v2.2.6, Copyright ® 1999-2008 Spyder Software 12/9/2011 1:59:31 PM Company Info I Project Info N. M. R. Project: Sunwest Milling Company 434 Broadway Location: Chico, CA, 95928 Phone: (530) 891-1710 Client: Fax: (530) 891-0138 1Job No.: E-mail: engineering@nmrdesign.com IFooting Id: Grid 9 & J FOUJNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ...................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size.................... ..... .. ............................. 14.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth ...................................................... 24.00 in. PunchingShear Stress .............................................. 7.05 psi BeamShear Stress ................................................... n/a psi Reinforcing Standards per....................ASTM-A615 Longitudinal Bottom Reinforcement Required for Strength ............ .08 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .11 in' (1-#4) Gravity Only Soil Bearing .......................................... 1.258 ksf WindLoad Soil Bearing ............................................. 1.476 ksf Seismic Load Soil Bearing....... ................................. .568 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1.2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + LOLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX (ft -kips) MZ, (ft -kips) Dead Load 3.10 0.00 0.00 Live Load 8.90 0.00 0.00 Wind Load 9.70 0.00 0.00 Earthquake 5.10 0.00 0.00 Other Loads 6.20 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' As = 1-#4 Bars Cover = 3.00" Foot2000 v2.2.6, Copyright m 1999-2008 Spyder Software 12/9/2011 1:59:19 PM '- Z S Company Info N. M. R. 434 Broadway Chico, CA, 95928 Phone: (530) 891-1710 Fax: (530) 891-0138 E-mail: engineeringQnmrdesign.com FOUJNDATION PARAMETERS Project Info Project: Sunwest Milling Company Location: Client: Job No.: Footing Id: Grid 10 & B.7/B.9 Concrete Ultimate Compressive Strength, f'c........................ 3.00 ksi Concrete Type........... ............................................ HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 60.0 ksi Column Size.......................................................... 14.00 in. by 10.00 in. Allowable Soil Bearing Strength .................................... 3.500 ksf Wind Load Soil Bearing Strength .................................... 3.500 ksf Seismic Load Soil Bearing Strength ................................. 3.500 ksf FootingWidth ...................................................... 4.00 ft. FootingLength ..................................................... 4.00 ft. FootingDepth ...................................................... 