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BUEHLER & BUEHLER ASSOCIATES ' STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Milling Co. Biggs Rice Mill' Comstock Johnson Architects Sacramento, CA Structural Calculations April 10, 2000 BBA #99138.00 BBA Principal in Charge: Ron Migliori BBA Project Engineer: Paul Stukas Volume 11 RONALD E. MIGLIORI W N0. 281 Cr EXP. 9/3 03 * STRUCTURAL sT4 OF CAI�F��/ BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Table of Contents Volume I i• s Project Description & Design Criteria..........................................................T1 VerticalLoads........................................................................................T2 Concrete Floor Framing Design (Mill and Office)...........................................F1 Mezzanine Framing Design......................................................................F200 ColumnDesign.....................................................................................C1 Volume II Mill 2"d Floor Lateral Design......................................................................L1 Office 2"d Floor Lateral Design................................................................... L100 Mezzanine Lateral Design..........................................................................L200 WallDesign........................................................................................... W1 Foundation Design..................................................................................FD1 Miscellaneous........................................................................................ MI I 1 I IF I BUEHLER & BUEHLER ASSOCIATES JOB_ M-11 STRUCTURAL ENGINEERS, INC. JOB NO. 1 620 -DATE z;o 7300 Folsom Blvd. Suite 103 CLIENT BYE/ SHEET NO. SACRAMENTO, CALIFORNIA 95826 14' To Reoidor can NESS CUSTOM" printing service TOLL FREE 1-800-888-6327 NESS, Inc.. Pete,barwgh, NH 03458. Ra fen: e. 10g000551 11 I. BUEHLER & BUEHLER ASSOCIATES JOB �uN �✓t Te'� M I 1'� STRUCTURAL ENGINEERS, INC. JOB NO. DATE O� 7300 Folsom Blvd. Suite 103CLIENT BY SHEET NO. / SACRAMENTO, CALIFORNIA 95826 fel . t [l 1 e r r 1 f I Fie -70 ado, call NESS CIJST4r printing service TOLL FREE 7.800-888-6327 NESS, Inc.. Peterborough. NH 03458. ✓ �Y Re;. No: G ' 03000551 1�. BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 1997 UBC Seismic Base Shear Calculation joB Sun West Foods Rice Mill � (1997UBC) JOBNO. 99138.00 DATE 12/17/99 CLIENT WA BY PLS SHEET NO. / _/L Location: Biggs, CA Soil Profile: Height (Hn): 50.0 ft Zone Regularity: regular System: Concrete/CMU shear wall (bearing wall) Per Table 16 -RI Period Coefficient: 0.035 for steel moment frames, 0.030 for conc. frames 0.030 for eccentrically braced frames, 0.020 all others Building Period per formula (30-8) Ct x hn^.75= by computer. (overrides above) T= Importance Factor UBC Table 16-K no report 3 Z= 0.300 R= 4.5 Ct= 0.020 0.38 sec 0.00 sec T= 0.38 sec 1= 1.0 Soil Profile Type UBC Section 1629.3.1 Table 16-J Soil Profile= Sd Normally determined by geotechnical investigation, however, per section 1629.3, Soil Profile Sd may be used if soil properties are not known. Near Source Factors UBC Section 1629.4.2 Na= 1.00 Tables 16-S and 16-T and 16-U Nv= 1.00 Only required for zone 4 with active faults closer than 10 km Seismic Response Coefficients UBC Section 1629.4.3 Ca= 0.36 ,a Cv= 0.54 Equivelent Lateral Force Procedure UBC Section 1630.2 See Section 1629.8 for selection of analysis procedure per formula (30-4) V= Cv x I x W1 RT 0.319W per formula (30-5) V< 2.5Ca x I x W/R <0.200W per formula (30-6) V>O.11 Ca x I x W >0.040W ` per formula (30-7) If in zone 4 false V>0.8Z x Nv x I x W/R >0.178W Cs= 0.2000 Ultimate Strength ease Shear V= 0.2000W See UBC Section 1612 for load combination for using Ultimate ' Strength Design or Allowable Stress Design Simplified Static Lateral Force Procedure UBC Section 1630.2.3 permitted for Occupancy Category 4 and 5 buildings per Table 16-K of light framed construction, 3 stories or less, for other construction, 2 stories or less. per formula (30-11) V=3.00a x W/R Vult= 0.2400W L� 1 1 1 1 1 1' BUEHLER & BUEHLER ASSOCIATES JOB tv W 5-5-7- .6!pg� STRUCTURAL ENGINEERS, INC. JOB NO. Azfffti DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. NESf CUSTiT.Al—printbag Sefk,:Cc =K' ,?E:. 11:1: 3 jk`A.:'1':.';.'! JOB BUEHLER &BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. JOB NO. / • �v• DATE 7300 Folsom Blvd. Suite 103 / — SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. (70 -722 1=151,�Pff I .• �s � /tea � ✓ � �' / � pdo k %% 5 = / - 3 � ,�� ,d,� ,4�u y Pte; z A, a 2 z f al Ae1 r� To Reo:der Call NESS CUSTGM"'printing service TOLL FREE 1800-88&8327 NEBS. Inc., Peterborough. NH 03458. 14401 -3c -5 D 401 3c11 v /,f V 0, 65-2;�3 14 Re`.. No: G ! L00551 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm CENTER OF MASS Building Overall Dimensions X= 169.0 ft. Y= 70.0 ft. roti Sunwest Foods Rice Mill JOB N0. 99138.00 DATE CLIENT CJA ey PLS SHEET N0. p Accidental torsion, 5% Amplification Factor, Ax Amplified eccentricity CMX= 84.5 ft ex= 8.5 Ax = 1.1 Amp ex= 9.6 CMX + Amp ex= 94.1 ft CMX - Amp ex= 74.9 ft. CMY= 35.0 ft ey= 3.5 Ax = 1.0 Amp ey= 3.5 CMY + Am e — 38.5 ft. CMY - Amp ey= 31.5 ft. 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES .,oB Sun est Foods Rice Mill STRUCTURAL 'ENGINEERS . INC. .10B No. 99138.00 DATE 7300 Folsom Blvd., Suite 103 CLIENT CJA By PLS SHEET N0. I I. SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm CENTER OF RIGIDITY CRY /WAI I S IN THF X D►RFCT►ON i WALL Thkns in Length ftHeight ftE ksi Fixity Rv Rx Y Rx'Y 9a 7.5 29 10 3600 4 22.53 70.00 1576.98 9b 7.5 11 10 3600 4 ' 4.71 70.00 329.70 9c 7.5 15 10 3600 4 8.48 70.00 593.37 9d 7.5 32 10 3600 4 25.48 70.00 1783.74 9e 7.5 19 10 3600 4 12.49 70.00 874.14 9f 7.5 8 10 3600 4 2.34 70.00 163.46 99 7.5 6 10 3600 4 1.15 70.00 80.36 13a 7.5 17 10 3600 4 10.47 0.00 0.00 13b 7.5 8 10 3600 4 2.34 0.00 0.00 13c 7.5 11 10 3600 4 4.71 0.00 0.00 13d 7.5 14 10 3600 4 7.50 0.00 0.00 13e 7.5 14 10 3600 4 7.50 0.00 0.00 13f 7.5 39 10 3600 4 32.27 0.00 0.00 13g 7.5 8 10 3600 4 2.34 0.00 0.00 13h 7.5 6 101 36001 41 1.15 0.00 0.00 SUM I I 1 145.43 5401.76 CRY= 65.2 ft. 37.1 ft. CRX /WAI IS IN THF Y D/RFCTION ) WALL Thkns in Length ft Height ft E ksi Fixitv Rv X R •X Aa 7.5 28 10 3600 4 21.54 0.00 0.00 Ab 7.5 38 10 3600 4 31.31 0.00 0.00 C.5a 7.625 15 10 1130 4 2.71 14.00 37.87 C.5b . 7.625 17 10 1130 4 3.34 14.00 46.78 D.8 7.625 20 10 1130 4 4.31 63.00 271.41 F.2 7.625 20 10 1130 4 4.31 95.00 409.27 Ka 7.5 24 10 3600 4 17.54 169.00 2964.23 Kb 7.5 24 10 3600 4 17.54 169.00 2964.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM 102.59 6693.80 CR)(-- 65.2 ft. Fixity: 1 = Fixed -Fixed 4 = Fixed -Pinned Rigities are relative. They are based on P=1000 Kips. R = 1000k/in. 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm .,os Sunwest Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. f HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION CMY+ Amp. Ey W 784 kips This load includes the mill roof loads from above based on 0.2g eccentricity = -1 ft. ( cry-cmy= 2.14 ) Ve= -1065 kip'ft. WALL lRx I ly ID JR I R'D R'D^2 JFv jFm Ftotal fv WALLS IN THE X DIRECTION k/ft 9a 22.5 70.0 -32.9 -740.2 24322.4 121.4 1.0 122.4 4.22 9b 4.7 70.0 -32.9 -154.8 5085.0 25.4 0.2 25.6 2.33 9c 8.5 70.0 -32.9 -278.5 9151.8 45.7 0.4 46.1 3.07 9d 25.5 70.0 -32.9 -837.3 27511.3 137.4 1.1 138.5 4.33 9e 12.5 70.0 -32.9 -410.3 13482.2 67.3 0.5 67.9 3.57 9f 2.31 70.0 -32.9 -76.7 2521.1 12.61 0.1 12.7 1.59 99 1.1 70.0 -32.9 -37.7 1239.5 6.2 0.1 6.2 1.04 13a 10.5 0.0 37.1 388.9 14443.4 56.4 -0.5 56.4 3.32 13b 2.3 0.0 37.1 86.7 3221.4 12.6 -0.1 12.6 1.57 13c 4.7 0.0 37.1 174.9 6497.6 25.4 -0.2 25.4 2.31 13d 7.5 0.0 37.1 278.5 10344.9 40.4 -0.4 40.4 2.89 13e 7.5 0.0 37.1 278.5 10344.9 40.4 -0.4 40.4 2.89 13f 32.3 0.0 37.1 1198.6 44519.3 174.0 -1.6 174.0 4.46 13g 2.3 0.0 37.1 86.7 3221.4 12.6 -0.1 12.6 1.57 13h 1.1 0.0 37.1 42.6 1583.8 6.2 -0.1 6.2 1.03 SUM OF Rx= 145.41 1 i 177489.9 i WALL I Ry IX I D JR -D R'DA2 JFv IFm Ftotal fv WALLS IN THE Y DIRECTION k/ft Aa 21.5 0.0 65.2 1405.3 91693.5 0.0 -1.9 -1.9 -0.07 Ab 31.3 0.0 65.2 2042.9 133296.5 0.0 -2.7 -2.7 -0.07 C.5a 2.7 14.0 51.2 138.6 7104.9 0.0 -0.2 -0.2 -0.01 C.5b 3.3 14.0 51.2 171.2 8775.3 0.0 -0.2 -0.2 -0.01 D.8 4.3 63.0 2.2 9.7 21.8 0.0 0.0 0.0 0.00 F.2 4.3 95.0 -29.8 -128.2 3813.2 0.01 0.2 0.2 0.01 Ka 17.5 169.0 -103.8 -1819.8 188803.3 0.0 2.4 2.4 0.10 Kb 17.5 169.0 -103.8 -1819.8 188803.3 0.0 2.4 2.4 0.10 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.00.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry-- i 102.6 1 1 622311.81 i SUM OF RD^2= 799801.7 1 1 1 1 i 1 1 1 1 1 1 1 E 1 1 r BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm roe Sunwest Foods Rice Mill JOB No. 99138.00 DATE CUENT CJA BY PLS SFEET NO. HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY- Amp. Ey V= 784 kips This load includes the mill roof loads from above based on 0.2g eccentricity 6 ft. ( cry-cmy= 2.14) ry �„ fFf Ve= 4423 kip`ft. WALL JRx I ly ID JR -D R -D^2 jFv JFM IFtotal fv IFtotal fv WALLS IN THE Y DIRECTION WALLS IN THE X DIRECTION k/ft 9a 22.5 70.0 -32.9 -740.2 24322.4 121.4 -4.1 121.4 4.19 9b 4.7 70.0 -32.9 -154.8 5085.0 25.4 -0.9 25.4 2.31 9c 8.5 70.0 -32.9 -278.5 9151.8 45.7 -1.5 45.7 3.05 9d 25.5 70.0 -32.9 -837.3 27511.3 137.4 -4.6 137.4 4.29 9e 12.5 70.0 -32.9 -410.3 13482.2 67.3 -2.3 67.3 3.54 9f 2.3 70.0 -32.9 -76.7 2521.1 12.6 -0.4 12.6 1.57 9 1.1 70.0 -32.9 -37.7 1239.5 6.2 -0.2 6.2 1.03 13a 10.5 0.0 37.1 368.9 14443.4 56.4 2.2 58.6 3.45 13b 2.31 0.0 37.1 86.7 3221.4 12.6 0.5 13.1 1.63 13c 4.71 0.0 37.1 174.9 6497.6 25.4 1.0 26.4 2.40 13d 7.51 0.0 37.1 278.5 10344.9 40.4 1.5 42.0 3.00 13e 7.5 0.0 37.1 278.5 10344.9 40.4 1.5 42.0 3. 13f 32.3 0.0 37.1 1198.6 44519.3 174.0 6.6 180.6 4.63 13g 2.3 0.0 37.1 86.7 3221.4 12.6 0.5 13.1 1.63 13h 1.1 0.01 37.11 42.6 1583.81 6.2 0.2 6.4 1.07 SUM OF Rx= 1 145.41 1 1 1 177489.91 1 WALL lRy IX ID JR -D R -D^2 jFv jFm IFtotal fv WALLS IN THE Y DIRECTION kit Aa 21.5 0.0 65.2 1405.3 91693.5 0.0 7.8 7.8 0.28 Ab 31.3 0.0 65.2 2042.9 133296.5 0.0 11.3 11.3 0.30 C.5a 2.7 14.0 51.2 138.6 7104.9 0.0 0.8 0.8 0.05 C.5b 3.3 14.0 51.2 171.2 8775.3 0.0 0.9 0.9 0.06 D.8 4.3 63.0 2.2 9.7 21.8 0.0 0.1 0.1 0.00 F.2 1 4.3 95.0 -29.8 -128.2 3813.2 0.0 -0.7 -0.7 -0.04 Ka 17.5 169.0 -103.8 -1819.8 188803.3 0.0 -10.1 -10.1 -0.42 Kb 17.5 169.0 -103.8 -1819.8 188803.3 0.0 -10.1 -10.1 -0.42 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 1 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0' 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.00.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry --102.6 622311.8 Baum yr nu-zt iyaoui.i . I BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm .IoB Sunviest Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA ay PLS SHEET NO. (� HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION JCMX + Amp. Ex 1F 784 kips This load includes the mill roof loads from above based on 0.2g eccentricity = -29 ft. ( cnc-cmx= -19.25) Ve= -22645 kip'ft. 0 WALL JRX I I Y I D JR -D R'D^2 jFv JFM Ftotal fv WALLS IN THE X DIRECTION klft 9a 22.5 70.0 -32.9 -740.2 24322.4 0.0 21.0 21.0 0.72 9b 4.7 70.0 -32.9 -154.8 5085.0 0.0 4.4 4.4 0.40 9C 8.5 70.0 -32.9 -278.5 9151.8 0.0 7.9 7.9 0.53 9d 25.5 70.0 -32.9 -837.3 27511.3 0.0 23.7 23.7 0.74 9e 12.5 70.0 -32.9 -410.3 13482.2 0.0 11.6 11.6 0.61 9f 2.31 70.0 -32.9 -76.7 2521.1 0.01 2.2 2.2 0.27 99 1.1 70.0 -32.9 -37.7 1239.5 0.0 1.1 1.1 0.18 13a 10.5 0.0 37.1 388.9 14443.4 0.0 -11.0 -11.0 -0.65 13b 2.3 0.0 37.1 86.7 3221.4 0.0 -2.5 -2.5 -0.31 13c 4.7 0.0 37.1 174.9 6497.6 0.0 -5.0 -5.0 -0.45 13d 7.5 0.0 37.1 278.5 10344.9 0.0 -7.9 -7.9 -0.56 13e 7.5 0.0 37.1 278.5 10344.9 0.0 -7.9 -7.9 -0.56 13f 32.3 0.0 37.1 1198.6 44519.3 0.0 -33.9 -33.9 -0.87 13g 2.3 0.0 37.1 86.7 3221.4 0.0 -2.5 -2.5 -0.31 13h 1.1 0.0 37.1 42.6 1583.8 0.0 -1.2 -1.2 -0.20 SUM OF Rx= 145.4 1 1 1 177489.9 WALL I lRyX I D JR -D R'D^2 jFv JFM Ftotal fv WALLS IN THE Y DIRECTION k1ft Aa 21.5 0.0 65.2 1405.3 91693.5 164.6 -39.8 164.6 5.88 Ab 31.3 0.0 65.2 2042.9 133296.5 239.3 -57.8 239.3 6.30 C.5a 2.7 14.0 51.2 138.6 7104.9 20.7 -3.9 20.7 1.38 C.5b 3.3 14.0 51.2 171.2 8775.3 25.5 -4.8 25.5 1.50 D.8 4.3 63.0 2.2 9.7 21.8 32.9 -0.3 32.9 1.65 F.2 4.3 95.0 -29.8 •-128.2 3813.2 32.9 3.6 36.6 1.83 Ka 17.5 169.0 -103.8 -1819.8 188803.3 134.01 51.5 185.6 7.73 Kb 17.5 169.0 -103.8 -1819.8 188803.3 134.0 51.5 185.6 7.73 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.01 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.01 65.21 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry --102.6 1 1 1 622311.8 ISUM of RD^2= 79982L. J7 RD^2= 799801.7 1 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm .,oe Sunvvest Foods Rice Mill Joe NO. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION JCMX -Amp. Ex V= 784 kips This load includes the mill roof loads from above based on 0.2g eccentricity = -10 ft. ( crx-cmx= -19.25 ) Ve= -7540 kip•ft. WALL JRX I ly ID . JR'D R -D112 jFv JR -D R -D^2 JFV JFM Ftotal fv Ftotal fv WALLS IN THE Y DIRECTION WALLS IN THE X DIRECTION k1ft k/ft Aa 9a 22.5 70.0 -32.9 -740.2 24322.4 0.0 7.0 7.0 0.24 9b 4.7 70.0 -32.9 -154.8 5085.0 0.0 1.5 1.5 0.13 9c 8.5 70.0 -32.9 -278.5 9151.8 0.0 2.6 2.6 0.18 9d 25.5 70.0 -32.9 -837.3 27511.3 0.0 7.9 7.9 0.25 9e 12.5 70.0 -32.9 -410.3 13482.2 0.0 3.9 3.9 0.20 9f 2.3 70.0 -32.9 -76.7 2521.1 0.01 0.7 0.7 0.09 99 1.1 70.0 -32.9 -37.7 1239.5 0.0 0.4 0.4 0.06 13a 10.5 0.0 37.1 388.9 14443.4 0.0 -3.7 -3.7 -0.22 13b 2.3 0.0 37.1 86.7 3221.4 0.0 -0.8 -0.8 -0.10 13c 4.7 0.0 37.1 174.9 6497.6 0.0 -1.6 -1.6 -0.15 13d 1 7.5 0.0 37.1 278.5 10344.9 0.0 -2.6 -2.6 -0.19 13e 7.5 0.0 37.1 278.5 10344.9 0.0 -2.6 -2.6 -0.19 13f 32.3 0.0 37.1 1198.6 44519.3 0.0 -11.3 -11.3 -0.29 13g 2.3 0.0 37.1 86.7 3221.4 0.0 -0.8 -0.8 -0.10 13h 1.1 0.0 37.1 42.6 1583.8 0.0 -0.4 -0.4 -0.07 SUM OF Rx= 145.41 1 1 177489.9 WALL IRy Ix I D . JR'D R -D112 jFv JFM Ftotal fv WALLS IN THE Y DIRECTION k1ft Aa 21.5 0.0 65.2 1405.3 91693.5 164.6 -13.2 164.6 5.88 Ab 31.3 0.0 65.2 2042.9 133296.5 239.3 -19.3 239.3 6.30 C.5a 2.7 14.0 51.2 138.6 7104.9 20.7 -1.3 20.7 1.38 C.5b 3.3 14.0 51.2 171.2 8775.3 25.5 -1.6 25.5 1.50 D.8 4.3 63.0 2.2 9.7 21.8 32.9 -0.1 32.9 1.65 F.2 4.3 95.0 -29.8 -128.2 3813.2 32.9 1.2 34.1 1.71 Ka 17.5 169.0 -103.8 -1819.8 188803.3 134.0 17.2 151.2 6.30 Kb 17.5 169.0 -103.8 -1819.8 188803.3 134.0 17.2 151.2 6.30 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.01 65.2 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry-- 1 102.6 1 1 622311.8 SUM OF RD^2= 799801.7 BUEHLER & BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO. cIT�l 3 �D DATE 7300 Folsom Blvd. Suite 103 GAO SACRAMENTO, CALIFORNIA 95826 CLIENT BY� SHEET NO. o, o >01 o, q I/A-3d M To Remdar Can NEBS CUSTOM"printing Service TOLL FREE 1.800.888-8327 NESS, inc., Peterborough. NH 03458. - /` le—z ;�-N✓,-1 /*/` 7.7 AC R0. NO: 3 109000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. O`er DATE ae 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY " SHEET NO. Lit redcovi lVG . D w 0 /8"cc ;K iZ z q,� / j/y p,. x SOD x 6149,X6)(12 Z. - A, A z //V 7 ���ti2 - �0�� 2 94 f P15r / _ 7 411 � ��rGIN7� j�i�✓ G� �LODh' � �G,�= 'i0 �r✓Ki+%Dw/✓ �� 1,G /�1.