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21 ,\C\ Portland,OregonNfisTA Kansas City, Missouri —STRUCTURAL— August 16,2019 Polygon Northwest Company 703 Broadway Street,Suite 510 Vancouver,WA 98660 Re:Plan 40B–Roshak Ridge Vista Structural Engineering,LLC,was asked to address two items that were framed differently from what is shown on the approved plans. These items,and our responses,are as follows: • Ceiling joists framed side-to-side above entry,instead of front-to-back,as shown on approved plans. Per the attached calculations,the existing framing is adequate. The 2x8 ledger should be fastened to the 5 X"x 10 X"glulam beam with(2)16d nails @ 8"o.c. A Partial floor plan and calculations are attached. • The sheathing is spliced at the transition between the top plate and roof trusses where the raised heel is located,per detail 7/S1.7. Provide solution. The Simpson H1 connectors at each truss and A35's on the insides of each heel block are adequate to provide all necessary shear transfer from the roof diaphragm to the wall. No further upgrade is required. Sincerely, Vista Structural Engineering, LLC Ngo Dennis Heier, P.E. PRop.. oviNe$4,? % 852TS 7 r pm 4101W OREGON y3jr \*/ 08/ 4---4-04.1LA EXPIRES:6/30/202.1 VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 - 1 - VISTASTRUCTURAL.COM „c o 2 1-x"4 -c '� w Illi ( ) 164! ,g-�S 1 6t")41/014,” 61-3 IVA ir E_ ® l.- LAS ts I l X 6x6 1•* D'`{ / 1-1" 6x6 6x6 7 i \\ 6�5Yz"x18" GLB FB / \® (DF/DF 24F-V4) / / 1 7( S-,GEN.") 51.3 \ i g C (/ Iat (7° 4�� C/ /�' 1 51.3 J \\0.6 c).a pir>=- ( 1� FRAMIONG } R-41111: 7-A- \ J J'"„-rT_ 1 @24" O.C. 41) I 2x8 AT 16"O.C. - ➢`�\ / \ / • I I \ / m mLL v \ / m> 7—334” m>�' 13'-5Y2" /x\ l7 1'-3Y 9 TOLL / \ _X N.,..1.3 "� � / \ Cpl ■ 1 (moo �u O // \\ I I r ...... I / \ 1 -JI (2)2x8 -IDR IA., \ OPEN \C. / TO BELOW \\ 1 1 9 / GE S\ NI \ ( _ S13 \ 1 / \ 1 I---- J -- 1---- --$--- (?)2x6 FTAO-CS14 Q 1 (2)2x6 \ ® I \ C5.3) I \ / N i© \ ( \ \`moi IV I r J L .L — s. MAIN FLOOR SHEARWALL PLAN Plan 40B UPPER FLOOR FRAMING 1/4"=1-0" AMERICAN MODERN $ + ........,..,. ..-.,........ ..•...-....,... .,....-...... , ...,.....„. ....... „.......... (2)2x6 HDR - ..... ....... ....... ........._._. .... ..................... .,. ............„. . - 11 n 1-1 fl / NV. 6 xA I S17.3 / / C. • i / \ S1.4 T-01/2" i e# ,..- _______ , 13 11" 1'-0Y2",' ) /t 41 I r h / - III2x6 PONY WALL , AT TOP 51/2"X10)12" GL: / --1 ______I • / • g.'11' *00 A :0V , TOP OF PONY WALL fa / 2x12 AT +7'-53/4" // " 5 "-----------------,.....„... 7 S1.4 24O.C. i-- 1 AT R204,0.D.C.RUSpS 9 - I 00'4sti 2 I •--\\ / a p4 GABLE END TRUSS /7 - i -......i Tr---4(---r414-7r--17141 .....-...",::::.:::.%.-.....7::. .. PRE-FAB ROOF ... . ...... ....1.. .....i Li2xLEIGER - -,-I 8 Si 13'-11" 1.-q172 I. . 4, ------...--IIIIMIN•11 EIM•11 IIM 1/=•10.10 MI.n4.) DR '•• .*.'.'..........440. ...... ...... 4x10 HDR \... ..... ,.-...............-. . ..,.. '•*"''•••'••"•••• " '"°•°' '"•••• 2 T1 S911 5 • Plan 40B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN i I (Flyi.„ 72....f.A=rejr-tel.-JC-C1 qcwhol) Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennA@vistastructural.com Wood � - - File G:IUserstDennislDROP80-11VISTAS-21VISTAJ-11POLYGO-11TU2A8B-11FIELDI-ltalcs.ec6 . Software copyright ENERCALC,INC,1983.2019,Buitd:10,19,1.30 . Lic.#:KW-06010523 Vista Structural Engineering,LLC DESCRIPTION: glulam beam above right of entry CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Pril 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling a a D(0.035)L(0.07) . D 01} ( b o 0 o D(0.175)aS(0.175) o 5 a 0 0 0 0 5.5x10.5 rAh Span=14.50 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0250, S=0.0250 ksf. Tributary Width=7.0 ft,(roof trusses) Uniform Load: D=0.10, Tributary Width=1 0 ft,(wall dead load) Uniform Load: D=0.010, L=0.020 ksf,Extent=0.0->>10.50 ft, Tributary Width=3.50 ft,(ceiling joists(not per