Loading...
Specifications (37) /Lc Sr-.)- -)(7 Ga2,39 6.0 0, 7 U S.‘t.) f/r�7 .�� RECEIVED OFi ,' , ' JUN 21 2017 13CITYOFTIGAR STRUCTURAL CALCULATI §DIVISION FOR RESIDENTAIL DECK 6690 SW VENTURA DR PORTLAND, OR 97223 `�` 1) PROFFs�, ON FR /o 12,187jpirl Ilr' , REGON f vO '4'41- GCY /5' ''9''' \-\'' tiN . NORV�\ " I EXPIRES:12/31/18 Contents Notes N1 Details A-B D1 -D2 Contact Person: John E Nordling,PE Calculations Cl -C10 NORDLING`" Proj. No.: 17-164 STRUCTURAL DECK ' 6690 SW VENTURA DR W LINO ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th.Suite 200•Beaverton OR,97008 Date:JUN 2017 By:JEN Sheet No.: COVER The new wood framed deck is a replacement deck added to the rear of the existing residence. As is typical with all additions or modifications to existing construction,field discrepancies may be present which may not be apparent prior to new construction. During construction any questionable as-built framing or discrepancies to noted details is to be brought to the attention of the engineer for review and modification will be made if/as required. All construction is to conform to local code requirements. Use Simpson hardware. Provide multiple studs/posts under beams and verify alignment to solid beam/foundations below. Verify that the existing support grade is in good condition suitable for foundation support with a minimum bearing pressure of 1500 psf. If questionable soils are encountered,consult with a geotechnical engineer. Verify that all construction is properly protected and sealed against water penetration. Conform to appropriate code and industry/construction methods. Co-ordinate all structural framing and connections with the existing conditions in regards to alignments,elevation ties with existing framing,etc. Report any conflicts to the engineer prior to construction. Pressure treat exposed wood framing and use galvanized connectors and supports. 1. Minimum footing 2'-0"x 2'-0"x 12"with(3)-#4 x 1'-6"each way,3 inches clear of bottom of footing. Increase footing depth as required to bear footing on firm natural support grade(not on fill)with a minimum bearing pressure of 1500 psf. Use 4x6 post with Simpson"CBSQ46"post base and Simpson"PCZ"or"EPCZ"post caps to 4x12 deck beams. Where 4x6 post height exceeds 12 feet,add a 2x6 to each side,see detail Al. 2. Provide 2x6 cross bracing from top of column to bottom of adjacent column. Connect to post with(3)-1/4 inch diameter x 3.5 inch Simpson SDS anchors. 3. Provide 2x10 ledger at existing wall. Verify that the ledger is attached to the existing floor blocking or rim joist. Where ledger supports deck joists(perpendicular to joists)attach ledger to the existing floor blocking or rim joist with two rows of%inch diameter Simpson SDS anchors(embed minimum 1.5 inches into blocking or rim joist)at 24 inches on center staggered,net 12 inches on center. Where ledger spans in the same direction as the deck joists(parallel to joists)attach ledger to the existing floor blocking or rim joist with two rows of'/inch diameter Simpson SDS anchors(embed minimum 1.5 inches into blocking or rim joist)at 32 inches on center staggered,net 16 inches on center. 