-z�f� yin �fnr. t l r r� To Reorder ca NEBS CUSTGM"printing service TOLL FREE 7.600.866-6327 NESS, 41c., Peterborough. NH 03456. Re`.. Fo: C 10300`551 BUEHLER &BUEHLER ASSOCIATES JOB �JuNw 7 D op—/ STRUCTURAL ENGINEERS, INC. JOB NO. l OO DATE 7300 Folsom Blvd. Suite 103 G/2 SACRAMENTO, CALIFORNIA 95826 CLIENT BY L S SHEET NO. r Acv 1/pt /K/ - , l u VA = A 617 <1 3 . �s/�' r- A 9 < 3 �K G✓�cc /5% x x Iva rod x ! ¢ _.--- ,r 1 0�011X8X�2 ¢�5i l/2K 000, .r.b# 14, 1 l` 0 'Vic ?ar ,k 4, 4 �To Reo fdar Call NEBS CUST61MI" printing service TOLL FREE 7800 -BW -6327 NESS, In., Peterborough. NH 0.9458. Re!. NO: U 1090N551 1 1 t BUEHLER & BUEHLER ASSOCIATES JOB , uN mje*e ' AL9� STRUCTURAL ENGINEERS, INC. JOB NO. �I 3g, A0 DATE 7300 Folsom Blvd. Suite 103 CLIENT BY �— I SHEET NO. SACRAMENTO, CALIFORNIA 95826 lh 001, ,�... � I }•�/p� � /, � �/rte DL 14 Vo K 4K V� � O, � 'x2 �ej x 6 x s¢ z 3� � Tp'/M�� �!o Re �dorOau NESS CUSTGM'"printing service TOLL FREE i -S00.888-6317 NESS, ine., Pelebo,ough. Nil03458NESS CUSTGM�"printing service TOLL FREE i-SMBBN-6317 NESS, ine.. Peletboruugh. Nil 03458. Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES ADB STRUCTURAL ENGINEERS, INC. JOB NO. 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W. leo: G 10900055 J af, — , c7C 1/ Yuz� f 5,lo,�a/2 o�x �To Reo ibor Call NEBS CUSTGM" printing Service TOLL FREE 1.800-88&6327 NESS, Inc., Pete,bnruugh. NR 83458. W. leo: G 10900055 1 1 BUEHLER & BUEHLER ASSOCIATES JOB N lw%� -or eEn� STRUCTURAL ENGINEERS, INC. JOB NO. / l . �D DATE 7300 Folsom Blvd. Suite 103L� •� SACRAMENTO, CALIFORNIA 95826 CLIENT BY �/� SHEET NO. L �rlG� lel 2�2n '3 wo�� w1a leevlS 14 ,e4 /l lm rneogL- 4.x/ti: Ix /pL w �Mx �0, -t f- G Goo c L -Os ITo Re order Call NEBS CUSTNM" printing service TOLL FREE 1-15DO-8138-6327 NESS. Inc., Peterborough. NH 03458. Re`. NO: 3 :0300055 1 1 1 1 1 i 1 i 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. ✓ �• ®O DATE 2 d 7300 Folsom Blvd. Suite 103 / SACRAMENTO, CALIFORNIA 95826 CLIENT BY ✓� SHEETNO. LJ S �2 r- Vu r- /01 / Vws z. 7G21�''"' IAI Sys tL� O I / /SX /z �ivL b�•✓���r� -7. Z k l Sr x/i. k /v �7 Ax 1'q-4— _ SAO fv5/ -s" to Wvg4-c S &N— To Reader Call NESS CUSTHM'printing service TOLL FREE 1.600-666-6327 NESS. Inc.. Peteloorough. NH 03456. Re'. O—IGi 109000551 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Foods Rice Mill mill girder frame G1.(for col design only) Loads: LC 5, delta m drift joB SunWest Foods Rice Mill JOB NO.. 99138.00 DATE 04/26/00 CLIENT CJA BY PLS SHEETNO 1 2 3 4 5 6 7 8 9 1 �� "" ------ r112T314t5T6t7---}-8-1 Unselec 10 11 1213 14 15 16 17 18 `. Box Sel x rBox Unsi .:Invert S e I 3 -irlock Unse »`Ani a Z X Solution: LC 5 delta m drift Units .............................. US Standard Steel Code........... ........... AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance........ 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 -0.670 0.000 0.00 2 25.000 0.000 0.00 3 45.000 0.000 0.00 4 65.000 0.000 0.00 5 85.000 0.000 0.00 6 105.000 0.000 0.00 7 125.000 0.000 0.00 8 145.000 0.000 0.00 9' 165.670 0.000 0.00 10 -0.670 -14.000 0.00 11 25.000 -14.000 0.00 12 45.000 -14.000 0.00 13 65.000 -14.000 0.00 14 85.000 -14.000 0.00 15 105.000 -14.000 0.00 16 125.000 -14.000 0.00 17 145.000 -14.000 0.00 18 165.670 -14.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 10 Reaction Reaction 11 Reaction Reaction 12 Reaction Reaction 13 Reaction Reaction 1 RISA -2D Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 (R) Version 4.01 Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Job : 99138.00 Page: 7 Date: 4/26/00 File: MILLGFMI __________________________< Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- ' 14 Reaction Reaction 15 Reaction Reaction 16 Reaction Reaction 17 Reaction Reaction 18 Reaction Reaction ' Material Young's Materials (General) Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10^5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in -2 ---------------- in -4 ----------- in^4-------- GIRDER CONC 648.00 1.2 1.2 1.00 13800.00 SQCOL CONC 512.00 1.2 1.2 1.00 30600.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 ___< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Leng_h ' --------------------------------------------in-------in---------------ft---- 1 1 2 GIRDER 16.00 8.00 23.67 2' 2 3 GIRDER 8.00 8.00 2).00 3 3 4 GIRDER 8.00 8.00 2D.00 4 4 5 GIRDER 8.00 8.00 2).00 5 5 6 GIRDER 8.00 8.00 2D.00 6 6 7 GIRDER 8.00 8.00 2.00 7 7 8 GIRDER 8.00 8.00 23.00 ' 8 8 9 GIRDER 8.00 16.00 2J.67 9 10 1 SQCOL 15.00 14.00 10 11 2 COL 15.00 14.00 11 12 3 COL 15.00 14.00 12 13 4 COL 15.00 14.00 13 14 5 COL 15.00 14.00 14 15 6 COL 15.00 14.00 ' 15 16 7 COL 15.00 14.00 16 17 8 COL 15.00 14.00 .. 17 18 9 SQCOL 15.00 14.00 Basic Load Case Data >__________________________ BLC Basic.Load Case Load Type Totals _________< Member Point Loads, BLC 1 No. RISA -2D (R) Version 4.01 Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 8' 3 .Sacramento, CA 95826 Date: 4/26/00 4 Wu ll File: MILLGFMI 5 Sunwest Foods Rice Mill @ bay 6 1 1 6 mill girder frame G1 (for col design only) m drift 1 Basic Load Case Data >__________________________ BLC Basic.Load Case Load Type Totals ' _________< Member Point Loads, BLC 1 No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 total dl 9 8 2 Wu 11 @ bay 1, 5& 7 4 3 3 Wu 11 @ bay 2, 4& 8 3 3 4 Wu ll .@ bay 3 1 1 5 Wu 11 @ bay 6 1 1 6 delta m drift 1 ' _________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location -------------------------------------K,K-ft -----------ft or % --------------- 1 1 2 Y -29.000 %33.000. 1 1 2 Y -_29.000 %67.000 2 2 3 Y -46.000 %50.000 3 3 4 Y -68.000 %50.000 4 4 5 Y -33.000 %50.000 5 5 6 Y -47.000 %50.000 6 6 7 Y -47.000 %50.000 7 7 8 Y -47.000 %50.000 8 8 9 Y -33.000 %50.000 ' ______< Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member ---------------------------------------------------------------------------- I J Label Multiplier 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 1.8000 4 4 5 UNIFORM 3.0000 5 5 6 UNIFORM 1.8000 6 6 7 UNIFORM 1.8000 7 7 8 UNIFORM 1.8000 8 8 9 UNIFORM 1.8000 _______________________< Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location -------------------------------------K,K-ft ----------- ft or % --------------- 1 1 2 Y -37.000 %33.000 1 1 2 Y -37.000 %67.000 5 7 5 7 6 8 Y -42.000 Y -42.000 %50.000 %50.000 ' _________< Member Point Loads, BLC 3 Member RISA -21)(R) 1 ( ) Version 4.0 Label Multiplier , ---------------------------------------------------------------------------- 1 Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 9 5 Sacramento, CA 95826 Date: 4/26/00. 7 7 8 File:, MILLGFMI Sunwest Foods Rice Mill 8 9 Y -44.000 %50.000 mill girder frame G1 (for col design only) ______< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern ' _________< Member Point Loads, BLC 3 Member I J Label Multiplier , ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.4000 5 5 6 UNIFORM 1.4000 7 7 8 UNIFORM 1.4000 ' _________< Member Point Loads, BLC 3 Joints ' Member ----- IJDirectionMagnitude Location ---------- - ----K,K-ft-----------ft or % --------------- 2 2 3 Y -42.000 %50.000 4 4 5 Y -42.000 %50.000 8 8 9 Y -44.000 %50.000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 1.4000 4 4 5 UNIFORM 1.4000 8 8 9 UNIFORM 1.4000 _________< Member Point Loads, BLC 4 ' Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 31 3 4 Y -42.000 %50.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier -------------------------------------- 3 3 4 -------------------------------------- UNIFORM 1.4000 Member Point Loads, BLC 5 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 6 6 7 Y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member ------------ I ------J- - ----Label-- Multiplier ----------------------------------------- 6 6 7 UNIFORM 1.4000 1 1 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., -#103 Page: 10 Sacramento, CA 95826 Date: 4/26/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) _______________< Joint Loads/Enforced Displacements, BLC 6 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 1 D X 0.017 Load Patterns Pattern Magnitudes Locations Label Dir. Start End Start -End ------------------- K/ft,F---------- K/ft,F----------- ft or o --=---- ft or --- UNIFORM Y . -1.000 -1.000 0.000 0.000 --------- __< Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac S-•dv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 5 1 y 2 dl + 11 @ 1,3,5,7 1 1 2 1 4 1 y 3 dl+11@1,2,4,5,7,8 1 1 2 1 3 1 y 4 dl + 11 @ 2,4,6,8 1 1 3 1 5 1 y 5 delta m drift 6 1 Joint Displacements, LC 5 delta m drift Joint +------- Translation -------+ Rotation No X Y 6z -------------in-------------in------------rad------------------------------- 1 0.017 0.000 -0.00008 2 0..017 0.000 0.00001 3 0.017 0.000 -0.00001 4 0.017 0.000 0.00000 5 0.017 0.000 -0.00001 6 0.017 0.000 0.00000 7 0.016 0.000 -0.00001 8 0.016 0.000 0.00001 9 0.016 0.000 -0.00007 10 0.000 0.000 -0.00012 11 0.000 0.000 -0.00017 12 0.000 0.000 -0.00016 13 0.000 0.000 -0.00016 14 0.000 0.000 -0.00016 15 0.000 0.000 -0.00016 16. 0.000 0.000 -0.00015 17 0.000 0.000 -0.00017 18 0.000 0.000 -0.00011 RISA -2D (R) Version 4.01 .Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 11 Sacramento, CA 95826 Date: 4/26/00, File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Reactions,'LC Joint +--------- Forces ----------- 5 : delta m drift Moment No X Y Mz ------------- K -------------- K ------------- K -ft------------------------------ 10 -0.35 -0.27 0.00 11 -0.13 0.27 0.00 12 -0.10 -0.09 0.00 13 -0.11 0.02 0.00 14 -0.10 0.00 0.00 15 -0.11 -0.02 0.00 16 -0.10 0.10 0.00 17 -0.13 -0.40 0.00 18 0.40 0.39 0.00 Totals: -1.53 0.00 Center of Gravity Coordinates (X,Y,Z) No Calculation Member Section Forces, LC 5 : delta m drift Member Joints Section I J y. Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft --------------- 1 1- 2 1 1.18 -0.27 -4.55 ' 2 1.18 -0.27 -2.92 3 1.18 -0.27 -1.29 4 1.18 -0.27 0.33 -------------------5-----------1-18-----------0-�� ----------.- 1.96 2 2- 3 1 1.05 0.00 0.38 2 3 1.05 1.05 0.00 0.00 0.38 0.39 4 1.05 0.00 0.39 5 1.05 0.00 0.40 ---------------------------------------------------------------------------- 3 3- 4 1 0.95 -0.09 -0.97 2 0.95 =0.09 -0.53 3 0.95 -0.09 -0.10 ' 4 0.95 -0.09 0.33 5 0.95 -0.09 0.76 ---------------------------------------------------------------------------- 4 4- 5 1 0.84 -0.07 -0.63 2 0.84 -0.07 -0.30 3 0.84 -0.07 0.03 4 0.84 -0.07 0.36 5 0.84 -0.07 0.69 ----------------------------=----------------------------------------------- 5 5- 6 1 2 0.74 0.74 -0.07 -0.07 -0.68 -0.36 3 0.74 -0.07 -0.03 4 0.74 -0.07 0.29 -------------------5-=---------0-74-----------0--------------0-61----------- RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 4/26/00 File: MILLGFMI Foods Rice Mill 'Sunwest mill girder frame G1 (for col design only) ' Member Section Forces, LC Member Joints Section 5 : delta m drift I J A Axial Shear Moment --------------------------- -K -------------- K ------------- K -ft--------------- 6 6- 7 1 0.63 -0.09 -0.77 2 0.63 -0.09 -0.33 3 0.63 -0.09 0.11 4 0.63 -0.09 0.55 5 0.63 -0.09 0.99 ---------------------------------------------------------------------------- 7 7- 8 1 0.53 0.01 -0.34 2 0.53 0.01 -0.39 3 0.53 .0.01 -0.44 4 0.53 0.01 -0.49 ' 053 -------------------5-----------0-53-----------0-01 8 8- 9 1 0.40 -----------_ -0.39 .-2.05 ' 2 3 0.40 0.40 -0.39 -0.39 -0.25 1.55 4 0.40 -0.39 3.35 5 0.40 -0.39 5.15 --------7------------------------------------------------------7------------ 9 10- 1 1 -0.27 0.35 0.00 2 -0.27 0.35 -1.12 3 -0..27 0.35 -2.24 ' 4 -0.27 0.35 -3.35 5 .