36.00 in. PunchingShear Stress .............................................. .50 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .02 in' (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .02 int (1-#4) Gravity Only Soil Bearing .......................................... .193 ksf WindLoad Soil Bearing ............................................. .549 ksf SeismicLoad Soil Bearing .......................................... .213 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL + 0.5SL 1..2DL + 1.OLL + 1.6SL 1.2DL + 1.OLL + 1.6WL + 0.5SL 1.32DL + 1.OLL + 1.OEQ + 0.2SL 0.778DL + 1.6WL 0.778DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.20 0.00 0.00 Live Load 0.00 0.00 0.00 Wind Load 5.70 0.00 0.00 Earthquake 0.40 0.00 0.00 Other Loads 0.00 0.00 0.00 Z ex = 0.00" 0.00" , X L = 4.00' As = 1-#4 Bars :::T3. over00" SunWest Maint Bldg. Spread Footing Job No. 10-5364 LVF Thrust Calcs 1219/2011 Frames on Gridline 1 Exterior Column Axial Thrust D 2.100 0.000 Ftg. Width = 4.00 Lr 6.500 0.000 Ftg. Depth = 2.00 W -6.600 12.100 E -5.200 16.100 D+Lr D+0.75 Lr+0.75 W 8.60 0.00 2.03 9.08 Passive Resistance = 2.40 Passive Resistance = 2.40 Cohession Resistance = 1.04 Cohession Resistance = 1.04 F.S. = N/A ox F.S. = 0.38 USE HP 0.6D+W D -W -5.34 12.10 8.70 -12.10 Passive Resistance = 2.40 Passive Resistance = 2.40 Cohession Resistance = 0.00 Cohession Resistance = 1.04 F.S. = 0.20 USE HP F.S. = 0.28 USE HP 0.6D+E D -E -3.94 16.10 7.30 -16.10 Passive Resistance = 2.40 Passive Resistance = 2.40 Cohession Resistance = 0.00 Cohession Resistance = 1.04 F.S. = 0.15 USE HP F.S. = 0.21 USE HP Hairpin Steel Reg'd Tu = 0.00 k (1.2D+1.6Lr) Tu = 9.68 k (1.2D+1.6W) Tu = 11.27 k (1.2D+1.4E) Tumax = 11.27 k Asreq'd = 0.24 in^2 Nichols, Melburg & Rossetto . Structural Engineers SunWest Maint Bldg Spread Footing LVF Thrust Calcs Frames on Gridline 2 Exterior Column Axial Thrust D 8.100 2.500 Ftg. Width = 6.00 Lr 24.100 8.200 Ftg. Depth= 3.00 W -24.600 10.500 16.53 E -20.900 11.500 5.40 D+Lr 3.65 32.20 10.70 0.55 USE HP Passive Resistance = 5.40 P Cohession Resistance = 3.65 C F.S. = 0.85 USE HP 0.6D+W D -19.74 12.00 1.13 USE HP Passive Resistance = 5.40 P Cohession Resistance = 0.00 C F.S. = 0.45 USE HP 0.6D+E D -16.04 13.00 1.01 USE HP Passive Resistance = 5.40 P Cohession Resistance = 0.00 C F.S. = 0.42 USE HP Hairpin Steel Rep'd Tu = 8.06 k (1.2D+1.6Lr) Tu = 9.90 k (1.2D+1.6W) Tu = 9.55 k (1.2D+1.4E) Tumax = 9.90 k Asreq'd = 0.21 in^2 D+0.75 Lr+0.75W 7.73 16.53 assive Resistance = 5.40 ohession Resistance = 3.65 F.S. = 0.55 USE HP -W 32.70 -8.00 assive Resistance = 5.40 ohession Resistance = 3.65 F.S. = 1.13 USE HP -E 29.00 -9.00 assive Resistance = 5.40 ohession Resistance = 3.65 F.S. = 1.01 USE HP � c.s Job No. 10-5364 12/9/2011 Nichols, Melburg & Rossetto Structural Engineers SuriWest Maint Bldg Spread Footing LVF Thrust Calcs 8.000 Frames on Gridline 3 & S Exterior Column 0.22 USE HP Axial Thrust D 9.500 3.100 Ftg. Width = 5.00 Lr 26.800 9.200 Ftg. Depth = 3.00 W -40.700 14.300 assive Resistance = E 4.600 8.000 0.00 D+Lr 0.22 USE HP D 36.30 12.30 -11.20 Passive Resistance =, 4.50 P Cohession Resistance = 3.11 C F.S. = 0.62 USE HP 0.6D+W assive Resistance = D -35.00 16.16 