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HomeMy WebLinkAbout000-000-005Polaris Engineering & Surveying, Inc. J0B 206 South Lincoln Street Suite 201 DATE Port Angeles, Washington 98362,(206) 452-5393 FAX (206) 457-9319 SHEET oF_6 77, I i f -- ����� A- --- rQROfESSlp�yq�ll�T f _WAJ..42-16)1 COT AJCp q _ �Z5 0,25.E -f - 7-4 _ . , , iF ` L-- f C M 11y� 5 ® 1-i oG I scop OL doe, zpi 4e V I�I OG - M -r ® I IIIb E . C A / . 7. 1 fL N.- M Polaris Engineering & Surveying, Inc. JOB 0 -14-pzo 1 206 South Lincoln Street Suite 201 DATE 4 -%J Port Angeles, Woshington 98362 .(206) 452-5393 FAX (206) 457-9319 SHEET - P--?- Of -t? \1__ — —� _ 1_ _ __�_;T_, _l__a _ _ ;_ L I Il LL LL I t ) Polaris Engineering & Surveying, Inc. JOB y fob 206 South Uncoln Street Suite 201 DATE Port Angeles, Washington 98362 ,(206) 452-5393 FAX (206) 457-9319 SHEET 213 OFJb IeEn bares ©IZ'I =' 12,C�-1 4, Pam-®�T�a - 1eu� - 5"o Iz'wG 14PC _� —}- � _ _ i F� C-12 �eaD'TT ►alto 5 -, - 1 mlo M a46-- } o1 2 VT49c r► Alco �p I,zs ��� - 0.3 � Ne � o.Js40� L ODJ oz 50 —( i- CSI ItUIOG 0.d5= ��5 �► �15 5t5 5� L LIr M. Polaris Engineering & Surveying, Inc. JOB " 206 South Uncoln Street Suite 201 DATE 4� j' I-1 ^0 Port Angeles, Washington 98362 '(206) 452-5393 FAX (206) 457-9319 SHEETS OF� Polaris Engineering & Surveying, Inc. im " -'� � 206 South Lincoln Street Suite 201 DATE u 4 - , ' Port Angeles, Washington 98362,(206) 452-5393 FAX (206) 457-9319 SHEET F 5 OFA �� I►� �o ® s��-Y--� iii �: �'ZI i T � I i � r r _17-Z � �� I IL -,A I���� 15'�,�` +� } : --=_i Chou - - -�-- - M06i7r.310■l t ! I Polaris Engineering & Surveying, Inc. "" 206 South Lincoln Street Suite 201 DATE "tl -015p� Port Angeles, Washington 98362 -(206) 452-5393 FAX (206) 457-9319 SHEET OF-ibLjIj i + T� 1 0/4 CO Gr-1-1 won i 5 IZ� C)C _lam -IF --' i I-1 � c o. f'� � l� �i✓ i'l IZI/� t I I Z� � � _ _� .w _ ' t �-r u �� Polaris Engineering & Surveying, Inc. JOB # - 1 _. 206 South Lincoln Street Suite 201 DATE A -to I :;�T Port Angeles, Washington 98362,(206) 452-5393 FAX (206) 457-9319 SHE ET -91— oF-Lb VOL rp e. Olp ' � r � ` T ^ ^ T+ t2i REINFORCED CONCRETE FLEXURAL DESIGN PROJECT: RICE STORAGE STRUCTURE LOCATION: VERTICAL WALL STEEL - NO BLOWER OPENING LENGTH: 5 FT BEAM FACTOR = LOADS: 2 SERVICE MOMENTS POSITIVE DEAD LOAD M = NEGATIVE DL= 0.000 K/FT 0.26 K -FT -0.17 K -FT LL = 0.278 K/FT 0.75(1.4 D + 0.0 L + 1.7 W) +WL = 0.021 K/FT -WL = -0.014 K/FT +EQ = 0.254 K/FT -EQ = -0.027 K/FT SERVICE MOMENTS + - DEAD LOAD M = .0.00 T LIVE LOAD M = 3.48 K -FT WIND LOAD M = 0.26 K -FT -0.17 K -FT EQ LOAD M = 3.18 K -FT -0.34 K -FT POLARIS # 2 FOR CANTILEVER 8 FOR tS 10 FOR CONT ENDS 12 FOR CONT MIDSPANS CASE CONDITION p = = UBC REF FACTORED MOMENTS= POS U NEG 1 DL+LL 1.4 D + 1.7 L 2609(c) 9-1 5.91 0.00 2A WIND 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 0.33 -0.22 2B 0.75(1.4 D + 1.7 L + 1.7 W) 9-2 4.77 -0.22 2C 0.9 D + 1.3 W 9-3 0.34 -0.23 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) 9-2 4.45 -0.47 3B 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 8.88 -0.47 3C 0.9 D + 1.3 (1.1 E) 9-3 4.54 -0.48 3D 1.4(D + L +E) 2625(c) 9.31 -0.47 3E 0.9 D + 1.4 E fr = 375.00 PSI 4.45 -0.47 Mcr = 4.44 K -FT ACI 9-8 Ma = 3.48 K -FT FOR DL+LL ONLY (UNFACTORED) MATERIALS: CONCRETE Fc = CTFFI Fv = ESTIMATE SECTION: WIDTH = DEPTH = BOTTOM COVER = TOP COVER = POSITIVE BENDING: # OF BARS TO USE = 2500 60000 p = = 0.85 0.90 OK 12" 0.731N Mr = T x (D - a/2) = REQ 'D Mu = 11.54 K -FT = PROVIDED MOMENT CAPACITY 9.31 K -FT, 9.5 " MIN = 200/Fy = 0.0033 As = 0.28 STURRUPS / TIES = 0.75 " D+ = 7.81 " OF TO + REINFORCING = 1.5 " D- = 7.06 " 0.3333 #5 - REINFORCING = MIN = 200/Fy = 0.0033 As = 0.31 MAX = 0.75 Pb = 0.0134 As = 1.25 1 #5 As = 0.31 SQ. IN #5 #5 #5 T=Asxfy= 18.6 K // S�' ti- n d fes. a=TL85xfcxb= 0.731N Mr = T x (D - a/2) = REQ 'D Mu = 11.54 K -FT = PROVIDED MOMENT CAPACITY 9.31 K -FT, NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.28 MAX = 0.75 Pb = 0.0134 As = 1.13 OF TO AF 45OZ.JQ:s # BARS USE = 0.3333 #5 As = 0.10 SQ. IN T= As x fy = 6.19938 K a = T /.85 x fc x b = 0.241N Mr = T x (D - a/2) = 3.59 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = -0.48 K -FT Z=)1C`�. DEFLECTION Es = 29000000 Ec = 2850000 n = At = 3.15 lc= 137 Yc = 1.78 FROM TOP Ig = 857 Yt = 6.03 FROM BOTTOM STEEL fr = 375.00 PSI ACI 9.9 Mcr = 4.44 K -FT ACI 9-8 Ma = 3.48 K -FT FOR DL+LL ONLY (UNFACTORED) le = 1641 SPAN FACTOR = OL +LL DEFLECTION = 0.01 IN = L / 7478 ' '. �. - , ✓ LL DEFLECTION = 0.01 IN = L/ 7478 e . #5 #5 #5 9 REINFORCED CONCRETE FLEXURAL DESIGN PROJECT: RICE STORAGE STRUCTURE LOCATION: HORIZONTAL PANEL REINFORCING - INSIDE FACE @ 5" A.F.F. LENGTH: 20 FT BEAM FACTOR = LOADS: 10 POSITIVE + NEGATIVE DL= 0.000 K/FT 1 DL+LL LL = 0.240 K/FT 16.2 +WL = '0.011 K/FT -WL = -0.016 K/FT +EQ = 0.127 K/FT -EQ = -0.027 K/FT SERVICE MOMENTS + - DEAD LOAD M 0.00K -FT 1 DL+LL LIVE LOAD M = 9.60 K -FT 16.2 WIND LOAD M = 0.44 K -FT -0.64 K -FT EQ LOAD M = 5.08 K -FT -1.08 K -FT POLARIS # 2 FOR CANTILEVER 8 FOR SS 10 FOR CONT ENDS 12 FOR CONT MIDSPANS CASE CONDITION 12 " UBC REF FACTORED MOMENTS= POS U NEG 1 DL+LL 1.4 D + 1.7 L 2609(c) 9-1 16.2 0.00 2A WIND 0.75(l.40+ 0.0 L + 1.7 W) 9-2 0.56 -0.82 213 0.75(l.40+ 1.7 L + 1.7 W) 9-2 12.80 -0.82 2C 0.9 D + 1.3 W 9-3 0.57 -0.83 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) 9-2 7.12 -1.51 313 0.75(1.4 D + 1.7-L + 1.7 (1.1 E)) 9-2 19.36 -1.51 3C 0.9 D + 1.3 (1.1 E) _. 9-3 7.26 -1.54 3D 1.4(D + L +E) 2625(c) 20.55 -1.51 3E 0.9D+1.4E 1.7.11 MAX = 0.75 Pb = -1.51 As = 1.73 KIM w1lim 1 #5 = MATERIALS: CONCRETE Fc = 3500 STEEL Fy = 60000 0= ch= 0.85 OK 0.90 ESTIMATE SECTION: WIDTH = 12 " T=Asxfy= 18.6 K DEPTH = 9.5 " a = T/.85 x fc x b = STURRUPS / TIES = BOTTOM COVER = 0.75 " D+ = 8.44 " + REINFORCING = TOP COVER = 1.5 " D- = 7.69 " REINFORCING = POSITIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.34 Es= MAX = 0.75 Pb = 0.0187 As = 1.89 # OF BARS TO USE = 2 #5 As = 0.62 SQ. IN lc= T= As x fy = 37.2 K 2.33 FROM TOP Ig = /.85 x 1.04 IN 6.11 FROM BOTTOM STEEL l Mr = T x D - a/2 = a/;_ REQ'D Mu = 24.54 K -FT =PROVIDED MOMENT CAITY 20.55 K Q ACI 9.9 Mcr = -FT NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.31 346 MAX = 0.75 Pb = 0.0187 As = 1.73 # OF BARS TO USE = 1 #5 = As = 0.31 SQ. IN 0 #5 #5 4N. -C) ® 4.Up t'y m T=Asxfy= 18.6 K a = T/.85 x fc x b = 0.52 IN Mr = T x (D - a/2) = 11.51 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = -1.54 K -FT (:N- %-ME✓ DEFLECTION Es= 29000000 Ec = 3372165 n = 8.6 At = 5.33 lc= 249 Yc = 2.33 FROM TOP Ig = 857 Yt = 6.11 FROM BOTTOM STEEL fr = 443.71 PSI ACI 9.9 Mcr = 5.19 K -FT ACI 9-8 Ma = 9.60 K -FT FOR DL+LL ONLY (UNFACTORED) le = 346 SPAN FACTOR = OL +LL DEFLECTION = 0.00 -IN = L LL DEFLECTION = 0.00 IN = L/ 4N. -C) ® 4.Up t'y m REINFORCED CONCRETE FLEXURAL DESIGN PROJECT: RICE STORAGE STRUCTURE LOCATION: HORIZONTAL PANEL REINFORCING - OUTSIDE FACE @ 5' A.F.F. LENGTH: 20 FT BEAM FACTOR = 12 LOADS: • POSITIVE DEAD LOAD M= NEGATIVE DL= 0.000 K/FT 0.37 K -FT ' -0.53 K -FT LL = 0.240 K/FT 0.00 +WL = 0.011 K/FT -WL = -0.016 K/FT +EQ = 0.127 K/FT -EQ = -0.027 K/FT SERVICE MOMENTS + DEAD LOAD M= 0.00 K -FT LIVE LOAD M = e8.00 K -FT Y. WIND LOAD M = 0.37 K -FT ' -0.53 K -FT EQ LOAD M = 4.23 K -FT -0.90 K -FT FA POLARIS # 2 FOR CANTILEVER 8 FOR SS 10 FOR CONT ENDS 12 FOR CONT MIDSPANS oxiD CASE CONDITION UBC REF FACTORED MOMENTS= POS U NEG 1.041N DL+LL 1.4 D 4,1. 2609(c)9-1 13.60 0.00 2A WIND 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 0.47 -0.68 2B 0.75(1.4 D + .1.7 L + 1.7 W) 9-2 10.67 -0.68 2C 0.9 D + 1.3 W 9-3 •0.48 -0.69, 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) 9-2 5.94 -1.26 3B 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 16.14 .1.26 1 3C 0.9 D�L3-(J.1 E) 9-3 6.05 -1..29 3D 11.51 K -FT =PROVIDED MOMENT CAPACITY .4(D + L +E -- 2625(c) 17.13 -1.26 3E DEFLECTION + .4 E 5.93 -1.26 Ec = -AX"5 ° -70:1: ,! At = 5.33 MATERIALS: CONCRETE Fc = 3500 STEEL Fv = 60000 ESTIMATE SECTION: WIDTH = 12 "• DEPTH = 9.5 " BOTTOM COVER = 0.75 " D+ _ TOP COVER = 1.5 " D- _ POSITIVE BENDING: MIN = 200/Fy = MAX = 0.75 Pb = # OF BARS TO USE _ p = 0.85 OK a=TL85xfcx b= 1.041N STURRUPS / TIES = 8.44 " + REINFORCING = 7.69 " - REINFORCING = 0.0033 As = 0.34 0.0187 As = 1.89 _ As = 0.62 SQ. IN 0 #5 #5 1= As X ly a=TL85xfcx b= 1.041N Mr = T x (D - a/2) = 24.54 K -FT - P50VIDED MO T CAPACITY REO'D Mu = 17.13 K -FT NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.31 MAX = 0.75 Pb = 0.0187 As = 3 ��6�t��NifN„' MIN,; # OF BARS TO USE = As = 0.31 SQ. IN ` E 0�D= q T=Asxfy= 18.6 K a=T/.85xfcxb= 0.52 IN Mr = T x (D - a/2) = 11.51 K -FT =PROVIDED MOMENT CAPACITY REO'D Mu = e -1.29 K -FT DEFLECTION Es = 29000000 Ec = 3372165 n = 8.6 At = 5.33 G Ic = 249 Yc = 2.33 FROM TOP Ig = 857✓ Yt = 6.11 FROM BOTTOM STEEL Cv' fr = 443.71 PSI Vel ACI9.9 Mcr = 5.19 K -FT ACI 9-8 Ma = 8.00 K -FT FOR DL+LL ONLY (UNFACTORED) ' n✓✓G�l le = 416 SPAN FACTOR DL +LL DEFLECTION = 0.31 IN = L / 77S LL DEFLECTION = 0.31 IN = L! 778 , . MG REINFORCED CONCRETE FLEXURAL DESIGN PROJECT: RICE STORAGE STRUCTURE LOCATION: HORIZONTAL PANEL REINFORCING - OUTSIDE FACE @ 12' A.F.F. LENGTH: 20 FT BEAM FACTOR = 12 LOADS: SERVICE MOMENTS POSITIVE NEGATIVE DL= 0.000 K/FT = U