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Specifications (2) - A • SECTION 1506 FIRE CLASSIFICATION 1506.1 General. Roof assemblies shall be divided into the classes defined below. Class A, B and C roof assemblies and roof coverings required to be listed by this section shall be tested in accordance with ASTM E 108 or UL 790. In addition, fire- retardant - treated wood roof coverings shall be tested in ac- cordance with ASTM D 2898. The minimum roof coverings in- . • stalled on buildings shall comply with Table 1505.1 based on the type of construction of the building. • 1506.2 Class A roof assemblies. Class A roof assemblies are those that are effective against severe fire test exposure. Class A roof assemblies and roof coverings shall be listed and identified r o - ° o as Class A by an approved testing agency. Class A roof assem- �'_ c c blies shall be permitted for use in buildings or structures of all _ a c a .6. g .f types of construction. g = 6 m G A fl = ? -p, W ® C Exception: Class A roof assemblies include those with cov- . n ' v^ c N n 7 5 i 9. C Z la erings of brick. masonry. s late, clay or concrete roof tile, ex- • < c 9 c ID o N iw Z posed concrete roof deck, ferrous or copper shingles or o o C Co O sheets. . o 0 9 c' °-2 °D O 33 G 15063 Class B roof assemblies. Class B roof assemblies are o .6. Q o 3 �' ° � . B. 3 those that are effective against moderate fire-test exposure. Zw 7 0 5 . o . _ n = m 0 D Class B roof assemblies and roof coverings shall be listed and ° x o . c ° c 4. 5 t N f7 co identified as Class B by an approved testing agency. A "3 g ^ - o CI ° o _ 0 0 m m - o ' - . n 11 Exception: Class B roof assembl include those with cov- a , 9 c � .. c a � m a co > n w A Brings of metal sheets and shingles. -, % n o n v g n - Z ° p 1506.4 Class C roof assemblies. Class C roof assemblies are f o r e r c R' £ . o • n = -4 4 f) o C �. � those that are effective against light fire test exposure. Class C > > = cT1 C G S n ® 33 r a o ` C Oo Igo roof assemblies and roof coverings shall be listed and identified H ^ G E G S a c n. o- ►� _a N • as Class C by an approved testing agency. c o To ? 3 ^ E. - 3 < p "WI E. Nonclassified roofing is ap- ° c 2 o p* B Z n 15065 Nonclassified roofing. '. 5- -- 5 c c �. o - oN proved material that is not listed as a Class A. B or C roof cover- a �. m r - p is Mg. Q m 6 w 5 o 0 A Z 1506.6 Fire-retardant-treated wood shingles and shakes. - c = �. Fire-retardant-treated wood shakes and shingles shall be treated 5 = m 3. x o m p by impregnation with chemicals by the full -cell vacuum -pres- a °'. o ^ 3 3 9 3 n w sure process, in accordance with AWPA Cl. Each bundle shall N g n 3 c ( ' N be marked to identify the manufactured unit and the manufac- turer, and shall also be labeled to identify the classification of the material in accordance with the testing required in Section 11 1506.6. the treating company and the quality control agency. 1506.7 Special purpose roofs. Special purpose wood shingle or wood shake roofing shall conform with the grading and ap- 1 1 plication requirements of Section 1508.8 or 1508.9. In addi- tion. an underlayment of 0.625 -inch (15.9 mm) Type X water- resistant gypsum backing board or gypsum sheathing shall be placed under minimum nominal 0.5- inch -thick (12.7 mm) wood structural panel solid sheathing or 1-inch (25 mm) nominal spaced sheathing. STRUCTURAL REVIEW FOR • • • PACTRUST BUSINESS CENTER . BUILDING A TIGARD, OREGON -- NEW ROOF OVERLAY -- • j. • PR oiir ' ; . 