plan)) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.54a 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,499.51 psi fv:Actual = 80.87 psi FB:Allowable = 2,760.O0psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.144ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.183 in Ratio= 949>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.502 in Ratio= 346>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.440 0.214 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.01 950.83 2160.00 1.97 51.06 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.474 0.233 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.57 1,136.48 2400.00 2.38 61.70 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.317 0.154 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.01 950.83 3000.00 1.97 51.06 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.542 0.263 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.61 1,496.91 2760.00 3.09 80.16 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: 1 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennis vistastructural.com Wood-Beam File C:/.Users/Dennis\DROP80-1\VISTAS-21VI5TA.H1PO YGO-1tTit2A88 11FIELOl ltcalcs.ec6 . Software copyright ENERCALC,WC,1863.2019,Build:10,19.1.30. Lic.#:KW-06010523 Vista Structural Engineering,LLC DESCRIPTION: glulam beam above right of entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr C m C t C L M lb F'b V fv F'v Length=14.50 ft 1 0.363 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.18 1,090.02 3000.00 2.27 59.04 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.543 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.63 1,499.51 2760.00 3.11 80.87 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.248 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.01 950.83 3840.00 1.97 51.06 424.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I Length=14.50 ft 1 0.248 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.01 950.83 3840.00 1.97 51.06 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.248 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.01 950.83 3840.00 1.97 51.06 424.00 +D-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.248 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.01 950.83 3840.00 1.97 51.06 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.284 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.18 1,090.02 3840.00 2.27 59.04 424.00 +D+0.750Lr+0.750L-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.284 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.18 1,090.02 3840.00 2.27 59.04 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.390 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.63 1,499.51 3840.00 3.11 80.87 424.00 +D+0.750L+0.7505-0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.390 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.63 1,499.51 3840.00 3.11 80.87 424.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.390 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.63 1,499.51 3840.00 3.11 80.87 424.00 +D+0.750L+0.750S-0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.390 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.63 1,499.51 3840.00 3.11 80.87 424.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.149 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.80 570.50 3840.00 1.18 30.63 424.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.149 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.80 570.50 3840.00 1.18 30.63 424.00 +0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.149 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.80 570.50 3840.00 1.18 30.63 424.00 +0.60D-0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.149 0.072 1.60 1.000 1.00 1.00 1.00 1.00. 