NEG LL = 0.075 K/FT 1.4 D + 1.7 L +WL = 0.011 K/FT -WL = -0.016 K/FT +EQ = 0.127 K/FT -EQ = -0.027 K/FT SERVICE MOMENTS + (i = DEAD LOAD M= 0.00 = U NEG LIVE LOAD M = 2.50 K -FT 1.4 D + 1.7 L WIND LOAD M = 0.37 K -FT -0.53 K -FT EQ LOAD M = 4.23 K -FT -0.90 K -FT POLARIS # 2 FOR CANTILEVER 8 FOR SS 10 FOR CONT ENDS 12 FOR CONT MIDSPANS CASE CONDITION (i = UBC REF FACTORED MOMENTS POS = U NEG 1 DL+LL 1.4 D + 1.7 L 2609(c) 9-1 4.25 0.00 2A WIND 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 0.47 -0.68 2B 0 0.75(1.4 D + 1.7 L + 1.7 W) 9-2 3.66 -0.68 2C TOP COVER = 0.9 D + 1.3 W 9-3 0.48 -0.69 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) 9-2 5.94 -1.26 3B 0.0187 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 9.12 -1.26 3C As = 0.31 SQ. IN 0.9 D + 1.3 (1.1 E) 9-3 6.05 -1.29 3D 1.4(D + L +E) 2625(c) 9.43 -1.26 3E 0.9 D + 1.4 E 0.67 INK 5.93 -1.26 D - a/2) Mr = T x (D - a/2) = - 12.67 K -FT =PROVIDED MOMENT CAPACITY MATERIALS: CONCRETE Fc = 3500 (i = 0.85 OK STEEL Fy = 60000 Yc = 1.73 FROM TOP 0.90 ig = 857 ESTIMATE SECTION: WIDTH = 12 " ACI 9.9 Mcr = 4.72 K -FT DEPTH = 9.5 " Ma = 2.50 K -FT FOR DL+LL ONLY (UNFACTORED) STURRUPS / TIES = 0 BOTTOM COVER = 0.75 " D+ = 8.44 " + REINFORCING = #5 TOP COVER = 1.5 " D- = 7.69 " REINFORCING = #5 POSITIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.34 MAX = 0.75 Pb = 0.0187 As = 1.89 # OF BARS TO USE = 1 #5 As = 0.31 SQ. IN Uq O'sOR T=Asxfy= 18.6 K a = T /.85 0.67 INK D - a/2) Mr = T x (D - a/2) = - 12.67 K -FT =PROVIDED MOMENT CAPACITY REQ'D Mu = 9.43 K -FT NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.31 MAX = 0.75 Pb = 0.0187 As = 1.73 # OF BARS TO USE = 1 #5 As = 0.31 SQ. IN O�; ' ter. ✓ T=Asxfy= 18.6 K a=TL85xfcx b= 0.521N Mr = T x (D - a/2) = 11.51 K -FT = PROVIDED MOMENT CAP6Y REO'D Mu = -1.29 K -FT b " .' DEFLECTION Es = 29000000 Ec = 3372165 n= 8.6 At = 2.67 Ic = 141 Yc = 1.73 FROM TOP ig = 857 Yt = 6.71 FROM BOTTOM STEEL fr = 443.71 PSI ACI 9.9 Mcr = 4.72 K -FT ACI 9-8 Ma = 2.50 K -FT FOR DL+LL ONLY (UNFACTORED) le = 4977 SPAN FACTOR = / DL +LL DEFLECTION = 0.01 IN = L I 29834 LL DEFLECTION = 0.01 IN = L/ 29834 PIER FOOTING CALCULATIONS - OUTWARD FORCES NOTE: OVERTURN ABOUT HEEL - TOE INSIDE BUILDING P A P TRIAL B = 7.50 FT 11.75 TOE TO PIER = PIER 5.00 FT (FROM INSIDE EDGE) TRIAL D = 17.00 FT 49.4 PIER DEPTH = 573.04 5.25 FT 38.25 TRIAL T = 2 FT E= 116.15 8.50 1194.16 E= 155.65 PIER WT = 1744.91 24.3 K CENTRIOD DIST = 6.85 'FROM TOE WALL WT = 49.4 K CENTROID DIST = 5.4 'FROM TOE VERTICAL LOADS DL = 4.2 @ 5.25 LL1 = 8.00 WL = -10.10 EQ = -0.01 " HORIZONTAL LOADS DL = 4.00 @ 21.50 = 86.00 K -FT LL1 = 6.60 @ 21.50 = 141.90 LL2 = 38.40 @ 10.83 = 415.87 WL1 = -2.19 @ 21.50 = -47.09 WI -2 = 3.1 @ 13.5 = 41.85 EQ1= -0.51 @ 21.50 = -10.97 EQ2 = 44.00 @ 10.80 = 475.20 SERVICE LOADING CONDITIONS DL V = 4.2 K DL+LL V = 12.2 K M = 86 K -FT M = 643.772 K -FT OTM = 86 e = 1.04 L= 17.00 SP = 1.25 KSF DL+WL V= -5.9 K M = 80.765 K -FT P A P V 4.20 11.75 49.35 PIER 24.30 10.15 246.65 WALL 49.4 11.6 573.04 FOOT 38.25 8.50 325.13 E= 116.15 8.50 1194.16 