12,187 ( • 5 ! ✓ '.G Y 75 ,99 NORM • I EXPIRES: 12 / 31 / Contents Detail A D1 Plan P1 - Contact Person: John E Nordling, PE Calculations C 1 - C10 • NORDLING Proj. No.: 10 -166 PAC TRUST BUSINESS CENTER STRUCTURAL. BUILDING A - ROOF REVIEW • ENGINEERS, LLC PACIFIC REALTY AS S©cIATES 6775 SW 11liti Suitc 200 • Beaverton ox, 97008 Date: JUN 2010 By: JEN Sheet 1'1y. 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ASSOCIATES : � - ''..t..' _ ENGINEERS, LLC r -. .. ---- 6775 SW 1111n u :f. iCO Beaver :on Olt. 97001 Date JUN 2010 - , -N 511P.P-1 No �_ 0 CfAyr,N../.1 \ZA 0 4.4- 0 1- %cat- 1 c2, r V t. 2sQ. ` 4_,, , s.t�.k mot, >'' U., 41, t° Z «c. tir- %Sk(-11), 55o ($� , sra s A b d A b A I ; r r r --r ,� e 4' - k• . g - 1'41 tc ..- d ( f) ‘' °C 1 + ® t-tAyr, Lretsie 0,05 :.... �! 9 ,0 .y.dv. : 1 .SC 1, t 375 \ t t6C 0. Ww t bsi.,A " 521 W w .. -∎ tt '7, c 1 1 1 1 hill (iiiii 'mil A d d d A b J t a ■ k \ � o -o " 7o �0 3orp r J J \ \��? ? moo S ��� � 51% 4 ? ?e ... 1 t NORDLING Pro;. No 10 -166 ' ' '� � � STRUC PAC TRUST BUSINESS CENTER ,� -- BUILDING A - ROOF REVIEW ENGINEER S, LLC PACIFIC REALTY ASSOCIATE`' 6775 SW 111:11 ',Lute 20:; . ;. ...,.:n ON 97009 • Date: JUN 2010 - B. JEN Sheet No. Cdr • E`ikYrv--‘ >et4dt . v.c.,... „,..,,,,... 0 , • I k.ra.... 7 T.0 (1114 ' . 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Engineers LLC 6775 SW 111th, Suite 200 , Beaverton, OR 97008 - Date: 07107110 Page: MULTI - SPAN STEEL BEAM DESIGN PAC TRUST - BUILDING A - ROOF OVERLAY @ 314 PSF B- (EXIST) B -(NEW) B -(C0 M)- .._ .... ..:.. .... .n -( EXIST) C (NEW) C (COMB) GENERAL DATA • - 1 2 3 -. ' 5 6 7 • All Spans Simple Support ?? : YES Span Lengths ft : 14.50 14.50 14.50 22.00 22.00 22.0 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w12x14 w12x14 w12x14 w12x22 w12x22 w12x22 . CALCULATED VALUES -OK- -OK- -OK- . -OK- -OK- -OK- • Fb - Allowable psi :- 23760 23760 23760 23760 23760 23760 fb - Actual. psi : 6889 254 7143 9309 344 9653 . fv - Actual psi : 989 37 1026 1117 41 1158 Moment @ Left k -ft : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -ft : 0.0 - 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -ft : 8.5 0.3 8.9 19.7 0.7 20.4 X -Dist ft : 7.25 7.25 7.25 11.00 11.00 11.00 Shears: Left k : 2.4 0.1 2.4 3.6 0.1 3.7 Right k : 2.4 0.1 2.4 • 3.6 0.1 3.7 Reactions: Lnf :Dead k : 0.98 0.00 0.98 1.48 0.00 1.48 . -.. ive k : 1.38 0,09 1.46 2,09.. 0,13 '_ . 2.27 Intel _ -- - - k : 2,36 0,09 2,44 - 3.57 0.13 - -- 3.7 = _ - . - Right: ad • • k : 0.98 0.00 0.98 1.48 0,0(0 i.�;8 . 'Live ' k : 1.38 0.09 1.46 • 2.09 0.13 2.22 Total k : 2.36 0.09 2.44 3.57 0.13 3.11 Max. Deft @ Mid Span in : -0.126 -0.005 -0.130 -0.379 -0.014 - 0.303 X -Dist It : 7.25 7.25 7.25 11.00 • 11.00 11.00 BEAM DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 36.0 Section Area in2 : 4.16 4.16 4.16 6.48 6.48 6.48 Beam Depth in : 11.910 11.910 11.910 12.310 12.310 12.310 Beam Width in : 3.970 , 3.970 3.970 4.003 4.003 4.003 Flange Thickness . in : 0.225 0.225 0.225 0.425 0.425 0.425 - Web Thickness _ in : 0.200 0.200 0.200 0.260 0.260 0.260 Ixx in4 : 88.6 