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W BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Millinq 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. LD E. MIGLIORI L" NO.2818 EXP. 9/30/ 3 STRUCTURAL CP �OF CAI* i � s 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 11 Mill 2„ d Floor Lateral Design...................................................................... L 1 Office 2"d Floor Lateral Design................................................................... L100 Mezzanine Lateral Design.........................................................................L200 WallDesign........................................................................................... W1 Foundation Design..................................................................................FD1 Miscellaneous........................................................................................ M1 i f 1 J It �r 11 t 1 i BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. I I I �V DATE LA0 7300 Folsom Blvd. Suite 103 L� SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. w oe 1-a lbi5l� e; 0/� . 0�- r- -:: �7 �-lj R � 122 �?VP apr..IG, fi bP4 VV7- c10 J n �iC_k':c� f;•7 y '' O dry _ C�''.7 K i 7o Remtlor Gall NEBS CUSTNM" printing Service TOLL FREE 1.800-11WM8327 NESS, Inc., Peterborough. NM 03458. Ref. Ivo: G lo9Coo551 BUEHLER & BUEHLER ASSOCIATES JOB �uN �7 �4 M1 44, STRUCTURAL ENGINEERS, INC. JOB NO. -DATE 4 �. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Bv_� SHEET NO. . y% 4 0aYom• �/z �� � � � . wr = �10b�x 7OW/6iyZ' .`�7� z- nUor Cali NESS CUSTQiM"'printing service TOLL FREE 1-800-888-6327 NESS. Inc., PeteihorouQh. NH 03458. ('4%� Ref. No: G 109C�'0551 1 y BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 1997 UBC Seismic Base Shear Calculation Joe Sun West Foods Rice Mill (1997UBC) JOB No. 99138.00 DATE 12/17/99 CLIENT CJA BY PLS SHEET N0. l /L Location: Biggs, CA Soil Profile: Height (Hn): 50.0 ft Zone 3 Regularity: regular System: Concrete/CMU shear wall (bearing wall) Per Table 16-N 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 hnA.75= 0.38 sec by computer. (overrides above) T= 0.00 sec Importance Factor UBC Table 16-K Soil Profile Type UBC Section 1629.3.1 Table 16-J Normally determined by geotechnical investigation, however, per section 1629.3, Soil Profile Sd may be used if soil properties are not known. no report Z= 0.300 R= 4.5 Ct= 0.020 T= 0.38 sec 1= 1.0 Soil Profile= Sd 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 I x W1 RT 0.319W per formula (30-5) V< 2.5Ca x I x W/R <0.200W '1 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 1 x W/R >0.178W Cs= 0.2000 Ultimate Strength Base 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 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. �7D vYi DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. -JPe^:6c!isci!NEBS CU5T4?.k1-p:•ntbig seryice-G..•FNFc:-3'?d-r&=6;i2r ,4'E.n' lite.. ?g;2�:htoL gip. NH J.4a d JOB BUEHLER &BUEHLER ASSOCIATES ' STRUCTURAL ENGINEERS, INC. JOB NO. / 0401 �V DATE l 2✓ D7 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY� SHEET NO. Pao os�q//ew k 14. � = 52�Iv r7.& X io ,, d¢ � �� � /ti/G %U ��/ONS �--�---• ����� /75 x /O, lO % /O. 3 ,„ 7� /.2X8, • c�,%X � �x �, •ry x /�� 3N � � � lS �,J To Reoidar Call NEBS CUSTGM" printing Service TOLL FREE 7800-888-6327 NEBS. Inc.. PeieiSorouch, NH 03458. �g ./ /p, � k Jv z o, 0�3 ,N Re:. No: G 10F000551 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. JOB Sunwest Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. Accidental torsion, 5% Amplification Factor, Ax Amplified eccentricity CMX= 84.5 ft. ex= 8.5 CMY= 35.0 ft. ey= 3.5 Ax = 1.1 Ax = 1.0 Amp ex= 9.6 Amp ey= 3.5 CMX + Amp ex= 94.1 ft CMY + Am e - 38.5 ft. CMX - Amp ex= 74.9 ft. CMY - Amp ey= 31.5 ft. BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm joo Sunwest Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. CENTER OF RIGIDITY CRY (WALLS IN THE X DIRECTION) WALL Thkns in Length ftHeight ft E ksi Fixity Ry 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 9 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 10 36001 0.00 0.001 0.00 SUM 1 I I 1 102.59 I 5401.76 CRY= 65.2 ft. 37.1 ft. CRX (WALLS IN THE Y DIRECTION) WALL Thkns in Length ft Height ft E ksi Fixity Ry 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 1 1 102.59 1 6693.80 CRX= 65.2 ft. Fixity: 1 = Fixed -Fixed 4 = Fixed -Pinned Rigities are relative. They are based on P=1000 Kips. R = 1000k/in. 1 y BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm .,oe Sunvest Foods Rice Mill Boa No. 99138.00 DATE cuENr CJA BY PLS st EEr No. 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 R. ( cry-cmy= 2.14 ) Ve= -1065 kip•ft. WALL JRx I ly ID I JR -D R`D"2 jFv JFM Ftotal fv WALLS IN THE X DIRECTION k1ft 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 37.11 1198.6 44519.3 174.0 -1.6 174.0 4.46 13 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= 145.4 177489.9 1 WALL lRy Ix ID I R`D R -D^2 jFv jFrn Ftotal fv WALLS IN THE Y DIRECTION k1ft 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 0.0 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 SUM OF Ry-- 102.6 622311.81 1 SUM OF RD^2= 799801.7 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 CLIENT CJA 6Y PLS sFEETNO. HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY- Amp. Ey IF 784 kips This load includes the mill roof loads from above based on 0.2g eccentricity 6 ft. ( cry -cm)= 2.14) y t� Ve= 4423 kip'ft. g WALL JRx I ly ID JR -D R'D^2 jFv jFm I Ftotal N 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 9g 1.1 70.0 -32.9 -37.7 1239.5 6.2 -0.2 6.2 1.03 13a 10.5 0.0 37.1 388.9 14443.4 56.4 2.2 58.6 3.45 13b 2.3 0.0 37.1 86.7 3221.4 12.61 0.5 13.1 1.63 13c 4.7 0.0 37.1 174.9 6497.6 25.4 1.0 26.4 2.40 13d 7.5 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. 00, 13f 32.3 0.0 37.1 1198.6 44519.3 174.0 6.6 180.6 4.63 13g 2.31 0.0 37.1 86.7 3221.4 12.6 0.5 13.1 1.63 13h 1.11 0.0 37.1 42.6 1583.8 6.2 0.2 6.4 1.07 SUM OF Rx= 145.41 1 177489.9 WALL I lRyX ID JR -D R'D^2 jFv JFM I Ftotal fv WALLS IN THE Y DIRECTION k/ft 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 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 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 0.01 0.0 0.00 0 0.0 0.0 65.2 0.0 0.0 0.0 0.01 0.01 0.00 SUM OF Ry-- 102.61 1 622311.8 Baum ur nu-'-= iayou1.1 1 ) �i(pII�- 1 t 1 A 1 1 1 1 t B UEHLER & B UEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm JOB Sunvest Foods Rice Mill JOBNO. 99138.00 DATE CLIENT C.IA BY PLS SHEET No. t - HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION FCMX + Amp. Ex W 784 kips This load includes the mill roof loads from above based on 0.2g eccentricity = -29 ft. ( crx-cmx= -19.25) Q Ve= -22645 kip -ft. OVII: /V• i WALL JRX I JY ID JR -D R -D"2 jFv JFM Ftotal fv WALLS IN THE X DIRECTION k1ft 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 2.3 70.0 -32.9 -76.7 2521.1 0.0 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 86.71 3221.4 0.0 -2.5 -2.5 -0.31 13h 1.1 0.0 37.1 42.61 1583.8 0.0 -1.2 -1.2 -0.20 SUM OF Rx= 145.4 177489.9 WALL IRY Ix I D JR -D R -D^2 JFV JFM Ftotal fv WALLS IN THE Y DIRECTION kfft 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 188803.3 134.0 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 0.0 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 00.0 0.0 65.21 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 0.0 65.2 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry= 102.6 622311.8 SUM OF RD -2= 799801.7 2 -:�- 5a 2 e7 CDL '51G 0r, , l 1 A BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Mill Floor Diaphragm .loe Sunvest Foods Rice Mill .loe No. 99138.00 DA TE CLIENT CJA ay PLS SHEET No. HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION I CMX - Amp. Ex IF- 784 kips This load includes the mill roof loads from above based on 0.2g eccentricity = -10 ft. ( cnc-cmx= -19.25 ) Ve= -7540 kip -ft. WALL JRX I ly ID JR -D R -D^2 JFV JFM Ftotal fv Ftotal fv WALLS IN THE Y DIRECTION WALLS IN THE X DIRECTION k/ft 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 1 2.3 70.0 -32.91 -76.7 2521.1 0.0 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 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 0.01 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= 1 145.41 177489.9 WALL I IRyX I D JR -D R -D112 jFv jFm Ftotal fv WALLS IN THE Y DIRECTION k/ft 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 0.0 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 SUM OF Ry --102.6 622311.8 SUM OF RD -2= 799801.7 BUEHLER & BUEHLER ASSOCIATES JOB— STRUCTURAL ENGINEERS, INC. JOB NO. 7300 Folsom Blvd. Suite 103 A SACRAMENTO, CALIFORNIA 95826 CLIENT. ;V��x ee-v/S 8 Ate. d %.'7 , C77 wro Re0:dor ca0 NESS CLSTf>M'printiny service TOLL FREE 6800.888-6327 NESS, nic., Geteiborough. NH 03458. Ret. No: G -1090(,551 BUEHLER & BUEHLER ASSOCIATES JOB �- �' %/ r -6r4 e;;;- l y1'U.- STRUCTURAL ENGINEERS, INC. JOB NO./ OD DATE O� 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO. 4=1 / SACRAMENTO, CALIFORNIA 95826 To Reoroor Call NEBS CUSTGWlarinting service TOLL FREE 1-800-88"327 NEBS, inc., Peterborough. NH 03458. Re;. No: G 109000531 /-17 14 /LZ_ -1,z e ra 1f° 10t �z �;t/� '% /Grp w � cf, /':Z7# ec Q � 6 SPI O (v X O.Oc)2 lZ Z q, (op ly lrr7' / 6 �gTArN o'K z -2X r /N2 /c sd 1p Cy C.f� '✓ � AN z 94,E ��. N = = -47 411 ya. CJ v i pU Ar /,7re A. <; //, 3 "ell �%01�' �l�DL �'lM ®fes GOL uM til w/ l 2 -f0 VxATS To Reoroor Call NEBS CUSTGWlarinting service TOLL FREE 1-800-88"327 NEBS, inc., Peterborough. NH 03458. Re;. No: G 109000531 1 t 1 'j, 1 i BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. / �. oo DATE 7300 Folsom Blvd. Suite 103 CLIENT BY L SHEET NO. SACRAMENTO, CALIFORNIA 95826 r /low 0ou �9, 4� Z 4 4��7,1 Aav vM ,/A/ l a V T. M4Y 46, 7 l 3 <3 K 0 Ap L = O` '` e O'X 8 X /2 x ' /1/D �7it N� Brie � ����C✓l �P✓r�-S �% � t�/GC. s 6p !