4. Field verify that there is a full height solid wood column or multiple stud column where the new 4x12 deck beams will be supported. If multiple stud post,verify that hanger connectors will be embedded into solid stud,not in the joint between studs. Hang the 4x12 deck beam with Simpson "HUCQ410-SDS"hangers with(12)-1/4 inch diameter x 3.5 inch Simpson SDS connectors at post and(6)-1/4 inch diameter x 2.5 inch Simpson SDS connectors at 4x12. Connect bottom of 4x12 to existing post with Simpson"DTT1Z". Connect"DTT1Z"to 4x12 with(6) 10d nails,connect to post with 3/8 inch diameter lag bolt embedded 3 inches minimum into post,use washer at"DTT1Z". 5. Floor decking and hand rail by others to conform to all building code requirements. /39 PROFFs�/, 12,187 I Al i A' .-EGON 0 A-i 1 ��1e- a " ✓G,y s, 9a G / � F. NOR°\' EXPIRES:12/31/18 I NORDLING Proj. No.: 17-164 00 ii: ,,,,..,...iii) STRUCTURAL DECK �� 6690 SW VENTURA DR j ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2017 By:JEN Sheet No.: 14 „,, . „.... , . .,..„ ... ,..., ...„ ,.,, , ,.. .. .. ,. ... , ,_____ _ 77.___ ____. , .... P6-(,.‘„ _ _ / F I / eL � ) (S)--Z-'4' ` ; 'Lt-_,,,,j,I r 1 --.—"T-7--...--T- ''--\-- -.. t” 0 4" 1 . ' '( 1 k VVV 51 1 ' 11 1��w P _ Ci - v", . AV 46'3, > 1 t 0.,' . 4 .- t"a F' Jc) ,--, <t.%ED PRO, o 44 ,187 y 4 t OR- O Al, i T ` yN E. NOgr)- 1 EXPIRES:12/31/18 NORDLING Proj. No.: 17-164 STRUCTURAL DECK 6690 SW VENTURA DR ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2017 By:JEN Sheet No.: 1%I 4, 3 -"t..-11-' �t^ 5 : ' ,, .. 1 ,: r: _4./ , ..,. . ,... / .. ! ,;\,. ; ::: . , . , ,.,f 1 7 : .;_\,,,,,: , ...i...-...,, - /.. .,___4.L. /</ t.. ,,,,„ A.. 'f-Ci, I a + 1 .l fe [[ c�►3 • ct 4,iii • • `S�RE� PROFFss/ _a>. ,._ 6 �l l - : • !4't2,187 e • r , ® O' GON iL `i ✓°<r 9 1 5, �G •• ,...L."..°)...) • • OyN F. N04ZV\\ I EXPIRES:12/31/18 I NORDLING Proj. No.: 17-164 STRUCTURAL4 'C DECK 6690 SW VENTURA DR ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2017 By:JEN Sheet No.: rt.,`" • l : : _ _ . j I__ _ --- 1 FT ° Eti3: / — . • / .. .. , - 1(-0 Iii yl • �� rl / / -- /f• ,-- . - : NORDLING Proj. No.: 17-164 4 11‘ or w STRUCTURAL 6690 SW VENTURA DECK ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2017 By:JEN Sheet No.: Pt • 0 D ELtC i, at 0 `oEr. t tee` "s ` ' °t,{ f7 rex 'A ` 5f r.-.A.,- 1-,,,,. '?` \e2,,. .. .{,,.. ... () � �. 4\-,...s------------ Cry o(nJ� e C �` S -1 ' tom r_ . 1111 1 I IILI 111111 : 111111111111 111111 : A_______ b A A A ;' t �� a s : t 4. Q: F: \''`H NORDLING Proj. No.: 17-164 ,--.., -,..--:„. ,.........-...,I‘ M STRUCTURAL lis''. -. )0 6690 SW VENTURA DECK ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton oR,97008 Date:JUN 2017 By:JEN Sheet No.: ' • E G� • • • M r . �� ;d nal 11111 111111 : : : 1 1111 111111 : : mini A A d u • • • • • • ,� Ct cks6.12., Y-f , • • • • • NORDLING Proj. No.: 17-164 STRUCTURAL DECK 6690 SW VENTURA DR ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JUN 2017 By:JEN Sheet No.: C 'Z' • • 9—. i r("14 ‘2=1 • . viro • ostk SISI 3.a" • • : 4 "" • • • t • • ()‘..t) • • • • • • NORDLINO Proj. No.: 17-164 STRUCTURAL DECK _1.15 6690 SW VENTURA DR ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2017 By:JEN Sheet No.: L 3 0 („Cif:7, 661) $tc.„47?t4o. Lope_(..,,--1,,,,) LA r'' 41-5.41.m..... t.: 176-1...x.. is - oz.-,% C......... — ,� : '1/4.. L.