OTM = 86 e = 1.04 L= 17.00 SP = 1.25 KSF DL+WL V= -5.9 K M = 80.765 K -FT OTM = 80.765 e = 0.88 L = 17.00 SP = 1.09 KSF P A P V -5.90 11.75 -69.33 PIER 24.30 10.15 246.65 WALL 49.4 11.6 573.04 FOOT 38.25 8.50 325.13 E= 106.05 8.50 1075.49 OTM = 80.765 e = 0.88 L = 17.00 SP = 1.09 KSF OTM = 643.772 e = 1.43 L = 17.00 SP = 1.84 KSF DL+EQ V= 4.19 K M = 550.24 K -FT P A P V 12.20 11.75 143.35 RICE 31.5 14.5 456.75 PIER 24.30 10.15 246.65 WALL 49.4 11.6 573.04 FOOT 38.25 8.50 325.13 E= 155.65 1744.91 OTM = 643.772 e = 1.43 L = 17.00 SP = 1.84 KSF DL+EQ V= 4.19 K M = 550.24 K -FT OTM = 550.235 e = 1.52 L = 17.00 SP = 1.40 KSF P A P V 4.19 11.75 49.23 PIER 24.30 17.00 413.10 WALL 49.4 11.6 573.04 FOOT 38.25 8.50 325.13 E= 116.14 1360.50 OTM = 550.235 e = 1.52 L = 17.00 SP = 1.40 KSF • rC C0 A 1 '�/l � PIER FOOTING CALCULATIONS - INWARD FORCES 1.66 5.25 8.72 NOTE: OVERTURN ABOUT HEEL - TOE OUTSIDE BUILDING 24.30 6.85 DISTIANCE FROM INSIDE EDGE OF FOOTING TO FACE PIER = WALL 5.00 FT TRIAL B = 7.33 FT TOE TO PIER = 6.25 FT 36.30 TRIAL D = 16.50 FT PIER DEPTH = 5.25 FT 111.66 TRIAL T = 2 FT 741.40 E= 113.42 PIER WT = 24.3 K FOOT CENTRIOD DIST:t 9.65 'FROM TOE 111.26 739.30 WALL WT = 49.4 K CENTROID DIST = 11.1 VERTICAL LOADS DL = 1.66 @ 11.25 LL1 = 1.76 " WL = -0.40 " EQ = 0.00 HORIZONTAL LOADS DL = 0.00 @ 21.50 = 0.00 K -FT LL1 = 0.00 @ 0.00 = 0.00 LL2 = 0.00 @ 0.00 = 0.00• WL1 = 10.28 @ 21.50 = 221.02 WI -2 = 5.1 @ 13.5 = 68.85 EQ1= 0.01 @ 21.50 = 0.22 EQ2 = 10.20 @ 10.00 = 102.00 nAnmr. commoNs OTM =. 0 e = 1.61 L = 16.50 SP 1.46 KSF DL+WL V = 1.26 K M = 289.87 K -FT DL+LL V = 3.42 K M = 0 K -FT P A P V 1.66 5.25 8.72 PIER 24.30 6.85 166.46 WALL 49.4 5.4 266.76 FOOT 36.30 8.25 299.47 Z= 111.66 8.25 741.40 OTM =. 0 e = 1.61 L = 16.50 SP 1.46 KSF DL+WL V = 1.26 K M = 289.87 K -FT DL+LL V = 3.42 K M = 0 K -FT OTM = e= L= SP = DL+EQ V = M= 0 1.63 16.50 / 1.49 KSF 1.66 K 102.22 K -FT P A P V 3.42 5.25 17.96 RICE 0 0 0 PIER 24.30 6.85 166.46 WALL 49.4 5.4 266.76 FOOT 36.30 8.25 299.47 E= 113.42 FOOT 750.64 OTM = e= L= SP = DL+EQ V = M= 0 1.63 16.50 / 1.49 KSF 1.66 K 102.22 K -FT OTM = 289.87 OTM = 102.215 e= 4.21 e= 0.43 L= 12.12 L= 16.50 SP = 2.50 KSF SP = 1.07 KSF ham- or.wJ-v�j � IL . P A PA P A P V 1.26 5.25 6.62 V 1.66 5.25 8.72 PIER 24.30 6.85 166.46 PIER 24.30 16.50 400.95 WALL 49.4 5.4 266.76 WALL 49.4 5.4 266.76 FOOT 36.30 8.25 299.47 FOOT 36.30 8.25 299.47 111.26 739.30 E= 111.66 975.90 OTM = 289.87 OTM = 102.215 e= 4.21 e= 0.43 L= 12.12 L= 16.50 SP = 2.50 KSF SP = 1.07 KSF ham- or.wJ-v�j � IL . REINFORCED CONCRETE FLEXURAL DESIGN PROJECT: RICE STORAGE STRUCTURE LOCATION: PIER FOOTING BOTTOM STEEL LENGTH: 6.75 FT BEAM FACTOR LOADS: 2 SERVICE MOMENTS POSITIVE 13= 0.85 OK NEGATIVE DL = 6.650 K/FT 94.09 K -FT LL = 4.130 K/FT 0.00 K -FT +WL = 0.000 K/FT -WL = 0.000 K/FT +EQ = 8.750 K/FT -EQ = 0.000 K/FT SERVICE MOMENTS + 13= 0.85 OK DEAD LOAD M= 151.50 -K -FT - = U NEG LIVE LOAD M = 94.09 K -FT D+ 1.7 L WIND LOAD M = 0.00 K -FT 0.00 K -FT EQ LOAD M = 199.34 K -FT 0.00 K -FT POLARIS # 2 FOR CANTILEVER 8 FOR SS 10 FOR CONT ENDS 12 FOR CONT MIDSPANS 93257 CASE CONDITION 13= 0.85 OK UBC REF FACTORED MOMENTS POS = U NEG 1 + D+ 1.7 L 2609(c) 9 372.04 0.00 2A WIND 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 159.07 0.00 2B MIN = 200/Fy = 0.75(1.4 D + 1.7 L + 1.7 W) 9-2 279.03 0.00 2C 11 #8 0.9 D + 1.3 W 9-3 136.35 0.00 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) . 