��1 i�'l . CL 47' �►� l 4'° I �To Re idol Call NEBS CU5TVM" printing service TOLL FREE 6800-888-6327 NESS. 111c., Peterborough. NH 03458. '�•` hn. a 'x''664`—� I 1 i I BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. 13S- A0 DATE /T 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY �� SHEET NO. Lf� WA-t'l' VM = . 4Pr/2-r 1, 3 X 2/2 -- 'x 12- �0 x - 'x2-f:�0'00x fpvm 4:�ert� To He idor Cab NESS CUSTHM'printing service TOLL FREE 1.800-88&6327 NESS, (fie., Peledx,rough. NH 03458. �'w la z -- T� Z tte�. IVO:U :1�7U1.JJ�1 BUEHLER & BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO. 0-0 DATE D� , 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 ci iENT By SHEET NO. r e � o �-g/�. z eo z o � go Re wider Cell NEBS CUSTOM" printing Service TOLL FREE) NESS, Inc.. Peterborough. NH 03456. Ret. leo: G 20900-35h�Call NEBS CUSTOM`"printing Service TOLL FREE 1.800-868.6327 NESS, Inc.. Peterborough. NH 03458. Ret. leo: G 20900-351+! 1 1 BUEHLER & BUEHLER ASSOCIATES JOB jk)A�r STRUCTURAL ENGINEERS, INC. JOB NO. / � DATE 7300 Folsom Blvd. Suite 103 L SACRAMENTO, CALIFORNIA 95826 CLIENT BY L7 SHEET NO. ,j�2,Al !TIDY SC--� W04k 5�J ° 7- /3 2/, 7 31. G 3 /. G l-7 �o tiJ C'ao✓ SGS W �'1-L k i r Il `y 45 tiJ oysG W? 47 N e %G Vn a, 70 �2�� o, oU32x ���Sx 70 To Reorder Call NEBS CUSTGIVI-printing service TOLL FREE 1-800-888-6327 NIBS, hlc.. Poleroorougn. NH 03958. t r I BUEHLER & BUEHLER ASSOCIATES JOB. STRUCTURAL ENGINEERS, INC. JOB NO. 1, 4� DATE 2 7300 Folsom Blvd. Suite 103 L/G SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. t-fM-ryZ-� 9 1414--L- c&AT 15- Be, Vu z to fie Itlor call NESS CUST&M "printing service TOLL FREE 6804D.988.6327 NESS. Inc., Peterborough, NH 03458. Ret. No: G 109005511 BUEHLER & BUEHLER ASSOCIATES JOB/l STRUCTURAL ENGINEERS, INC. JOB NO. / l . DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 4,A n bt:-kle� N/ LAO L o/s 2�2n t � s- P�R 207,7 V — 4-1) /< 41 =�, SOX /�✓ X l� ¢. ��• i�/I ,7, xFm wA-cy f✓"�)t3✓✓E rP�L �✓ 2"15A2o�XBop 4 4 ,�X /sac- s .1,-2 2/-/' 2 5* �Ox / /.��v-wtc= To Reoider Cali NESS CUSTGM'printing Service TOLL FREE 1800-B88-6327 NESS, Inc., Pete;borouoh. NH 03458. Ret. Wa: G '.09�iiU55;1 1 1 1 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB- !�itmwe—"�'rr 5 fla s mlLL STRUCTURAL ENGINEERS, INC. JOB NO. _�/� 6. 4-170 DATE 2 O d 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. L I S 7, pre -X of �j3x b�.✓�ilrG/ - �. A- Sr X/ 2' X X0,7 i � � 6 -7, //Z¢ -favi srxiA� � Jr<O �vsiSSG Zo � W�-t.� 5� � o Reordor Call NESS CUSTGM"printing service TOLL FREE 7800-886-8327 NESS. Ism, Peterborough. NH 03458. Ref. No: G 1030r-0551 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 .IoB Sun West Foods Rice Mill roe No.. 99138.00 DATE 04/26/00 CLIENT WA BY PLS SHEET NO Nr c 7- L� �1 2 3 4 5 T 6, ! 7 T 8-1 9 O 111 112 1310 11 1.2 113 14 15 16 17 4 175 116 117 178 a Solution= LC 5 delta m drift ` A �.' 0 12 Z X 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% t Joint Coordinates Joint X. Y Joint No Coordinate Coordinate Temperature ------------------ ft------------ft------------OF ---------------------------- 1 2 -0.670 0.000 25.000 0.000 0.00 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 t RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300_ Folsom Blvd., #103 Page: 7 Sacramento, CA 95826 Date: 4/26/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) 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 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 Section Label Database Shape Material Label As Area 0,2 As I 1,3 1,3 I T 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 I Length ' -------------------------------------------- 1 1 2 GIRDER in------- 16.00 in--------------- 8.00 ft---- 25.67 2 2 3 GIRDER 8.00 8.00 20.00 3 3 4 GIRDER 8.00 8.00 20.00 4 4 5 GIRDER 8.00 8.00 20.00 5 .5 6 GIRDER 8.00 8.00 20.00 6 6 7 GIRDER 8.00 8.00 20.00 7 7 8 GIRDER 8.00 8.00 20.00 8 8 9 GIRDER 8.00 16.00 20.67 . 9 10 1 SQCOL 15.00 14.00 10 11 2 COL 15.00 14.0 11 12 3 COL 15.00 14.D0 12 13 4 COL 15.00 14.D0 13 14 5 COL 15.00 14.D0 14 15 6 COL 15.00 14.J0 15 16 7 COL 15.00 14.D0 16 17 8 COL 15.00 14.D0 mm 17 18 9 SQCOL 15.00 14.D0 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 8 Sacramento, CA 95826 Date: 4/26/00 File: MILLGFMI Sunwest Foods Rice Mill 1 mill girder frame G1 (for col design only) BLC Basic.Load Basic Load Case Data Case Load Type Totals 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 11 @ 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 3 2 3 3 4 Y -46.000 Y -68.000 %50.000 %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 6 7 8 Y -42.000 Y -42.000 %50.000 %50.000 t r RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 9 Sacramento, CA 95826 Date: 4/26/00. File: MILLGFMI Sunwest Foods Rice Mill 1 mill girder frame G1 (for col design only) Member Distributed Loads, BLC 2 Joints Load Pattern Pattern 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 Joints Member ------------------------------------- I J Direction Magnitude 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 %--------------- 3 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 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 Joint Loads/Enforced Is this a Load or Displacements, BLC 6 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. % ------- ft or %--- UNIFORM -1.000 0.000 0.000 1000 ----Y-----------= Load Combinations------------ -------- RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 5 1 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 V 5 delta m drift 6 1 _______________< Joint Displacements, LC 5 : delta m drift Joint +------- Translation -------+ Rotation No X Y Az -------------in-------------in------------rad------------------------------- 1 0.017 0.000 -0.00008 2 3 0.017 0.017 0.000 0.00001 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 1 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 1 i 1 u 1 1 1 1 1 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: 11 Date: 4/26/00 File: MILLGFM1 Reactions, LC 5 : delta m drift Joint +--------- Forces ----------+ 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 -0.27 1.96 2 2- 3 1 1.05 0.00 0.38 2 1.05 0.00 0.38 3 1.05 0.00 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 0.74 -0.07 -0.68 2 .0.74 -0.07 -0.36 3 0.74 -0.07 -0.03 4 0.74 -0.07 0.29 -------------------5-----------0-74--------------------------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 Sunwest Foods Rice Mill mill girder frame G1 (for col design only) ' -------------< Member Section Forces, -LC Member Joints Section 5 : delta m drift I J y 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 -------------------------------0-53-----------0-01 ----------- 0.53 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 ---------------------------------------------------------------------------- 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 i ---------------------------------------------------------------------------- 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 : delta m drift Member Joints Section Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft --------------- 5 0.00 0.10 -1.34 ------------=--------------------------------------------------------------- 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 0.11 -1.36 ---------------------------------------------------------------------------- 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 -------------------------------------------------------------7-------------- 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 0.39 0.40 -3.87 ---------------------------------------------------------------------------- 5 0.39 0.40 -5.15 _______________< 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 -------------------------------7-------------------------------------------- 2 2 3 1 0.017 0.000 NC 2 0.017 0.000 NC 3 0.017 0.001 NC 4 0.017 0.001 NC 5 0.017 0.000 NC ---------------------------------------------------------------------------- 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 Member Joints Section Deflections, LC 5 : delta m drift 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 0.017 0.000 NC 0017 0000 NC -------------------5 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-------0016 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 -------------------------------------------7-------------------------------- 11 12 3 1 0.000 0.000 NC l 1 II 1 11 F11 1 1 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 15 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 ------------------------------_---- 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 BUEHLER & BUEHLER ASSOCIATES .Ioe Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. Jog NO.. 99138.00 DATE 04/26/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT WA 6Y PLS SHEET NO Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@ Grid E) Loads: LC 6. delta m drift Ce - �,sP�sr� o 033 ET«7 Solution: LC 6 delta m drift 1rrPi 4 1 i. I. ET«7 Solution: LC 6 delta m drift 1rrPi 4 ' Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature RISA -2D (R) Version 4.01 ------------------ ft------------ft------------OF---------------------------- Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 1 46.330 0.000 0.00 Sacramento, CA 95826 Date: 4/26/00 6 File: MILLBFM2 7 Sunwest Foods Rice Mill 8 ' 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 5 69.330 0.000 0.00 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 11500.00 SQCOL CONC 512.00 1.21.