-0.27 0.35 -4.47 ---------------------------------------------------------------------------- 10 11- 2 1 0.27 0.13 0.00 2 0.27 0.13 -0.40 3 0.27 0.13 -0.80 4 0.27 0.13 -1.21 5 0.27 0.13 -1.61 ---------------------------------------------------- 11 12- 3 1 -0.09 0.10 ------------------------ 0.00 2 -0.09 0.10 -0.32 3 -0.09 0.10 -0.65 4 -0.09 0.10 -0.97 -1.30 -------------------5-----------0-09-----------0_10 12 13- 4 1 0.02 0.11 0.00 2 0.02 0.11 -0.34 3 0.02 0.11 -0.68 4 0.02 0.11 -1.03 ----------- 5 ---------------------------------------------------- 0.02 0.11 -1.37 13 14- 5 1 0.00 0.10 0.00 2 0.00 0.10 -0.33 3 0.00 0.10 -0.67 4 0.00 0.10 -1.00 ' RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 13 Sacramento, CA 95826 Date: 4/26/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Member Section Forces, LC 5 : Member Joints Section delta m drift I J y Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft--------------- 5 0.00--------------------------1-34--- 0.10 1 14 15- 6 1 -0.02 0.11 0.00 2 -0.02 0.11 -0.34 3 -0.02 0.11 -0.68 4 -0.02 0.11 -1.02 5 -0.02 -1.36 ------------------------------------ --------_-0_11- ------------------------- 15 16- 7 1 0.10 0.10 0.00 2 0.10 0.10 -0.32 3 0.10 0.10 -0.63 ' 4 0.10 0.10 -0.95 5 0.10 0.10 -1.26 ' ---------------------------------------------------------------------------- 16 17- 8 1 -0.40 0.13 0.00 2 -0.40 0.13 -0.40 3 -0.40 0.13 -0.80 ' 4 -0.40 0.13 -1.20 5 -0.40 0.13 -1.60 ---------------------------------------------------------------------------- 17 18- 9 1 0.39 0.40 0.00 ' 2 0.39 0.40 -1.29 3 0.39 0.40 -2.58 4 5-----------0-39-----------0-40-----------5-15--------- 0.39 0.40 -3.87 < Member Deflections, LC 5 : delta m drift Member Joints Section I - J y x y L/n ---------------------------in----------in------------•----------------------- 1 1 2 1 0.017 -0.001 NC 2 0.017 -0.004 NC 3 0.017 -0.004 NC ' 4 0.017 -0.002 NC 5 0.017 0.000 NC ---------------------------------------------------------------------------- 2 2 3 1 0.017 0.000 NC ' 2 0.017 0.000 NC 3 0.017 0.001 NC 1 4 0.017 0.001 0000 NC NC -------------------5--------0017 3 3 4 1 -------__- 0.017 0.000 ----------------------------- NC 2 0.017 0.000 NC ' 3 0.017 0.000 NC ' RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., -#103 Page: 14 Sacramento, CA 95826 Date: 4/26/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) _______________< Member Deflections, LC 5 delta m drift Member Joints Section I - J y x y L/n --------------------------- in----------in----------------------------------- 4 0.017 0.000 NC 5 0.017 0.000 NC ---------------------------------------------------------------------------- 4 4 5 1 0.017 0.000 NC 2 0.017 0.000 NC 3 0.017 0.000 NC 4 5 0.017 0.017 0.000 0.000 NC NC 5 5 6 1 ----- 0.017 ----- 0.000 NC 2 0.017 0.000 NC 3 0.017 0.000 NC 4 0.017 0.000 NC ' -------------- -----5--------0_017-------0_000----------NC- ------------------ 6 6 7 1 0.017 0.000 NC 2 0.016 0.000 NC 3 0.016 0.000 NC 4 0.016 0.000 NC 5 0.016 0.000 NC ----------------------------------------------------------------------------- 7 7 8 1 0.016 0.000 NC 2 0.016 -0.001 NC 3 4 0.016 0.016 -0.001 -0.001 NC NC 5 0.016 0.000 NC ---------------------------------------------------------------------------- 8 8 9 1 '0.016 0.000 NC 2 0.016 0.001 NC 3 0.016 0.003 NC 4 0.016 0.003 NC 5 0.016 0.001 NC ---------------------------------------------------------------------------- 9 10 1 1 0.000 0.000 NC 2 0.000 -0.004 NC 3 0.000 -0.009 NC 4 0.000 -0.012 NC -------------------5--------0_000-------0_016----------NC 10 11 2 1 0.000 0.000 -- NC - - - - - -- 2 3 0.000 0.000 -0.006 -0.012 NC NC 4 0.000 -0.016 NC 5 0.000 -0.017 NC ---------------------------------------------------------------------------- 11 12 3 1 0.000 0.000 NC 1 7 i RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Job : 99138.00 Page: 15 Date: 4/26/00 File: MILLGFMI Member Deflections, LC 5 : delta m drift Member Joints Section I - J y x y L/n ---------------------------in----------in----------------------------------- 2 0.000 -0.006 NC 3 0.000 -0.011 NC 4 0.000 -0.015 NC 5 0.000 -0.017 NC --------------------------- 12 13 4 1 ------------------------------------------------ 0.000 0.000 NC 2 0.000 -0.006 NC 3 0.000 -0.011 NC 4 0.000 -0.015 NC 5 0.000 -0.017 NC ---------------------------------------------------------------------------- 13 14 5 1 0.000 0.000 NC 2 0.000 -0.006 NC 3 0.000 -0.011 NC 4 0.000 -0.015 NC 5 0.000 -0.016 NC ---------------------------------------------------------------------------- 14 15 6 1 0.000 0.000 NC 2 0.000 -0.006 NC 3 0.000 -0.011 NC 4 0.000 -0.015 NC 5 0.000 -0.016 NC ---------------------------------------------------------------------------- 15 16 7 1 0.000 0.000 NC 2 0.000 -0.006 NC 3 0.000 -0.011 NC 4 0.000 -0.015 NC 5 .0.000 -0.016 NC ---------------------------------------------------------------------------- 16 17 8 1 0.000 0.000 NC 2 0.000 -0.006 NC 3 0.000 -0.012 NC 4 0.000 -0.015 NC 5 0.000 -0.017 NC ---------------------------------------------------------------------------- 17 18 9 1 0.000 0.000 NC 2 0.000 -0.004 NC 3 0.000 -0.008 NC 4 0.000 -0.012 NC ---------------------------------------------------------------------------- 5 0.000 -0.015 NC 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/26/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA BY PLS SHEET NO Sunwest Foods Rice Mill Buhler mill 6m B2 frame (for column design only) (@ Grid E) Loads: LC 6. delta m drift s55 - Y Solution: LC 6 delta m drift 7m> 4 rK Box Zoom' ej I. 17 a Solution: LC 6 delta m drift 7m> 4 rK Box Zoom' ej ,j Zoom -I Wnt JZoom-out i r w 1 t i" RISA -2D (R) Version 4.01 Buehler & Buehler �` Job : 99138.00 7300 Folsom Blvd.,#103 Page: 1 Sacramento, CA 95826 Date: 4/26/00 File: MILLBFM2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) Units........ ...................... US Standard Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance........ 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 5 0.000 -14.000 0.00 6 23.000 -14.000 0.00 7 46.330 -14.000 0.00 8 69.330 -14.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation --- ------K/in--------K/in------K-ft/rad---------------------------------- 5 Reaction Reaction 6 Reaction Reaction 7 Reaction Reaction 8 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 ________________________________< Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------in-2----------------in-4----------in-4-------- BEAM CONC 540.00.1.2 1.2 1.00 11500.OJ SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Job : 99138.00 Page: 2 Date: 4/26/00 File: MILLBFM2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) Member Distributed Loads, BLC 1 Members Memb Joints Rotate Section Releases Offsets Inactive? Load Pattern No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length Label --------------------------------- -----------in ------- in --------------- ft ---- ---------------------------------------------------------------------------- 1 1 1 2 BEAM 16.00 8.00 23.00 2 2 2 3 BEAM 8.00 8.00 23.33 3 3 3 4 BEAM 8.00 16.00 23.00 4 5 1 SQCOL 15.00 14.00 5 6 2 COL 15.00 14.00 6 7 3 COL 15.00 14.00 7 8 4 SQCOL 15.00 14.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No -Description Nodal Point Dist. --------------- 1 ---------------------------------------.-------- Total dl incld 81'slab & pt ld 3 3 2 3 Wu 125 psf 11 @ bm 1 Wu 125 psf 11 @ bm 2 1 1 4 Wu 125 psf 11 @ bm 3 1 5 Delta M drift 1 Member Point Loads, BLC 1 Joints MemberI Magnitude Location ----- ------J ----Direction - ----K,K-ft-----------ft or o --------------- 1 1 2 Y -2.400 8.000 1 1 2'. 1 2 Y -2.400 2 3 Y -35.000 18.000 18.330 Member Distributed Loads, BLC 1 < Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.2000 ____________________< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.2000 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.9000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 3.2000 < Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.2000 ____________________< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.2000 ____________________< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- �' 3 3 4 UNIFORM 2.2000 Joint Loads/Enforced Displacements, BLC 5 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad---- 1 D X 0.033 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start / ------- End ------------------- o K/ft,F---------- K/ft,F----------- ft or ft or UNIFORMY -1.000 -1.000 0.000 0.000 Load Combinations RNPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac S'Odv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 2 1 1 3 1 y 6 delta m drift 5 1 Joint Displacements, LC 6 : delta m drift Joint +------- Translation -------+ Rotation No X Y 6z ------------- inr=----------- in ------------ rad ------------------------------- 1x'0.033 - 0.000 -0.00015 2 0.033 0.000 0.00001 r 3 0.033 0.000 0.00001 4 0.033, 0.000 -0.0001.5 5 -0:000 0.000 -0.00022 6 0.000 0.000 -0.00033 7 0.000 0.000 -0.00033 8 0.000 0.000 -0.00022 Reactions, LC .6 delta m drift Joint +--------- Forces ----------+ Moment No X Y Mz ------------- K -------------- K ------------- K -ft ------------------------------ 5 -0.67 -0.60 0.00 6 -0.24 0.69 0.00 7 -0.24 -0.69 0.00 8 -0.66 0.60 0.00 RISA -2D (R) Version 4.01 Buehler &.Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 3 Sacramento, CA 95826 Date: 4/26/00 File: MILLBFM2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) ____________________< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- �' 3 3 4 UNIFORM 2.2000 Joint Loads/Enforced Displacements, BLC 5 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad---- 1 D X 0.033 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start / ------- End ------------------- o K/ft,F---------- K/ft,F----------- ft or ft or UNIFORMY -1.000 -1.000 0.000 0.000 Load Combinations RNPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac S'Odv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 2 1 1 3 1 y 6 delta m drift 5 1 Joint Displacements, LC 6 : delta m drift Joint +------- Translation -------+ Rotation No X Y 6z ------------- inr=----------- in ------------ rad ------------------------------- 1x'0.033 - 0.000 -0.00015 2 0.033 0.000 0.00001 r 3 0.033 0.000 0.00001 4 0.033, 0.000 -0.0001.5 5 -0:000 0.000 -0.00022 6 0.000 0.000 -0.00033 7 0.000 0.000 -0.00033 8 0.000 0.000 -0.00022 Reactions, LC .6 delta m drift Joint +--------- Forces ----------+ Moment No X Y Mz ------------- K -------------- K ------------- K -ft ------------------------------ 5 -0.67 -0.60 0.00 6 -0.24 0.69 0.00 7 -0.24 -0.69 0.00 8 -0.66 0.60 0.00 RISA -2D (R) Version 4.•01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 4 Sacramento, CA 95826 Date: 4/26/00 File: MILLBFM2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E). ---------===========< Reactions, LC 6 : delta ni drift">==================== 1 Joint +--------- Forces ----------+ Moment No X Y Mz ------------- K -------------- K ------------- K -ft------------------------------ Totals: -1.81 0.00 Center of Gravity Coordinates.(X,Y,Z) : No Calculation --------------< Member Section Forces, LC 6 : delta m drift Member Joints Section I - J y Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft --------------- 1 1- 2 1 1.14 -0.60 -8.58 2 1.14 -0.60 -5.43 3 1.14 -0.60 -2.27 `i1) 4 1.14 -0.60 0.88 r V 5 1.14 -0.60 4.03 ----------<< ---------------------------------------------------------------- 22- 3 1 0.90 0.09 1.04 2 0.90 0.09 0.52 3 0.90 0.09 0.01 4 0.90 0.09 -0.51 ,\ 5 0.90 0.09 -1.03 ---- --- ------------------------------------------------------------------ 3j 3- 4 1 0.66 -0.60 -4.01 2 0.66 -0.60 -0.88 V 3 0.66 -0.60 2.24 4 0.66 -0.60 5.37 '---\-`p�-----5-----------0-66-----------0_608.50 - ------------------------- &--,\ 5- 1 1 -0.60 0.67 0.00 /� \ 2 -0.60 0.67 -2.14 3 -0.60 0.67 -4.27 \� �f� 4 -0.60 0.67. -6.41 5 -0.60 0.67 -8.54 - --`'-- ----------------------------------------------------------------- 5 6- 2 1 0.69 0.24 0.00 2 0.69 0.24 -0.76 3 0.69 0.24 -1.52 4 0.69 0.24 -2.27 5 0.69 0.24 -3.03 ----------------------------------------------------------------------------- 6 7- 3 1 -0.69 0.24 0.00 2 -0.69 0.24 -0.75 3 -0.69 0.24 -1.51 4 -0.69 0.24 -2.26 ----------------------------- ---0-69-----------0-24-----------3_01 7 8- 4 1 0.60 0.66 0.'00 2 0.60 0.66 -2.11 3 0.60 0.66 -4.23 RISA -2D (R) Version 4.01 Buehler & Buehler 1 7300 Folsom Blvd., #103 Sacramento, CA 95826 Job : 99138.00 Page: 5 Date: 4/26/00 File: MILLBFM2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) F Member Section Forces, LC 6 : delta m drift Member Joints Section I - J y Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft--------------- 4 0.60 0.66 -6.34 ---------------------------------------------------------------------------- 5 0.60 0.66 -8.46 < Member Deflections, LC 6 : delta m drift Member Joints Section I- J y x yL/n ----------------------------------- 1 1 2 1 0.033 -0.002 NC 2 0.033 -0.008 NC 3 0.033 -0.007 NC 4 0.033 -0.003 NC 5 0.033 0.000 NC ---------------------------------------------------------------------------- 2 2 3 1 0.033 0.000 NC 2 0.033 0.000 NC 3 0.033. 0.000 NC 4 0.033 0.000 NC 5 0.033 0.000 NC ---------------------------------------------------------------------------- 3 3 4 1 0.033 0.000 NC 2 0.033 0.003 NC 3 0.033 0.006 NC 1 4 5 0.033 - 0.008 - NC NC ---------------------------------------------------- 4 5 1 1 0.000 0.000 -------------------- NC 2 0.000 -0.009 NC 3 0.000 -0.017 NC 4 0.000 -0.024 NC ---------------------------------------------------------------------------- 5 0.000 -0.031 NC 5 6 2 1 0.000 0.000 NC 2 0.000 -0.012 NC 3 0.000 -0.023 NC 4 0.000 -0.031 NC 5 0.000 -0.033 NC ---------------------------------------------------------------------------- 6 7 3 1 0.000 0.000 NC 2 0.000 -0.012 NC 3 4 0.000 0.000 -0.023 -0.030 NC NC 5 0.000 -0.033 NC ' ---------------------------------------------------------------------------- 7 8 4 1 0.000 0.000 NC 2 0.000 -0.008 NC F ' RISA -2D R Version 4.01 1 Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 6 Sacramento, CA 95826 Date: 4/26/00 File: MILLBFM2 Sunwest Foods Rice Mill ' Buhler mill bm B2 frame (for column design only) (@Grid E) < Member Deflections, LC 6 : delta m drift Member Joints Section I - J y x y L/n --------------------------- 3 in----------in----------------------------------- 0.000 -0.017 NC 4 0.000 -0.024 NC 5 0.000 -0.030 NC ---------------------------------------------------------------------------- s 1 BUEHLER & BUEHLER ASSOCIATES JOB `� /* STRUCTURAL ENGINEERS, INC. JOB NO. / / / �® DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY , SHEET NO. ,8Y ATL ��� /'✓t�'�v�•� � .. ,� �v+/ �'�—T/U�'cJ ?-to �N° R, V:= D 2 lam/ V14ezZ !w = 2 i X ' 60 �tJG WAl�(Lj ��O 4- 2 <� f N wA".tea (1-V DI ,�T l D� EGzrrl�T 5zz . 25 k 12�� k �oF f -7 x 25K Y' i,e€�T�oril To Reorder Call NEBS CUSTdM" printing Service TOLL FREE 1.800-888-8327 NEBS, Inc., PeleNorough. NH 03958. 1,4") R^_'. Igo: 3 109000551 I 1 1 U I 1 1 I 1 1 1 1 I I I uNw BUEHLER & BUEHLER ASSOCIATES JOB, STRUCTURAL ENGINEERS, INC. JOB NO. do DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. jzp tic ITo Reo ider Gall NEBS CUSTGWIarinting service TOLL FREE 1.800-8aB-6327 NESS, Inc., Peterborough. NH 03458. Rc!. No: 3 109000551 i 1 1 1 1 i 1 1 1 1 1 1 i 1 1 BUEHLER &BUEHLER ASSOCIATES JOB6T STRUCTURAL ENGINEERS, INC. JOB NO. I / ?