9-2 438.64 0.00 3B REQ'D Mu = 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 558.60 0.00 3C MAX = 0.75 Pb = 0.9 D + 1.3 (1.1 E) 9-3 421.40 0.00 3D T=Asxfy= 1.4(D + L +E) 2625(c) 622.88 0.00 3E Mr = T x (D - a/2) = 0.9D+1.4E " 415.421 0.00 DEFLECTION sfiQ. W -M. = MATERIALS: CONCRETE Fc = 2500' 13= 0.85 OK STEEL Fy = 60000 = 0.90 ESTIMATE SECTION: WIDTH = 901, DEPTH = 24 " STURRUPS / TIES = BOTTOM COVER = 3" D+= 20.00 " + REINFORCING = TOP COVER = 2 " D- = 21.19 " REINFORCING = POSITIVE BENDING: MIN = 200/Fy = 0.0033 As = 6.00 MAX = 0.75 Pb = 0.0134 As = 24.05 # OF BARS TO USE = 11 #8 As = 8.69 SQ. IN T= As x fy = 521.4 K a=TL85xfcx b= 2.731N Mr = T x (D - a/2) = 809.77 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = 622.88 K -FT !J; NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 6.36 MAX = 0.75 Pb = 0.0134 As = 25.48 # OF BARS TO USE = 0 #8 As = 0.00 SQ. IN T=Asxfy= 0 K a=T/.85xfcxb= 0 I Mr = T x (D - a/2) = 0.00 T = PROVIDED MOMENT CAPACITY REQ'D M 0.00 K -FT 0' DEFLECTION Es = 29000000 Ec = 2850000 n = At = 88.42 Ic = 23572 � Yc = 5.36 FROM TOP Ig = 103680 Yt = 14.64 FROM BOTTOM STEEL fr = 375.00 PSI ACI 9.9 Mcr = 221.36 K -FT ACI 9-8 Ma = 245.58 K -FT FOR DL+LL ONLY (UNFACTORED) 16= 82235 SPAN FACTOR = DL +LL DEFLECTION = 0.02 IN = L / 3927 LL DEFLECTION = 0.01 IN = L / 10251:,4 10.2 #4 #8 #5 f Kms' . ,�N4IN OKORMAXt t': OOR� h �S REINFORCED CONCRETE FLEXURAL DESIGN PROJECT: RICE STORAGE STRUCTURE LOCATION: PIER FOOTING BOTTOM STEEL - TRANSVERSE LENGTH: 3.01 FT BEAM FACTOR = LOADS: 2 SERVICE MOMENTS POSITIVE NEGATIVE DL= 0.950 K/FT = U NEG LL = 0.590 K/FT 1. + 1.7 L +WL = 0.000 K/FT -WL = 0.000 K/FT +EQ = 1.250 K/FT -EQ = 0.000 K/FT SERVICE MOMENTS + - DEAD LOAD M 4.30 T = U NEG LIVE LOAD M = 2.67 K -FT 1. + 1.7 L WIND LOAD M = 0.00 K -FT 0.00 K -FT EQ LOAD M = 5.66 K -FT 0.00 K -FT POLARIS # 2 FOR CANTILEVER 8 FOR SS 10 FOR CONT ENDS 12 FOR CONT MIDSPANS ./,z 93257 CASE CONDITION R = 0.85 OK UBC REF FACTORED MOMENTS POS = U NEG ESTIMATE SECTION: WIDTH = DL+LL 1. + 1.7 L 2609(c) 9-1 10.57 0.00 2A WIND .0.75(1.4 D + 0.0 L + 1.7 W) 9-2 4.52 0.00 2B MIN = 200/Fy = 0.75(1.4 D + 1.7 L + 1.7 W) 9-2 7.93 0.00 2C 2 #5 As = 0.62 SQ. IN 0.9 D + 1.3 W 9-3 3.87 0.00 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) 9-2 12.46 0.00 3B 0.0033 As = 0.85 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 15.87 0.00 3C 0.9 D + 1.3 (1.1 E) 9-3 11.97 0.00 3D Mr.