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 RISA -2D (R) Version 4.01 1 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 2 Sacramento, CA 95826 Date: 4/26/00 File: MILLBFM2 Sunwest Foods Rice Mill ' Buhler mill bm B2 frame (for column design only) (@Grid E) Members ' Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length -------------------------------------------- in ------- in --------------- ft---- 1 1 2 BEAM 16.00 8.00 23.00 ' 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 16.00 23.00 4 5 1 SQCOL 5 6 2 COL 15.00 14.00 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 Wu 125 psf 11 @ bm 1 1 ' 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 5 Delta M drift 1 ' ___________________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude ------------------------------------- K,K-ft Location -----------ft or % --------------- 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 2 2 3 Y -35.000 18.330 Member Distributed Loads, BLC 1 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 1 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 ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 1 -1.000 0.000 0.000 Load Combinations RWP3 No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---=------------------------------------------------------------------------ 1 total dl + 11 1 1 2 1 3 1 4 1 7 2 dl + skip 11 1&3 1 1 2 1 4 1 V 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 -� 6 delta m drift 5 1 t Joint Displacements, LC 6 : delta m drift Joint +------- Translation -------+ Rotation No X Y Az ------------- ins --------------in ------------ rad ------------------------------- 1,�✓`�0.033 0.000 -0.00015 2 '' 0.033 0.000 0.00001 3 0.033 0.000 0.00001 4 0.033 0.000 -0.00015 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 ------- r;---------------------- 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 m drift 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 j� 4 1.14 -0.60 0.88 V 5 1.14 -0.60 4.03 -------'------------------------------------------------------------------- 2 2- 3 1 0.90 0.09 1.04 2 0.90 0.09 0.52 J3 0.90 0.09 0.0'1 �y 4 0.90 0.09 -0.51 ,\ 5 0.90 0.09 -1.03 ---- --- ------------------------------------------------------------------ 3 x 3- 4 1 0.66 -0.60 -4.01 2 0.66 -0.60 -0.88 3 0.66 -0.60 2.24 4 0.66 -0.60 5.37 ---�_` 5 0.66 -0.60 8.50 A---------------------------------------------------------------- X -(; 5- 1 1 -0.60 0.67 0.00 t \ 2 -0.60- 0.67 -2.14 3 -0.60 0.67 -4.27 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 �I 2 -0.69 0.24 -0.75 3 -0.69 0.24 -1.51 4 -0.69 0.24 -2.26 5 -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 r ' RISA -2D (R) Version 4.01 Buehler & Buehler Job :'99138.00 7300 Folsom Blvd., #103 Page: 5 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.Section Forces, LC 6 delta Member Joints Section m drift 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 y L/n --------------------------- in----------in----------------------------------- 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 4 5--------0_033-------0_002----------NC---------- 0.033 0.008 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 11 RISA -2D (R) Version 4.01 11 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 6 Sacramento, CA 95826 Date: 4,/26/00 File: MILLBFP 2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) Member Member Joints Section Deflections, LC 6 : delta m drift I - J y x y L/n ---------------------------in----------in----------------------------------- 3 0.000 -0.017 NC. r� 4 0.000 -0.024 NC 5 0.000 -0.030 NC ---------------------------------------------------------------------------- 11 1 11 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. / DATE �v 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 1 1 1 V= Vit' U �' 7-27 r //a ,Vt: l4'5;yh� (-7p ,�r�� God �,�"I �'�����jii✓� Ni�"2Z o�G� 44Z;4,4=; t4', 77o11-0 Y.S /Ze 5C7707-'/ %y To Rewder Call NESS CUSTNM'printing Service TOLL FREE 1.800-888-8327 NESS, Inc.. Peterborough. NH 03458. Ret. feo: G 10900551 1 1 BUEHLER & BUEHLER ASSOCIATES JOB -F -1p5; STRUCTURAL ENGINEERS, INC. JOB NO. I �• d DATE 7300 Folsom Blvd. Suite 103 L p SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. T7 54D 9 w. i } cR(I2,�� I -D FSM I �t Ll� /j``'J vt �To Re �tlar Call NEBS CUSTmM`•Printing Service TOLL FREE 1.800-888-6321 NIBS, Inc., Peterborough. NH 03458. Re!. No: G ? 09001;55 Scall NEBS CUSTGM`•Printing Service TOLL FREE 1.800-888-6321 NIBS, Inc., Peterborough. NH 03458. R^-1. No: G ? 0SWi55 BUEHLER & BUEHLER ASSOCIATES JOB ' STRUCTURAL ENGINEERS, INC. JOB NO. / DATE 11l�%Dv 7300 Folsom Blvd. Suite 103 L O2 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 11, 7 X i'o "s /A/ Fo�e6 iV X- >DiA�aW ('�4' G -If. oJ11 000 .x is, 3 A 0,7 X /d" 3 /A/ / /' q k /O 3. /N /r / 00 _<1 /, 2 C_ -riot To R.0,dor Oa8 NESS CUSTVM" printing service TOLL FREE 1-800-888-6327 NESS, Inc.. Peterborough. NH 03458. W. 140:G 103"C"551 1 1 1 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 CENTER OF MASS Building Overall Dimensions X= 42.0 ft. Y= 70.0 ft. roa Sunwest Foods Rice Mill roe NO. 99138.00 DATE CUENT CJA - ey 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 + Am e = 33.0 ft. CMX -Amp ex= 16.7 ft.I CMY -Amp ey= 24.6 ft. t 1 1 BUEHLER &BUEHLER ASSOCIATES joe SunwestFoods Rice Mill STRUCTURAL ENGINEERS. INC. joe No. 99138.00 DATE 7300 Folsom Blvd., Suite 103 CLIENT CJA BY PLS SHEET NO. GSI SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm CENTER OF RIGIDITY ('.RY (WAI IR IN THF Y nIRFCT1nN 1 WALL Thkns in Length ft Height ft E ksi Fixity Rx 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 16.54 1 653.27 CRY= 39.5 ft. r r:rnt,Tnn�yI..ir_1m ia►:Iy.>.rrarn WALL Thkns in Len th 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 ICPX= 250.77 11.8 ft. Fixity: 1 = Fixed -Fixed 4 = Fixed -Pinned 1 Rigities are relative. They are based on P=1000 Kips. R = 1000k/in. ri fl BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm V`- 239 kips eccentricity = 6 ft. Ve= 1547 kip'ft. .,oe Sunwest Foods Rice Mill Joe No. 99138.00 DA TE cuENT CJA • By PLS sHEETNo. Ut77 HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION CMY+ Amp. Ey ( cry-cmy= 10.67 ) WALL JRx ly ID JR -D R'D^2 Fv I 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 0.0 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 0.0 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 0.01 1 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 0 0.01 1 0.0 39.5 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 1 16.51 1 19929.4 WALL I IRYX 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 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 11.81 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 0.01 0.00 0 1 0.0 0.0 11.8 0.0 0.0 0.0 0.01 0.0 0.00 SUM OF Ry-- 1 21.3 7575.2 ISUM OF RD^2= 27504.6 i 1 i 1 1 1 1 1 1 1 1 1 1 1 i 1 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. Joe Sunwest Foods Rice Mill Joe NO. 99138.00 DATE cuENT CJA ay PLS SFEET NO. L O� HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY- Amp. Ey ( cry-cmy= 10.67 ) WALL IRx I ly ID JR -D R'D^2 jFv jFrn I Ftotal fv WALLS IN THE X DIRECTION kfft 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 1.6 0.0 39.5 62.7 2476.2 22.9 8.1 31.0 7.76 0 0.01 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 39.5 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 0.01 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 39.5 0.0 0.01 0.0 0.0 0.0 0.00 0 0.0 0.01 39.51 0.0 0.01 0.01 0.01 0.0 0.00 SUM OF Rx= 16.5 1 1 19929.4 WALL I IRyX I D JR -D R'D^2 jFv jFrn IFtotal fv WALLS IN THE Y DIRECTION k/ft 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 -31.2 943.6 0.0 -4.0 -4.0 -1.21 Ze 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 0.0 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-- 21.31 7575.2 Boum ur Ku"L= L/OVR.O BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Office 2nd Floor Diaphragm 1_ 201 kips eccentricity = -9 ft. Ve= -1830 kip'ft. .,DB SunwestFoods -Rice Mill JOBNO. 99138.00 DATE CLIENT CJA BY PLS SHEET No. 41477 HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION jC7X + Amp. Ex ( crx-cmx= -7.01 ) WALL IRx I ly ID JR -D I R'D112 jFv JFM Ftotal fv WALLS IN THE X DIRECTION k/ft 9a 5.4 70.0 -30.5 -164.2 5010.1 0.01 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 0.01 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 0.0 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 19929.4 WALL I Ry Ix ID JR -D R'D^2 jFv JFM Ftotal fv WALLS IN THE Y DIRECTION k/ft W.1 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 9.81 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 1 0.01 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 7575.2 ISUM Ok HU^Z= Zf2U4.6 1 1 1 1 1 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 = -5 ft. Ve= -986 kip -ft. JOB Sunitiest Foods Rice Mill JOBNO. 99138.00 DATE CLIENT 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 -D R -D^2 jFv jFm Ftotal fv WALLS IN THE X DIRECTION k/ft 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 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 0.01 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 39.51 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 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 16.5 1 19929.4 WALL I JRyX I D JR -D R -D^2 jFv jFm Ftotal fv WALLS IN THE Y DIRECTION kfft W.1 15.3 0.0 11.81 180.4 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 8.71 1.0 9.7 3.05 Zf 1.0 42.0 -30.2 -31.2 943.6 9.81 1.1 10.9 3.27 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 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 0.00.0 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 7575.2 SUM OF RD -2= 27504.6 BUEHLER & BUEHLER ASSOCIATES JOB i STRUCTURAL ENGINEERS, INC. JOB NO. �/ r/ r O� DATE 7300 Folsom Blvd. Suite 1039 SACRAMENTO, CALIFORNIA 95826 CLIENT BY �� SHEET NO. G �vIF t 1 1 1 1 i 1 1 1 1 1 1 1 1 t a "Vo X,V.sr - AvcsT o Reo:oor Gall NEBS CUST61MI`"printing Service TOLL FREE 1.800-888-6327 NESS, Irk., Peterborough, NH 03458. 