F.S. = Passive Resistance = 4.50 P Cohession Resistance = 0.00 C F.S. = 0.28 USE HP 0.6D+E D 1.10 9.86 Passive Resistance = 4.50 P Cohession Resistance = 3.11 C F.S. = 0.77 USE HP Hairpin Steel Reald Tu = 9.22 k (1.2D+1.6Lr) Tu = 13.30 k (1.2D+1.6W) Tu = 7.46 k (1.2D+1.4E) Tumax = 13.30 k Asreq'd = 0.28 in^2 +0.75 Lr+0.75W -0.93 20.73 assive Resistance = 4.50 ohession Resistance = 0.00 F.S. = 0.22 USE HP -W 50.20 -11.20 assive Resistance = 4.50 ohession Resistance = 3.11 F.S. = 0.68 USE HP -E 14.10 4.90 assive Resistance = 4.50 ohession Resistance = 3.11 F.S. = 1.55 ox Job No. 10-5364 12/9/2011 Nichols, Melburg & Rossetto Structural Engineers SunWest Maint Bldg Spread Footing LVF Thrust Calcs 8.800 Frames on Gridline 4-7 Exterior Column 0.23 USE HP Axial Thrust D 9.200 2.800 Ftg. Width = 5.00 Lr 24.800 8.600 Ftg. Depth = 3.00 W -38.000 13.500 assive Resistance = E -11.300 8.800 0.00 D+Lr 0.23 USE HP D 34.00 11.40 -10.70 Passive Resistance = 4.50 P Cohession Resistance = 3.07 C F.S. = 0.66 USE HP 0.6D+W assive Resistance = D -32.48 15.18 F.S. = Passive Resistance = 4.50 P Cohession Resistance = 0.00 C F.S. = 0.30 USE HP 0.6 D + E D -5.78 10.48 Passive Resistance = 4.50 P Cohession Resistance = 0.00 C F.S. = 0.43 USE HP Hairpin Steel Reg Id Tu = 8.56 k (1.2D+1.6Lr) Tu = 12.48 k (1.2D+1.6W) Tu = 7.84 k (1.2D+1.4E) Tumax = 12.48 k Asreq'd = 0.27 in^2 Nichols, Melburg & Rossetto +0.75 Lr+0.75W -0.70 19.38 assive Resistance = 4.50 ohession Resistance = 0.00 F.S. = 0.23 USE HP -W 47.20 -10.70 assive Resistance = 4.50 ohession Resistance = 3.07 F.S. = 0.71 USE BP -E 20.50 -6.00 assive Resistance = 4.50 ohession Resistance = 3.07 F.S. = 1.26 USE HP I Job No. 10-5364 12/9/2011 Structural Engineers SunWest Maint Bldg Spread Footing LVF Thrust Calcs Portal Frames on Gridline 5/6 Exterior Column Axial Thrust D 1.600. 0.100 Ftg. Width = 8.00 Lr 0.000 0.000 Ftg. Depth = 3.00 W -10.600 5.700 assive Resistance = E -23.900 13.000 0.00 D + Lr 1.65 ox -W 1.60 0.10 -5.60 Passive Resistance = 7.20 P Cohession Resistance = 4.56 C F.S. = 117.60 ox 0.6D+W assive Resistance = D -9.64 5.76 F.S. = Passive Resistance = 7.20 P Cohession Resistance = 0.00 C F.S. = 1.25 USE HP 0.6D+E D -22.94 13.06 Passive Resistance = 7.20 P Cohession Resistance = 0.00 C F.S. = 0.55 USE HP Hairpin Steel Req'd Tu = 0.06 k (1.2D+1.6Lr) Tu = 4.62 k (1.2D+1.6W) Tu = 9.16 k (1.2D+1.4E) Tumax = 9.16 k Asreq'd = 0.20 in^2 Nichols, Melburg & Rossetto D+0.75 Lr+0.75W -6.35 4.38 assive Resistance = 7.20 ohession Resistance = 0.00 F.S. = 1.65 ox -W 12.20 -5.60 assive Resistance = 7.20 ohession Resistance = 4.56 F.S. = 2.10 ox -E 25.50 -12.90 assive Resistance = 7.20 ohession Resistance = 4.56 F.S. = 0.91 USE HP 2-8 Job No. 10-5364 12/9/2011 Structural Engineers Sun West Maint Bldg Spread Footing LVF Thrust Calcs Frames on Gridline 8 Exterior Column Axial Thrust D 0.800 0.000 Ftg. Width = 4.00 Lr 0.000 0.000 Ftg. Depth = 3.00 W 0.000 5.300 E 0.000 3.300 D+Lr