��- O� DATE 7300 Folsom Blvd. Suite 103 L Iy2 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. �3 /AI /9.7 x /0 rz ,�66 IAA All. aW l I , 9/ /OOo x / - / 1. c x /O 3 /�✓ r ✓f To Reorder Call NESS CUSTNIVI'printing Service TOLL FREE 1-800-888-6327 NESS, Inc., Peterborough, NH 03458. Ret. No -G 109000551 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 a BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm CENTER OF MASS Building Overall Dimensions X= 42.0 ft. Y= 70.0 ft. JOB Sunwest Foods Rice Mill JOB NO. 99138.00 DATE CUENT CJA BY PLS SHEET NO. ITEM Lateral Load cmx cm W*cmx W*cm Floor 173 21 35 3633 6055 Adjacent Mezzanine x dir. 66 21 10 1386 660 Adjacent Mezzanine y dir. 28 0 35 0 980 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 267 5019 7695 Accidental torsion, 5% Amplification Factor, Ax Amplified eccentricity CMX= 18.8 ft. ex= 2.1 CMY= 28.8 ft. ey= 3.5 Ax = 1.0 Ax = 1.2 Amp ex= 2.1 Amp ey= 4.2 CMX + Am ex= 20.9 ft. CMY + Amp e = 33.0 ft. CMX - Amp ex= 16.7 ft.I CMY - Amp ey= 24.6 ft. 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm .Ioe Sunvwst Foods Rice Mill JOBNO. 99138.00 DATE CLIENT CJA BY PLS SHEET N0. CENTER OF RIGIDITY rRY lWAI IR IN THF Y n1QJ=rT/nN 1 WALL Thkns in Len th ft Height ft E ksi FixityRx Ry Y Rx'Y 9a 7.625 21 9 1130 4 5.38 70.00 376.82 9b 7.625 17 9 1130 4 3.95 70.00 276.45 13a 8 6.33 9 3600 1 4.03 0.00 0.00 13b 8 4 9 3600 1 1.59 0.00 0.00 13c 8 4 9 3600 1 1.59 0.00 0.00 Ze 8 3.17 9 3600 1 0.00 42.00 0.00 Zf 8 3.33 9 3600 1 0.00 42.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM I 1 16.54 653.27 CRY= 39.5 ft. CRX /WAI 1 .S IN THF Y n/RFCT/nN 1 WALL Thkns in Length ft Height ft E ksi Fixity Ry X R X W.1 7.625 50 9 1130 4 15.30 0.00 0.00 Za 8 3.33 9 3600 1 1.03 42.00 43.43 Zb 8 3.17 9 3600 1 0.92 42.00 38.52 Zc 8 3.33 9 3600 1 1.03 42.00 43.43 Zd 8 3.33 9 3600 1 1.03 42.00 43.43 Ze 8 3.17 9 3600 1 0.92 42.00 38.52 Zf 8 3.33 9 3600 1 1.03 42.00 43.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM 21.27 250.77 CRX= 11.8 h Fixity: 1 = Fixed -Fixed 4 = Fixed -Pinned Rigities are relative. They are based on P=1000 Kips. R = 1000k/in. BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm W 239 kips eccentricity = 6 ft. Ve= 1547 kip'ft. .,oa Sunvest Foods Rice Mill joB No. 99138.00 DATE cuENT CJA BY PLS SHEET NO. HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY+ Amp. Ey ( cry-cmy= 10.67 ) WALL JRx I ly ID JR -D R'D^2 JFV Fm Ftotal fv WALLS IN THE X DIRECTION k/ft 9a 5.4 70.0 -30.5 -164.2 5010.1 77.8 -9.2 77.8 3.70 9b 3.9 70.0 -30.5 -120.5 3675.5 57.1 -6.8 57.1 3.36 13a 4.0 0.0 39.5 159.3 6291.5 58.3 9.0 67.2 10.62 13b 1.6 0.0 39.5 62.7 2476.2 22.9 3.5 26.5 6.62 13c 1.6 0.0 39.5 62.7 2476.2 22.9 3.5 26.5 6.62 0 0.01 0.0 39.51 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 16.5 1 1 19929.4 WALL IRy IX I D I R'D I R'D^2 jFv jFm Ftotal fv WALLS IN THE Y DIRECTION k/ft W.1 15.3 0.0 11.8 180.4 2126.8 0.0 10.1 10.1 0.20 Za 1.0 42.0 -30.2 -31.2 943.6 0.0 -1.8 -1.8 -0.53 Zb 0.9 42.0 -30.2 -27.7 836.9 0.0 -1.6 -1.6 -0.49 Zc 1.0 42.0 -30.2 -31.2 943.6 0.0 -1.8 -1.8 -0.53 Zd 1.0 42.0 -30.2 -31.2 943.6 0.0 -1.8 -1.8 -0.53 Ze 0.9 42.0 -30.2 -27.7 836.9. 0.0 -1.6 -1.6 -0.49 Zf 1.0 42.0 -30.2 -31.2 943.6 0.0 -1.8 -1.8 -0.53 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry-- 21.3 1 1 7575.2 SUM OF RD -2= 27504.6 1 i 1 1 1 1 1 1 1 i 1 i 1 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm V= 239 kips eccentricity 15 ft. Ve= 3555 kip'ft. JOB Sunwest Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. 4104:,5p HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY- Amp. Ey ( cry-cmy= 10.67 ) WALL JRx I ly ID JR -D R -D^2 jFv lFm I Ftotal fv WALLS IN THE X DIRECTION wft 9a 5.4 70.0 -30.5 -164.2 5010.1 77.8 -21.2 77.8 3.70 9b 3.9 70.0 -30.5 -120.5 3675.5 57.1 -15.6 57.1 3.36 13a 4.0 0.0 39.5 159.3 6291.5 58.3 20.6 78.9 12.46 13b 1.6 0.0 39.5 62.7 2476.2 22.9 8.1 31.0 7.76 13c 1.61 0.0 39.51 62.7 2476.2 22.91 8.1 31.0 7.76 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.01 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.01 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.51 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.01 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 1 16.51 1 1 19929.4 WALL I IRyX I D JR -D R -D^2 jFv jFm IFtotal fv WALLS IN THE Y DIRECTION loft W.1 15.3 0.0 11.8 180.4 2126.8 0.0 23.3 23.3 0.47 Za 1.0 42.0 -30.2 -31.2 943.6 0.0 -4.0 -4.0 -1.21 Zb 0.9 42.0 -30.2 -27.7 836.9 0.0 -3.6 -3.6 -1.13 Zc 1.0 42.0 -30.2 -31.2 943.6 0.0 -4.0 -4.0 -1.21 Zd 1.0 42.0 -30.2 -31.21 943.6 0.0 -4.0 -4.0 -1.21 Ze 1 0.9 42.0 -30.2 -27.7 836.9 0.0 -3.6 -3.6 -1.13 Zf 1.0 42.0 -30.2 -31.2 943.6 0.0 -4.0 -4.0 -1.21 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.01 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.01 0.0 0.00 SUM OF Ry-- 21.31 1 1 7575.2 Plum Vr HU^Z= 2/bU4.o 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm V= 201 kips eccentricity = -9 ft. Ve= -1830 kip'ft. joa Sunvest Foods Rice Mill joB No. 99138.00 DA TE CLIENT CJA BY PLS SHEETNO. Q'7 HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION CMX + Amp. Ex ( crx-cmx= -7.01 ) WALL JRX jRy IX ly ID I JR -D R'D^2 JFV JFM Ftotal fv WALLS IN THE X DIRECTION kfft 9a 5.4 70.0 -30.5 -164.2 5010.1 0.0 10.9 10.9 0.52 9b 3.9 70.0 -30.5 -120.5 .3675.5 0.0 8.0 8.0 0.47 13a 4.0 0.0 39.5 159.3 6291.5 0.0 -10.6 -10.6 -1.67 13b 1.6 0.0 39.5 62.7 2476.2 0.0 -4.2 -4.2 -1.04 13c 1.6 0.0 39.5 62.7 2476.2 0.0 -4.2 -4.2 -1.04 0 0.0 0.0 39.51 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.51 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 16.5 1 1 19929.4 WALL jRy IX ID I R'D R'D^2 jFv jFm Ftotal fv WALLS IN THE Y DIRECTION kit W.1 15.3 0.0 11.8 180.4 2126.8 144.6 -12.0 144.6 2.89 Za 1.0 42.0 -30.2 -31.2 943.6 9.8 2.1 11.9 3.56 Zb 0.9 42.0 -30.2 -27.7 836.9 8.7 1.8 10.5 3.32 Zc 1.0 42.0 -30.2 -31.2 943.6 9.8 2.1 11.9 3.56 Zd 1.0 42.0 -30.2 -31.2 943.6 9.8 2.1 11.9 3.56 Ze 0.9 42.0 -30.2 -27.7 836.9 8.71 1.8 10.5 3.32 Zf 1.0 42.0 -30.2 -31.2 943.6 9.8 2.1 11.9 3.56 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.01 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry-- 21.31 1 1 7575.2 SUM OF RD^2= 27504.6 1 1 1 1 i 1 1 1 1 1 1 1 i 1 1 1 1 1 BUEHL,ER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm IF 201 kips eccentricity = -5 ft. Ve= -986 kip'ft. .,oe Sunwest Foods Rice Mill Joe No. 99138.00 DATE WENT CJA By PLS SHEET NO. HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION JCMX -Amp. Ex ( crx-cmx= -7.01 ) WALL JRx I ly ID JR I R -D. R'D^2 JFV JFM Ftotal fV WALLS IN THE X DIRECTION k1ft 9a 5.4 70.0 -30.5 -164.2 5010.1 0.0 5.9 5.9 0.28 9b 3.9 70.0 -30.5 -120.5 3675.5 0.0 4.3 4.3 0.25 13a 4.0 0.0 39.5 159.3 6291.5 0.0 -5.7 -5.7 -0.90 13b 1.6 0.0 39.5 62.7 2476.2 0.0 -2.2 -2.2 -0.56 13c 1.6 0.0 39.5 62.7 2476.2 0.0 -2.2 -2.2 -0.56 0 0.0 0.0 39.51 0.0 0.0 aol 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 1 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 16.5 1 1 19929.41 1 WALL IRy Ix I D JR -D I R'D^2 jFv jFm Ftotal fv WALLS IN THE Y DIRECTION k/ft W.1 15.3 0.0 11.8 180.4 2126.8 144.6 -6.5 144.6 2.89 Za 1.0 42.0 -30.2 -31.2 943.6 9.8 1.1 10.9 3.27 Zb 0.9 42.0 -30.2 -27.7 836.9 8.7 1.0 9.7 3.05 Zc 1.0 42.0 -30.2 -31.2 943.6 9.8 1.1 10.9 3.27 Zd 1.0 42.0 -30.2 -31.2 943.6 9.8 1.1 10.9 3.27 Ze 0.9 42.0 -30.2 -27.7 836.9 8.7 1.0 9.7 3.05 Zf 1.0 42.0 -30.2 -31.2 943.6 9.8 1.1 10.9 3.27 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.01 0.0 11.8 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry-- 21.3 7575.2 ISUM OF KU^Z= 215U4.b 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. � /0,4, O� DATE ' o 7300 Folsom Blvd. Suite 103a SACRAMENTO, CALIFORNIA 95826 CLIENT BY LS SHEET NO. li �v ,A447;V —,5;.,t7- A-1 1.3 d5.57_ AVC --S-7' '0. / To Reoidor Call NESS CUST6M'printing service TOLL FREE 1 -BOD -88&6327 NESS, Inc.. Peterborough. NH 03458. Re!. No:,; 109000551 r 1 . I 1 1 1 1 1 1 1 i BUEHLER & BUEHLER ASSOCIATES JOB cj�Cfv��Jv�6Toc /�iGss' d�I� �c.. STRUCTURAL ENGINEERS, INC. JOB NO. / / • 0� DATE 7300 Folsom Blvd. Suite 1032 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SLS SHEET No. C�70 Wogr L- ")� a r7, b7�1, /0 / "° P2� i /= %% ��ar /073 77x5 , N ' C J 7 cG 15 / C X AA /010-' A/. 'To Re idnr Call NEBS CUSTOM"printing service TOLL FREE 1-800.888-6327 NESS, Inc., Peler6orough, NH 03458. Ret No: G 1090005511 11 1 t BUEHLER &BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. �7/ `� DATE` 7300 Folsom Blvd. Suite 103 1 / SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. Z_/ /( e_ X A.3 k- '. /¢/�/���/2� i p/ h 449251K �,�y ��,/",feyn4 V � y Com► � �oL. . , ;� ��T �,vc�.0 L �; D� COL. /dam 9� a.0Aaa p-/ 'ewo - 4 1trtrl �,e �� 1J fav E kyr ,0--/ 7A�-F�L pr Z.b 1 t To Reortlor CMI NtW, CW 1 %r41 printing service wLL rnec i-nuu-enu-oxer rvcw, mc., rerera,rouq�r..wr, wv�o. t� ' BUEHLER & BUEHLER ASSOCIATES JOB �G��GJGtJ�QT STRUCTURAL ENGINEERS, INC. JOB NO. / /r/O . 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT �� M i t L en0 DATE ,-; P , "? /— BY� SHEET NO. .-V O �.f Z 1p % o �"" y _ 7 /� 3 (O� rp Z f,7 A& -, A—'/ K "/4 i f/of 1 M T C? 4j 1p!�;/ 7 4 ✓ice /"76�� tReortlar Call NESS CUST6M" printing service TOLL FREE 1-800-8886321 NE&S, Inc., Petertwough, NH 03456. 17 Ref. No: G 109000551 11 l BUEHLER & BUEHLER ASSOCIATES JOB L STRUCTURAL ENGINEERS, INC. JOB NO. / I �— DATE 'L 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY 475 SHEET NO. Q 0 74 c K V : p• li � � 6feD� � � two 7 G14-C,e �/� � !.�"r✓G� T i1 o r� Tom, � o�vs �,E:-. ori 1 = 2 -¢Z Tim ,r 1 NO, . S1 j� A '0 f A &X X60 2z i t o Reorder Cali NESS CUSTGM'printing service TOLL FREE 1.800.88&6327 NESS, Inc.. Peterborough. NH 03458. Ref. No: % 109000551 BUEHLER & BUEHLER ASSOCIATES JOBS"-�//'/ Ate`' 144-01 Alla— STRUCTURAL �l� STRUCTURAL ENGINEERS., INC. JOBNo. � / /�� 1!o DATE 9- ,P0 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY ' SHEET NO. &i'Wx pm -4'e- c- uiUr:W. / X3Ita, At GZrx 33X/2)L W 4e7, e;e 7.�z5xo�x¢9 xiz a� -7.x �br L/s X 8D>"s� f 2Z� X l SS .� D-3 ( 33 oX j�33 7c Reader Call NESS CUST461MI-printing service TOLL FREE 1-800-888-6327 NESS, Inc., Peterborough. NH 03458. Ref. tag: 9 ? 03DU0551 BUEHLER & BUEHLER ASSOCIATES JOB S m o ` T /`//ae.- STRUCTURAL ENGINEERS, INC. JOB NO. dO DATE �v 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. G ,AWe, @ IV/VA-�- i --00 ------- -- lot 10 / PAP'Yi 40 7i0;! �V -P AES/ST 1-111wx 2,e /9 Z> o Reoldor Call NEBS CUST61MI"printing Service TOLL FREE 1-800-888-8327 NIBS, Inc., Peterborough. NH 03458. 2 - *�� Ret. leo: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO. /g A . a o DATE az /g2 100 7300 Folsom Blvd. Suite 103 CLIENT BY L"!�- SHEET N0. 411A SACRAMENTO, CALIFORNIA 95826 c -/ 4- / /2 P2 X A?10 1'P'0145fx 0, 10x�� So Reorder Call NESS CUSYGM"printing Service TOLL FREE 7.800-66&6327 NESS. Inc., Peterborough. NH 03458. He`.. No: C 109000551 1 �I 0 t BUEHLER & BUEHLER ASSOCIATES JOB ;L(w�/ /.tJ��) Alla, STRUCTURAL ENGINEERS, INC. JOB NO. ! , Oy DATE !� Do 7300 Folsom Blvd. Suite 103 L/ 7 SACRAMENTO, CALIFORNIA 95826 CLIENT BV_�r SHEET NO. 1 ►� _• i'�//f �� 7•X �'1 /t � k I Z S�� � � � k ����� i� /i ¢ 'Z �.1 ���r s- Vk � k 29X M � ooafr ---i NPRC f11CTl3M`—;,t1nn —1— Tn1 t FRFF 1.AM.RRti R'.127 NFR.S. 1— PRterhnrnmh NH 03456. Re!. N0: C 109000551 OY�- G�/V Gj Tf/ � %J'Cj G'O!✓SZr`�%�! bt Z¢ � �t ZD � �Gl = �• � f �o. � " X0.33 /2 � � �/ Ad Ile moo- ---i NPRC f11CTl3M`—;,t1nn —1— Tn1 t FRFF 1.AM.RRti R'.127 NFR.S. 1— PRterhnrnmh NH 03456. Re!. N0: C 109000551 JOB G� SGL BUEHLER &BUEHLER ASSOCIATES /N STRUCTURAL ENGINEERS, INC. JOB NO. —/ 3� .040 DATE 2 Q Z 0U 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY 1� SHEET NO: 1,11A �o v K Viol 47 s 20 K t W. Reo:dor Call NEBS CUSTGM"printing service TOLL FREE 1.800-888-6327 NESS, hw., Peteiborough. NH 03458. fief. No: C 109000551 1 1 r a i BUEHLER & BUEHLER ASSOCIATES JOB- STRUCTURAL ENGINEERS, INC. JOB NO.� DATE '/ O 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. Zay la //emo / -/+ili G p -I lelezz . 1-76,-71;)- 957'k 541p,;, jx- ; = l LOOO1,49'e I'lly div/ �� �27w K ✓-13.8"` V, /5.8X 13, ZK� Reorder Call NESS CUST&M'Printing service TOLL FREE 1-800-888-6327 NESS, Inc.. Peteftrougft. NH 03458. r O rid ell itz3 - 1 3 . 2 x K Ref. No: G 109DD0551 1 1 1 1 1 1 1 1 1 1 1 A 1 1 1 N 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine CENTER OF MASS Building Overall Dimensions X= 87.0 ft. Y= 17.7 ft. JOB Sunlhest Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY • PLS SHEET NO. L ZOr ITEM Lateral Load cmx cm W*cmx W*cm Floor. 83 44 9 3611 733 e ui t 160 39 9 6240 1413 walls 27 18 9 486 238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 270 10337 2384 CMX= 38.3 ft. Acciden. tal torsion, 5% ex= 4.4 Amplification Factor, Ax Ax = 1.0 Amplified eccentricity Amp ex= 4.4 CMX + Amp ex= 42.6 ft. CMX - Amp ex= 33.9 ft. CMY= 8.8 ft. ey= 0.9 Ax = 1.2 Amp ey= 1.1 CMY + Amp e =- 9.9 ft. CMY - Amp ey= 7.8 ft. 1 1 l t BUEHLER & BUEHLER ASSOCIATES .loe Sunvest Foods Rice Mill STRUCTURAL ENGINEERS. INC. Joe NO. 99138.00 on TE 7300 Folsom Blvd., Suite 103 CLIENT CJA By PLS SHEETNO. GZOZ SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine CENTER OF RIGIDITY rRV /Wdl 1.4Z IN THF Y n10J=rT1nN 1 rRY IWdl I R IN THF V n/RFCTinN 1 WALL Thkns in Length ft Hei ht ftE ksi Fixity Ry X R X Q.6 9.625 201 12 1130 4 4.08 0.00 0.00 T.5 1 0.50 44.33 .22.17 W.1 7.625 20 7 1130 4 7.05 87.00 613.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUM I 1 11.64 635.85 CRX= 54.6 ff. Fixity: 1 = Fixed -Fixed 4 = Fixed -Pinned Rigities are relative. They are based on P=1000 Kips. R = 1000k/in. w r 11 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine V= 54 kips eccentricity = -1 ft. Ve= -57 kip'ft. JOB Sunviest Foods Rice Mill JOBNO. 99138.00 DA TE CLIENT CJA BY PLS SHEET NO. HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY+ Amp. Ey ( cry-cmy= 0.01 ) WALL IRx I ly ID I RD R'D"2 jFv jFm Ftotal fv WALLS IN THE X DIRECTION k/ft 12 1.0 17.7 -8.8 -8.8 78.1 27.0 0.0 27.0 0.00 13 1.0 0.0 8.8 8.8 78.1 27.0 0.0 27.