88.6 88.6 156.0 156.0 156.0 Iyy in4 : 2.36 2.36 2.36 4.66 4.66 4.66 rt in : 0.95 0.95 0.95 1.02 1.02 1.02 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL klft : 0.14 0.00 0.14 0.14 0.00 0.14 LL klft : 0.19 0.01 0.20 0.19 0.01 0.20 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0,00 0.00 • Shear k : 2.36 0.09 2.44 3.57 • 0.13 3,71 Moment k -ft : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 • • ((4 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A Nordling Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 • • Date: 07107110 Page: MULTI - SPAN STEEL BEAM DESIGN PAC TRUST - BUILDING A - ROOF OVERLAY @ 314 PSF • • • D- (EXIST) 0-(NEW) D- (COMB) E- (EXIST) E- (NEW) = :.F.q.';cMi3) . ' 't;ENEKAL DATA - 1 2 3 5 6 All Spans Simple Support ?? ' : YES Span Lengths ft : 30.00 30.00 30.00 20.00 20.00 20.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w14x34 w14x34 w14x34 w16x31 w16x31 w16x31 • CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -0K- Fb - Allowable psi : 23760 23760 23760 23760 23760 23760 fb - Actual. - psi : 9020 333 - 9353 8258 381 8639 fv - Actual psi : 1224 45 1269 1488 69 1557 ' 'Moment @ Left k -ft : 0.0 0.0 - 0.0 0.0 0.0 0.0 • Moment @ Right k -ft : 0.0 0.0 0:0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -ft : 36.6 1.3 37.9 32.5 1.5 34.0 X -Dist ft : 15.00 15.00 15.00 10.00 10.00 10.00 Shears: Left k : 4.9 0.2 5.1 6.5 0.3 6.8 Right k :. 4.9 0.2 5.1 .6.5 0.3 6.8 Reactions: Left:Dead k : 2.02 0.00.- - 2.02 2.75 0.00 2.75 Live k : 2.85. 0.18 3.03 - • 3.75 0.30 4.05 Total • k 4.87 .. 0:1 :; -_ -:5.05 - 6:50 0.30 6.80 Right:Dead k : 2,02 - 0.00 - 2.02 2.75 0.00 2.75 • Live k : 2.85 . 0.18 3.03 3.75 0.30 4.05 Total k : 4.87 0.18 5.05 6.50 0.30 6.80 Max. Defl. @ Mid Span in -0.601 -0.022 - -0.623 -0.215 -0.010 -0.225 X -Dist ft • i.5.00 15.00 15.00 10.00 10.00 10.00 • BEAM DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 . 0.00 0.00 0.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 36.0 Section Area in2 : 10.00 10:00 10.00 9.12 9.12 - 9.12 Beam Depth in : 13.980 13.980 13.980 15.880 15.880 15.880 Beam Width in : 6.745 6.745 6.745 5.525 5.525 5.525 Flange Thickness in : 0.455 0.455 0.455 0.440 0.440 0.440 Web Thickness in : 0.285 0.285 0.285 0.275 D.275 0.275 lxx in4 : 340.0 340.0 340.0 375.0 375.0 375.0 lyy in4 : 23.30 23.30 23.30 12.40 12.40 12.40 rt ' in : 1.76 1.76 1.76 1.39 1.39 1.39 APPLIED LOADS Use Live Load on This Span ? ' Yes Yes Yes Yes Yes Yes Uniform DL . klft : 0.14 0.00 0.14 0.28 0.00 0.28 LL klft : 0.19 0.01 0.20 0.38 0.03 0.41 QUERY VALUES • Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 • . Shear k : 4.87 0.18 5.05 6.50 0.30 6.80 Moment k -ft : 0.00 0.00 0.00 _ 0.00 0.00 0.00 Deflection in : 0.000 0.000. '0.000 0.000 0.000 0.000 • • V4.4B2 lc) 1983-95 ENERCALC • • • Bruce W. Kenny. KW060914SL-A • Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI - SPAN STEEL BEAM DESIGN PAC TRUST - BUILDING A - ROOF OVERLAY @ 314 PSF F- (EXIST).:::- - , JCS;) :F -if QMB) G- (EXIST) G -(NEW) G-(COMB) GENERAL DATA - 1 " ' 3 - - 5 6 7 - All Spans Simple Support ?? YES Span Lengths ft : 30.00 30.00 30.00 30.00 30.00 30.00 End Fixity: , : Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin 'AISC Section : w18x40 w18x40 w18x40 w21x44 w21x44 w21x44 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- Fb - Allowable psi : 23760 23760 23760 23760 23760 23760 fb - Actual. psi : 16174 747 18355 21506 993 22498 fv - Actual psi : 2378 110 2757 2697 124 2821 Moment @ Left k -ft : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -ft : 0.0 0.0 0.0 0.0 . 