D+0.75 Lr+0.75W 0.80 0.00 0.80 3.98 Passive Resistance = 3.60 Passive Resistance = 3.60 Cohession Resistance = 1.20 Cohession Resistance = 1.20 F.S. = N/A ox F.S. = 1.21 USE HP 0.6D+W D -W 0.48 5.30 0.80 -5.30 Passive Resistance = 3.60 Passive Resistance = 3.60 Cohession Resistance = 1.20 Cohession Resistance = 1.20 F.S. = 0.91 USE tP F.S. = 0.91 USE HP 0.6D+E D -E 0.48 3.30 0.80 -3.30 Passive Resistance = 3.60 Passive Resistance = 3.60 Cohession Resistance = 1.20 Cohession Resistance = 1.20 F.S. = 1.45 USE HP F.S. = 1.45 USE tP Hairpin Steel Read Tu = 0.00 k (1.2D+1.6Lr) Tu = 4.24 k (1.2D+1.6W) Tu = 2.31 k (1.2D+1.4E) Tumax = 4.24 k Asreq'd = 0.09 in^2 Nichols, Melburg & Rossetto F 7 Job No. 10-5364 1219/2011 Structural Engineers SunWest Maint Bldg Spread Footing LVF Thrust Calcs Frames on Gridline 9 Exterior Column Axial Thrust D 4.300 1.200 Ftg. Width= 4.00 Lr 10.000 3.200 Ftg. Depth = 2.00 W -10.100 . 10.100 assive Resistance = E -5.100 2.900 1.37 D+Lr 0.34 USE HP D 14.30 4.40 -8.90 Passive Resistance = 2.40 P Cohession Resistance = 1.37 C F.S. = 0.86 USE HP 0.6D+W assive Resistance = D -7.52 10.82 F.S. = Passive Resistance = 2.40 P Cohession Resistance = 0.00 C F.S. = 0.22 USE HP 0.6D+E D -2.52 3.62 Passive Resistance = 2.40 P Cohession Resistance = 0.00 C F.S. = 0.66 USE HP Hairpin Steel Re4'd Tu = 3.28 k (1.2D+1.6Lr) Tu = 8.80 k (1.2D+1.6W) Tu = 2.75 k (1.2D+1.4E) Tumax = 8.80 k ASreq'd = 0.19 in^2 0 Nichols, Melburg & Rossetto + 0.75 Lr + 0.75 W 4.23 11.18 assive Resistance = 2.40 ohession Resistance = 1.37 F.S. = 0.34 USE HP -W 14.40 -8.90 assive Resistance = 2.40 ohession Resistance = 1.37 F.S. = 0.42 USE HP -E 9.40 -1.70 assive Resistance = 2.40 ohession Resistance = 1.37 F.S. = 2.21 ox Job No. 10-5364 12/9/2011 Structural Engineers JOB ENGINEER STRUCTURAL ENGINEERS CALCULATION OF: PAGE NO )OB NO DATE h t2'•,ft height of concrete b �2ftft diameter of concrete WtC0110 41`5 Of' weight of concrete Wind Parameters: 4- -:4:= `O A5Velocity pressure coefficient n't; if Topographical 1.0 Topographical factor "d Directionality factor V :::3 85 Wind speed in mph �W.,i , 1A Importance factor Force coefficient Gust factor Wind Design Pressure: qh := 0.00256 Kz • Kzt •, Kd • V I psf = 13.4 psf qWL = gh • G Cf = 13.6 • psf Seismic Coefficient: CPmin := 0.3 • SDS • Ip = 0.147 0.4 • ap • SDS ' Ip `( z Cp:=• I1+2 h1=0.131 Cpm = 0.786 jj' CP := CP if CP > CPmth Cpmax if CP > CPmax Cpmth otherwise FILE: 10-5364 Light Pole.xmcd EQN. 13.3-3 EQN. 13.3-1 EQN. 13.3-2 PAGE 1 OF 3 (IN GROUP) Evaluation of Light Pole Anchorage and Caisson: Design Parameters: Seismic Parameters: W.ZtZ 6 `;plfi weight ofpole ap• = X1.0 Horizontal force factor Wtlight 41"_lb weight oflight jtps;-',15 Horizon tal force factor height of light pole Ip '1'.0 Importance factor ,polee11 width of light pole Z O "fl Height of equipment attachment ,i- W�W15 width ofli ht 1ig11Y g Average Height of roof d 71125 •; M depth of lightIght h t2'•,ft height