0, / 5 z - O.OS ash _ / o Ir/� 4_ y!515 De t Ref. No: G 1 0 9 0005 5 1 1 n t BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. • DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY pL5 SHEET NO. _ /y� = /,7-7 i p, 7 3 D il 35 "k, /, s3 = ��' 7. ptgfro 61e s �3 x?a.33 �r �. X/.3 = �25�� p,C 32 KSi. sx �2a,33 X/Z 7GL X c sXaiow i L 20 4G Tc Re ,dor cm NESS CUSTPrM"printing service TOLL FREE 7800-688-6327 NESS, Inc., Peterborough, NH 03458. Re`,. No: G 109OM5511 1 1 1 tl 1 I1 BUEHLER & BUEHLER ASSOCIATES JOB— STRUCTURAL ENGINEERS, INC. JOB NO. . ®� DATE 2 r�rJ 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 4i / e'. L/,A/A /15 X A.3 J �.J 2paa ti , ocJoT �Imr-zan5*, en-/�}-FfL pr 4-)t)G'OnaC �oL, . �. o,e CaL. la�wrioev epl4z- G'O Nc, /ti/ WT 7 / / o ok 01 Ail 04 �eqsgf� fo Reorder can NU5t , cu3o1 vain printing sernce wLL rnto rvnuaoua-oaer rvcw, nw., re�eroorougn, nn u:woo. t 1 .1 t . I 1 BUEHLER & BUEHLER ASSOCIATES JOB— �� M L STRUCTURAL ENGINEERS, INC. JOB NO. / / Id11' .I% DATE 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO. `Z/ z SACRAMENTO, CALIFORNIA 95826 . 7 %SES 70�/�1l x —_ /�j�c - / pox L . �/ �, � 7 / G-��5 • �� /��'r� r'— ` r ICS '41 wk.(- 4. ''/ s �'V� A-' X /'2 L /Z/ "N L /r 77 '�' 2 _�--47 A � Z4 ✓ice �� -7-7n ln4Vh AK2 L3�i � lP -P� 7/x'5 e r I To Reo idor Call NEBS CUSTOWiprinting service TOLL FREE 1.600-668-6327 NE85, Inc.,Peterborough, NH 03456. Ret. No: G 109CE0551�Call NEBS CUSTOWiprinting service TOLL FREE 1.600-668-6327 NE85, Inc., Peterborough, NH 03456. Ret. No: G 109CE05511 1 1 1 L� 1 1 1 1 JOB I L BUEHLER & BUEHLER ASSOCIATES �yA/ G�IF STRUCTURAL ENGINEERS, INC. JOB NO. / / 15 0 , V— DATE � 7300 Folsom Blvd. Suite 103 f U�3 SACRAMENTO, CALIFORNIA 95826 CLIENT BY �GS SHEET NO. Rea 2darCaII NESS CUSTGM`�printing service TOLL FREE 1.800.888-6327 NESS, Inc., Pelerborough. NH 03458. Ret No: G IMC551'Cn0 NESS CUSTGM"printing service TOLL FREE 1.800.888-6327 NESS, Inc., Peterborough. NH 03458. W. No: G 10300651' s 1 1 L BUEHLER &BUEHLER ASSOCIATES ADB STRUCTURAL ENGINEERS, INC. JOB NO. Gl%l3� .OD DATE va 7300 Folsom Blvd. Suite 103 / SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. � SEL �P- .�y'r OSx y 1s,��.y.,' < 3S�/33 �� p• �2 �a := r 2��5� < L �� k l � X /2 x lS• y � �3��i r � Som �5 •� � 3 � . (rtrx 33x/2 7. GZ s x o. ��,r �9•�x �z , i �• 16h �cf 33�� /, -7 -7 ip L 7, (WSx ��933Xiz)z 221 x /.33 3 To Reorder Call NESS CUSTf)M'printing service TOLL FREE 1.800-888-6327 NES$ Inc., Peterborough. NH 03458. Het. No: G 1096:00551 BUEHLER & BUEHLER ASSOCIATES JOBS STRUCTURAL ENGINEERS, INC. JOB NO. y Q DATE �U 7300 Folsom Blvd. Suite 103L:5 SACRAMENTO, CALIFORNIA 95826 CLIENT BY / SHEET NO. G / !0i to, ;rl4' 1a' 144, /ewy� 400 ',l 0;! 5- —/Op l-I%x /. 257-X'1"vx .0, 06'k = lea �`F7 �H �2,e /y 6 5 - W. Reorder CAii NESS CUSTW'printing Service TOLL FREE 1 -800 -BBB -6327 NIBS, hw.. Petedwrough. NH 03458. zg � 2 - *� 12 Ret No: G 10900055i BUEHLER & BUEHLER ASSOCIATES JOB �u/UGr/ v� , Mae - STRUCTURAL ENGINEERS, INC. JOB NO. 1—gP; . e/ a DATE 7300 Folsom Blvd. Suite 103 G u �L SACRAMENTO, CALIFORNIA 95826 CLIENT BY L / SHEET NO. c >���G /OE�� ,8o n�r*evrs . Af A- 112 /3. ri �� ZZ® /, ®mss 7 x �- � 11111111111Te Reo:aer Call NEBS CUSTGMr"printing service TOLL FREE 1-800.888-8327 NESS, Inc.. Peterborough. NH 03458. Re;. No: G 10300 ;551 se 1 11 i It BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. I , © DATE I DO 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ! 7 i ��f� til y �/T'w�✓ �N i I e / Ix /d _ o, to ? o d, m o 2 X �p ..�ve x Com' z 9 k /0332 ¢ kFr M � ---i a NFRC fl1CT64Wnrintlnn —ice TCRI FRFF 1.806888&8327 NeBS. In- Peterhorouoh. NH 03458. Ret No: G 103000551 ori- ��/� � TN � ��j ��N����✓ � a p, �z ��o%�Zvr �pD'� o� w%� T. z ---i a NFRC fl1CT64Wnrintlnn —ice TCRI FRFF 1.806888&8327 NeBS. In- Peterhorouoh. NH 03458. Ret No: G 103000551 Jos BUEHLER & BUEHLER ASSOCIATES /N Q STRUCTURAL ENGINEERS, INC. JOB NO. �/ / / 3A • 9 DATE 2O. Z 7300 Folsom Blvd. Suite 103 !�/ I SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ok > __— - i W4, - /75 5 �a -9/i 3 �- 7e ' L �/ �/`r / o " ®ivd S L -ole Ole- 01 z Ste ,CEJ � UG.r To Reorder CA11 NESS CUM M"printing service TOLL FREE 1-804D-BW6327 NESS, Inc.. Peterborough. NH 09458. Ref. Ivo: G 10:000551 BUEHLER & BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO.�DATE O 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO. SACRAMENTO, CALIFORNIA 95826 —� IF 11 9. f it 149 i u Ta rFe O, 2 i -V cam, 2 K �2 -7p r;:;;4 f` 01 K /zZ_�27K V = 15.84 l3, ZK° i/• 15.2 K 13.8 ytlu = �✓`�" K/� L D. rid ell r Reoroor Call NEBS CUSTOM`"printing service TOLL FREE 1-800.88&0327 NESS, Inc.. Peterborough, NH 03458. Ref. No: G 109000551 '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 Sunvwst Foods Rice Mill JOB NO. 99138.00 OA TE CUENT CJA 6Y PLS SHEET NO. L Or 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 Accidental torsion, 5% Amplification Factor, Ax Amplified eccentricity CMX= 38.3 ft. ex= 4.4 CMY= 8.8 ft. ey= 0.9 Ax = 1.0 Ax = 1.2 Amp ex= . 4.4 Amp ey= 1.1 CMX + Amp ex= 42.6 ft. CMY + Am e - 9.9 ft. CMft.X - Amp ex= 33.9 CMY - Amp ey= 7.8 ft. 1 ti 1 t IV BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine joB Sunvest Foods Rice Mill Joe No. 99138.00 DATE CLIENT CJA BY PLS SHEET N0. GZo Z' CENTER OF RIGIDITY CRY (WALLS IN THE X DIRECTION) ��L�i[!1:11LL111aL�l!11LiLLll���©� CRX (WALLS IN THE Y DIRECTION) WALL Thkns in Length ft Height ft E ksi Fixity Ry X R X 0.6 9.625 20 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 11.64 635.85 CRX= 54.6 ft. CRX (WALLS IN THE Y DIRECTION) WALL Thkns in Length ft Height ft E ksi Fixity Ry X R X 0.6 9.625 20 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 11.64 635.85 CRX= 54.6 ft. Fixity: 1 = Fixed -Fixed 4 = Fixed -Pinned Rigities are relative. They are based on P=1000 Kips. R = 1000k/in. r t e i ti BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 L SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine V= 54 kips eccentricity = -1 ft. Ve= -57 kip -ft. .,oB Sunwest Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA By PLS SHEET NO. HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY+ Amp. Ey ( cry-cmy= 0.01 ) WALL JRx I ly ID JR -D R -D^2 JFV jFm Ftotal fv WALLS IN THE X DIRECTION kit 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 0.0 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 0.0 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 1 156.11 1 WALL IRy Ix I D JR -D R -D^2 jFv JFM Ftotal fv WALLS IN THE Y DIRECTION kfk 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 0.01 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 0.01 0.0 0.01 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 1 54.6 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Ry= 11.6 1 19628.7 SUM OF RD -2= 19754.8 1 I r i i T i 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 ' SACRAMENTO, CALIFORNIA 95826 Packaging Mezzanine .loe Sunwest Foods Rice Mill Joe No. 99138.00 DATE WENT CJA By PLS srEETNO. L20 HORIZONTAL DISTRIBUTION FORCE DIRECTION X FORCE LOCATION I CMY- Amp. Ey W 54 kips eccentricity 1 ft. ( cry-cmy= Ve= 58 kip'ft. 0.01 ) SUM Ur KU"Z= 114/019.01 WALLS IN THEX DIRECTION ��� 1 1 �® • I I I I. II 11� 11 II II 1I 11 III l l� 1 1 1 I I I I I 1 1 III �- II I� I I 1 I 1 I I I l/ III 1 1� l l� I I I I I I 1 I 1 1 III �- 1I 11� 1I 11 11 11 rl III �- I I 1 1� I I 11 I I I I / l 111 �- 11 Il� 11 1I 11 II Ir III �� II II� 11 II 11 1I 11 /II �- 11 /I� II II 11 11 Ir III �- II II� 11 I/ II II 11 /II �_ II 11� II 11 11 II 11 III �- II 11� /I 11 11 II rl I11 �- II 11� 11 II 11 1I rl III SUM Ur KU"Z= 114/019.01 DIRECTIONWALLS IN THE Y ��� 1 1 �® • I I I I. �- II ll� 11 II II /I 11 I/I �- 1I 1I� II 11 11 II Ir III �- 11 11� 11 11 II II Ir III �- II 1I� II 11 II 11 11 III �� II 11� II 11 1I II 11 11l �- 11 11� II 1I II /I 11 /II �- 1I II� 11 II /I II 11 III �_ 11 Il� 11 11 1I 11 rl III �- II 1I� II 1I II II 11 I/I �- II II� II II II 11 11 /II SUM Ur KU"Z= 114/019.01 1 t i 1 1 i CJ BUEHLER 11 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 Sunvest Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION I CMX + Amp. Ex ( cnc-cmx= 16.36 ) WALL JRX I Ry Ix I Y ID JR -D R'D^2 jFv JFM Ftotal fv WALLS IN THE X DIRECTION kfft 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 8.8 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 0.01 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 0.0 0.0 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 SUM OF Rx= 2.0 1 156.1 WALL I Ry Ix I D JR -D R'D^2 jFv Fm Ftotal fv WALLS IN THE Y DIRECTION k/ft Q.6 4.1 0.01 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 54.6 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 1 0.0 0.0 54.6 0.0 0.0 0.0 0.0 0.0 0.00 0 1 0.0 0.0 54.61 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 54.61 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 0.01 0.01 0.0 0.0 0.00 SUM OF Ry= 11.6 19628.7 SUM UI- KU^Z= 7V/04.0 i r i t 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. joe Sunwest Foods Rice Mill Jos ND. 99138.00 DATE CLIENT CJA BY PLS SHEET No. (�4OLF HORIZONTAL DISTRIBUTION FORCE DIRECTION Y FORCE LOCATION 13MX - Amp. Ex ( cnc-cmx= 16.36 ) WALL JRX I ly 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 8.81 0.0 0.0 0.01 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 0.0 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 0.00.00 0.00 0 0.0 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.00 SUM OF Rx= 2.01 156.1 WALL I i Ry IX ID JR -D R'D^2 jFv JFM Ftotal fv WALLS IN THE Y DIRECTION k/ft 0.6 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 19628.7 SUM OF RD -2= 19784.8 1 1 I 1 r i BUEHLER & BUEHLER ASSOCIATES JOB OU �� STRUCTURAL ENGINEERS, INC. JOB NO. �/ ' DATE /d U 7300 Folsom Blvd. Suite 103 Za SACRAMENTO, CALIFORNIA 95826 CLIENT 8Y� SHEET NO. V g /L �pt AAY121-070 / opo K / 3Zo'K �i 142rG/ 4-4. l,/D.e& d = . S'` S 4'1- ZI 6 �Y� of 14 212'.k1axZ f 0 2x0.53 1e (:p f- /aoo '14::� z 0. i 46 rV.6 a.l 67 80�p SFT yf-V-q I~ ViZI g WO -I w o� /V rL oak. 25 K A.54Qo_ = O.7 o Reorder Call NEBS CUSTOM" printing service TOLL FREE 1-800-888-8327 NESS. Inc., Peterborough. NH 03458. LOQ/ 1�L Ref. No: G 109670551 BUEHLER & BUEHLER ASSOCIATES JOBSTRUCTURAL ENGINEERS, ENGINEERS, INC. JOB NO. . DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT ev SHEET NO. - (4M44 WAiGGX2.