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.01 0.0 8.81 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.01 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 2.01 i i i 156.1 WALL I Ry IX I D JR -D R'D^2 jFv I Fm Ftotal fv WALLS IN THE Y DIRECTION k/ft 0.6 4.1 0.0 54.6 223.1 12190.1 0.0 -0.6 -0.6 -0.03 T.5 0.5 44.3 10.3 5.2 53.2 0.0 0.0 0.0 0.00 W.1 7.1 87.0 -32.4 -228.2 7385.4 0.0 0.7 0.7 0.03 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry-- 1 1 11.6 19628.7 SUM OF RDA2= 19784.8 11 BUEHLER & BUEHLER ASSOCL4TES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 ` SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine V= 54 kips eccentricity 1 ft. Ve= 58 kip'ft. JOB Sun West Foods Rice Mill JOB NO. 99138.00 DATE CLIENT C.IA BY PLS SFEET NO. LZa HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I C7 Amp. Ey ( cry-cmy= 0.01 ) . IOUM Ur KU' -Z= ly/09.6 WALLS IN THE X DIRECTION II /I� II 1I 1I II r► I/I �- 1I 11� 11 II 11 11 rr III �- 11 I1� II /I II 11 r/ III II II� 11 II /I 11 rr III 1 1� 1 I I I I I I I 1 1 1 1l �- 1 1 l l� 1 1 I I 1 1 1 1 r r 1 11 �- 11 11 � 1I 11 /I II r r 1II'I �- 11 11� 1I II 1I II rr 11I �_ II 11� 1l 11 11 II 11 III �- /I 1I� II 11 11 11 rr I/I 11 II� II 1I II 11 r/ I11 �- 11 11� 1I II 11 11 rr I11 IOUM Ur KU' -Z= ly/09.6 WALLS IN THE Y DIRECTION �- 1I /I� II 11 /I 11 11 111 �- 1I 11� II 1l 11 1I 11 111 �- II Il� II 11 11 11 11 III, �- 11 11� 11 1I 11 /I rl I11 �- 11 11� 1I II 1I II rr 11I �_ II 1I� 11 II 11 11 11 III �- II 1I� 11 1I 11 II 11 III �- /I 1l� II II II II II III IOUM Ur KU' -Z= ly/09.6 1 1 1 r BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine V= 54 kips eccentricity = 12 ft. Ve= 648 kip -ft. joB Sunwest Foods Rice Mill JOBNO. 99138.00 DA TE CLIENT CJA BY PLS SHEET W. UZZ HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION I CMX + Amp. Ex ( crx-cmx= 16.36 ) WALL JRX I ly ID JR -D R -D^2 jFv jFm Ftotal Iv WALLS IN THE X DIRECTION kit 12 1.01 17.7 -8.8 -8.8 78.1 0.0 -0.3 -0.3 0.00 13 1.0 0.0 8.8 8.8 78.1 0.0 0.3 0.3 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.81 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.81 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.81 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.81 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.01 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.01 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.01 0.0 0.00 SUM &F Rx= 2.0 156.1 WALL I lRyX I D JR -D I R -D^2 jFv JFM Ftotal Iv WALLS IN THE Y DIRECTION k/ft Q.6 4.1 0.0 54.6 223.1 12190.1 18.9 7.3 26.3 1.31 T.5 0.5 44.3 10.3 5.2 53.2 2.3 0.2 2.5 0.00 W.1 7.1 87.0 -32.4 -228.2 7385.4 32.7 -7.5 32.7 1.64 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.61 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry-- 1 11.61 19628.7 SUM OF RD -2= 19784.8 r BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine V= 54 kips eccentricity = 21 ft. Ve= 1118 kip'ft. JOB Sunvwest Foods Rice Mill joe No. 99138.00 DA TE cuENT CJA By PLS SFEET NO. LZo:/ HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION JCMX - Amp. Ex ( cnc-cmx= 16.36 ) WALL JRx IRyX iY ID JR -D R'D^2 jFv JFM Ftotal fV WALLS IN THE X DIRECTION k/ft 12 1.0 17.7 -8.8 -8.8 78.1 0.0 -0.5 -0.5 0.00 13 1.0 0.0 8.8 8.8 78.1 0.0 0.5 0.5 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.01 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.81 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 2.0 1 1 1 156.1 WALL I IRyX I D JR -D R'D^2 JFV JFM Ftotal fv WALLS IN THE Y DIRECTION k1ft Q.6 4.1 0.0 54.6 223.1 12190.1 18.91 12.6 31.6 1.58 T.5 0.5 44.3 10.3 5.2 53.2 2.3 0.3 2.6 0.00 W.1 7.1 87.0 -32.4 -228.2 7385.4 32.7 -12.9 32.7 1.64 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry= 11.6 1 1 1 19628.7 SUM OF RD^2= 19784.8 1 1 r r BUEHLER &BUEHLER ASSOCIATES JOB 5; aNLwI ry SI M I " STRUCTURAL ENGINEERS, INC. JOB NO. / �J �v ' Oy DATE � o a 7300 Folsom Blvd. Suite' 103Zy SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. �n k /32ox 21 +X/2xZ 14 /51 e*4 %�l, 01 000 Reorder Call NEBS CUSTOM"printing service TOLL FREE 7.800-888.8327 NESS. Inc., Peterborough. NH 03458. Ref. No: 0: 1090005511 lol—J Reorder Call NEBS CUSTOM"printing service TOLL FREE 7.800-888.8327 NESS. Inc., Peterborough. NH 03458. Ref. No: 0: 1090005511 JOB BUEHLER &BUEHLER ASSOCIATES Nt�S7Gi� �7/ L L - STRUCTURAL ENGINEERS, INC. JOB NO. '�-3�. DATE 7300 Folsom Blvd. Suite 103 S i SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. /��� p�s��,.v � tax /�i��• G�/�!Iv� GVA'GG �2.%,/—J , vl G*R,e/ .pe --U S y GV /¢,e ZZ APR P11260 -71,01V I ; .7 29,v 9 IG.GK Re Ider Call NEBS CUSTGM'printing service TOLL FREE 1-800-888-6327 NESS, Inc., Peterborough. NH 03458. Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. /`y� DATE /29 /vim 7300 Folsom Blvd. Suite 103 L CLIENT BY SACRAMENTO, CALIFORNIA 95826 GS SHEET NO. 1 G'h�� `✓/¢x22 � /� X2.� z �D.� Ccn/�FGT/D % 3�/2,�KX�r7 72 61 _ /ate coNN a2- 3r oma! 79 z� use Al"' 77 L . S A-, r:�ilG S'ff i �2 � G ` - S/off✓ ice/ r f< N Vel 3 3 Ivor ho'v. 1. Reorder Call NEBS CUSTGM" printing Service TOLLFREE 1-800-888.8327 NESS. Inc., Peterborough. NH 0.3458. _ Re!. No: Cf 109000551 1 1 BUEHLER & BUEHLER ASSOCIATES JOB— STRUCTURAL OB STRUCTURAL ENGINEERS, INC. . JOB NO. 7300 Folsom Blvd. Suite 103 L 2 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. `% • .l ISO 12, v/,4 STv►A s r 1 1 4- �sEis. a Re Ioor Call NESS CUSTGWprinting service TOLL FREE 7.800.888.6327 NESS, Inc., Peterborough. NH 03458. Re'. No: C 1090005511 �i ! �• �� r 4 7 —.D'G, - s X1-5 �!vl/G'OL- '�loV'/✓ S"— -718 4- �sEis. a Re Ioor Call NESS CUSTGWprinting service TOLL FREE 7.800.888.6327 NESS, Inc., Peterborough. NH 03458. Re'. No: C 1090005511 1 1 1 1 1 1 1 1 JOB BUEHLER &BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. JOB NO. ( / U `r — DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY PL s SHEET NO. L �/� Z5�?6 7- w �T i�io>✓ > ,-eG1`1C97"/-'/ CSfiS = 3 K STerr�C-> Thi, Si.Z� COL �Oo� 4-0 Q. S Ts ex 4P /. 7, f- 6, 6 3 �U �X/, 7� 2Z �7 L 87 -� f �lv t Z l 3 z SD 'e T OT ., � . ¢ /¢; 107 K Sa /0; /5•.v 2.S- 00 ReoIrdor Call NEBS CUSTGM'printing Service TOLL FREE 1-800-a88-6327 NESS, Inc., Peterborough, NH 03458. Ref. No: G 1090005511 1 i BUEHLER & BUEHLER ASSOCIATES JOB /_Alrol" p" /67 &,/ STRUCTURAL ENGINEERS, INC. JOB NO. / 9!1• OJ DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY J"L 5 SHEET NO. C e" wc%GL ems; 6 Z, �N 00 a. Rer23�- t �0'_942 , 3 n Cx23TZ 23Z pc � %�0a/ "K 7 /i2sH ':�' 3 / - / �� 1. Reo clor Call NEBS CUSTOM'printing service TOLL FREE 1-804866-6327 NESS, Inc.. Petefoorough. NR 03456. Ref. No:: 1090005511 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 t BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. /.3&. OW DATE 25 2 av 7300 Folsom Blvd. Suite 103 GS G2 Z CLIENT BY SHEET NO. SACRAMENTO, CALIFORNIA 95826 ol-re,�Z Pe fO / e? A, ,ems 22 ate eo z //2 CM = 2X3 2f �� k `O�� /l�3 13 i �S�-VST/ ✓�L / G �o,��- �c/- .S �,��m �S � ��� o� �oN i A5 - Reorder Call NESS CUSTQ)M'"printing Service TOLL FREE 7.800-888.8327 NESS, Inc.. Peterborough. NH 03458. Ref. No: G 109000551 ' BUEHLER & BUEHLER ASSOCIATES joB SunWest Foods Rice Mill . (1997UBC). STRUCTURAL ENGINEERS. INC. JOB No. 99138.00 DATE 12/17/99 7300 Folsom Blvd., Suite 103 CUENTcJA By PLS SHEETNo. L /3 SACRAMENTO, CALIFORNIA 95826 1997 UBC Seismic Base Shear Calculation for Tank Farm Mezz. iLocation: Given: Biggs, CA Soil Profile: no report Height (Hn): 12.0 ft Zone 3 Z= 0.300 Regularity. regular System: Ordinary Steel Braced Frames Per Table 16-N R= 5.6 Period Coefficient. 0.035 for steel moment frames, 0.030 for conc. frames Ct= 0.020 0.030 for eccentrically braced frames, 0.020 all others Building Period per formula (30-8) Ct x hn^.75= 0.13 sec by computer. (overrides above) T= 0.00 sec T= 0.13 sec Importance Factor UBC Table 16-K l= 1.0 Soil Profile Tye UBC Section 1629.3. j Table 16-J Soil Profile= Sd Normally determined by geotechnical investigation, however, per section 1629.3, Soil Profile Sd may be used if soil properties are not known. Near Source Factors UBC Section 1629.4.2 Na= 1.00 Tables 16-S and 16-T and 16-U Nv= 1.00 ' Only required for zone 4 with active faults closer than 10 km Seismic Response Coefficients UBC Section 1629.4.3 . Ca= 0.36 Cv= 0.54 EEquivelent Lateral Force Procedure UBC Section 1630.2 See Section 1629.8 for selection of analysis procedure per formula (30-4) V= Cv x 1 x W1 RT 0.748W per formula (30-5) V< 2.5Ca x I x W/R <0.161 W per formula (30-6) V>O.11 Ca x I x W >0.040W per formula (30-7) If in zone 4 false V>0.8Z x Nv x I x W/R >0.143W Cs= 0.1607 Ultimate Strength Base Shear V= 0.1607W See UBC Section 1612 for load combination for using Ultimate Strength Design or Allowable Stress Design Simplified Static Lateral Force Procedure UBC Section 1630.2.3 permitted for Occupancy Category 4 and 5 buildings per Table 16-K of light framed construction, 3 stories or less, for other construction, 2 stories or less. per formula (30-11) V=3.00a x W/R Vult= 0.1929W 1 1 JOB BUEHLER &BUEHLER ASSOCIATES ' STRUCTURAL ENGINEERS, INC. JOB NO. / Z3 �O� DATE Z dr7 7300 Folsom Blvd. Suite 103/ LZ� SACRAMENTO, CALIFORNIA 95826 CLIENT BY LS SHEET NO. a ke 171 2 3 c 17 f.; SIS /32 d �� W. Reorder Call NEBS CUSTQ)Wprinting Service TOLL FREE 1.800.888 327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 090005 1 1 1 u 1 JOB -44� ��C/f7 / ' / BUEHLER &BUEHLER ASSOCIATES /Alw 4:1'—, , 3�2 � /�{� STRUCTURAL ENGINEERS, INC. JOB NO. � DATE 7300 Folsom Blvd. Suite 103. SACRAMENTO, CALIFORNIA 95826 CLIENT BY 14`'-5 SHEET NO. /u di�T� - •�iv�-Ti`s 5- 2- 11,31 /9,31 6 /2, 4 4-3 Ag 7.2 ¢ -S'oe �l 1. Re Ider Call NEBS CUSTOM"printing Service TOLL FREE 7.800-888-8327 NESS, Inc., Peterborough. NH 03458. Ref. No: 5 1090005511 BUEHLER & BUEHLER ASSOCIATES JOB— STRUCTURAL ENGINEERS, INC. JOB NO. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT_ /R�.Zo4c--� ----------------- S?-- DATE BY SHEET NO. Z o le- P` /' z ©, --,p %x a, 5— X03 7 /N x 67 13,2 K K Co' T�aV Te Flewder Cali NESS CUSTGWprinting service TOLL FREE 7800-888-6321 NESS, Im, Peteiborough. NH 03458. Ret No: 3 109000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. - Suite 103 L Z —7 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 2 2- .0 106 i /7 Me M Pax L 37 -T , d ' 213 C� f� S,, e 2 4 -2 0 A--- <� ��- 2 To Reorder Call NESS 65TGW-printing service TOLL FREE 1-600-668-6327 NESS, Inc., Peterborough, NH 03458. Re`. No: v 109000551 BUEHLER & BUEHLER ASSOCIATES JOe STRUCTURAL ENGINEERS, INC. JOB NO. • 4� DATE- 7300 ATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT ev SHEET N0. �1/ ! rbc vC,071 � s rbc RN cbl- CA- Pk //V �zo.'r/ 102 Gr /roe %l% all. VM iWR44 tea. To Re rde, can NEBS CUST61MI"printing service TOLL FREE 7.800 -BBB -6327 NESS, Inc., Petetbomogh. NR 03458. Nc;. 140:3 ? 0300055 .� s 1 RN cbl- CA- Pk //V �zo.'r/ 102 Gr /roe %l% all. VM iWR44 tea. To Re rde, can NEBS CUST61MI"printing service TOLL FREE 7.800 -BBB -6327 NESS, Inc., Petetbomogh. NR 03458. Nc;. 140:3 ? 0300055 1 1 u t 1 11 1 To F el BUEHLER &BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. �. O0 DATE 2 / 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. w2 v*0" 41- /ol.4 = D. IW o lei I - � -r'7 $e rA P Way �, 0 %2 ��t l r•~ ( ii 2 r �3 �- Kidd/J ams r' �• �/ 2 f eormer Coll NEBS CUSTNM'printing service TOLL FREE t-K&BB"327 NESS. Inc.. Peterborough. N 03458. lex�5X/l zx--Cag 1 1 1 1 1 1 1 1 1 F 1 1 1 1 1 1 i Concrete Tilt -up Slender Wall Wall ID: Panel w/o oonas materials concrete fc'(psi) 3000 131 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 n 9.29 fr (psi) 411 dimensions reinforcing As (in2) 0.20 p 0.0061 OK wall thickness t (in) 5.75 d (in) 2.75 loads width b (in) 12.00 at roof P1 dl (k) 0.00 height h1 (ft) 20.50 P1 II (k) 0.00 hp (ft) 20.50 a (in) 0.0 wall wt P2 (k) 0.8 wind q wind (plf) 25 seismic q seis (plf) 21 check vert. Load stress Ps 0.80 kips .04fc 0.12 k.s.l. Ps/Ag 0.01 OK factored loads case qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 29.40 0.00 1.12 2 1.05 D+1.28 L+1.3W 32.50 0.00 0.84 3 .90 D +1.40 E 29.40 0.00 0.72 4 .90 D +1.30 W 32.50 0.00 0.72 solution qu (klf) P1u (lb) P2u (lb) case i2® Cs' 0.033 0.00 0.84 Pu (k) 0.84 Ag 69 phi 0.892 phi 0.892 Pn (k) 0.94 T 12.0 a 0.42 C 12.9 c 0.50 Mn (k ft) 2.75 Ase 0.22 pMn (k ft) 2.45 Mcr (k ft) 2.26 pMn>Mcr OK Icr (in4) 11 I_g (in4) 190 del_n 6.23 del_cr 0.289 Mu (k ft) 2.14 OK Mu / phi Mn .2.875 working loads case q (plf) P1 (lb) P2 (lb) 1 D+L+E 21.00 0.00 0.80 2 D+L+W 25.00 0.00 0.80 3 D+E 21.00 0.00 0.80 4 D+W 25.00 0.00 0.80 solution q (klf) P1 (lb) P2 (lb) case 2 .0.025 0 0.80 Ms (k ft) 1.32 Ps (k) 0.80 del_s 0.169 OK del -allow h1 / 150 1.64 W4 - Concrete Tilt -up Slender Wall materials concrete steel dimensions wall thickness width height fc' (psi) Wall ID: 3000 Panel at 12' B1 door 0.85 .6pb 0.012828 fy (ksi) 60 Ec (ksi) 3122 .04fc n 9.29 fr (psi) 411 , Ps/Ag 0.03 OK reinforcing As (in2) 1.84 factored loads p 0.0102 OK t (in) 5.75 P1u (lb) P2u (lb) 1 d (in) 3.75 loads 11.20 2 b (in) 48.00 at roof 8.40 P1 dl (k) 0.00 h1 (ft) 20.50 0.00 7.2 P1 II (k) 0.00 hp (ft) 20.50 0.00 , 7.2 a (in) 0.0 qu (klf) wall wt P2u (lb) P2 (k) 8.0 0.325 wind 8.40 q wind (plf) 250 8.40 seismic Ag q seis (plf) 210 check vert. Load stress Ps 8.00 kips .04fc 0.12 k.s.l. Ps/Ag 0.03 OK factored loads ca5e qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 294.00 0.00 11.20 2 1.05 D+1.28 L+1.3W 325.00 0.00 8.40 3 .90 D +1.40 E 294.00 0.00 7.2 4 .90 D +1.30 W 325.00 0.00 , 7.2 solution qu (klf) P1u (lb) P2u (lb) case 0.325 0.00 8.40 Pu (k) 8.40 Ag 276 phi 0.880 phi 0.880 Pn (k) 9.55 T 110.4 a 0.98 C 119.9 c 1.15 Mn (k ft) 31.89 Ase 1.96 pMn (k ft) 28.05 Mcr (k ft) 9.05 pMn>Mcr OK Icr (in4) 147 I_g (in4) 760 del -n 5.25 del_cr 0.289 Mu (k ft) 20.75 OK Mu / phi Mn 0.740 working loads case q (plf) P1 (lb) P2 (lb) 1 D+L+E 210.00 0.00 8.00 2 D+L+W 250.00 0.00 8.00 3 D+E 210.00 0.00 8.00 4 D+W 250.00 0.00 8.00 solution q (klf) P1 (lb) P2 (lb) case 2 0.250 0 8.00 Ms (k ft) 14.05 Ps (k) 8.00 del -s 1.374 OK del allow h1 / 150 1.64 W5 Concrete materials concrete fc' (psi) 3000 131 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 n 9.29 fr (psi) 411 dimensions reinforcing As (in2) 1.84 p 0.0102 OK wall thickness t (in) 5.75 d (in) 3.75 loads width b (in) 48.00 at roof P1 dl (k) 0.00 height h1 (ft) 20.50 P1 II (k) 0.00 hp (ft) 20.50 a (in) 0.0 wall wt P2 (k) 8.0 wind q wind (plf) 250 seismic q seis (plf) 210 check vert. Load stress Ps 8.00 kips .04fc 0.12 k.s.l. Ps/Ag 0.03 OK factored loads case qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 294.00 0.00 11.20 2 1.05 D+1.28 L+1.3W 325.00 0.00 8.40 3 .90 D +1.40 E 294.00 0.00 7.2 4 .90 D +1.30 W 325.00 0.00 7.2 solution quP P2u case 4 0.32525 0. 