0.0 0.0 Max. Mom. @ Mid -Span k -ft : 92.2 4.3 104.6 146.2 6.7 153.0 X -Dist ft : 13.80 13.80 13.40 15.00 15.00 15.00 Shears: Left k : 13.4 0.6 15.5 19.5 0.9 20.4 Right ' k : 11.0 0.5 12.0 19.5 0.9 20.4 • ..Reactions: Left:Dead k : 5.64 0.00 5.64 8.2 ...:. 0.00 8.25 Live k : 7.76 0.62 9.90 ri;2 0.00 12.15 -__ -. _ Total k : 13.41 0.62 15.54 19:50= _ :0.90 . -- 20.40 Right:Dead . k : 4.63 0.00 4.63 6.26 0.00 8.2.5 Live k : 6.34 0.51 7.35 11.25 0.90 12.15 Total k : 10.97 0.51 11.98 - 19.50 0.90 20.40 Max. Defl..@ Mid Span in : -0.835 -0.039 -0.943 - 0.963 . ' -0.045 -1.014 X -Dist. ft : 14.80 14.80 14.60 15.00 15.00 15.00 BEAM DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 36.0 Section Area 1n2 : 11.80 11.80 11.80 13.00 13.00 13.00 Beam Depth in : 17.900 17.900 17.900 20.660 20.660 20.660 Beam Width in : 6.015 6.015 6.015 6.500. 6.500 6.500 Flange Thickness in : 0.525. 0.525 0.525 0.450 0.450 0.450 Web Thickness in : 0.315 0.315 0.315 0.350 0.350 0.350 Ixx in4 : 612.0 612.0 612.0 843.0 843.0 843.0 lyy in4 : 19.10 19.10 19.10 20.70 20.70 20.70 rt in : 1.52 1.52 1.52 1.57 1.57 1.57 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL klft : 0.28 0.00 0.28 0.55 0.00 0.55 LL klft : 0.38 0.03 0.41 0.75 0.06 0.81 Partial DL klft : 0.14 0.14 LL klft : 0.19 0.02 0.34 X -Left it : 0.00 0.00 0.00 X -Right ft 15.00 15.00 15.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear k : 13.41 0.62 15.54 19.50 0.90 20.40 Moment k -ft : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000. 0.000 V4.4B2 (c) 1983-95 ENERCALC Bruce W. Kenny, KW060914SL -A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI - SPAN STEEL BEAM DESIGN • PAC TRUST - BUILDING A - ROOF OVERLAY @ 314 PSF H- (EXIST) H -(NEW) H- (COMB) I- (EX13; )' -- -d- (NEW) . - 1- (COMB) --- GENERAL DATA - 1 2 3 - All Spans Simple Support ?? : YES Span Lengths ft : 30.00 30.00 30.00 42.00 42.00 42.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w24x55 w24x55 w24x55 w24x68 w24x68 w24x68 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- Fb - Allowable psi : 23760 23760 23760 23760 23760 23760 fb - Actual. psi : . 13553 354 13906 14155 264 14413 fv - Actual psi : 1853 48 1901 1795 43 1837 Moment @ Left • k -ft : 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -ft : 0.0 0.0 0.0 -0.0 -0.0 0.0 Max. Mom. @ Mid -Span k -ft : 129.4 3.4 132.7 181.9 3.4 185.3 X -Dist ft : 15.00 15.00 15.00 21.28 24.36 21.28 Shears: Left k : 17.2 0.4 17.7 17.0 0.2 17.2 Right k . 17.2. 0.4 17.7 17.7 0.4 18.1 Reactions: Left:Dead k-:. 11.62. i 0.00 11.62 6.47 0.21 6.68 Live ""i; 5.62 0.45 6.07 10.50 0.00 10.50 Total k_: _= 1x, 25:= 0.45 17.70. 16.97 0.21 17.i3 _ - -.- Right:Dead __'_"K": '11.62 0.00 11.62 7.17 . 