of concrete b �2ftft diameter of concrete WtC0110 41`5 Of' weight of concrete Wind Parameters: 4- -:4:= `O A5Velocity pressure coefficient n't; if Topographical 1.0 Topographical factor "d Directionality factor V :::3 85 Wind speed in mph �W.,i , 1A Importance factor Force coefficient Gust factor Wind Design Pressure: qh := 0.00256 Kz • Kzt •, Kd • V I psf = 13.4 psf qWL = gh • G Cf = 13.6 • psf Seismic Coefficient: CPmin := 0.3 • SDS • Ip = 0.147 0.4 • ap • SDS ' Ip `( z Cp:=• I1+2 h1=0.131 Cpm = 0.786 jj' CP := CP if CP > CPmth Cpmax if CP > CPmax Cpmth otherwise FILE: 10-5364 Light Pole.xmcd EQN. 13.3-3 EQN. 13.3-1 EQN. 13.3-2 PAGE 1 OF 3 (IN GROUP) NM JOB PAGE NO Z--• ENGINEER OR JOB NO STRUCTURAL ENGINEERS DATE CALCULATION OF: Call 0.7 • Cp = 0.103 Call.vert0.7. 0.2 • SDS = 0.069 Design Forces on Anchor Bolts: Wind Forces VWL '_ (wpole ' hpole + Flight ' dlight + b • hconc ' qWL = 205.3 lb MWL (wlight' dlight) ' qWL' (hpole + hconc • = 2045.9 lb • ft C+ wpole ' qWL ' hpole ' hpole2 +hconc/I 2 +b • hconc + Wt 'light qWL ' 2 fight ' 2 Seismic Forces 2 VEQ �Wtfight + Wtpole ' hpole + Wtconc ' hconc ' 714b ' Call= 106.8 lb MEQ := Wtlight ' Call ' (hpole + hconc + Wtpole ' hpole' call' hconc + h 2 le = 293.8 lb • ft 2 + Wt conc • h 7r ' b2 C hconc + Wtli g 1 + C all.vert) Flight conc ' 4 all ' 2 t .vert2 THEREFORE WIND CONTROLS Design Force for Caisson: P:= VWL = 205.3.1b MWL h:= = 10 ft P Design Parameters: 5 3Q:91'? p 7 h Q:5 •ft O a +tfr. r5 Nonconstrained Condition: Guess Variables for the Block: A:= 15. ft S1 = 100 • psf d:=3•ft allowable lateral bearmgpressure depth of noncontributing surface soil [REF CBC 1805.7.2.1] distance from ground surface to point of application of "P" lateral soil bearingpressure at 1/3 the depth of embedment depth of embedment in contributing earth FILE: 10-5364 Light Pole.xmcd PAGE 2 OF 3 (IN GROUP) JOB ENGINEER CALCULATION OF: Solving for the Guess Variables: Given d=2 I1+ 1+4.3A d6• hl `` JJ A := Find(d,A,SI) S1 Therefore: STRUCTURAL ENGINEERS A_ 2.34•P S1 = d-0.5•ft S S1 • b 3 S1 := S1 = 292.5 • psf d := d = 3.43 ft dt := d + ho = 3.93 ft Summary: USE A CAISSON HAVING A DIAMETER OF AND A TOTAL EMBEDMENT DEPTH OF Flags: F1 = "No exception taken." 2 Steel Requirments: f 2500 C4 �•,s� 60000 l2 Ag := 7r I b J = 452.4 • in Ac := (b – 3 • in)2 = 441 • in2 Transverse Steel Requirments: A fc Psmin := 0.45 • g – 1 f— = 0 Ac Y A •s AV := Psm7r -b c = 0.03 • in2 ar Specked concrete compressive strength. Specified yield strength ofreinforcement Spacing between ties Gross area of caisson Area of core between ties The ratio of tie reinforcement 64 C1 31810.9.3% Area required for tran verse spiral or hoop reinforcing 'USE # 4 REBAR @ 12 in o.c., Av = 0.40 in^2 Vertical Steel Requirments: 3 200 As := M4 fc f , f • Ac = 1.47 • in Area required for vertical reinforcing USE 4- # 6 VERTICAL BARS, As = 1.77 in^2 PAGE NO JOB NO DATE FILE: 10-5364 Light Pole.xmcd PAGE 3 OF 3 (IN GROUP)