%,/7.v% 1 /, a." o,t A:e. a emu A 7 �� je - oz��ZS / �✓ 7 d 16,t- / I j4' I i¢ ��, �7 90) 4, 7 T- -7l 27 K Wo Reorder Call NEB$ CUSTfiM'printing service TOLL FREE 1-800-88"327 NESS, Inc., Peterborough. NH 03458. Re'. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. &2& DATE C /2 9 7300 Folsom Blvd. Suite 103LZO SACRAMENTO, CALIFORNIA 95826 CLIENT BY / �S SHEET NO. G�yi� i'✓��X2Z I� KX .11� 60 Con/�/�GT/D1�S ,{ A�32S� X .20'er. 2.9 %g � . ¢ f �7' 2� z Z /ate = 62 K -e Coo a� /6, 79 use _ 0� %1,77 GILT. s7-�f�G f -f S'r2 a�/G �i - �TS%oi✓ ice/GJ� YG. = a esu goox a. 44Al 0/c Ve = D, 6 Sx 2''' -7 J o Reorder Call NEBS CUSTO)Wprinting Service TOLL FREE 1-800.888-6327 NESS, Inc., Peterborough. NH 03458. Re!. No: G 109000 BUEHLER & BUEHLER ASSOCIATES JOB �fN/�{���j37 STRUCTURAL ENGINEERS, INC. JOB NO. G f �v vD O DATE 3 00 7300 Folsom Blvd. Suite 103 L 2 D SACRAMENTO, CALIFORNIA 95826 CLIENT BY ----1 SHEET NO. C% • / i Reorder Call NEBS CUSTGM"printing service TOLL FREE 7.900-e88-6327 NIBS, Inc., Peterborough, NH 03458. Ref. No: G 109N0551 i 1 BUEHLER & BUEHLER ASSOCIATES JDB W �- STRUCTURAL ENGINEERS, INC. JOB NO.q�/��• DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY ( L " SHEET NO. Dz 3K<< �2 ( 0 �� \A• csFrs > 1gK P Sia-����i7"/� AS p Sre_cdC TN. - ..il dL r �• % ZO k �� • 3s � 22 O� 7s �.�� �.�, /per,// = 32 �� / 7 r-22 /7' 17 - s� 06,/X - '. Ix 2/ x 7 k 7 is' 2 d� Roorder can NESS CUSTGM`"printing Service TOLL FREE 7800-88"327 NESS, Inc., Peterborough, NH 03458. Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB I-41ro.A4 P" 162 l/ STRUCTURAL ENGINEERS, INC. JOB NO. -DATE. OJ 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY / s SHEET NO. L Z� / G+lg�0 /0' r f� Cx! o C'70V 4. /,5-e00/ 'x 7 G ZS" ' e�� ICS lr_4rz Te Reorder Call NEBS CUSTCM'printing Service TOLL FREE 1.800-688-6327 NEBS, Inc., Peterborough. NH 03458. b� 7.6p s- iGg � r /�� 0, oi3 < 4f, 57 OX/.33 Ne`. No: G 109-100551 BUEHLER & BUEHLER ASSOCIATES JOB i!/�N w g5!7 . �. STRUCTURAL ENGINEERS, INC. JOB NO. —/ 439 • DATE 2 �� 7300 Folsom Blvd. Suite 103 GsG2 y SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. r o Reorder call NESS CUSTOM -printing service TOLL FREE 1-800-888-8327 NESS. Inc., Peterborough. NH 03458. Ir� i � ark 112'e GrJ = 2X3 zf �� k 47�� /1 Ref. No: G 109W0,51 f 1 t i BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 f•;gi gill l Flfh7ii `Given: JOB SunWest Foods Rice Mill (1997UBC) JOB NO, 99138.00 DATE 12/17/99 CLIENT CJA BY PLS SHEET NO. L Z /,3 Location: Biggs, CA Soil Profile: Height (Hn): 12.0 ft Zone Regularity. regular System: Ordinary Steel Braced Frames Per Table 16-N Period Coefficient: 0.035 for steel moment frames, 0.030 for conc. frame. 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= 5.6 Ct= 0.020 0.13 sec 0.00 sec T= 0.13 sec 1= 1.0 Soil Profile Typ-e 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 Equivelent 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 F, ���� BUEHLER & BUEHLER ASSOCIATES JOB ' �?fQG� Al/ �L STRUCTURAL ENGINEERS, INC. JOB NO. !f /` v ' DATE 7300 Folsom Blvd. Suite 103 LZ� SACRAMENTO, CALIFORNIA 95826 CLIENT BY LS SHEET NO. .g t 17. f.; ,0,3 K�Eis r iS 5 K CV M �o s�??r4'i✓ TS Gx/,P:: /0,3,r2,2/4*2¢f D,SnS—r- 5-J e--- b/e = /K".2 POL,//,w In, Reo:our Call NEBS CUSTGdM" printing Service TOLL FREE 1.800.88&8327 NIBS, Inc., Peterborough, NH 03458. - Re!. No: G 109030551 1 t 1 1 1 1 1 1 JOB /�iOy / ���✓ / � / t ie,. BUEHLER &BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. JOB NO. ( �G /i:v DATE 512 7300 Folsom Blvd. Suite 103/ SACRAMENTO, CALIFORNIA 95826 CLIENT BY lis SHEET NO. 2—,7-1 -5 l -47-0724-L p r-6;74 A�y/ r?VWX Zn� /7, r 12. C-�ovs S a 6g. S - (11-7, s'-= 2> 1 %vp, x 27-. �5— 17 6 / C'bZ T01z - / -7. G K k 2 Ag SIP 1c, Reltler Call NESS CUSTOM"printing service TOLL FREE 1-800-888-8327 Ne BS, Inc., Peterborough. NH 03458. Ref. No: G 109Q0551 BUEHLER & BUEHLER ASSOCIATES J06 STRUCTURAL ENGINEERS, INC. JOB NO. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY_ /e�X�------------------ /1 X 4 s/or-s (-;' 7s. C'oNs. /'z o, -;-;,%'ea, S' A� 7 � z 3� K /c (fo ----� 3 Of i --- ---� 17-6, To Reordor Call NESS CUST441MI'printing Service TOLL FREE 1-BM888-6327 NESS, Inc., Peterborough. NH 03458. DATE SHEET NO. -7,7 7CZ /N Z' Het. No: G 109CJ0551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. - Suite 103 L 77 1 —7 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. A677-1 69sir-s . �_ 3� � 2 2 - /,=_7 Ia:t � N �� '►� i M 4s K Ie � -37 2/3 �y "0' /3S� 414 C ? v 'Ole �_ SX 2 X A �' x / ST Ate- 3 l a� To Reortlor Oau NESS CUST61MI"printing service TOLL FREE 1-800-88&8327 NESS, Inc.. Peletborough. NH 03458. Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB —42� STRUCTURAL ENGINEERS, INC. JOB NO.( (��/ • `r DATE °1 7.300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. 11 W,4-� 1 1 r4a -e---" �. % Alf �.o 257- Lip &rT a /Nd '5mr� To Re Ider Call NESS CUSTliM'"printing service TOLL FREE 1.800-88"327 NESS, Inc.. Peterborough, NN 03458. Re`. No: G 10900:551I I r4a -e---" �. % Alf �.o 257- Lip &rT a /Nd '5mr� To Re Ider Call NESS CUSTliM'"printing service TOLL FREE 1.800-88"327 NESS, Inc.. Peterborough, NN 03458. Re`. No: G 10900:551I BUEHLER & BUEHLER ASSOCIATES JOB -fir WTDjp � P�7a-� STRUCTURAL ENGINEERS, INC. JOB NO. / ea. O0 DATE 21/77 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 2' Ti�T- u � 1�1hi Vic- ea�T If��� � =/ �•- P Wer c_ W j (:2 %2 147' /a � �� f a eaN.sL=1� �• r r 1 S� if `f d av 2 � r P44- �! Pot/ 2 ,Q h ids (� � � � � /.�s� �8 �•� corder Call NEBS CUSTGM" printing service TOLL FREE /-600-88&6327 NEBS, Inc., Peterborough. N o345a. �'P ��G(�� �. WM •-�G' /��� r" �GGil W 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) 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 solutiona� qu (klf)• P1u (lb) P2u (lb) case.2� 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 0.875 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 M Concrete 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) 1.84 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 hl (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 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 hl / 150 1.64 Concrete Tilt -up Slender Wall Wall ID: Panel at 12' door , materials concrete fc' (psi) 3000 61 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 hl (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 qu (klf) P1u (lb) P2u (lb) case ///!'1 0.325 0.00 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 ft) 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 hl / 150 1.64 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Concrete Tilt -up Slender materials Wall Wall ID: Panel at 3.5' door concrete fc' (psi) 3000 61 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 L 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 OK del -allow h1 / 150 1.64 w6p 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) 1.24 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 J' qu (klf) P1u (lb) P2u (lb) case 0.208 0.00 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 C 80.6 c 1.24 Mn (k ft) 21.20 Ase 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 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 t 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Concrete materials concrete fc'(psi) 3000 61 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 (kif) P1u (lb) P2u (lb) case � 0.208 0.00 4.68 Pu (k) C/• 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 hl / 150 1.64 MI -0-1 Wq Concrete Tilt -up Slender Wall Wall We Panel at 12' door & 3.5' door wind force reduced for non -corner condition materials concrete fc' (psi) 3000 131 0.85 .6pb 0.012828 steel fy (ksi) 60 Ec (ksi) 3122 L 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) 9.4 wind q wind (plf) 230 seismic q seis (plf) 250 check vert. Load stress Ps 9.40 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 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 qu (klf) P1u (lb) P2u (lb) case 0.350 0.00 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 125.6 c 1.21 Mn (k ft) 32.76 Ase 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 1 1 1 C 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 W.l,./ 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. / r ' &2'0 DATE 7300 Folsom Blvd. Suite 103 V SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. -VL-T U% pg x c 4 o. - S 1-7 M = 4:17-7 /'Zs '4�uN/� "'P. p 2 5-� 20, S k /2 = �, / l�'r�G�-rT C.�"j �F' � � /"r '' X,J7"5 : ' JV172— rr C' -V Ta WX L� ,To fie rdor Call NESS CUSTGNI-printing service TOLLFREE 1-800.888.8327 NESS. Inc., Pete=rough. NH 03458. Rei. iVo: G 209'-005511 1 1 1 1 1 1 1 1 i 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. I , 22Z DATE v 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. e�L �Z�{ /JFK .rrr-11 /0 ¢x�0 fr- z // 5�P s1r- /,- s7 2902 2 X iq 2 To Reordor Calc NEBS CUSTOW 'printing service TOLL FREE 1.800-868-6327 NESS, Inc., Peterborough. NH 03458. Ref. No: - of BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB Sun West Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA BY PLS SKEET No. /tel Tension Capacity Pss = 21 Kips. Pc = 35 Kips. Shear Capacity ANCHOR BOLT CHECK (GROUP ACTION) Vss = 18 Kips. Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) 17 Kips. Description Train Canopy Portal Column Concrete Fc = 3000 psi A = 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.85 (Based on reinf @ Bolts) Edge T = 6.25 in. (Concrete thickness) Bolts O - - - - - O ; Total No. 2 Shear Bolts per row 2 Bolt Size 0.500 in. Ab = 0.20 sq. in. Le = 4.00 in. 0-.-.-.-._.O 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. dxl X dx2 dy2 = 18.00 in. 36 dia. OK PJ&u 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. Shear Capacity Pu/OPc = Vss = 18 Kips. VC = 17 Kips. Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel 0.31 OK (Pu/PSS) 2 + (VU/VSS) 2 = 0.19 OK 0.00 OK 0.13 OK dy1 Y dy2 Interaction Formulas Concrete Pu/OPc = Vu/OVc = 1/0((Pu/Pc) + (vu/Vc) Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel 0.31 OK (Pu/PSS) 2 + (VU/VSS) 2 = 0.19 OK 0.00 OK 0.13 OK dy1 Y dy2 rlrr–l-i–_!an_1 1?. yr 1J 1IIII _-ICCL _-I r. Gln 000— nl? 1 r'. i_I-{ ENGINEERING CALCULATIONS of HCI Corporate Office:'-- 18520 67th Ave. NE STEEL Arb9ton, WA 98223 �"� BUILMNG (360) 435-6871 Uy' SYSTEMS, INC. (360) 434.9267 rax Date- Bv: AL J1. S A3Co, SUPRo2r Bt,. HoLE-5 A 325 eocTS S ISoc33.lp 3(o W�N� 6EAM v � . TO REFERENCES: NOTES 2 ,jp F6,4 t4 GL)F oP T Ta L✓ S� 1 1 1 1 rir R-L-/-_� I• �• •-, • lr_. 1_.Rril UD 1 lq 1 _. I CCL J 1 IY . J.Lr- i r'. U171 ENGINEERING CALCULATIONS SheeL Of HCl corporate office:— ' STEEL 1852067th Ave. NE 1V BUILDING (360) WA 98223 (3so) a3s 6e» oats• 04-� z 1 too sy $ A SYWEMS. INC. (360)4355-9267 fa: it 9106 MILL 2 -rl L T PA NE L SV P PoR T SE A M 4 r�1 CL�lP c _rA8 t..e E5PACE WACT = &Z4> PLF V4e1 = -1 - -1 5 l�tps f` Ar, t= 4 S. 5 k USE C15x :53.0p (qtr P¢Ir-4T ovT) MAu..ow S?• -1 kl (° Lu FoQ A3(p CHANNEL oK- =t2e4vt r, = Sol 104- .6L/460 04 - L/480 ACT fZ. F 34 A 3ZS G or-► w1 E G T (o P4 e. 4j,- o 9 Z Pier- SPAN, REFERENCES: F41?Av tT-(s 33.E p�F ?C t of = 33T)# P�e•CE = 46•S'KIXrZ Ji�ja?S o•03l Z 5ez � 1 F,5� -- A)(%A4020 PAF x for MaeT = - 33�f�tPs x 4a �RY C8x il.S nr r.-_-� �. n_i i I 1 CCL i r— ENGINEERING CALCULATIONS HCl CQrporate office: STEEL 18520 67th Ave. NE BUILDING -(360) WA sews (360) 435-8871 SYSTEMS. INC- (360) A35-9267 fa. V l n 0O.L 0l':l f r'. ui0 Sheet 4 of ----✓ �D� l-7si job No. _.- ��. 0 4/11 lop .. SAW -rl LT �A til E L_ SU P Poe T $ eA M pESc N c oNT . Mgk-LOW= o •colo (3Co f�i.} • '181 i = i S • SCo tic. `` > 13 • I fG � o t� e Al.trow 3 Co � (G I p s AcT + (24c T g 3Ir-4 Co• z 1�- M AU -0W AL.LOLJ . � � c REFERENCES: NOTES fll 1 • -"1 -- - - - _ 1 1 '.�I •-fll 1:� 1 VI t ! 1 LLL ! I 1 • . 7T1c� ► -i yr STRESS RATIO FOR WIDE FL.kNGE MEMBERS MEMBER Member Size - C15x33.9 Web Depth (in) - 13.700 Web Thick (in) - 0.650 Flange Width (in '1 - 3.400 Top F1g Thick (in) - 0.650 Bot Flg Thick (in) - 0.650 Yield Flange (ksi) - 36.000 Yield Web (ksi) - 36.000 UtIBRACED 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.aL (k) - 0.000 Shear (k) - 7.750 Moment (f -k) - 48.500 TOTHL P.0 CALC'D ALLOW STRESS ACTION 'STRESS STRESS RATIO Axial 0.00 8.47 0.00 EZ -2 Shear 0.87 14.40 0.06 F4-1 Bend -7' 13.86 21.60 0.64 F1-5 Bend -B -13.86 16.56 0.84 F1-6 Akl+Bnd_T 0.64 H2-1 Axl+Bnd_B '0.84 M2-1' Q3=1.00 Qa=1.00 Q=1.00 TOTHL P.0 1 I r HHF`30-2000 09:15 .-.Tl--Il I STEEL ':-.TF,. ENGINEERING CALCULATIONS HCI corporate Office: 18 520 67th Ave. NE STEEL Arlington. WA 98223 BUILDING (360) 43"871 SYSTEMS, INC. (360) 435-9207 fax DE F1 EC T lQ/V S O� s Shoot of Job N 12AW:. _lph _zLap�_ a. WA C>u c- To .94P .6. FZA C, I Q� G ON E-:, � EAVE.- -F7A 9 A L L E L_ T(L_Tr--UF A. iJ V r -Z 7 7-:2 t4 /V .9>. 1,-` Vx x 4- KOO ell 0 . ?ZACA lJ ((ZZ-2�Zs � F3 A -Y Fo2c G- IN IZ (:>� -7- 4 4 1 ps. Pao x REF A 0,01 E ENCES: NOTES ITHL P. 06 '---.TEEL '_.TP. ]ENGINEERING CALCULATIONS HCI Corporate Office: 18520 67th Ave. Ne STEEL Arlington. WA 98223 BUILDING (360) 43"871 SYSTEMS. INC- (360) -935-9267 fax EL ON o4 A t r- Rom 91b 662 6197 P. 05, . . of Job No 7 � 1 Date.__ Jlw —I -T-H- (e:..:> r- L --,:t) W -I rj r�.7 1z L I<. I r4 A I_ szd>c> L_ F— t-4 yk .4-1 2_0' New LC rl C;TH At9 yTPA I r-1 1+1(Ax0HE Wf_:-13 84eWt'P44Cq + E2 --rvic� 1rL-ecTiof-J or -J U O REFERENCES: I v7E �j A' W I �_L I 11 I HHP-30-201210 09: 1-4 1--Flk E.TC11 I -.TEEL 1 -JR. ENGINEERING CALCULATIONS NCI Corporate Office: STEEL 18520 671h Ave. NE Arlington, WA 98223 BUILDING (360) 435.88711 C I SYSTEMS. INC. (360) 435.9267 fax x), �A V'e 9-16 662 6113"1 P. C14 4- V13 Sheat of Job No. ... ... ..... . Date ay. C> I t4 51. 2 - SETS OF 82A Gl t1j 61 C> wpm '1'�W�� ��F{S!-'SIG LOA AL..4— A � IN GA<-_ H K M.- 11/f --1.i .2d- 6>01 �. TN IS A tJ!S;, L ATE j r4 TC, W A ogie4ir ' &A L_ P_4>0 Lr--N4,-rH = NE w 1z c' C> LL- W CmTVi 4&. -4cgpe58 I 1 I ) z REFERENCES: se- 2 u � _ 4 540T )Zd>r,> EL(:*4<.A_TlC>" agax THS P7o c_ L (::>LAJ I P4 (q Z -7 - 8 S Co e5, Y64 j6M 7,0 7X46P')('L7.19 46 m -7- `1(Co C �'" _ L �, Ix 20 ............. 1 1 1 1 1 HHP-730-2'000 C-19: 14 C.Rk 1': -,Tl --Il I ':.TEEL '--.TF. ENGINEERING CALCULATIONS Corporate Office: 'Sheet of HCI BUILDING (360) 435-8871 Dalle: /2 -Z By, SYMMS, INC. (360) 435-9267 tax 18620 67th Ave. NE STEEL Arlington, WA 98223 Job No REFERENCES: OTES u BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 r SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. i dc. Ag: - 0, 4 10-- /2 jG'�6-ter / ¢ k-pT �/ter }/ d 74* To i;eorder Gael NESS CUSTCM"printing service TOLL FREE 1-800-88&0327 NESS, hw., Petert tough. NH 03458. Ret. lao: G 103000551 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. / I I4�V DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BVD SHEET NO. �i✓�/rte% Z Z \\ ;,/-, de O O03 3 i 4 Ta Reo:dor Cali NEBS CU5T61VI'printing service TOLL FREE 1.800-868-6327 NEBS. Inc.. Petwborouoh. NH 03458. 2- ),N Ref. No: G 10900,9551 1 BUEHLER & BUEHLER ASSOCIATES JOB �uN Gd�v?" �&&Ge 11-11 c -c STRUCTURAL ENGINEERS, INC. JOB NO. Dy DATE �v 7300 Folsom Blvd. Suite 103 /Fp S SACRAMENTO, CALIFORNIA 95826 CLIENT BYE SHEET NO.1(77 C./. p. �/Au� 09T or - ���. �,o = Q,� Ga Z,• � f 3 h �p r 3,0 i° h/A2c ex. �, O .T,1 �- �� 3, o TVP Gv�4 �. r W% 2 '�'Og-rter 0 ,P e-0/4 15 A b�'2 �. ee-2"r.;� 2 J �/ IN ins = JrX�> x ��, 5 - O. ¢io/2i L �I I o Reo:dnr call NESS CUSTCiM" printing service TOLL FREE 1.800 -BBB -6327 NESS. Inc., Pete=lough. NH 03458. I Ref. fdn: G 2090002 1 s r BUEHLER & BUEHLER ASSOCIATES JOB / UL STRUCTURAL ENGINEERS, INC. JOB NO. 7300 Folsom Blvd. Suite 103 ,p SACRAMENTO, CALIFORNIA 95826 CLIENT BYSHEET NO. ?W*" &0,, /.3u/ eTe , /,55/ / 11 -1 l3�1 KDL /2 Ot 7 LL /2D, ka i. Pa s /6.7 /c Pers = 23,2' V-54) z. q,7fz3,Z�,4kq �K T41f:T -.4�4 DL 11401wole'L- Etl4a �. k. -6r- Y'5 wlz)7-1-V 0,-- rp�j> 1.165 �S,r--o p/./ 2x &I / / / . 15i57;19/VCr rtV411 iwCpo % lk-rc? 7D Za ATG, 7sf t /ate 3o,Z arL s �(o.GK o.7 S � ,?3, (, X z �/�0. 2 = 73' �6reerl 2 (13-/ 73) s 2. 5yt l o Reortler Call NEBS CUSTNM"printing service TOLL FREE 1-600-668-6327 NEB$, Inc., Peterborough, NH 03456. 5 - 5 ►•c/ .STT � %� by Re`. f0: G 10960`551 BUEHLER & BUEHLER ASSOCIATES JOBNvrricsl'/ STRUCTURAL ENGINEERS, INC. JOB NO. /tet/ . O� DATE 7300 Folsom Blvd. Suite 103 CLIENT BY 6— SHEET NO. �y SACRAMENTO, CALIFORNIA 95826 0� 1 r PTS = I. rvq w r r 29r 3 /a, i 01 1A1 aic _��?�cT2,� X2,9 .ti2��� 2_�•��'� 3.� jVel 1Pe7-/0 A1:!7 - 2 a ,35.�� e APIRNN6 /20-D. Reordw Call NESS CUSTGM"printing Service TOLL FREE 1-80D-888.6327 NESS. Inc.. Peterborough. NH 03458. DK - 20 <;2 y k DLf drtS VS, ~� DC = 0,44 ?!V; I.T.�I,-- Ne`. 1 1 1 t BUEHLER & BUEHLER ASSOCIATES JOB �•sv/N I�t%Q7 ���✓ ��/� STRUCTURAL ENGINEERS, INC. JOB NO. / I G/ d U DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. e MAY -7 o.85h a moo x�" l� " : ��. % k > -4� 7 D. a �l�,r - �2. 1 �"� 2 �j,- ✓ e'voJ L a' _rIltf 1AI.44-1, 6-7 K11a w - /, to ¢ K/ PL o�r- Ir -767 1EBS CUSTOM"printing service TOLL FREE 1.800-868-6327 NESS, Inc., Peterborough. NH 03458. Miyl/ Het. leo: G 109COG551 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB �Jlgro'� 'p4c— � STRUCTURAL ENGINEERS, INC. JOB NO. I*T/- 410 DATE ®4V 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. M lL L N/4L(. r� 9"420 kVA '�G 60te �1 2 / ry s �5a Zx/SD 4 r111-10'PE. f f�lr/�1�%lDI'�S 1, ch£VK 40r',j r0tz- c 04y Ae TO CDG . D %v 7a W,4, GG . �NO T% AMU_ W1 If h-cr,ec�" 0< 51014 O7 , kV cTaW � coi1,prmF,,v7' As �L o r✓L� s ls/� LL = /2 5�s,� G� 4Z) . f, Use cr ✓ W/25Tt/ alc- �TEi B� x /-7/00-V p1ST0'�'1✓CC— ��oM 4 � E aF F/- 7U � ,,f �TD. �Yoia �GG��VGTL�iG ZORJ��✓r�� �j 1 x (:�'/�2 X i 6V) . /. 9 *-/r-r r6D `1:"L 1 /1 px��tIez,&- `f 1 , %4 ( to'`+ 6pYa,60") APD y 40r',j r0tz- c Ae F� - %% �a1raaf �WtP - !14 (8'4 (ox I o Reordercai NESS CUSTW"printing service TOLL FREE 1.600-868-6327 NESS, Inc., Peterborough. NH 03456. Ret. No: G 10900e,551 I I I 1 I I I I I F1 BUEHLER & BUEHLER ASSOCIATES JOB - tj 0) tppr P--� STRUCTURAL ENGINEERS, INC. JOB NO. -e!2e::2 !DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO, lax lg7 X 59 13714 'f4fi11-2,1'- jfrAl-- - t'n' /P,X. /. 1 1, //,o - ¢ & 'z n�2, S& tee- K- 4,7 4 X;62 -7 21;,aPa eat - 0, a0-3 X16 A17 4 A-1 A= 471 -7' 70. 8 74 0, e, ?�',x Zoe0,,k e, -j -y COO/ 4)'Z o oldor Call NESS CUSTGM"printing service TOLL FREE 1-800-888-6327 NESS, Inc.. Peterborough. NH 03458. 1M. NO: U .1 VVUUV'1» I 1 J BUEHLER & BUEHLER ASSOCIATES JOB 1514 A) Awa �1G� I�lILL STRUCTURAL ENGINEERS, INC. JOB NO. _T / / 3 • O DATE 7300 Folsom Blvd. Suite 103 �D7 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET N0. /L/' ��C.,� ©7'N� �/�'t.L CaLS �✓ Jai /!,(� To V��/� / TI-(�T /�'r /✓VTL1 o� Com reoM44177e47-L C y = /2) LL ?ox233/Zx ar- Opt k oe- . /67 �,lC �30�51✓?• X01/ .0 pkll/ K < /1$ /Z o Re wor Call NESS COST& printing service TOLL FREE 1.8WB68.6327 NESS, Inc., Peterborough. NH 03458. lief. No: G 109000551I bL CO �✓c. FGtt r Zo � 13.3�Z h /5t � �,= = CaNri� GilA 23.33 x /5/X SDRa j Aa al uf- GGDo e s / o X23, 3%2 x Sojsf- - �a (4 IfT C y = /2) LL ?ox233/Zx ar- Opt k oe- . /67 �,lC �30�51✓?• X01/ .0 pkll/ K < /1$ /Z o Re wor Call NESS COST& printing service TOLL FREE 1.8WB68.6327 NESS, Inc., Peterborough. NH 03458. lief. No: G 109000551I t 1 1 1 1 BUEHLER &BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. / �v 7300 Folsom Blvd. Suite 103 L DT SACRAMENTO, CALIFORNIA 95826 CLIENT BY G5 SHEET NO. /orfl ���GTi ✓�- 2 x 2 0 1.0 1144 x �� _ ¢¢11 f ox /P �� Co ,Bim! GTI vxa-r6s <i, li 7' � y��j p_ �M (Z- r&vz s /d X23.33? X / `.mow / - (4x2.K)/� 407 o &,A7pT %2 !0 �r , 8.. 5,3 -/1-7T K 3.33 p� ; l0 X .23" 3�2 X /2 Ste/ r /,�, Z �GT G'G� L PL -et- �33� ® '� r D a' P�h : /5.Y / 2/� 2 2. 