0.42 7.59 Live k : <. _ `5.62 0.45 6.07 10.50 0.00 10.50 Total k : 17.25 0.45 17.70 17.67 0.42 18.09 Max. Defl. @ Mid Span in •;1.535 - . -0.014 -0.549 ' -1.088 -0.020 -1.108 ' - X -Dist ft : 15.00: 15.00 15.00 21.00 21.84 21.00 BEAM DESIGN DATA Le: Unsupported Length it : 0.00 0.00 0.00 0.00 0.00 0.00 Fy ksi : 36.0 36.0 36.0 36.0 36.0 36.0 Section Area in2 : 16.20 16.20 16.20 20.10 20.10 20.10 Beam Depth in : 23.570 23.570 23.570 23.730 23.730 23.730 Beam Width in : 7.005 7.005 7.005 8.965 8.965 8.965 Flange Thickness in : 0.505 0.505 0.505 0.585 0.585 0.585 Web Thickness in : 0.395 0.395 0.395 - 0.415 0.415 0.415 lxx . in4 : 1350.0 1350.0 1350.0 1830.0 1830.0 1830.0 Iyy in4 : 29.10 29.10 29.10 70.40 70.40 70.40 rt in : 1.68 1.68 1.68 2.26 2.26 2.26 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL klft : 0.78 0.00 0.78 0.00 0.00 0.00 LL klft : 0.38 0.03 0.41 0.50 0.00 0.50 Trapezoidal DL @ Left klft : 0.28 0.28 DL @ Right klft 0.38 0.03 • . 0.41 LL @ Left klft : LL @ Right . klft : X -Left • ft : 0.00 0.00 0.00 Might ft 42.00 42.00 42.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear k : 17.25 0.45 17.70 16.97 0.21 17.18 Moment k -ft : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 C9 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 07107110 Page: MULTI - SPAN STEEL BEAM DESIGN PAC TRUST - BUILDING A - ROOF OVERLAY @ 314 PSF • -.;:∎3Y,ST;.._. :J -(NEW) J- (COMB) J- (EXIST). J -(NEW) J- (COMB) • GENERAL DATA - 1 , 2 3 - 5 6 7- All Spans Simple Support ?? : YES Span Lengths ft : 35.00 35.00 35.00 35.00 • 35.00 35.00 End Fixity: Pin:Pin. Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin AISC Section : w21x68 w21x68 • w21x68 w24x55 w24x55 w24x55 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- Fb - Allowable psi : 23760 23760 23760 23760 23760 23760 fb - Actual. psi : 17052 787 17839 20853 962 21815 . fv - Actual psi : 2504 116 2619 2444 113 2556 Moment @ Left k -ft : 0.0 , 0.0 0.0 0.0 0.0 0.0 Moment @ Right k -ft : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ •Mid -Span k -ft : 199.1 9.2 208.2 199.1 9.2 208.2 X -Dist ft : 17.50 17.50 17.50 17.50 17.50 17.50 Shears: Left k : 22.7 1.0 23.8 22.7 1.0 23.8 Right k : 22.7 1.0 23.8 22.7 1.0 23.8 Reactions: Left:Dead k : 9.62 0.00 9.62 . 9.62 0.00 9.62 Live k : 13.12 1.05 14.17 .. ` • . 13.12 1.05 14.17 __-_. __ -_. , Total k • 22.75 - - 1.05 23.80 - -' `: : _ -: '_.__ .2:75 1.05 23.80 • Right:Dead k : 9.62 0.00 9.62 - - 9.62 0.00 9.62 Live k : 13.12 1.05 14.17 . . 13.12 1.05 14.17 Total - k : 22.75 1.05 23.80 .22.75 1.05 23.80 Max. Defl. @ Mid Span in : -1.023 -0.047 -1.070 • - -1.121 -0.052 -1.173 - X -Dist - ft : 17.50 17.50 17.50 . 17.50 17.50 17.50 BEAM DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fy . : 36.0 . 36.0 36.0 36.0 36.0 36.0 Section Aea in2 : 20.00 20.00 20.00 16:20 16.20 16.20 Beam Depth in : 21.130 21.130 21.130 23.570 23.570 23.570 Beam Width in 8.270 8.270 8.270 7.005 7.005 7.005 Flange Thickness in : _0.685 0.685 0.685 0.505 0.505 0.505 Web Thickness in : 0.430 0.430 0.430 0.395 0.395 0.395 • lxx in4 : 1480.0 1480.0 1480.0 1350.0 1350.0 1350.0 ,lyy .in4: 64.70 64.70 64.70 29.10 29.10 29.10 • rt in : 2.12 2.12 2.12 1.68 1.68 1.68 APPLIED LOADS Use Live Load on This Span ? . Yes Yes Yes Yes Yes Yes Uniform DL klft : 0.55 0.00 0.55 0.55 0.00 0.55 . LL klft : 0.75 0.06 0.81 0.75 0.06 0.81 QUERY VALUES . • Location . ' ft : 0.00 0.00 0.00 0.00 • 0.00 0.00 Shear k : .22.75 1.05 23.80 22.75 1.05 23.80 Moment k -ft : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000. • • • G%0 . V4.4B2 (c) 1983-95 ENERCALC - . Bruce W. Kenny, KW060914SL -A ,