----/-"-- 7) + ... is(.0'.. ')......... ........ .... . . r> S*" tiet- c 4-1 o-SFS • bf - • . .a • c ,_-:,_ h„---lii. (_ap..4f,r.' ,C7,. .,..1 i,. C.,-k.,. I . \ c .Y`d .r. ° t ) (L., C,. .0-:•ct,,-,4 0 C) zGco A: (A-4-rt, , 7.p. ____,..&.6- ,,CD . • • .,..r. . .4 ; E.:-.1/4)-I,,. • I 1 NORDLING Proj. No.: 17-164 ' STRUCTURAL DECK 6690 SW VENTURA DR ENGINEERS, LLC EXTENSIONS PLUS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUN 2017 By:JEN Sheet No.: C Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:06113117 Page: MULTI-SPAN TIMBER BEAM DESIGN DECK AT 6690 SW VENTURA DRIVE-TIGARD A-(TL) B-(TL) B-(TL) GENERAL DATA - 1 - 3 4 All Spans Simple Support?? : NO Spans Length ft : 12.00 5.00 2.50 End Fixity: Pin:Pin Pin:Pin Pin:Free Beam Width in : 1.500 1.500 1.500 Beam Depth in : 9.25 9.25 9.25 CALCULATED VALUES -OK- -OK- -OK- F'b-Modified Allow. psi : 1140.0 1140.0 1140.0 fb-Actual. psi : 1009.8 175.3 175.3 F'v-Modified Allow. psi : 180.0 180.0 180.0 fv(actual)* 1.5 psi : 56.2 25.5 18.7 Moment @ Left k-in : 0.0 0.0 -3.7 Moment @ Right k-in : 0.0 -3.7 0.0 Max.Mom.@ Mid-Span k-in : 21.6 2.1 0.0 X-Dist ft : 6.00 1.87 0.00 Shears: Left k : 0.60 0.19 0.25 Right k : -0.60 -0.31 0.00 Reaction @ Left DL k : 0.12 0.04 0.11 LL k : 0.48 0.15 0.45 Total k : 0.60 0.19 0.56 Reaction @ Right DL k : 0.12 0.11 0.00 LL k : 0.48 0.45 0.00 Total k : 0.60 0.56 0.00 Max.Defl.@ Mid Span in : -0.295 -0.004 -0.005 X-Dist ft : 6.00 2.10 2.50 DESIGN DATA - Le:Unsupported Length ft : 0.00 0.00 0.00 Fb:Basic Allowable psi : 1140.0 1140.0 1140.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Uniform DL plf : 20.0 20.0 20.0 LL plf : 80.0 80.0 80.0 QUERY VALUES Location ft : 0.00 0.00 0.00 Shear II : 0.60 0.19 0.25 Moment k-in : -0.00 -0.00 -3.75 Deflection in : 0.000 0.000 0.000 CA V4.4B2(c)1983.95 ENERCALC Bruce W.Kenny,KW060914SL-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:06113117 Page: MULTI-SPAN TIMBER BEAM DESIGN DECK AT 6690 SW VENTURA DRIVE-TIGARD C-(TL) D-(TL) D-(TL) D-(TL) GENERAL DATA 1 - 3 4 6 - All Spans Simple Support?? : NO Spans Length ft : 12.00 8.00 8.00 8.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.000 3.500 3.500 3.500 Beam Depth in : 9.25 9.25 9.25 9.25 CALCULATED VALUES -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 1140.0 1080.0 1080.0 1080.0 fb-Actual. psi : 701.9 769.4 769.4 769.4 F'v-Modified Allow. psi : 180.0 180.0 180.0 180.0 fv(actual)* 1.5 psi : 44.6 78.8 78.8 60.3 Moment @ Left k-in : 0.0 0.0 -38.4 0.0 Moment @ Right k-in : 0.0 -38.4 0.0 0.0 Max.Mom.@ Mid-Span k-in : 30.0 21.6 21.6 38.4 X-Dist ft : 5.36 2.99 5.01 4.00 Shears: Left k : 1.00 1.20 2.00 1.60 Right k : -0.65 -2.00 -1.20 -1.60 Reaction @ Left DL k : 0.20 0.22 0.75 0.30 LL k : 0.80 0.97 3.25 1.30 Total k : 1.00 1.20 4.00 1.60 Reaction @ Right DL k : 0.13 0.75 0.22 0.30 LL k : 0.52 3.25 0.97 1.30 Total k : 0.65 4.00 1.20 1.60 Max.Defl.@ Mid Span in : -0.203 -0.042 -0.042 -0.100 X-Dist ft : 5.84 3.36 4.64 4.00 DESIGN DATA- Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1140.0 1080.0 1080.0 1080.