5 ZS- o /c P 1 7 7 r`cr r /oak 2Z 33�L TGA = � �ir Zy, % 'f �• 7'r �¢, � /' /�' 0.7 To RemCor Call NESS CUSTGM"printing service TOLL FREE t-800-88&6327 NEBS, 1nc., Peterborough. NH 03458. H_;. No: G 1030-1,51 BUEHLER & BUEHLER ASSOCIATES JOB - �rN r:�Gei STRUCTURAL ENGINEERS, INC. JOB NO. / DATE l�d 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. v �'S��/iv1�TiOr✓5 - Pen. Dz le= Z�_ ' �c�Frf ✓, 14 A C'ewrl Nu 2612 � 3 Zvi©�r� �. s✓ � x 3i � ¢ �s� � Sc9,3 '/19 '�5�lcizp g7A,L 7 z I A 131 rr32 i 9-1L z /5p / 3• qx /a 2 :�;• 2 3. S f/ : - 1414,1 o Rewdw call NESS CUSTOM"printing service TOLL FREE 1.000.888-6327 NIBS, Inc., Peteftrougtt. NH 03458. Re`. No: G 1CWMil 11 BUEHLER & BUEHLER ASSOCIATES JOB �Ll/U �illT 1�1 Al STRUCTURAL ENGINEERS, INC. JOB NO. 9 3 8, �® DATE / a 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY �LS SHEET NO. e7V.0 %ALL 6P ee 7 Cho "e- 'r c.la VOL44//0i �� 7 Metz 40v, 1 G /2 g���. j_ Z 3 ,33 k z o %2 x/ 7- �" K 'J21164011,K < � / . / gX 2 �. 33 .� ZdjZ ,► �. � � �� z 2 3.33 k 20/2 � /,#- .S" -r pe x/ZSz � lrxlev lS K�3�raze 1-307 ?0.? Zo /! /�X2 s BEyoNoiLGi2 To Eeo:ger Call NESS CUSTQPWprinting service TOLL FREE 1.800-888-8327 NESS, inc.. Peterborough. NH 1 1 1 1 1 t BUEHLER &BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO. 9 O� DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. u t"1��-r�o1 psr�f &FPa✓ �5 cc CONT/lVat i T y /G� 2 6�.4-N � /. 2,5 x 2,5 x -7e X IS S = 743 Z 1 3 2Co Ac !26 X 770%2x 30�� zyK /Pt t ASC 6 911/5, 5-a /7 � tW1PVP 7' �?Df iZn 2 e 7 ' 7d 2 x /L��Y ITo Re Iger Call NEBS CUST6M" printing service TOLL FREE 1-800888-6327 NESS, Inc., Peterborough, NH 03458. Ref. Nf): G !090001.51 Z 9> t7, rr-pS /sD = /Z, 7 ' 7d 2 x /L��Y ITo Re Iger Call NEBS CUST6M" printing service TOLL FREE 1-800888-6327 NESS, Inc., Peterborough, NH 03458. Ref. Nf): G !090001.51 1 1 1 1 1 1 r BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 ef �p LTi A4-/ -7W0 Gpw i3✓'CF.i..s� ; �rX-n1;OZ i + JOB/V` r F'���j / �C/t/✓✓� / "�G�+ JOB NO. I �y DATE�r�- CLIENT BY SHEET NO. m 4� tRea I War Cab NEBS CUSMM'"printing sen 1 Lbw✓ L e7 7 ,AS/G' 1G GU Z �p3 z .4,0 � 670V dL Gam- w A -I-(, l�l Z C �. �/ �� �� 'i .�Y flet.Im G1 000551 1 f 1 1 1 1 1 1 1 1 1 f 1 1 BUEHLER & BUEHLER ASSOCIATES JOB S� W �fi STRUCTURAL ENGINEERS, INC. JOB NO. /�—/ I ?�, ®� DATE 2 / 7300 Folsom Blvd. Suite 103 f SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 2 �L 7, z� o Reorder Call NESS CUSTHM"printing Service TOLL FREE 1-800-888-6327 NESS.. Inc.. Peterborough. NH 03458. Re`. No: G ? 090005 BUEHLER & BUEHLER ASSOCIATES JOB 6,25- O0/e-L STRUCTURAL ENGINEERS; INC. JOB NO. D® DATE ZZ& Ott 7300 Folsom Blvd. Suite 103 /��� SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET SHEET NO. 7A-7vl.e /d, Nore,7ov 3, s E sa a- Go 670V Re IdorCaB NESS CUSTOWIorinting service TOLL FREE 1-800-888.8327 NESS, Inc., Peterborough. NH 03458. Ref. No: G 1090005;11 t 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB (/nJv/�/��✓ �l STRUCTURAL ENGINEERS, INC. JOB NO. / l • B� DATE 7300 Folsom Blvd. Suite 103 ��� SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. C^ r� �r �:2 K k - /O 2� &-714 W 011, •r G'�y �2a.23a®�2 �w /-fG'r S 144V,e � k 3 4*6 'Be 2 r� I :e2 1.70164 2 3 ,io - L Ider Call NESS CUSTGW*printing service TOLL FREE 1.800.88&6327 NEBS. Inc., Peteiberough. NH 03458. Ref. No: G 1090005511 fl�5�Ltt>!.L BUEHLER &BUEHLER ASSOCIATES JOB�/N GJ� STRUCTURAL ENGINEERS, INC. JOB NO. . �y DATE V.y 7300 Folsom Blvd. Suite 103 CLIENT ev SHEET NO. —� S SACRAMENTO, CALIFORNIA 95826 ���✓�, Al /g CONT, 11;2 ;?O ie -7 AL __.¢----!'_..t'_-�� C#44� J -76 k I k a7~Pv f o, oohx Go®oma A7, �5 5U --1 X 09 > 7q To Recidor Call NEBS CUSTOM"printing service TOLL FREE 1-800-888-8327 NESS: Inc., Petenwro0uh. NH 03458. Het. tCo: G 10 1 1 u 1 1 11 1 1 BUEHLER & BUEHLER ASSOCIATES Joe STRUCTURAL ENGINEERS, INC. JOB NO. 9 / �/ DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 7tguAJ y �?7a�✓ 'De�- iG ie/ 'file' -u' �x�7.*v/� 1p R O, >r /2D>• �• gp 3 G EyoA✓z: .ATG 7, 2 `r'*1,1 lk-TGI I i� 11r,, - i 1.3 N�'z i le --T � mos 2. TI -501L 70 Reoldor Call NEBS CUSTGM'printing service TOLL. FREE 7.800868-6327 NESS. Inc., Peteftrough. NH 03458. 11 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOBNO. /�/��• O� DATE /L 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO. ry SACRAMENTO, CALIFORNIA 95826 . pew /271K �'� KS 10> 'To Ile!dor Call NESS CUST461MI'printing service TOLL FREE 5-800-888-8321 NESS. Inc., Peterborough. NH 03458. Ret. No: G 1090W,51, BUEHLER & BUEHLER ASSOCIATES JOB so �r-) Aalc'�- STRUCTURAL ENGINEERS, INC. JOB NO. / r `� DATE �O 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. -71 9, 4-p l« F n �e z 4 10W07 -off r / s� Ift, neoWarCall NESS CUSTQoM"'printing service TOLL FREE 1.800-888.6327 NESS. Inc.. Peterborough. NR 03458. He',. Wo: G 1090N -5M 11 n . I 1 1 1 ul 1 1, Fie BUEHLER & BUEHLER ASSOCIATES JOB 00, STRUCTURAL ENGINEERS, INC. JOB NO. DATE / dv 7300 Folsom Blvd. Suite 103 CLIENT By L'� SHEET NO. SACRAMENTO, CALIFORNIA 95826 (-7GZ 2�-5 0171 GSL �� � O, fir✓- "� `� �vdo X /�� � 2 .¢-7-7 W;4 L411,44� T— iy M,F 2- z l/. K`'' 0,5)2 / i�r%R 'k '1-0 D 5 wAr = �(' / W� _ pious VJAy, st a G. 5 % �',� - 9 a 5, �� a way s s ; # o J �'''r " 71 4x BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. v8- DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY �-G✓" SHEET NO. 'V 1 WA -2E �-✓Ov�s� � /�� N�= � �cT�o�l sY� b LL i, 7 OON�5z V14TI (/e LL,�aa� T �-/ %D. Y✓o� 6x// yv i n/ 1 131.� Ib g, -n"Ier' I,,W 1 1 i �2 knec-Idw oast NEBS CUSTOM"printing service TOLL FREE 1-800-888-632 NESS, inc.. Peterborough. NH 03458. He'. Nn: G 109000511 BUEHLER & BUEHLER ASSOCIATES JOB <�"v�w�? � STRUCTURAL ENGINEERS, INC. JOB NO. g1a�g. 0d DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. D w M ik-1 k 2 -7 p si /-� = / r "g k /, 3 Z It� )k V= 4% off Imo„ ?� / 3 ""/ 1�- s 1�i N gl /z2 .�' tv L"('/ / * �o ficottlor call NESS CUSU;Wprinting service TOLL FREE 1.600-B68-6327 NESS, Inc.. Peterborough. NH 03456. R0. No: G 1090005.1 t BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. % /�/� DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Bv_ SHEET NO. 1� i��� �L� c�li( l�/70L/1 4i�.y iLc 92 err. �r�M� K ;�21 All- l0 i. 3 = / 3 � /:�P,3 ./g" f� y� V l 5- Z �� k To Rerirder Call NEBS CUSTIII printing service TOLL FREE 7800-88&6327 NESS, Inc., Peterborough. NH 03458. Rel. No: G 109000 ,51 �z� ',/ K �X l� V'jA'L4 - v� l0 i. 3 = / 3 � /:�P,3 ./g" f� y� V l 5- Z �� k To Rerirder Call NEBS CUSTIII printing service TOLL FREE 7800-88&6327 NESS, Inc., Peterborough. NH 03458. Rel. No: G 109000 ,51 BUEHLER & BUEHLER ASSOCIATES JOB w�� 6T �j 6It G ���11AeaL- STRUCTURAL ENGINEERS, INC. JOB NO. / / ✓:�5- DATE 7300 Folsom Blvd. Suite 103�" SACRAMENTO, CALIFORNIA 95826 CLIENT • BY SHEET NO. v� 'IT. Reoidor Cali NESS CIJST4i printing Service TOLL FREE 1.800-888-6327 NIBS, Inc.. Peterborough, NH 03958. Re:. No: G 109000351 t 1 1 1 1 r BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe SunWest Foods Rice Mill JOB NO. 99138.00 DATE CUENT CJA BY PLS St-EET NO. --T 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 �= 1 (tt. wt. or normal wt.) Loaded ---------------------------- 0 = 0.65 (Based on reinf @ Botts) Edge --N,,, = 18.00 in. (Concrete thickness) dy1 Bolts 4.00 in. 5 dia. dxl X Total No. 4 O ----------- O Plan Strength Demand ;Shear Bolts per row 2 41 Kips. ' multiplier = 53 Kips. Y Bolt Size 0.875 in. Ab = 0.60 sq. in. Le = 12.00 in. CL ---------- ' 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 dy1 = 12.00 in. 14 dia. OK Y = 4.00 in. 5 dia. dxl X dy2 = 12.00 in. 14 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) Pu = 41 Kips. ' multiplier = 53 Kips. Vu = 50 Kips.' " multiplier = 65 Kips. Tension Capacity Pss = 130 Kips. Pc = 172 Kips. Shear Capacity Vss = 108. Kips. Vc = 105 Kips. Interaction Formulas Concrete Pu/ 0 *PC = Vu/ 0-Vc = 1/ 0 ((Pu/Pc) � + (Vu/Vc) 5,13 ) 0.48 0.95 0.90 Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel , (PU/PSS) z + (VU/VSs) 2 = dx2 0.53 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 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) dyl Bolt O- - - - - 0 Total No. 2 Bolts per row 2 Shear Y Bolt Size 0.750 in. Ab = 0.44 sq. in. Le = 12.00 in. ----------- ; fut = 60000 psi ; Bolt Layout dy2 dx 1 = 20.00 in.. 27 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 dx 1 X dx2 dy2 = 12.00 in. 16 dia. OK Plan Strength Demand Multiplier 1.3 (per UBC 1923.2) 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 Governs Shear Capacity Vss = 40 Kips. VC = 39 Kips. Loaded edge greater than 10 diameters away Interaction Formulas Concrete Steel Pu/ 0 *PC = 0.18 OK (Pu/Pss) Z + (VU/Vss) Z = 0.21 OK Vu/ 0'Vc = 0.46 OK 1/ 0 ((PU/Pc) ;v3 + (VU/VC) a13) = 0.25 OK B UEHLER & B UEHLER 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 Truck Canopy Concrete F'c = 3000 psi = 1 (It. wt. or normal wt.) Loaded 0 = 0.65 • (Based on reinf @ Bolts) Edge —� T = 18.00 in. (Concrete thickness) d 1 Bolts Total No. 2 Bolts per row 2 ; Shear Y Bolt Size 0.750 in. Ab = 0.44 sq. in. ; Le = 12.00 in. b .-.-.-.--- fut = 60000 psi Bolt Layout dy2 dxl = 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. dxl 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/opc = 0.31 OK (Pu/Pss) 2 + (VUIVSS) 2 = 0.61 OK Vu/0Vc = 0.84 OK 1/ 0 ((Pu/Pc) 513 + (VU/VC) 513) = 0.66 OK t BUEHLER S BUEHLER ASSOCIATES Joe SunWest Foods Rice Mill STRUCTURAL ENGINEERS. INC. JOB No. 99138.00 DATE 7300 Folsom Blvd., Suite 103 CUENTCJA BY PLS SI-EET NO. o /_ 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 Concrete F'c = 3000 psi = 1 (It. wt. or normal wt.) Loaded 0 = 0.65 (Based on reinf @ Bolts) Edge --N,,, ; T = 18.00 in. (Concrete thickness)dyl Bolts O- - - - - -O Total No. 4 ;Shear Bolts per row 2 4 Y Bolt Size 1.000 in. Ab = 0.79 sq. in. Le = 12.00 in. O --------- -6 fut = 60000 psi ; Bolt Layout dy2 dx1 = 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. dx 1 j 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/0Pc = 0.82 OK (Pu/Pss) Z + (VU/Vss) Z = 0.39 OK Vu/0Vc = 0.49 OK. 1/0((Pu/Pc) 5,1' + (VU/VC) y3) = 0.76 OK BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe SunWest Foods Rice Mill JOB NO. 99138.00 DA TE CUENT CJA eY 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 Tank Farm and Packaging on 2nd Boor office 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) dyl Bolts Total No. 2 Bolts per row 2 ; Shear Y Bolt Size 1.000 in. Ab = 0.79 sq. in. ; Le= 12.00 in. 0.