0.000 0 7.20 Pu (k) 7.20 Ag 276 phi 0.883 phi 0.883 Pn (k) 8.16 T 110.4 a 0.97 C 118.6 c 1.14 Mn (k ft) 31.67 Ase 1.94 pMn (k fl) 27.95 Mcr (k ft) 9.05 pMn>Mcr OK Icr (in4) 146 I_g (in4) 760 del_n 5.24 del_cr 0.289 Mu (k ft) 20.22 OK Mu / phi Mn 0.723 working loads case q (plf) P1 (lb) P2 (lb) 1 D+L+E 210.00 0.00 8.00 2 D+L+W 250.00 0.00 8.00 3 D+E 210.00 0.00 8.00 4 D+W 250.00 0.00 8.00 solution q (klf) P1 (lb) P2 (lb) case 4 0.250 0 8.00 Ms (k ft) 14.05 Ps (k) 8.00 del -s 1.383 OK del -allow h1 /150 1.64 M� Concrete materials concrete fc'(psi) 3000 131 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 n 9.29 fr (psi) 411 dimensions reinforcing As (in2) 1.22 p 0.0092 OK wall thickness t (in) 5.75 d (in) 2.75 loads width b (in) 48.00 at roof P1 dl (k) 0.00 height h1 (ft) 20.50 P1 II (k) 0.00 hp (ft) 20.50 a (in) 0.0 wall wt P2 (k) 4.6 wind q wind (plf) 140 seismic q seis (plf) 120 check vert. Load stress Ps . 4.60 kips .04fc 0.12 k.s.l. Ps/Ag 0.02 OK factored loads case qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 168.00 0.00 6.44 2 1.05 D+1.28 L+1.3W 182.00 0.00 4.83 3 .90 D +1.40 E 168.00 0.00 4.14 4 .90 D +1.30 W 182.00 0.00 4.14 solution qu (klf) P1u (lb) P2u (lb) case 0.168 0.00 6.44 Pu (k) 6.44 Ag 276 phi 0.884 phi 0.884 Pn (k) 7.28 T 73.2 a 0.66 C 80.5 c 0.77 Mn (k ft) 16.31 Ase 1.35 pMn (k ft) 14.43 Mer (k ft) - 9.05 pMn>Mcr OK Icr (in4) 56 I_g (in4) 760 del_n 7.02 del_cr 0.289 Mu (k ft) 12.59 OK Mu / phi Mn 0.873 working loads case q (plf) P1 (lb) P2 (lb) 1 D+L+E 120.00 0.00 4.60 2 D+L+W 140.00 0.00 4.60 3 D+E 120.00 0.00 4.60 4 D+W 140.00 0.00 4.60 solution q (klf) P1 (lb) P2 (lb) case 1 0.120 0 4.60 Ms (k ft) 6.38 Ps (k) 4.60 del_s 0.203 �m OK del -allow h1 / 150 1.64 W� Concrete Tilt -up Slender Wall Wall ID* Panel at 8' door materials concrete fc' (psi) 3000 B1 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 n 9.29 fr (psi) 411 dimensions reinforcing As (in2) 1.24 P 0.0110 OK wall thickness t (in) 5.75 d (in) 3.75 loads width b (in) 30.00 at roof P1 dl (k) 0.00 height h1 (ft) 20.50 P1 II (k) 0.00 hp (ft) 20.50 a (in) 0.0 wall wt P2 (k) 5.2 wind q wind (plf) 160 seismic q seis (plf) 140 check vert. Load stress Ps 5.20 kips .04fc 0.12 k.s.l. Ps/Ag 0.03 OK factored loads �) case qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 196.00 0.00 7.28 2 1.05 D+1.28 L+1.3W 208.00 0.00 5.46 3 .90 D +1.40 E 196.00 0.00 4.68 4 .90 D +1.30 W 208.00 0.00 4.68 solution case /' qu (klf) 0.208 P1u (lb) 0.00 P2u (lb) 5.46 Pu (k) 5.46 Ag 172.5 phi 0.879 phi 0.879 ` Pn (k) 6.21 T 74.4 a 1.05 j C Mn (k ft) 80 21.22 0 c Ase 1.24 1.32 pMn (k ft) 18.63 Mcr (k ft) 5.66 pMn>Mcr OK Icr (in4) 96 I_g (in4) 475 del_n 5.35 del_cr 0.289 Mu (k ft) 13.36 OK Mu / phi Mn 0.717 working, loads r� case q (plf) P1 (lb) P2 (lb) 1 D+L+E 140.00 0.00 5.20 2 D+L+W 160.00 0.00 5.20 3 D+E 140.00 0.00 5.20 4 D+W 160.00 0.00 5.20 solution q (klf) P1 (lb) P2 (lb) case 2 0.160 0 5.20 ` Ms (k ft) 9.00 Ps (k) 5.20 del_s 1.377 OK del -allow h1 / 150 1.64 r Concrete Tilt -up Slender Wall Wall ID: Panel at 8' door materials concrete fc' (psi) 3000 131 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 n 9.29 fr (psi) 411 dimensions reinforcing As (in2) 1.24 P 0.0110 OK wall thickness t (in) 5.75 d (in) 3.75 loads width b (in) 30.00 at roof P1 dl (k) 0.00 height h1 (ft) 20.50 P1 II (k) 0.00 hp (ft) 20.50 a (in) 0.0 wall wt P2 (k) 5.2 wind q wind (plf) 160 seismic q seis (plf) 140 check vert. Load stress Ps 5.20 kips .04fc 0.12 k.s.l. Ps/Ag 0.03 OK factored loads case qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 196.00 0.00 7.28 2 1.05 D+1.28 L+1.3W 208.00 0.00 5.46 3 .90 D +1.40 E 196.00 0.00 4.68 4 .90 D +1.30 W 208.00 0.00 4.68 solution qu (klf) P1u (lb) P2u (lb) case � 0.208 0.00 4.68 Pu (k) 4.68 Ag 172.5 phi 0.882 phi 0.882 Pn (k) 5.31 T 74.4 a 1.04 C 79.7 c 1.23 Mn (k ft) 21.06 Ase 1.30 pMn (k ft) 18.57 Mcr (k ft) 5.66 pMn>Mcr OK Icr (in4) 96 I_g (in4) 475 del_n 5.34 del_cr 0.289 Mu (k ft) 13.01 OK Mu / phi Mn 0.700 working loads case q (plf) P1 (lb) P2 (lb) 1 D+L+E 140.00 0.00 5.20 2 D+L+W 160.00 0.00 5.20 • 3 D+E 140.00 0.00 5.20 4 D+W 160.00 0.00 5.20 solution q (klf) P1 (lb) P2 (lb) case 4 0.160 0 5.20 Ms (k ft) 9.01 Ps (k) 5.20 del_s 1.385 OK del -allow h1 / 150 1.64 Concrete Tilt -up Stender Wall Wall We Panel at 12' door & 3.5' door wind force reduced for non -corner condition materials concrete fc' (psi) 3000 81 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 n 9.29 fr (psi) 411 dimensions reinforcing As (int) 1.84 T P 0.0102 OK wall thickness t (in) 5.75 d (in) 3.75 loads width b (in) 48.00 at roof P1 dl (k) 0.00 height h1 (ft) 20.50 P1 II (k) 0.00 hp (ft) 20.50 a (in) 0.0 wall wt P2 (k) 9.4 wind q wind (plf) 230 �l seismic q seis (plf) 250 check vert. Load stress Ps 9.40 kips 04f 0.12 k.s.l. Ps/Ag 0.03 OK factored loads case qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 350.00 0.00 13.16 2 1.05 D+1.28 L+1.3W 299.00 0.00 9.87 3 .90 D +1.40 E 350.00 0.00 8.46 \� 4 .90 D +1.30 W 299.00 0.00 8.46 solution case qu (klf) 0.350 P1u (lb) 0.00 P2u (lb) 13.16 Pu (k) 13.16 Ag 276 phi 0.868 phi 0.868 Pn (k) 15.16 T 110.4 a 1.03 C Mn (k ft) 125.6 32.76 c Ase 1.21 2.02 pMn (k ft) 28.45 Mcr (k ft) 9.05 pMn>Mcr OK Icr (in4) 150 I_g (in4) 760 del_n 5.30 del_cr 0.289 Mu (k ft) 24.20 OK Mu / phi Mn 0.851 working loads case q (plf) P1 (lb) P2 (lb) 1 D+L+E 250.00 0.00 9.40 2 D+L+W 230.00 0.00 9.40 3 D+E 250.00 0.00 9.40 4 D+W 230.00 0.00 9.40 solution q (klf) P1 (lb) P2 (lb) case 1 0.250 0 9.40 Ms (k ft) 14.21 Ps (k) 9.40 del s 1.379 OK del allow h1 / 150 1.64 Concrete Tilt -up Slender Wall Wall ID: Panel btwn 2 - 8' doors w/ 1/2 corner wind Id (25psf) materials & 1/2 typ. Wind Id (19.7psf) concrete fc' (psi) 3000 B1 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 n 9.29 fr (psi) 411 dimensions reinforcing As (in2) 2.15 p 0.0119 OK wall thickness t (in) 5.75 d (in) 3.75 loads width b (in) 48.00 at roof P1 dl (k) 0.00 height h1 (ft) 20.50 P1 II (k) 0.00 hp (ft) 20.50' a (in) 0.0 wall wt P2 (k) 9.6 wind q wind (plf) 270 seismic q seis (plf) 252 check vert. Load stress Ps 9.60 kips .04fc 0.12 k.s.l. Ps/Ag 0.03 OK factored loads case qu (plf) P1u (lb) P2u (lb) 1 1.4D+1.4L+1.4E 352.80 0.00 13.44 2 1.05 D+1.28 L+1.3W 351.00 0.00 10.08 3 .90 D +1.40 E 352.80 0.00 8.64 4 .90 D +1.30 W 351.00 0.00 8.64 solution qu (klf) P1u (lb) P2u (lb) case 2 0.351 0.00 10.08 Pu (k) 10.08 Ag 276 phi 0.876 phi 0.876 Pn (k) 11.51 T 129.0 a 1.15 C 140.5 c 1.35 Mn (k ft) 36.35 Ase 2.29 pMn (k ft) 31.83 Mcr (k ft) 9.05 pMn>Mcr OK Icr (in4) 162 I_g (in4) 760 del_n 5.44 del_cr 0.289 Mu (k ft) 23.01 OK Mu / phi Mn 0.723 working loads case q (plf) P1 (lb) P2 (lb) 1 D+L+E 252.00 0.00 9.60 2 D+L+W 270.00 0.00 9.60 3 D+E 252.00 0.00 9.60 4 D+W 270.00 0.00 9.60 solution q (klf) P1 (lb) P2 (lb) case 2 0.270 0 9.60 Ms (k ft) 15.37 Ps (k) 9.60 del_s 1.481 OK del -allow h1 / 150 1.64 BUEHLER & BUEHLER ASSOCIATES 'JOB - STRUCTURAL JOBSTRUCTURAL ENGINEERS, INC. JOB NO. ( C ' DATE .7300 Folsom Blvd. Suite 103 V SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. L l� q �lclGffO G1/ l 1% lf a WAL-� /74 VV// Allp r - r _ 4,�? 72 X �Z To Reoroor Call NEBS CUSTOM -printing service TOLL FREE 1.800-888-6327 NESS. Inc.. Peterborough. NH 03458. Rei. Ro G 109000551 IOB- BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. JOB NO. �� L�e2, jw— DATE 41 �uz 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO. SACRAMENTO, CALIFORNIA 95826 am T w It 3,q. 12, 2 6- e, 19 /W4 >0 "a,lj.r S 'V API 45�1e-1 ore, �-e- 6rr %C -/-y7 z- P¢jr'*p. for— Z. 'f/ 5;p -5 1p - z -157R4 20 7 az r2 7 -le 120 9f 3 :1 1 5 - OK .7- e + L to Reorder call NESS CUST-4-6M,"printing service TOLL FREE 1-800.868-8327 NEBS, Inc.. Peterborough, NH 03458. Re BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. r, 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe SunWest Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SI•EET NO. Interaction Formulas Concrete Pu/0Pc = Vu/ 0Vc = 1/0((Pu/Pc) + (Vu/Vc) -"3) _ Steel 0.31 OK (Pu/Pss) 2 + (VU/VSS) 2 = 0.19 OK 0.00 OK 0.13 OK dy1 Y dy2 ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) r Description Train Canopy Portal Column (� Concrete Fc = 3000 psi .i = 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.85 (Based on reinf @ Bolts) Edge—y T = 6.25 in. (Concrete thickness) Bolts - ----------- O Total No. 2 Shear Bolts per row Bolt Size 2 0.500 in. Ab = 0.20 sq. in. Le = 4.00 in. ° 6 ---------- d fut = 60000 psi Bolt Layout ' dx1 = 8.00 in. 16 dia. OK X = 0.00 in. dia. dx2 = 12.00 in. 24 dia. OK dy1 = 18.00 in. 36 dia. OK Y = 12.00 in. 24 dia. dx1 X dx2 dy2 = 18.00 in. 36 dia. OK �Q Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 7 Kips. ' multiplier = 9 Kips. Vu = Kips. ' multiplier = Kips. Tension Capacity Pss = 21 Kips. Pc = 35 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 18 Kips. VC = 17 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Pu/0Pc = Vu/ 0Vc = 1/0((Pu/Pc) + (Vu/Vc) -"3) _ Steel 0.31 OK (Pu/Pss) 2 + (VU/VSS) 2 = 0.19 OK 0.00 OK 0.13 OK dy1 Y dy2 P9r U :-1 • 10 1_.f nl 1.D 1 1_11 1 .:. 1 CCL ._- 1 r.. :! 10 01 :� 1 r--. W -i ENGINEERING CALCULATIONS HCI Colpwace Officer---- or ICA STEEL t 8520 67tH Ave. NE BUILDING u'� AtHngton. WA 98223 14D.No (360) 435-071 y SYSTEMS, INC. (360) 435.9267 Fix Qate' fi3v: • REFERENCES; NOTES S V- - z W/ %1. S A34v SUPPofZr BN Notes A S25 e -:;K -Ts S ISx33.- 3Co WlNc> BEAM 13 � � 4 Sc.cT-r H o�Es PAQAu.r� To QAt,�rwt.._ 'rJD �E�1 M �uPPoQT T�zaI c- 1 1 1 1 1 1 i t i m r —�—/ la I. I 11• 10 1.:$ 1 1_11 1 =. 1 CCL =- I M. ENGINEERING CALCULATIONS HClCorporate Office:�-._. � of � •—n STEEL18520 67th Ave. NE /tli f 8U1�„^ Arfingt°n, WA 98223 19bJrD [Ka (360) 435.6871 - Data- 4 ++ Z I Loo Ry- B IFErMISMEMS. INC. (350) 435-9267 fa: KICG MILL. 5y1c-r,>lfJ6i * Z -r/LT PA NE L '5U PPoR T SE A m L;le 51 IQ 0�R,nCE WACT = & Zo PLF Vgez = i .-1 5 14tP15' USE C I 33. i C SE P¢lf"4T ovT� M AU -0W S? •'l k� �° Luz 1 o (-64f Folz A3Co C K ANN6L oV ZtZe4v'p _ Sot iN4" .&L/460 ACT = 3IF. IN� fz. F- 38 N s 3 3q. A 3 ZS C pr! w1 E G T L o f� <5 &-o 9 (-z �ir- SPAN, REFERENCES: PSeA. = 4 8• S' K�xt2 S 82 Y- I P5 ACo2oPLF X10' = l�•2 MACT = . 33DV-IPs x t 4a + . 5 SZ KIF5 2< 1 Co �aY c ox u. s mrr-L-F—L� n_n_i k-1 :� • 1 I I.D 11JI I .7 I CCL :- I r... ' ENGINEERING CALCULATIONS HCt carocmte Mice: STEEL 1852067th Ave. NE Arlington, WA 98223 BUILDiNG (360) 435-8871 SYSTEMS. INC. (360)135-9267 fax 7l D Sheet G of Job No. 1 • s I Data. 0 41 11 An .. 15A W 'r1 t_T PANEL SV P Pow T �q e•�1 pESI� N c o�T . MAI -LOW = o •Colo (�yCo %�� -7 81 j 15 • SCo tic. > 13 • I fG , o t,- FlAr=7 + �ac T 3•� �a g �- -2 �s .�4 o M AIA-oW CAU ouJk- REFERENCES: NOTES fll 1 • �1 -_ _ _ _ _ L 1 '.�1 •. rll 1•J 1 VI 1 J I LLL .1 1 I • . � 7T1Cc yr VJ 16? STRESS RATIO FOR WIDE FLANGE MEMBERS MEMBER Member Size - C15x33.9 Web Depth (in) - 13.700 Web Thick (in) - 0.650 Flange Width (in •) - 3.400 Top F1g Thick (in) - 0.650 Bot Flg Thick (in) - 0.650 Yield Flange (ksi) - 36.000 Yield Web (ksi) - 36.000 UNBRACED LENGTH 13.86 21.60 Major Axis (ft) - '_0.000 Minor Axis Top (ft) - 10.000 Minor Axis Bot (ft) - 10.000 Cb Top - 1.000 (7b Bot- - 1.000 Wind Adjust - 1.000 ACTION H2-1 Axi.aI (k) - 0.000 Shear (k) - 7.750 Moment (F -k) - 48.500 TOTHL P.0 CALL' D ALLOW STRESS ACTION STRESS STPESS RATIO Axial 0.00 8.47 0.00 E2-2 Shear 0.87 14.40 0.06 F4-1 Bend -T 13.86 21.60 0.64 F1-5 Bend -B -13.86 16.56 0.84 F1-6 Axl+Bnd_T 0.64 H2-1 Axl+Bnd B 0.84 H2-1' Q3=1.00 Qa=1.00 Q=1.00 TOTHL P.0 HHP-30-2CIC10 09:15 C.Rk 1':.Tl--Il I '---.TEEL ':-.TF. ENGINEERING CALCULATIONS HCI Corporate Office: . c STEEL 18520 67th Ave, NE . I BUILDING Arlington, WA 98223 (3650) 43"871 SYSTEMS, INC. (360) 435-9257 fax 51E F1 ECTIONS Oa 916 662 P. 06 Shoat GG of Job o .r C>UE To $ZC>r,> RA C I 1,J -rq srlZ e t c E'AV6-- F_OF-G6. :'FA9ALLEL_ T1 L -T-. LJ I I I I 51F c;>P 0 N kN F'A TZ11�0,:'11-- . V*:,� reg C., L_5TzAce <5P1� 6A: Ili 71(zo -211zs: SEIS rA i c COAD IN SA 13 A -',( -v /Z Vs 7 4 Te vvoex,T (,�mp REFERENCES: NOTES 4 A/ 5 e,) rPP,,Am: 0, x AW 11w �it TFiTHL P 06 0- 09-75 I 1-1H1P_710_2_1000 09: 15 'STEEL :.TF,,. ENGINEERING CALCULATIONS HCI Corporate Office: 18520 67th Ave. NE MEL Arlington, WA 98223 BUILDING (36D) 435-8871 SYSTEMS. INC. (360) 435-9267 fau L ON I4 A t 1',:::rJ (5 J2— e 916 G.E.2-1 6P_? r. P. 051 s . of Job No J i � 1 21 8��1 �5�/���cry �� rj -'rH(,:::;> -rg-,4tJSLA_r6S E>A-f' S (mc— � w 4--r. 1,9 N 82 REFERENCES: e,>fZ 1<4I r4 A L 1z00 t- e 1,4 4? 11-1 New Llt�cql_H 1STPA1r-J 14-1 (A�00E W E_- 41. 5(PZ4 0 L r:,> S4 SLOT REFERENCES c>T- (41 1-3> 7 SSI v) HHR-30-22000 09: 14 1 -:RHI 1': -.Tl --It I '-.TEEL, ':-.TF. ENGINEERING CALCULATIONS NCI Corporate Offir. e: STEEL 18520 67th Ave. NE Arlington, WA 98223 BUILDING (360) 436-8871 SYSTEMS, INC. (360) 435-9267 fax' MILL r�Al1E FORGE PA f�:4�-Lrcl_ _r1(_T,-0F> 916 r" -E.2 r.197 P. 04 Sham of �'2.00" Job No. Date- -Z Fly. 14 r ;> OF 9 P -A C (rQ 6jj EACH w A L-411 `EDC --i c -::,FA Ic- LOAD i r-4 IC-Ae-- H LZ>,4-f 0�7 ,2 _,c>ll 1. 11 20 O : T(Z A fQ S, L ATEA 1 f-4 T C, W A -r = 3A8 It ojz(e4lr4AL_ 9_C>0 LF -r- N4,TH == NEw 1z o r_> LE W 4::y TH 01 e5l24 (,o -'f)"D REFERENCES: NOTES � o o s-rR�ss (I ��- �� RFdnn E LPr4 4 A 11 c>rA 7 THS . 0. 62 yt 73 � I 2 -7 expz asp 2 x )', � -.4 e9,75 T_ 61,19 0. 67, F-7 ( Co 5�_r 4' 0 :54,Or 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HHP-30-2000 09:14 C -PHI I,: -.Tl --Il I ':-,TEEL:.TF,,. ENGINEERING CALCULATIONS HCI Corporate Office'. BUILDING (360) 435-8871 SYSTEMS, INC. (MO),135-9267 fax 18520 67th Ave. NE STEEL Arlington, WA 98223 tl REFERENCES: OTES 916 662 t__d97 P.0 5 Sheet or 4- Job No 1 —7 �_17 Dale- By. BUEHLER & BUEHLER ASSOCIATES JOB GtJjr�T A�Ge /4 / LL STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. er�rto;p . WA -4-4, e� 7 T�07a Sic Reorder Cali NESS CIJSTGM" printing Service TOLL FREE 5.600-66&6327 NESS. hta., Peterborough. NR 03x56. Ret. No: 3 109000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. 