= T x (D - a/2) = 1.4(D + L +E) 2625(c) 17.69 0.00 3E 10.9D+1.4E " 11.801 0.00 At = 6.31 J > >.. .:t MATERIALS: CONCRETE Fc = 2500 R = 0.85 OK STEEL Fy = 60000 = 0.90 ESTIMATE SECTION: WIDTH = 12 " DEPTH = 24 " STURRUPS / TIES = BOTTOM COVER = 3" D+= 20.19 " + REINFORCING = TOP COVER = 2 " D- = 21.19 " REINFORCING = POSITIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.81 MAX = 0.75 Pb = 0.0134 As = 3.24 # OF BARS TO USE = 2 #5 As = 0.62 SQ. IN T= As x fy = 37.2 K a = T /.85 x fcx b = Mr = T x (D - a/2) = 1.461N 60.32 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = 17.69 K -FT NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 0.85 MAX = 0.75 Pb = 0.0134 As = 3.40 # OF BARS TO USE _ #5 As = 0.00 SQ. IN T=Asxfy= 0 K a=T/.85xfcxb= 0.00 IN Mr.= T x (D - a/2) = 0.00 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = 00 K -FT lZM0 ? DEFLECTION Es= 29000000 Ec = 2850000 n = 10.2 At = 6.31 lc= 1908 Yc = 4.11 FROM TOP Ig = 13824 Yt = 16.08 FROM BOTTOM STEEL fr = 375.00 PSI ACI 9.9 Mcr = 26.87 K -FT ACI 9-8 Ma = 6.98 K -FT FOR DL+LL ONLY (UNFACTORED) Is= 682914 SPAN FACTOR = DL +LL DEFLECTION = 0.00' IN = L / 2574651 LL DEFLECTION = 0.00 IN = L / 6720275Milal #4 #5 #5 REINFORCED CONCRETE FLEXURAL DESIGN POLARIS # 94037 PROJECT: RICE STORAGE STRUCTURE LOCATION: PIER FOOTING TOP STEEL CASE SERVICE MOMENTS + UBC REF FACTORED MOMENTS= POS DEAD LOAD M = 118.50 K -FT 0.00 1.4 D + 1.7 L LIVE LOAD M = 0.00 K -FT 0.00 2A WIND WIND LOAD M = 0:00 K -FT 0.00 K -FT 0.00 2B EQ LOAD M = 0.00 K -FT 0.00 K -FT 124.43 CASE CONDITION 6 - UBC REF FACTORED MOMENTS= POS U NEG 1 DL+LL 1.4 D + 1.7 L 2609(c) 9-1 165.90 0.00 2A WIND 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 124.43 0.00 2B BOTTOM COVER = 0.75(1.4 D + 1.7 L + 1.7 W) 9-2 124.43 0.00 2C D- = 0.9 D + 1.3 W 9-3 106.65 0.00 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) 9-2 124.43 0.00 3B # OF BARS TO USE = 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 124.43 0.00 3C T= As x fy = 0.9 D + 1.3 (1.1 E) 9-3 106.65 0.00 3D 1.361N 1.4(D + L +E) 2625(c) 165.90 0.00 3E = PROVIDED MOMENT C PA ACIA�'' 10.9D+1.4E 106.651 0.00 ;11A74 SII , Pt9, , Abs: , ..:. , MATERIALS: CONCRETE Fc = 2500 6 - 0.85 OK STEEL Fy = 60000 = 0.90 ESTIMATE SECTION: WIDTH = 90 IN DEPTH= 24 IN STURRUPS / TIES = BOTTOM COVER = 3 IN D+= 20.19 IN POSITIVE REINFORCING = TOP COVER = 2 IN D- = 21.00 IN NEGATIVE REINFORCING = POSITIVE BENDING: MIN = 200fFy = 0.0033 As = 6.06 MAX = 0.75 Pb = 0.0134 As= 24.28 # OF BARS TO USE = 14 #5 As = 4.34 SQ. IN u T= As x fy = 260.4 K a=T/.85xfcxb= 1.361N 0j Mr = T x (D - a/2) = 423.30 K -FT = PROVIDED MOMENT C PA ACIA�'' REQ'D Mu = 165.90 K -FT NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 6.30 MAX = 0.75 Pb = As = 25.26 # OF BARS TO USE = As = 0.00 SO. IN �41K'F R 06 .FaR T=Asxty= 0 K a=T1.85xfcx b= 0.00 IN Mr = T x (D - a/2) = 0.00 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = 0:00 K -FT #4 #5- #8. REINFORCED CONCRETE SHEAR DESIGN POLARIS # 93285 PROJECT: RICE STORAGE BUILDING LOCATION: PIER FOOTING CASE SERVICE LOAD SHEARS + UBC REF DEAD LOAD V= 33.90 D +LL LIVE LOAD V = 21.10 K 83.33 2A WIND LOAD V = 0.00 K 9-2 1 35.60 EQ LOAD V = 44.60 K 0.75(1.4 D + 1.7 L + 1.7 W) CASE I CONDITION UBC REF FACTORED Vu 1 D +LL 1.4 D + 1.7 L 2609(c) 9-1 83.33 2A WIND 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 1 35.60 2B 0.75(1.4 