-.-.-.-.-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. dx 1 J, X 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/OPC = 0.43 OK (Pu/Pss) 2 + (VU/Vss) z = 0.23 OK Vu/OVC = 0.61 OK 1/0((Pu/Pc) _V' + (VU/VC) 513) 0.51 OK BUEHLER &'BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 Joe SunWest Foods Rice Mill JOB NO. 99138.00 DATE CLIENT CJA 6Y PLS SLEET 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 = 1 (It. wt. or normal wt.) - Loaded ---------------------------- O = 0.65 (Based on reinf @ Bolts) Edge T = 18.00 in. (Concrete thickness) dyl BoltTotal No. 4 O ----------- O Bolts per row 2 ; Shear Y Bolt Size 0.872 in. Ab = 0.60 sq. in. Le = 12.00 in. o .-.-.-.-. p fut = 60000 psi Bolt Layout dy2 dxl = 16.00 in. 18 dia. OK; X = 4.00 in. 5 dia. --------------------------- dx2 = 12.00 in. 14 dia. OK dyl = 6.00 in. 7 dia. OK Y = 4.00 in. 5 dia. dx1 j X dx2 dy2 = 6.00 in. 7 dia. OK Plan 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/OPc = 0.69 OK (Pu/Pss) z + (VU/Vss) 2 = 0.22 OK Vu/OVC = 0.50 OK 1/0((PU/Pc) 513 + (VU/VC) 513) = 0.64 OK 0 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 SKEET N0. 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 Typ w/rod brace reactions Concrete F'c = 3000 psi .i= 1 (It. wt. or normal wt.) Loaded ---------------------------- O= 0.65 (Based on reinf @ Bolts) Edge Vss = T = 18.00 in. (Concrete thickness) Bolts 0-----0 ; Total No. 2 Shear Bolts per row 2 Bolt Size 0.872 in. Ab = 0.60 sq. in. Le = 12.00 in. 0 ---------- O fut = 60000 psi Bolt Layout dx1 = 10.00 in. 11 dia. OK ; X = 0.00 in. dia ------------------ --------- dx2 = 12.00 in. 14 dia. OK dyl = 6.00 in. 7 dia. OK Y = 4.00 in. 5 dia. dx1 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. Shear Capacity Vss = 54 Kips. VC = 52 Kips. Interaction Formulas Concrete Pu/OPc = Vu/OVc = 1/0 ((Pu/Pc) -"3 + (Vu/Vc) 5,3) _ Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel 0.60 OK (Pu/Pss) Z + (VU/VSs) z = 0.33 OK 0.54 OK 0.58 OK dyl Y dy2 Joe SunWest Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. 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 .i= 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.65 (Based on reinf @ Bolts) Edge T = 18.00 in. (Concrete thickness) dy1 Bolts ; O ----- Total No. 2 O Bolts per row 2 ' Shear Y Bolt Size 1.125 in. Ab = 0.99 sq. in. Le = 12.00 in. 0-.-.-.-.-.d fut = 60000 psi Bolt Layout dy2 . dx 1 = 12.00 in. 11 dia. OK ; 1 11 X= 0.00 in. dia. BUEHLER & BUEHLER ASSOCIATES j7300 STRUCTURAL ENGINEERS. INC. Folsom Blvd., Suite 103 11 dia. OK SACRAMENTO, CALIFORNIA 95826 dy1 = 12.00 in. Joe SunWest Foods Rice Mill JOB No. 99138.00 DATE CLIENT CJA BY PLS SHEET NO. 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 .i= 1 (It. wt. or normal wt.) Loaded ---------------------------- 0 = 0.65 (Based on reinf @ Bolts) Edge T = 18.00 in. (Concrete thickness) dy1 Bolts ; O ----- Total No. 2 O Bolts per row 2 ' Shear Y Bolt Size 1.125 in. Ab = 0.99 sq. in. Le = 12.00 in. 0-.-.-.-.-.d fut = 60000 psi Bolt Layout dy2 . dx 1 = 12.00 in. 11 dia. OK ; 1 11 X= 0.00 in. dia. 152 Kips. dx2 = 12.00 in. 11 dia. OK 89 Kips. dy1 = 12.00 in. 11 dia. OK Y = 5.00 in. 4 dia. dx1 dy2 = 12.00 in. 11 dia. OK 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/OPc = Vu/OVc = 1/0 ((Pu/Pc) + (Vu/Vc) �) _ Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away 0.87 OK 0.12 OK 0.61 OK Steel X Etan (Pu/Pss) z + (VU/VSs) Z = 0.64 OK BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB SunWest Foods Rice Mill Joe No. 99138.00 DATE CLIENT CJA BY PLS SKEET 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 %2(.iCK. gr,,4Nojr-1Y1� .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 d 1 Bolts 39 Kips. Total No. 2 O -----------O Bolts per row 2 i ; Shear Y Bolt Size 0.750 in. Ab = 0.44 sq. in. Le = 12.00 in. 0-.-.-.-.-.� fut = 60000 psi Bolt Layout dy2 dx1 = 8.00 in. 11 dia. OK ; X= 0.00 in. dia. dx2 = 10.00 in. 13 dia. OK dy1 = 6.00 in. 8 dia. OK Y = 4.00 in. 5 dia. dx1 X dx2 dy2 = 6.00 in. 8 dia. OK P1�n 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. Shear Capacity Vss = 40 Kips. VC = 39 Kips. Interaction Formulas Concrete Pu/OPC = Vu/OVc = 1/0((Pu/Pc) 513 + (VUNc) 513) _ Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel 0.53 OK (Pu/Pss) z + (VUNss) 2 = 0.59 OK 0.69 OK 0.60 OK 1 1 (It. wt. or normal wt.) Loaded ____________________________ . BUEHLER & BUEHLER ASSOCIATES 0.65 STRUCTURAL ENGINEERS. INC. 7300 Folsom Blvd., Suite 103 Vss = SACRAMENTO, CALIFORNIA 95826 1 JOB SunWest Foods Rice Mill JOB NO. 99138.00 DA TE CLIENT CJA BY PLS SI EET NO. 4i52� ANCHOR BOLT CHECK (GROUP ACTION) Assume there is an equal no. of bolts in each row (rows considered parallel to loaded edge) Description �aia.Caa°py�tat-seJdn,►r �/V� ��d'�?�✓1 � S��' /"%fit Concrete F'c = 3000 psi .i= 1 (It. wt. or normal wt.) Loaded ____________________________ . 0 = 0.65 (Based on reinf @ Bolts) Edge Vss = T = 18.00 in. (Concrete thickness) Bolts -----------0 Total No. 4 Bolts per row 2 Shear Bolt Size 1.000 in. Ab = 0.79 sq. in. Le= 12.00 in. 0 -.-.-.-.-.dam 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 dyl = 10.00 in. 10 dia. OK Y = 4.00 in. 4 dia. dx1 X dx2 dy2 = 12.00 in. 12 dia. OK PJ;�u 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)-W +(Vu/Vc)-",3) _ Full Truncated Pyramid Failure Surface Governs Loaded edge greater than 10 diameters away Steel 0.88 OK (Pu/Pss) z + (VU/Vss) Z = 0.39 OK 0.49 OK 0.83 OK dyl Y dy2 1 t r 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB �N'c�ry 7 — <'�T lul4w— STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 e7 05? SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. Al kf LTA /Z 7V '�r 2 -1'4 4 /Z-) 1 111 %F'� 402 Vr, of edea.> Gy C,grv� ,i"V �¢4- /,G7 wT �- / - - - - - H='. too: G 109300551 rwtlor Cali NE85 CUSTQ,M"'prin � se ce TOLL FREE b800-8 0 z7 NEBS, inc., Pere�borough. NH 03458. ^ ^ �, Y ��.� .� BUEHLER & BUEHLER ASSOCIATES JOBN �✓ /V/ l u" STRUCTURAL ENGINEERS, INC. JOB NO. _ oO DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CB -BY SHEET NO. J&j M7"[- gi A/NCj 44 ' i i I i t �CMH.— VM7Z, = 3 t- - t i5e,5 wd,4 C�' 3 f &0, -7 G0. �r Wle M' r 3. G o X o. ? x /, o s J V - Crop �. D F BclT W- Grwt�C ,yt/M74 i fb,a rT 3 /f 7 0.�7lk Z::� � 3 Psr WIN' rs We Reoroor call NESS CUST4; Wprinting service TOLL FREE 1.800.888-6327 NESS, Inc.. Peterborough, NH 03458. Ref. No: G 10900,'551 t [1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB NO. % a l aa 0 DATE v �Z a / CLIENT BYE SHEET NO. / ' � �'i/pp.$1W ( ;E�) V.: -wr o%z � ¢ z / 140 � / 3 -70 g" w4 -4-L w�� /6v �e-C, 6= /2 1 4 �__Z-,Y -.r- 12 "1 /2"1 Dl 1014.7 s s �,/5-X dBgx3 's a 6Zwx /. 33 jo Rea call NESS CUSTM printing service TOLL FREE 1-800-888-8327 NESS, Inc., Peterborough. NH 03458. 14 i BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. T. ©O DATE 3 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. n tj g '0 ///, � - 22�� f � r �G FTGr � ,B oy f O, x </. 25 1. Re ider Call NEBS CUSTCWprinting service TOLL FREE 1-800-888.6327 NESS, Inc. Peterborough. NH 03458. Ret. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB CJ N2�NQ� � M14 e, STRUCTURAL ENGINEERS, INC. JOB NO. / / ✓ C/. DO DATE / ,0e� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY-1SHEET NO. cMy44-71 PaI4 kIA" (V da"Vlw z Aoe"� I , KfT S�6 r ���leg :V,2 �a = l/''-P%r r DA -- E TO -- ETO Reurtler Call NEB$ CUSTQ,M'prinling service TOLL FREE 1.800-88&6327 NESS, Inc., Peterborough. NH 03458. Rei. No: G 109600551 1;1 BUEHLER & BUEHLER ASSOCIATES JOB /ell ' STRUCTURAL ENGINEERS, INC. JOB NO. ©O DATE �Q 0 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY `�� SHEET NO. i PM-rl 7-10 4 �8 '%''/TL / = 0.3'7x 12 911 e F /LA O. 12 ?-ice 4 3/. 7 1 GOO 2 �, •�, /� t �D 3 � �/� S �. . zs T� y3 1.-a 1, rev/,Oo Q 6.031„ /29,v 1726 $h 1130 /Z�. 7.2s 9011' wJ- pe IoReo;dorCall NESS CUST61MI printing service TOLLFREE 1.800-80&6327 NESS, Inc., Peteiloorough, NH 03458. /=/Z e4 ` 7. .S S m, ®.5' .r' = O- r - U dA 01.17 �V,64 @ e---jr ,0- 4:�Z_ , �,J 07 - Ret No: G 10900551 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 i JOB ���r /1/ / JOB NO. DATE CLIENT BY SHEET NO. P., Lwfw- OWF l4,/T J 67 kIA'&L 0 I Ix e7 �� ot*'k / a o Reorder Call NEBS CUST46M" printing Service TOLL FREE 1-800.888$327 NESS Inc., Peterborough, NH 03458. - 'f- Sb Ref. No: G 109007551 1 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. Oa DATE --O 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY L�sHEETNO. 7 I 3,S - f 2 z O, OUS S 5 D. 2 3 �'� z < 0,31 �� ✓` D�� a ,e-- 1 1 1 1 7 90 f /o3v� J41X- -01V /--VV/00' 1 50111dv--/ -3!pe- lam. z X 33 x ®, o v 60 r. , , As e- tip, / `l ' A' 2 -e .e a ,2 vZ-- Reorder -- Reorder Call NEBS CUSTOM'printing service TOLL FREE 1-800-888-6327 NESS, Inc., Peterborough. NH 03458. Ref. No: G 1090005511 V. 1 1 1 1 7 90 f /o3v� J41X- -01V /--VV/00' 1 50111dv--/ -3!pe- lam. z X 33 x ®, o v 60 r. , , As e- tip, / `l ' A' 2 -e .e a ,2 vZ-- Reorder -- Reorder Call NEBS CUSTOM'printing service TOLL FREE 1-800-888-6327 NESS, Inc., Peterborough. NH 03458. Ref. No: G 1090005511 BUEHLER & BUEHLER ASSOCIATES JOB 65T/ L STRUCTURAL ENGINEERS, INC. JOB NO."/ / Is 16, DATE �v 7300 Folsom Blvd. , Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. M 14-X L'' r✓ /jam b '� M �)C Z d. 25 L14, 5" A e, /Ca -/� 5i / � 7 of 14 111,311 , l - .,� ),do, Call NEBS CUST61MI" printing service TOLL FREE 1.8004666-6327 NE& L4 204A m 2x-7Z�/ z j/a 11 O 6M L p5�1 .31�r Ref. No: G 109000531 B'UEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY - 1. ? // Y_ 4957WAI 1 -we X24 / ¢ " 1r,,Yi5 DATE 'SHEET NO. �C N '4010, JP//";r le z-Ve X5.9'✓ -�57,0456`/4 /C /av Tip W11V-D ■Iieoidor Call NEBS CUSTCiM"printing service TOLL FREE 1.800-888-6327 NEB& Inc., Peterborough, NH 03458. Ref. No: G 10900 $551