4w DATE / 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO. �i✓�!�% SACRAMENTO, CALIFORNIA 95826 o--�— oZA-T . Off- 0-7 O, OD33 1, To Reordor Catl NEBS CLISTI,y'M°'printing service TOLL FREE 1-804666-6327 NESS. Inc., Petehorough. NH 03456. 2- ;'1 Re!. No: C 109000551 t 1 BUEHLER &BUEHLER ASSOCIATES JOB �uN y�r9T STRUCTURAL ENGINEERS, INC. Job No. l3� oy DATE PO 7300 Folsom Blvd. Suite 103 pppppp SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. a p s e.:2, e4 -g I,� 2 IV . A2 x 7v Z Qt - To Re Wor Calt NE65 CUST46M" printing service TOLL FREE 1.800-888-6327 NESS. Inc.. Peterborough, NH 03458. Re!. No: G 1090005511 r 1 1 r to r BUEHLER & BUEHLER ASSOCIATES JOB G� STRUCTURAL ENGINEERS, INC. JOB NO. — / — 1 I� O" DATE lJ 7300 Folsom Blvd. Suite 103 /gip SACRAMENTO, CALIFORNIA 95826 CLIENT BY— SHEET.NO. —/ V'1/0-F!P�-touo-� Pwuu 13,1 KaL AO, <F U- T=C G /poems = �3.2K % P�srs = 23,2 �4� � . off 70' 211 (-t.V 'wRaL Im #- 23,Z K �O�%>�lGj ,8g✓�D DJC QX Mi�/. P16 7W I /CEr IWA.,I 7�9 4-0 / l •� 9 M�� �pL = ('is, 7s-� LL = i9- 07 f E'?L �Io.GKo.7St K z��30,2= 1731 efFeilr�or PJIC� : 2 (3-173) z a, s� o Reorder Call NESS CUSTGM"printing service TOLL FREE 1.800-88&8327 NESS, Inc., Peterborough. NH 03458. Rcf. No: G M9000551 1 1 1 f f 1 a 1 BUEHLER & BUEHLER ASSOCIATES JOB- STRUCTURAL OB �cN f�j/��2J STRUCTURAL ENGINEERS, INC. JOB NO. l ter/ . Oy DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT er_ L SHEET NO. M _l 0�7& n L Pz.- oovc.7 29, 3 /4- x x :1 - /o, s'G /Ai a �� olc c Xa.�St �,?3�2 ,�, /,Coy I 2 (3 -1, 4 0z x1.77 Tp -r'41' u ,15fr /,dr— Wrp77-4 2 a! - l - �v J Z 2, rL-._ X2,9/�,1i2�r $ �✓� 3,-5 A ;OfC / 1;;*,C.7-1 o ' er - 1?� = 20 / .� 2 p f dads e" , I , Sr to ReortlorCall NESS CUSTGM" printing Service TOLL FREE 7.800-888-6327 NEBS, Inc.. Peterborough. NN 03458. Ret '15 r 'I 'I I I i .1 BUEHLER & BUEHLER ASSOCIATES JOBS STRUCTURAL ENGINEERS, INC. JOB NO. I �/ OO DATE I Z � '0C-7 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. FFG 3 :J2 4 k. 1/K as N 2 �5. 2• `f� iNZ Dr— r—r477 —/'r) IEBS CUM M"printing service TOLL FREE 1.600-666-6327 NESS, Inc., Petemurough. NH 03456. ae Miyl/ 7,1710 Ret. N0: G L09000551 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. f " / a� DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. iou�✓�io �os�C7" MILL . s r t Gi� G fw P gr L. Loll I � I e,pbe,-, erL %�'►2 x /moo 4 C-6z.u I F r�V LL �r�r��'Tir�ls / Sr �/ T��/off" Cot, � 2 5 � y T1� CDL . O % Ta P01744 . <it✓OJL` d kvl 4 67,-�'� �a���T.rn�Nr V✓rs. �,��J ✓,uc�� A3 AZ oeve-y -"`f / y, ��o - !�'T. �' Z -d,= dam= ,J /2 Lr-/V,:I 7�w D� �TGJ su�'�'02y3 AGO_ L 440 Ayo i a 2�-C6't:5-1 G'L/ G ZOO J� ,Al 151" ei��2 K l 6V) _ /. 9 kipr i ,L2 -7 y I %4 ( to'`+ 6p -a,60") s Gly �,60� GQu t r To Reorder call NEBS CUSTGM"printing service TOLL FREE 1-800-886-6327 NESS, Inc.. Peterborough. NH 03458. / ol Re;. No: G 10000551 y ex� > Ae 19% 14 s Gly �,60� GQu t r To Reorder call NEBS CUSTGM"printing service TOLL FREE 1-800-886-6327 NESS, Inc.. Peterborough. NH 03458. / ol Re;. No: G 10000551 I I 1 I I I I 11 11 I I BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. I -ATF 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO SACRAMENTO, CALIFORNIA 95826 OIL., /ax X 714 .1, e� i5m 1� 14p t, 13f4Y A2. - ori IS 7-1, 77. To Reordo,cav NEBS CUSTG1141"printing service TOLL FREE 1-800-688.6327 NEBS, Inc.. Peleftrough. NH 03458. ..2 A= 471 ty 5,6 Kc% NO: U Kai 7 )7a `7 .0 X. 77. To Reordo,cav NEBS CUSTG1141"printing service TOLL FREE 1-800-688.6327 NEBS, Inc.. Peleftrough. NH 03458. ..2 A= 471 ty 5,6 Kc% NO: U BUEHLER & BUEHLER ASSOCIATES JOBt�tN GG��af'1G� STRUCTURAL ENGINEERS, INC. JOB NO. / y 52 DATE 7300 Folsom Blvd. Suite 103 FDS✓ SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. To Reawor Cab NESS CUSTOM"printing service TOLL FREE 1.800.8866327 NESS, Inc.. Peterborough. NH 03458. tic!. H0: G :09001 %v! /!ti To t/�10�e ✓VrvlGo,V- Coe- Y' /6 G,,p/ T/ 014L (V IiVL LIP K� b` , 3ulq al,,* �GDO,e s /o X23,3%2 x �Saj�� Ao- -7O? x // 2 /2) _ /7 K ,s CDS @ CO-v?Roz R-ayrr sing 7V is' �atA /yJe�: Z k ZX /3'et AC l6-7 < To Reawor Cab NESS CUSTOM"printing service TOLL FREE 1.800.8866327 NESS, Inc.. Peterborough. NH 03458. tic!. H0: G :09001 1 1 r Ej n t BUEHLER & BUEHLER ASSOCIATES JOB DATE B. 77 STRUCTURAL ENGINEERS, INC. JOB NO. / / J 7300 Folsom Blvd. Suite 103G.5SHEET NO. D7 _ SACRAMENTO, CALIFORNIA 95826 CLIENTBY l/ /v C oL ep ceM To Reorder call NESS CUSTOM"printing service TOLL FREE 1800-88&6327 NIBS, Inc., Peteraorough, NH 03458. Ret. No G 303000551 /w Poe -f'"- sv/L c kl4e L MX2433? (�/7 5,3 �/ter Z,3 X312k /25�� /,1',2 � -r G'G� =�S 3 �2. �$a/L �LfL� lq&dre eA�-cA/e W.4 1, L W1 &A'ilol e / 0'q -L 1pr r DL 1/Z C ¢ x Z 11 / L r /Z /-1 O. S.S-,r O. 7 X �;:r 1] ,,�� / - a3/ 2/ J r 2 74K i To Reorder call NESS CUSTOM"printing service TOLL FREE 1800-88&6327 NIBS, Inc., Peteraorough, NH 03458. Ret. No G 303000551 F lJ t 1 L 1 1 1 [1 BUEHLER & BUEHLER ASSOCIATES JOBN vT�� I�✓���' STRUCTURAL ENGINEERS, INC. JOB NO. /- / V DATE d 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. �,F/� � 0 • 730>z- _ 15a 13.''x /2 2 2 r 3.. Somas To Reorder Call NEBS CUSTVM'printing Service TOLL FREE 1.800-688-6327 NESS, Inc., Peterborough. NR 03458. K2;.1No:" 314uvuU 9L I I I I El I BUEHLER & BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO. 8, �4'2 DATE 7300 Folsom Blvd. Suite 103 CLIENT BY n::6 SHEET NO. �S21 SACRAMENTO, CALIFORNIA 95826 % WA C4�- 6�W A.1 ItAI 0 AeTI .4z- 4- 0 ',Aj If 2,01,z -�O 2.7, 3.7 clatve- 112 Z3 ,3? /'Z' ir-a 14 7' 112 - Z � of A S- k - /P1,67 (e2 0 Flor-1 ao 9KI "I I /'-- 4 7. pv & �V& 5-60/9,5 X' oc` ,r7 T3 24-P 71 5 - X.e V ,.nn:dwCall NEBS CUSMIMI"printing service TOLL FREE 1.804)-88"327 NESS, Inc., Peterborough. NHQ3i 110� 'pr pe 1 1 rI 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. g, o� DATE 7300 Folsom Blvd. Suite 103/j SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ofT/aN Wl ^ eoz-s e V-6 ce /.2,57' x 25 X -7o x i5 � = i3 t 3'/3 Pi 7o -� 2,54X 3v' x . r"r 25 �,- 7 0l X / zlps�w- �irS� � ✓� f � r>�, s e4 : ZS k S�I'x 7? 'IX / !�� 0,;'0a/7, 7 fel �i 16V = 7, S 45 > ZZ -7 s ova o. s,� // ` t /s� = �z, 7 S,'GiN Ivo Co4i /--1 to Re Ider Call NESS CUSTGWprinting Service TOLL FREE 1.800-888-6327 NUBS, Inc.. PeteLorough. NR 03458. Fe'. I0 -G 10900055 Rooms =- S0G7 �Nti { � Hc. NFl�) : P-4 0S. /SD — �%�f 0,;'0a/7, 7 fel �i 16V = 7, S 45 > ZZ -7 s ova o. s,� // ` t /s� = �z, 7 S,'GiN Ivo Co4i /--1 to Re Ider Call NESS CUSTGWprinting Service TOLL FREE 1.800-888-6327 NUBS, Inc.. PeteLorough. NR 03458. Fe'. I0 -G 10900055 BUEHLER & BUEHLER ASSOCIATES JOB `ALV u w Mil", STRUCTURAL ENGINEERS, INC. JOB NO. /' DATE 7300 Folsom Blvd. Suite 103 CArPAMFNTO rAI IFOPNIA QriR9$; CLIENT By SHEET NO. 1/0 71�, L ,( cozL42 o, GaZ 1p ' 3 Quo Z 4. ; 7 C-n-va� Ply _ /10 3.3� y f2 5>� rig NpT iZr—V4Cie op 1� CoZ (rte o:o &G 9A) ieaCer cAll NESS CUSTW`printiny service - FF - U L •�_ al f ' �Q� d„4, I ,�Y He;. Nc G 1( JV0551 BUEHLER & BUEHLER ASSOCIATES ADB svt'�i W Safi l�� ' STRUCTURAL ENGINEERS, INC. JOB NO. 9 &115. a DATE 2 / 7300 Folsom Blvd. Suite 103 A'n SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. ✓ �Z 7, /o.5 k /g0 ,e �G= 2.3,�sr 7L= 3.� r 4s � f4 ■To Reorder Call NESS CUSTOWprinting service TOLL FREE 1.800-BB6.6327 NIBS, hu., Peterborough. NH 03458. Rel. No -G 109000551 1 1 1 1 1 tj 1 BUEHLER &BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS; INC. JOB NO. /�/�/' O� DATE O� 7300 Folsom Blvd. Suite 103��� SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. y i N t /3 .,s . ?&e �� �ozz,,, No7 C -7d V f IJ 07- 67av ,4o� G7ov `, Re leer call NEBS CUMM'"printing service TOLL FREE 1800-888-6327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 090005511 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB NO. / / � , eo /DATE CLIENT BY SHEET NO. r -r6-7 s ?VA �� = moo'` ��.'� � �✓ � ���J= fw ✓�/ o75h 5 2 x.23 � ap�� /a �►� C_ -7 k ae w1a, 0o1-5 r-hif! �-: ! 56 EFS/ f �or�s V,2 ►� Z 2.g� /90 G��� 3• p� ''io Re ider Call NESS CUSTGM"printing service TOLL FREE 1.800-888-6327 NESS. Inc., Peterborough. NH 03458. Ref. No: C 1050005511 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY)� SHEET NO, tne; rN&? (9 /1!I/44 CONT. >e- G /ASsu.✓I� Sp�wa�L $�5 � I/r/�lL G�Ak'R/ � 0V 10 4-'0 7'v ca z A41 1 f` 9� �jt.SE �eo� Su,�lav ii/+/S Mo'✓r -re) e'VFc 1267� 23.33/2 X� - _�� f 1 rV'! 5. 11-7 1 � 6 el /J 4-1 C5� -�P ?'410f Z- a. /-7 X �9r le- 5�i 909 K > '79 .2 5'r QacSE a To Reo:Oor Call NEBS CUSTCdM`"printing service TOLL FREE 1-800-888-0327 NESS, inc., Peterborough. NH 03458. Rel. No:;; 2 l BUEHLER & BUEHLER ASSOCIATES JOB Nw 11�r R±610 M /1 -1 -- STRUCTURAL 1-LSTRUCTURAL ENGINEERS, INC. JOB NO. / / 14�' • "-DATE 7300 Folsom Blvd. Suite 103 '1! SACRAMENTO, CALIFORNIA 95826 CLIENT BY r SHEET NO. 7—gunJ F� f�?7Z1� 'De �/G! .fiA- aa< S VM 4x 9 Vr►.N - /o. 7 u foul --T Al -A-41, ca 0/d Tye° �1AtI/I �4 C4Af7 R P'/ 14V f ✓o, mos'. % s /nom, 25-1j7 t . a Z , -2 n 'p, lrg'evnd�_/. y K �x l0" 2 T11oiL r �" 3` 2,J,v .,......���� ntcac rucTe:u'•.,.tort.,n •o io Tnt t FRFF I.R M -AAA -8327 NFOS. t.- Peterharouah. NH 03458. Ref. Na: 3 109000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. 11/se'• � DATE G� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826. CLIENT BY �GS SHEET NO. IIIIIIIIII11W UP ♦ s / ✓. �1 /20a 0:;Z WAY 64,770 J K 3eo�>0 le x Ks /or , �f p - / � I (/ Z. C�"Os �o� �a. G � �' �' 1, �� ,W �l �o-r✓ e % � . X ■To Recrda,Gall NEBS C1JST4jM;'printing service TOLL. FREE 1.800-886-8327 NEBS. Inc., Peterborough. NH 09458. He;. No: a .1 n r_. BUEHLER &BUEHLER ASSOCIATES JOBS w��G� L STRUCTURAL ENGINEERS, INC. JOB N0. / DATE �o 7300 Folsom Blvd. Suite 103// SACRAMENTO, CALIFORNIA 95826 CLIENT BV SHEET NO. 4-3 6 r�-c s -a w 'dAr A ��-7// Ve _ 15,EF'r sem.VIM. e2 A-7ia�l G✓w Ali, 2 Z 8, ry To neordor cau NEBS CUST461MI"printing service TOLL FREE t-SOP88B.B327 NESS. Inc., Peterborough. NH 03458. Ret. No: 5 103000551 t t 1 BUEHLER & BUEHLER ASSOCIATES_ JO6��dtNlr✓�!T STRUCTURAL ENGINEERS, INC. JOB NO. / I :FV, DATE O"a 7300 Folsom Blvd. Suite 103 CLIENT BY L SHEET NO. SACRAMENTO, CALIFORNIA 95826 G✓?�'%_----�=.�Ti vim. 6:7—,0- 21� 4'-7/�2_ 2 2D Z - I�y - � G-:�' 7'�;,n�ep * 'e�- -2 wo,�' M� F o, coz '` 2 Ci. K`' e.ZP ��67- =/v5 k 'Wk Z), ��' ro G j BUEHLER & BUEHLER ASSOCIATES JOB 1 STRUCTURAL ENGINEERS, INC. JOB NO. v 8. 6z:�:) DATE 7300 Folsom Blvd. Suite 103 G, h SACRAMENTO, CALIFORNIA 95826 CLIENT BY L `� SHEET NO. v /II i r p�1 � p �l 4z) TY V.47-1 fid A -v �.✓ N= 3,L, 47 K V:.- / / = 41 A< V: 9'. Reoitlor call NE85 CUSTGM"printing Service TOLL FREE 1-800-888-6327 NESS, Inc.. Peterborough. NH 03458. Ga. '!?�; _ Q << w r:;,. -1 : Ref. No: C 109000551 BUEHLER & BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO. �� oo DATE 7300 Folsom Blvd. Suite 103 . SACRAMENTO, CALIFORNIA 95826 CLIENT Br SHEET NO. 07 /115 ON 01#4 wt _ moo. X /, 2-7 H YC .47 K J4 k /r t le IVV/ '=To Reordor Call NEBS CUST43M'printing service TOLL FREE 1-800-868-6327 NESS, Im, Peredwrough, NH 03458. Ref. No: 9 109000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ���L�t'�C I✓70� �'� G / 1,2AIA! e-aAo1x:)r ryP� t Z 1 k 1.3 = l3 /,-3 s /8� AI �-T t or wTo Reordor call NESS CUST4iWprinting Service TOLL FREE 1-800-888-6327 NESS, Inc., Peterborough. NR 03458. Ret. No: G 109000551 f 1 BUEHLER & BUEHLER ASSOCIATES JOBNyU T r� �ic� All ENGINEERS, INC.. JOB NO. q / ✓�- e7e) DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY LS SHEET NO. �`% I A I ��A-/�OP��O !2? L ALU M /c✓ �� �K k /, 3 t;'2K V= vl g x 1,-3 Z �� A �To Re dor Cat; CUSU)Wprinting service TOLL FREE 1.800.888-8327 NEBS, lnc.. Pelerborough. NH 03458Cat; NEBS CUSU)Wprinting service TOLL FREE 1.800.888-8327 NEBS, Inc.. Peterborough, NH 03458. Ret. No: C 103000551 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7,300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe SunWest Foods Rice Mill roe NO. 99138.00 GATE CLIENT CJA BY PLS SFEET NO. �Z ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) \Description Warehouse frame combined with rod braced frame Concrete F'c = 3000 psi A = 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.65 (Based on reinf @ Bolts) Edge T = 18.00 in. (Concrete thickness) dy1 Bolts - - - - - - OO Total No. 4 Shear Bolts per row 2 i Y Bolt Size 0.875 in. Ab = 0.60 sq. in. ; Le= 12.00 in. d-•-•-•-•-•-0 fut = 60000 psi ; Bolt Layout dy2 dx1 = 20.00 in. 23 dia. OK X = 4.00 in. 5 dia. dx2 = 12.00 in. 14 dia. OK dyl = 12.00 in. 14 dia. OK Y = 4.00 in. 5 dia. dx1 X dx2 dy2 = 12.00 in. 14 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 41 Kips. ' multiplier = 53 Kips. Vu = X50 K ps ' multiplier = 65 Kips. Tension Capacity Pss = 130 Kips. Pc = 172 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 108 Kips. VC = 105 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/ 0 *PC = 0.48 (Pu/Pss) Z + (VU/VSs) 2 = 0.53 Vu/ 0 *Vc = 0.95 1/ 0 ((Pu/Pc) "' + (Vu/Vc) -",') = 0.90 1 1 0 B UEHLER &' B UEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Jos SunWest Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SKEET NO. ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) \Description Warehouse End Wall Col. Concrete F'c = 3000 psi A= 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.65 (Based on reinf @ Bolts) Edge T = 18.00 in. (Concrete thickness) dy1 BoltTotal No. 2 O- - - - - -0 Bolts per row 2 Shear Y Bolt Size 0.750 in. Ab = 0.44 sq. in. Le= 12.00 in. 0-.-.-.-.