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 10.0 75.0 75.0 75.0 LL plf : 40.0 325.0 325.0 325.0 Trapezoidal DL @ Left plf : 35.00 DL @ Right plf : LL @ Left plf : 140.00 LL @ Right plf : X-Left ft : 0.00 X-Right ft : 12.00 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear if : 1.00 1.20 2.00 1.60 Moment k-in : -0.00 0.00 -38.40 -0.00 Deflection in : 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:06113117 Page: MULTI-SPAN TIMBER BEAM DESIGN DECK AT 6690 SW VENTURA DRIVE-TIGARD D-(TL) D-(TL) D-(TL) GENERAL DATA - 1 2- -4 All Spans Simple Support?? : NO Spans Length ft : 8.00 8.00 8.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.500 5.500 5.500 Beam Depth in : 7.25 7.25 7.25 CALCULATED VALUES -OK- -OK- -OK- F'b-Modified Allow. psi : 1300.0 1300.0 1300.0 fb-Actual. psi : 797.0 797.0 797.0 F'v-Modified Allow. psi : 180.0 180.0 180.0 fv(actual)* 1.5 psi : 66.4 66.4 51.4 Moment @ Left k-in : 0.0 -38.4 0.0 Moment @ Right k-in : -38.4 0.0 0.0 Max.Mom.@ Mid-Span k-in : 21.6 21.6 38.4 X-Dist ft : 2.99 5.01 4.00 Shears: Left k : 1.20 2.00 1.60 Right k : -2.00 -1.20 -1.60 Reaction @ Left DL k : 0.22 0.75 0.30 LL k : 0.97 3.25 1.30 Total k : 1.20 4.00 1.60 Reaction @ Right DL k : 0.75 0.22 0.30 LL k : 3.25 0.97 1.30 Total k : 4.00 1.20 1.60 Max.Defl.@ Mid Span in : -0.055 -0.055 -0.132 X-Dist ft : 3.36 4.64 4.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 Fb:Basic Allowable psi : 1300.0 1300.0 1300.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Uniform DL plf : 75.0 75.0 75.0 LL plf : 325.0 325.0 325.0 QUERY VALUES Location ft : 0.00 0.00 0.00 Shear # : 1.20 2.00 1.60 Moment k-in : 0.00 -38.40 -0.00 Deflection in : 0.000 0.000 0.000 Cl V4.4B2(c) 1983-95 ENERCALC Bruce W.Kenny,KW060914SL-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:06113117 Page: MULTI-SPAN TIMBER BEAM DESIGN DECK AT 6690 SW VENTURA DRIVE-TIGARD E-ITL) E-(TL) E-(TL) GENERAL DATA - 1 2 -4- All Spans Simple Support?? : NO Spans Length ft : 8.00 8.00 8.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.500 3.500 3.500 Beam Depth in : 9.25 9.25 9.25 CALCULATED VALUES -OK- -OK- -OK- F'b-Modified Allow. psi : 1080.0 1080.0 1080.0 fb-Actual. psi : 625.1 625.1 625.1 F'v-Modified Allow. psi : 180.0 180.0 180.0 fv(actual)* 1.5 psi : 64.0 64.0 49.0 Moment @ Left k-in : 0.0 -31.2 0.0 Moment @ Right k-in : -31.2 0.0 0.0 Max.Mom.@ Mid-Span k-in : 17.5 17.5 31.2 X-Dist ft : 2.99 5.01 4.00 Shears: Left k : 0.97 1.62 1.30 Right k : -1.62 -0.97 -1.30 Reaction @ Left DL k : 0.22 0.75 0.30 LL k : 0.75 2.50 1.00 Total k : 0.97 3.25 1.30 Reaction @ Right DL k : 0.75 0.22 0.30 LL k : 2.50 0.75 1.00 Total k : 3.25 0.97 1.30 Max.Dell.@ Mid Span in : -0.034 -0.034 -0.081 X-Dist ft : 3.36 4.64 4.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 Fb:Basic Allowable psi : 1080.0 1080.0 1080.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Uniform DL plf : 75.0 75.0 75.0 LL plf : 250.0 250.0 250.0 QUERY VALUES Location ft : 0.00 0.00 0.00 Shear 1{ : 0.97 1.62 1.30 Moment k-in : 0.00 -31.20 -0.00 Deflection in : 0.000 0.000 0.000 C V4.4B2(c)1983-95 ENERCALC Bruce W.Kenny,KW060914SL-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:06113117 Page: MULTI-SPAN TIMBER BEAM DESIGN DECK AT 6690 SW VENTURA DRIVE-TIGARD E-(TL) E-(TL) E-(TL) GENERAL DATA - 1 2 4 All Spans Simple Support?? : NO Spans Length ft : 8.00 8.00 8.