D + 1.7 L + 1.7 W) '9-2 62.50 2C 0.9D+1.3W 9-3 30.51 3A SEISMIC 0.75(1.4 D + 0.0 L + 1,7 (1.1 E)) 9-2 98.15 3B 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 125.05 3C 0.9 D + 1.3 (1.1 E) 9-3 94.29 3D 1.4(D + L +E) 2625(c) 139.44 3E 10.9 0 + 1.4 E 92.95 MATERIALS: CONCRETE Fc = 2500 0 = 0.85 OK STEEL Fy = 60000 m= 0.70 ESTIMATED SECTION: WIDTH = 90 IN STURRUPS / TIES = #c DEPTH= 24 IN SINGLE =1/DOUBLE =2: 7 COVER= 3 IN d= 20.00 IN POSITIVE REINFORCING = #E CONCRETE WITHOUT SHEAR REINFORCING: 1/2 OVc = 63.0 KFf$'f+u� SHEAR REINFORCING USING PERPENDICULAR STIRRUPS: FOR SPACING= 18 IN O.C. MINIMUM REQ'D Av = 1.35 SQ. IN. UBC 11-14 As = 1.40 OT' Vs = 93.3 K Vc = 126.0 K Vn=Vc+Vs= 219.3 K mVc = 153.5 K `� REINFORCED CONCRETE FLEXURAL DESIGN PROJECT: RICE STORAGE STRUCTURE LOCATION: CLOSURE FLEXURAL REINF LENGTH: 20 FT LOADS: BEAM FACTOR = 8 SERVICE MOMENTS POSITIVE DEAD LOAD M = NEGATIVE DL = 0.160 K/FT 7.00 K -FT 0.00 K -FT LL = 1.800 K/FT 0.00 +WL = 0.140 K/FT -WL = 0.000 K/FT +EQ = 1.760 K/FT -EQ = 0.000 K/FT SERVICE MOMENTS + DEAD LOAD M = 8.00 K - FT LIVE LOAD M = 90.00 K -FT WIND LOAD M = 7.00 K -FT 0.00 K -FT EQ LOAD M = 88.00 K -FT 0.00 K -FT POLARIS # 2 FOR CANTILEVER 8 FOR SS 10 FOR CONT ENDS 12 FOR CONT MIDSPANS 93257 CASE CONDITION 0 = UBC REF FACTORED MOMENTS= POS U NEG 1 DL+ L 1.4 D + 1.7 l .2609(c) 9-1 164.20 0.00 2A WIND 0.75(1.4 D + 0.0 L + 1.7 W) 9-2 17.33 0.00 2B 60 " 0.75(1.4 D + 1.7 L + 1.7 W) 9-2 132.08 0.00 2C 3 " D+= 0.9 D + 1.3 W 9-3 16.30 0.00 3A SEISMIC 0.75(1.4 D + 0.0 L + 1.7 (1.1 E)) 9-2 131.82 0.00 3B MIN = 200/Fy = 0.75(1.4 D + 1.7 L + 1.7 (1.1 E)) 9-2 246.57 0.00 3C MAX = 0.75 Pb = 0.9 D + 1.3 (1.1 E) 9-3 133.04 0.00 3D 1.4(D + L +E) 2625(c) 260.40 0.00 3E / 2 #8 0.9 D + 1.4 E As = 130.40 0.00 MATERIALS: CONCRETE Fc = 3500' 0 = 0.85 OK STEEL Fy = 60000 = 0.90 Mr = T x (D - a/2) = 429.81 K -FT = PROVIDED MOMENT CAPACITY ESTIMATE SECTION: WIDTH = 101, REQ'D Mu = 0.00 K-FT�� l/ DEFLECTION DEPTH = 60 " Es = 29000000 STURRUPS / TIES = #4 BOTTOM COVER = 3 " D+= 56.00 " + REINFORCING = #8 TOP COVER = 3" D- = 56.00 " 180000 REINFORCING = #8 POSITIVE BENDING: MIN = 200/Fy = 0.0033 As = 1.87 148.07 K -FT MAX = 0.75 Pb = 0.0187 As = 10.48 542640 SPAN FACTOR = DL +LL DEFLECTION = # OF BARS TO USE _ / 2 #8 LL DEFLECTION As = 1.58 SQ. IN�9RAAX ..t. T= As x fy = 94.8 K a=T/.85xfcxb= 3.191N Mr = T x (D - a/2) = 429.81 K FT =PROVIDED MOMENTPA ITY REQ'D Mu = 260.40 K -FT NEGATIVE BENDING: MIN = 200/Fy = 0.0033 As = 1.87 MAX = 0.75 Pb = 0.0187 As = 10.48 `E:�RMOh,,Mhl�' # OF BARS TO USE = 2 #8 As = 1.58 SQ. IN OKOR;(iAAX" c 17'te T= As x fy = 94.8 K a=TL85xfcxb= 3.191N Mr = T x (D - a/2) = 429.81 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = 0.00 K-FT�� l/ DEFLECTION Es = 29000000 ® Ec = 3372165 n = 8.6 At = 13.59 Ic = 31951 Yc = 11.05 FROM TOP Ig = 180000 Yt = 44.95 FROM BOTTOM STEEL fr = 443.71 PSI ACI 9.9 Mcr = 148.07 K -FT ACI 9-8 Ma = 98.00 K -FT FOR DL+LL ONLY (UNFACTORED) Ie = 542640 SPAN FACTOR = DL +LL DEFLECTION = 0.00. IN - L 1 62241 PQ K LL DEFLECTION = 0.00 IN = L/ 67773 90 17'te