--- fut = 60000 psi; Bolt Layout dy2 dxl = 20.00 in. 27 dia. OK X= 0.00 in. dia. dx2 = 12.00 in. 16 dia. OK dy1 = 12.00 in. 16 dia. OK Y= 4.00 in. 5 dia. dx l X dy2 = 12.00 in. 16 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) �1 Pu = 13 Kips. ' multiplier = 17 Kips. Vu = 9 Kips. ' ' multiplier = 12 Kips. Tension Capacity Pss = 48 Kips. Pc = 147 Kips. Full Truncated Pyramid Failure Surface Govems Shear Capacity Vss = 40 Kips. VC = 39 Kips. Interaction Formulas Concrete Pu/ 0*PC = Vu/ 0'Vc = I1/ 0 ((Pu/Pc) 5/3 + (VU/VC) 5,13) = Loaded edge greater than 10 diameters away 0.18 OK 0.46 OK 0.25 OK Steel (Pu/PSS) 2 + (VU/VSS) 2 = dx2 0.21 OK BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS. INC. JOB NO. 99138.00 DATE 7300 Folsom Blvd., Suite 103 CUENT CJA BY PLS S)-EET NO. �h7 SACRAMENTO, CALIFORNIA 95826 ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge, -,Description Truck Canopy Concrete F'c = 3000 psi Tension Capacity Pss = 48 Kips. Pc = 135 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 40 Kips. Vc = 39 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/0Pc = 0.31 OK (Pu/Pss) Z + (VU/Vss) z = 0.61 OK Vu/0Vc = 0.84 OK 1/0((Pu/Pc) -1,13 + (VU/VC) 513) = 0.66 OK 1 (it. wt. or normal wt.) Loaded 0 = 0.65 (Based on reinf @ Botts) Edge T = 18.00 in. Concrete thickness d 1 BoltTotal 0 ----------- 0 Na 2 ; Shear Bolts per row 2 Y Bolt Size 0.750 in. Ab = 0.44 sq. in. Le= 12.00 in. Q•-•-•-•-.-0 fut = 60000 psi ; Bolt Layout dy2 dx1 = 10.00 in. 13 dia. OK ; X = . 0.00 in. dia. dx2 = 12.00 in. 16 dia. OK dyl = 12.00 in. 16 dia. OK Y = 4.00 in. 5 dia. dx1 X dx2 dy2 = 12.00 in. 16 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 21 Kips. ' multiplier = 28 Kips. Vu = 16 Kips. ' multiplier = 21 Kips. Tension Capacity Pss = 48 Kips. Pc = 135 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 40 Kips. Vc = 39 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/0Pc = 0.31 OK (Pu/Pss) Z + (VU/Vss) z = 0.61 OK Vu/0Vc = 0.84 OK 1/0((Pu/Pc) -1,13 + (VU/VC) 513) = 0.66 OK El BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB SunWest Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SFEET NO. ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) \Description Tank Farm and Packaging Concrete F'c = 3000 psi A = 1 (ft. wt. or normal wt.) Loaded ---------------------------- O = 0.65 (Based on reinf @ Bolts) Edge—N T = 18.00 in. (Concrete thickness) Bolts O- - - - - -O Total No. 4 ; Shear Bolts per row 2 Bolt Size 1.000 in. Ab = 0.79 sq. in. Le = 12.00 in. ----------- 6—. fut = 60000 psi ; Bolt Layout dxl = 20.00 in. 20 dia. OK X = 4.00 in. 4 dia. --------- --------- --------- dx2 = 12.00 in. 12 dia. OK dy1 = 12.00 in. 12 dia. OK Y = 4.00 in. 4 dia. dx1 X dx2 dy2 = 12.00 in. 12 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 70 Kips. ' multiplier = 91 Kips. Vu = 34 Kips. ' multiplier = 44 Kips. Tension Capacity Pss = 170 Kips. Pc = 172 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 141 Kips. Vc = 138 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/OPC = 0.82 OK (Pu/Pss) Z + (VUNss) Z = 0.39 OK Vu/0Vc = 0.49 OK. 1/0((Pu/Pc) -5/' + (VU/VC) 5,13) = 0.76 OK dy1 V dy2 B UEHLER 8 B UEHLER ASSOCIATES Joe Sun West Foods Rice Mill STRUCTURAL ENGINEERS. INC. Jos NO: 99138.00 DATE 7300 Folsom Blvd., Suite 103 CLIENT CJA ay PLS sr eET NO. SACRAMENTO, CALIFORNIA 95826 ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) \Description Tank Farm and Packaging on 2nd floor office Concrete F'c = 3000 psi A = 1 (t. wt. or normal wt.) . Loaded ---------------------------- 0 = 0.65 (Based on reinf @ Bolts) Edge T = 18.00 in. . (Concrete thickness) dyl BoltTotal No. 2 O- - - - - -0 ; Bolts Shear s per row 2 � Y Bolt Size 1.000 in. Ab = 0.79 sq. in. Le = 12.00 in. d •-•-•-•-•-0 fut = 60000 psi Bolt Layout dy2 dx1 = 20.00 in. 20 dia. OK X = 0.00 in. dia. dx2 = 12.00 in. 12 dia. OK dyl = 6.00 in. 6 dia. OK Y = 4.00 in. 4 dia. dx1 JX dx2 dy2 = 6.00 in. 6 dia. OK . Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 18 Kips. * multiplier = 23 Kips. Vu = 21 Kips. * multiplier = 27 Kips. Tension Capacity Pss = 85 Kips. Pc = 84 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 71 Kips. VC = 69 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/0Pc = 0.43 OK (Pu/Pss) 2 + (VU/VSs) 2 = 0.23 OK Vu/0Vc = 0.61 OK 1/0 pu/Pc) V3 + (VUNC) 5/3) = 0.51 OK i 1 1 1 1 1 B UEHLE'R &' B UEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe SunWest Foods Rice Mill JOB NO: 99138.00 DATE CLIENT CJA BY PLS SKEET NO. ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) \Description Mill on 2nd floor Concrete F'c = 3000 psi A= 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.65 (Based on reinf @ Bolts) Edge T = 18.00 in. (Concrete thickness) dy1 Bolts Total No. 4 O ----------- O Bolts per'row 2; Shear Y Bolt Size 0.872 in. Ab = 0.60 sq. in. ; Le= 12.00 in. a.-.-.-.--- fut = 60000 psi Bolt Layout dy2 dx1 = 16.00 in. 18 dia. OK X = 4.00 in. 5 dia. dx2 = 12.00 in. 14 dia. OK dy1 = 6.00 in. 7 dia. OK Y = 4.00 in. 5 dia. dx1 X dx2 dy2 = 6.00 in. 7 dia. OK Elan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 34 Kips. ' multiplier = 44 Kips. Vu = 26 Kips. ' multiplier = 34 Kips. Tension Capacity Pss = 129 Kips. Pc = 98 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 107 Kips; VC = 105 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/0Pc = 0.69 OK (Pu/Pss) Z + (VU/VSs) 2 = 0.22 OK Vu/ 0 Vc = 0.50 OK 1/ 0 ((Pu/Pc) 513 + (VU/VC) -113) : 0.64 OK BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe Sun West Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SHEET No. v� \ANCHOR BOLT CHECK (GROUP ACTION) Assume then: is an equal no. of bolts in each row (rows considered parallel to loaded edge) Description Train Canopy Typ w/rod brace reactions .Concrete F'c = 3000 psi d= 1 (It. wt. or normal wt.) Loaded ---------------------------- O= 0.65 (Based on reinf @ Bolts) Edge—� T = 18.00 in. (Concrete thickness) Bolts Total No. 2 - - - - - � Bolts per row 2 ; Shear Bolt Size 0.872 in. Ab = 0.60 sq. in. Le= 12.00 in. 6-._.-.-.-.0—� fut = 60000 psi Bolt Layout dx1 = 10.00 in. 11 dia. OK X = 0.00 in. dia. -------- --------- --------- dx2 = 12.00 in. 14 dia. OK dy1 = 6.00 in. 7 dia. OK Y = 4.00 in. 5 dia. dx 1 X dx2 dy2 = 6.00 in. 7 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 23 Kips. ' multiplier = 30 Kips. Vu = 14 Kips. ' multiplier = 18 Kips. Tension Capacity Pss = 64 Kips. Pc = 77 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 54 Kips. VC = 52 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/ OPc = 0.60 OK (Pu/PSS) 2 + (VU/VSS) 2 = 0.33 OK Vu/OVc = 0.54 OK 1/0((Pu/Pc) + (Vu/Vc) ) = 0.58 OK dy1 U dy2 JOB Sun West Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SLEET NO.n \ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) Description Train Canopy Portal Column ' Concrete Fc = 3000 psi r It 1 A= 1 (It. wt. or normal wt.) Loaded --------------------------- --------------------------0= BUEHLER & BUEHLER ASSOCIATES 0.65 STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 Vss = SACRAMENTO, CALIFORNIA 95826 JOB Sun West Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SLEET NO.n \ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) Description Train Canopy Portal Column ' Concrete Fc = 3000 psi r It 1 A= 1 (It. wt. or normal wt.) Loaded --------------------------- --------------------------0= 0= 0.65 (Based on reinf @ Bolts) Edge —y Vss = T = 18.00 in. (Concrete thickness) Bolts O -----------O ; Total No. 2 Shear Bolts per row 2 Bolt Size 1.125 in. Ab = 0.99 sq. in. Le= 12.00 in. 0-.-.-.-.-.Q—� fut = 60000 psi Bolt Layout dx1 = 12.00 in. 11 dia. OK X = 0.00 in. dia. ------------------ ---------' dx2 = 12.00 in. 11 dia. OK dyl = 12.00 in. 11 dia. OK Y = 5.00 in. 4 dia. dx1 X dx2 dy2 = 12.00 in. 11 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 66 Kips. ' multiplier = 86 Kips. Vu = 5 Kips. ' multiplier = 7 Kips. Tension Capacity Pss = 107 Kips. Pc = 152 Kips. Shear Capacity Vss = 89 Kips. VC = 87 Kips. Interaction Formulas Concrete Pu/0Pc = Vu/0Vc = 1/ 0 ((Pu/Pc) srj + (Vu/Vc) Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel 0.87 OK (Pu/Pss) Z + (VU/VSs) Z = 0.64 OK 0.12 OK 0.61 OK dyl V dy2 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB SunWest Foods Rice Mill JOB NO. 99138.00' DATE CLIENT CJA BY PLS SI EET NO. r—Z 2 , \ ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) Description j� l�fG/G CAWO?- Y' Concrete F'c = 3000 psi A = 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.85 (Based on reinf @ Bolts) Edge T = 18.00 in. (Concrete thickness) dy1 Bolts 0-----0 ; Total No. 2 Bolts per row 2 Shear Y Bolt Size 0.750 in. Ab = 0.44 sq. in. ; Le = 12.00 in. O ---------- d fut = 60000 psi Bolt Layout dy2 dxl = 8.00 in. 11 dia. OK X = 0.00 in. ------------------ -------- dia. dx2 = 10.00 in. 13 dia. OK dyl = 6.00 in. 8 dia. OK Y = 4.00 in. 5 dia. dx1 J, X dx2 dy2 = 6.00 in. 8 dia. OK Elan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 22 Kips. ' multiplier = 29 Kips. Vu = 15 Kips. ' multiplier = 20 Kips. Tension Capacity Pss = 48 Kips. Pc = 63 Kips. Full Truncated Pyramid Failure Surface Governs Shear Capacity Vss = 40 Kips. VC = 39 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/OPc = 0.53 OK (Pu/Pss) 2 + (VU/Vss) 2 = 0.60 OK Vu/ 0 vc = 0.59 OK 1/ 0 ((Pu/Pc) -r"3 + (Vu/vc) �) = 0.69 OK BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe SunWest Foods Rice Mill JOB N0. 99138.00 DATE CLIENT CJA BY PLS SFEET N0. rsQ—� \ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) Description 4aia-Canopy-RQ#aPGelvnnr -MAX FOn& l e Sip %-reI Concrete Fc = 3000 psi d= 1 (It. wt. or normal wt.) Loaded ---------------------------- O= 0.65 (Based on reinf @ Bolts) Edge VC = T = 18.00 in. (Concrete thickness) Bolts O - - - - - O Total No. 4 • Shear i Bolts per row 2 Bolt Size 1.000 in. Ab = 0.79 sq. in. Le = 12.00 in. 0 ---------- d fut = 60000 psi Bolt Layout, dx1 = 20.00 in. 20 dia. OK X = 4.00 in. 4 dia. -------- --------- --------- dx2 = 12.00 in. 12 dia. OK dy1 = 10.00 in. 10 dia. OK Y= 4.00 in. 4 dia. NE,dx1 X dx2 dy2 = 12.00 in. 12 dia. OK Elan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 70 Kips. ' multiplier = 91 Kips. Vu = 34 Kips. ' multiplier = 44 Kips. Tension Capacity Pss = 170 Kips. Pc = 159 Kips. Shear Capacity Vss = 141 Kips. VC = 138 Kips. Interaction Formulas Concrete Pu/0Pc = Vu/OVc = 1/0((Pu/Pc) y' + (VU/VC) -51,3) _ Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel 0.88 OK (Pu/Pss) 2 + (VU/VSs) Z = 0.39 OK 0.49 OK 0.83 OK dy1 Y dy2 t 1 t 1 1 i t ' Te R BUEHLER & BUEHLER ASSOCIATES JOB �y1,L1 G(��T �l T /V/4,4- STRUCTURAL V/4,4-STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 07 0�7 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 4 �. Z f4 -u-7 ko d Asx /oma 2 _ 4�71/� p" Lo 704 r !oruor Gall NEBS CUSUW 'prinik" SeAK a TOLL FREE-800-8%i-83�vEss, Inc., Peterborough. NR 03458. ��� �,� /V� Re`. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOBS%✓ IVI STRUCTURAL ENGINEERS, INC. JOB NO. % I !�A�5_ OO DATE 2a 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENTCA Jog BY SHEET NO. . 1LL�17fit o� �/✓1 l� ��(2'T/�"la (,J +�� S = lVI-rLL 611)1NGS i i � C/v744 �/40 r �s G Orr 4yej = 0. 07 w'VV' rs W:- 0.37 k /o o �b o 7-r3 2� W7) )f dol/, Vk4rL. ®.37'k 3 Psi Aye ti Recor Call NEBS CUSTNM`"printing service TOLL FREE 1-800-888.8327 NEBS, Inc.. Pefeiborough. NH 03458. Ref. No: G .090005511 1 1 1 e BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. -�*pll�C/ Ov DATE v 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. —L S �fZ G/grit f� '2T/ 77 04/ IIIVA?Z. s ��� x 3 Vr- �Ii,�r r ;E�) 0,rV.6 Ne -7, --1- Z) Z- / 4�v -eA7-70 1 8" w4 w/ A4 eP /6e riG6, /2�O.o�X3.7s s D.�SX o. 8gx 3.�5 33 � o _ 295A o, a -7c3 75'- z. o . 0-7 ;211 57 / l�0ax,2 ; �sr lvS� .-e 6avx /. 33 Rea Idor Call NESS CUSTd}Wprinting service TOLL FREE 1-800-888.6327 NESS, Inc.. Peterborough. NH 03458. Ret. No: G M90005511 i BUEHLER & BUEHLER ASSOCIATES 1013 �J STRUCTURAL ENGINEERS, INC. JOB NO. / 9 /,g;S OO DATE 7300 Folsom Blvd. Suite 103 f 3 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. i e,7C1, 2_5 _ O'L45) > 4� �5 f �'/o Go-':pzc> o ne hia cats NESS CUSTGiM'printing Service TOLL FREE 1-800-888.8327 NESS, Inc., Peterborough. NH 03458. - - Ref. No: G 1030005511 1 1 1 1 1 i 1 1 1 BUEHLER & BUEHLER ASSOCIATES JDBC N2�NT j�/cam M,ri� STRUCTURAL ENGINEERS, INC. JOB NO. q ! I./ C4527- DATE 2/Ga 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. CMY �.497-/ 7 -i0/ -,I ,W,421, (v - dO�T4'OZ '. A --'f T Sys a ©ooh X.Z)v --A §,- � & /B ,d e. To Reorder Cali NEBS CUSTOM"printing Service TOLL FREE 1-800-688-6327 NESS, Inc., Peterborough. NH 03450. po Ok D, /3 144/ z 41) 'k Ret. No: G 1 100,0551 1 1 n 11 1 BUEHLER & BUEHLER ASSOCIATES JOB 7' V44—"t STRUCTURAL ENGINEERS, INC. JOB NO. ISeS x©O DATE 3O r2 -69 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY `�� SHEET NO. = 0'.37x 39r5)r— i I r�i12K�/ Z �, l ! 1 25 AJ G` 14 X 1 O/ y3 K" a _e.039„ J2 r 1726 8x //3& /zw 725 root = 0s i- J (11 P <°�eWa s�u 07 - To neoider Call NESS CUSTCM'printing service TOLL FREE 1800-888-8327 NIBS, Inc., Peterborough. NH 03458. Ref. No: G 139000551 -JOB BUEHLER & BUEHLER ASSOCIATES Of STRUCTURAL ENGINEERS, INC. JOB NO. �T�/✓ ge- DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY� SHEET NO. _ M� D � 7� 6aea . ,�-6 s-" su- iAv c, Wro Reordor call NESS CIJSTGWprinting Service TOLL FREE 1-800-888-8327 NESS. Inc.. Peterborough. NH 03458. C7, �aG 0 o 11�6- 12 0.�3 A= 2,33 I�A= 37 s Z 3q6 Het. No: G 10400551 BUEHLER & BUEHLER ASSOCIATES JOBNGyTJ?—�G� L� STRUCTURAL ENGINEERS, INC. JOB NO. (:5;74D DATE O 7300 Folsom Blvd. Suite 103 ■ SACRAMENTO, CALIFORNIA 95826 CLIENT BY l�L-:�SHEETNO. / '7 Reordor Calf NESS CUSTGM" printing service TOLL FREE 1.800-888"6327 NESS, Inc., Peterborough. NH 03458. Ref. No: G 109000551 el n /00 5—a; 0 J K G`l „A) 2 Pr 2 Reordor Calf NESS CUSTGM" printing service TOLL FREE 1.800-888"6327 NESS, Inc., Peterborough. NH 03458. Ref. No: G 109000551 el n /00 w J K G`l „A) 2 Reordor Calf NESS CUSTGM" printing service TOLL FREE 1.800-888"6327 NESS, Inc., Peterborough. NH 03458. Ref. No: G 109000551 iSS00060i '0:ur; ;aa .8,11"3N aeg-Bee-008•t 33w TOl a:)p�as 6uµuud.womm S83N fluOJOPIO yds `Qa�Q w� © a sr -21 1' '0' s e;7 -Z F, .SC 'p a 0 of ��� 9(* w GZi a 4 <-,6 x ON133HS ---- As 1N3110 92856 VIN80AIlVO 'OlN31NV80VS . £OT @j!nS •pn18 wOSIOA 008L 31V0 aa. °N s°� 'O'SH33NION31tRU110 mis �/ sor NiS31VI30SSV H31H3n9 v M31H3no WEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ���M� ��-�F �r�'�i�P Gam' /�l•Q,� �e. eI4G410ove4 1a. !-' D �. t-' I h s OK ? E79-VE5 //✓ 7-'19 W//V.D MI.' Rwdarcall NESS CUSTGNI"printing Service TOLL FREE 1.800-808-6327 NESS, inc., Peterborough. NH 03458. He£, No: C 109000551