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.500 5.500 5.500 Beam Depth in : 7.25 7.25 7.25 -- CALCULATED VALUES -OK- -OK- -OK- F'b-Modified Allow. psi : 1300.0 1300.0 1300.0 fb-Actual. psi : 647.5 647.5 647.5 F'v-Modified Allow. psi : 180.0 180.0 180.0 fv(actual)* 1.5 psi : 54.0 54.0 41.7 Moment @ Left k-in : 0.0 -31.2 0.0 Moment @ Right k-in : -31.2 0.0 0.0 Max.Mom.@ Mid-Span k-in : 17.5 17.5 31.2 X-Dist ft : 2.99 5.01 4.00 Shears: Left k : 0.97 1.62 1.30 Right k : -1.62 -0.97 -1.30 Reaction @ Left DL k : 0.22 0.75 0.30 LL k : 0.75 2.50 1.00 Total k : 0.97 3.25 1.30 Reaction @ Right DL k : 0.75 0.22 0.30 LL k : 2.50 0.75 1.00 Total k : 3.25 0.97 1.30 Max.Defl.@ Mid Span in : -0.045 -0.045 -0.107 X-Dist ft : 3.36 4.64 4.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 Fb:Basic Allowable psi : 1300.0 1300.0 1300.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Uniform DL plf : 75.0 75.0 75.0 LL plf : 250.0 250.0 250.0 QUERY VALUES Location ft : 0.00 0.00 0.00 Shear # : 0.97 1.62 1.30 Moment k-in : 0.00 -31.20 -0.00 Deflection in : 0.000 0.000 0.000 C" V4.4B2(c) 1983-95 ENERCALC Bruce W.Kenny,KW060914SL-A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:06113117 Page: MULTI-SPAN TIMBER BEAM DESIGN DECK AT 6690 SW VENTURA DRIVE-TIGARD F-(TL) F-(TL) G-(TL) G-(TL) H-(TL) H-(TL) I-(TL) GENERAL DATA - 1 2 3 4 5 6 7 - All Spans Simple Support?? : YES Spans Length ft : 8.50 8.50 8.50 8.50 8.00 8.00 6.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.500 5.500 3.500 5.500 3.500 5.500 3.500 Beam Depth in : 11.25 9.25 9.25 7.25 11.25 7.25 7.25 CALCULATED VALUES -OK- -OK- -OK- -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 990.0 1300.0 1080.0 1300.0 990.0 1300.0 1170.0 fb-Actual. psi : 880.8 829.1 842.6 872.8 682.7 1046.0 616.4 F'v-Modified Allow. psi : 180.0 180.0 180.0 180.0 180.0 180.0 180.0 fv(actual)* 1.5 psi : 75.1 61.1 64.9 55.6 60.8 67.4 49.7 Moment @ Left k-in : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Moment @ Right k-in : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Max.Mom.@ Mid-Span k-in : 65.0 65.0 42.1 42.1 50.4 50.4 18.9 X-Dist ft : 4.25 4.25 4.08 4.08 4.00 4.00 3.00 Shears: Left k : 2.55 2.55 1.77 1.77 2.10 2.10 1.05 Right k : -2.55 -2.55 -1.52 -1.52 -2.10 -2.10 -1.05 Reaction @ Left DL k : 0.53 0.53 0.35 0.35 0.40 0.40 0.22 LL k : 2.02 2.02 1.42 1.42 1.70 1.70 0.82 Total k : 2.55 2.55 1.77 1.77 2.10 2.10 1.05 Reaction @ Right DL k : 0.53 0.53 0.30 0.30 0.40 0.40 0.22 LL k : 2.02 2.02 1.22 1.22 1.70 1.70 0.82 Total k : 2.55 2.55 1.52 1.52 2.10 2.10 1.05 Max.Defl.@ Mid Span in : -0.106 -0.121 -0.123 -0.163 -0.073 -0.173 -0.057 X-Dist ft : 4.25 4.25 4.19 4.19 4.00 4.00 3.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 990.0 1300.0 1080.0 1300.0 990.0 1300.0 1170.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 1600 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Yes Uniform DL plf : 125.0 125.0 60.0 60.0 100.0 100.0 75.0 LL plf : 475.0 475.0 240.0 240.0 425.0 425.0 275.0 Trapezoidal DL @ Left plf : 35.00 35.00 DL @ Right plf : LL @ Left plf : 140.00 140.00 LL @ Right plf : X-Left ft : 0.00 0.00 X-Right ft : 8.50 8.50 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 2.55 2.55 1.77 1.77 2.10 2.10 1.05 Moment k-in : 0.00 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 0.000 Gro V4.4B2(c) 1983-95 ENERCALC Bruce W.Kenny,KW060914SL-A