1.00 4.80 570.50 3840.00 1.18 30.63 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.5017 7.250 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.531 3.396 Overall MINimum 1.269 1.269 +D+H 2.228 2.127 +D+L+H 2.697 2.393 +D+Lr+H 2.228 2.127 +D+S+H 3.497 3.396 +D+0.750Lr+0.750L+H 2.580 2.326 +D+0.750L+0.750S+H 3.531 3.278 +D+0.60W+H 2.228 2.127 +D+0.70E+H 2.228 2.127 +D+0.750Lr+0.750L+0.450W+H 2.580 2.326 +D+0.750L+0.750S+0.450W+H 3.531 3.278 +D+0.750L+0.7505+0.5250E+H 3.531 3.278 +0.60D+0.60W+0.60H 1.337 1.276 +0.600+0.70E+0.60H 1.337 1.276 D Only 2.228 2.127 Lr Only L Only 0.469 0.266 S Only 1.269 1.269 W Only E Only H Only Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennis@vistastructural.com Wood Beam C:1UserslDennistDROPBO-11VISTAS-21VISTAJ-11POLYGO-11TU2A88-11FIELDI llcalcs.ec6 . Software copyright 6N8RCALC,INC.1983-2019,Build:10.19,1.30. Lic.#:`KW-06010523 Vista StructuralEngineering,LLC DESCRIPTION: beam behind entry CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-PM 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(2.23)L(0,47)S(1.27) t o 0(0.375)8S(0.375) a a C>1111 5.5x18 \ Span=21.50ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0250, S=0.0250 ksf, Tributary Width=15.0 ft,(roof trusses) Point Load: D=2.230, L=0.470, S=1.270 k @ 7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.86R 1 Maximum Shear Stress Ratio = 0.463 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 2,280.86 psi fv:Actual = 140.98 psi FB:Allowable = 2,625.49 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 9,259ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.457 in Ratio= 564>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.974 in Ratio= 264>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.593 0.316 0.90 0.951 1.00 1.00 1.00 1.00 1.00 30.18 1,219.22 2054.74 4.98 75.40 238.50 +D+L+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.569 0.303 1.00 0.951 1.00 1.00 1.00 1.00 1.00 32.15 1,298.92 2283.04 5.29 80.20 265.00 +D+Lr+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.427 0.228 1.25 0.951 1.00 1.00 1.00 1.00 1.00 30.18 1,219.22 2853.80 4.98 75.40 331.25 +D+S+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.869 0.463 1.15 0.951 1.00 1.00 1.00 1.00 1.00 56.45 2,280.86 2625.49 9.30 140.98 304.75 +D+0.750Lr+0.750L+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.448 0.238 1.25 0.951 1.00 1.00 1.00 1.00 1.00 31.65 1,278.75 2853.80 5.21 79.00 331.25 +D+0.750L+0.750S+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Vista Structural Engineering,LLC Project Title: 14718 NW Delia Street Engineer: Portland,Oregon 97229 Project ID: www.vistastructural.com Project Descr: 971.645.0901 dennisia7,vistastructural.com Wood Beam -Fire=c:tusersIDennisioRopao-1\VISTAS-2WISTAJ-11POLYGO-1\TU2A88 1WELDI-1\cala.ec6 . Software copyright ENERCALC,INC.1983.2019,Build 10.19,1.$0, Lic.#:KW-06010523 Vista Structural Engineering,LLC DESCRIPTION: beam behind entry Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v Length=21.50 ft 1 0.789 0.421 1.15 0.951 1.00 1.00 1.00 1.00 1.00 51.30 2,072.75 2625.49 8.46 128.19 304.75 +D+0.60W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.334 0.178 1.60 0.951 1.00 1.00 1.00 1.00 1.00 30.18 1,219.22 3652.86 4.98 75.40 424.00 +D-0.60W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.334 0.178 1.60 0.951 1.00 1.00 1.00 1.00 1.00 30.18 1,219.22 3652.86 4.98 75.40 424.00 +D+0.70E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.334 0.178 1.60 0.951 1.00 1.00 1.00 1.00 1.00 30.18 1,219.22 3652.86 4.98 75.40 424.00 +D-0.70E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.334 0.178 1.60 0.951 1.00 1.00 1.00 1.00 1.00 30.18 1,219.22 3652.86 4.98 75.40 424.00 +D+0.750Lr+0.750L+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.350 0.186 1.60 0.951 1.00 1.00 1.00 1.00 1.00 31.65 1,278.75 3652.86 5.21 79.00 424.00 +D+0.750Lr+0.750L-0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.350 0.186 1.60 0.951 1.00 1.00 1.00 1.00 1.00 31.65 1,278.75 3652.86 5.21 79.00 424.00 +D+0.750L+0.7505+0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.302 1.60 0.951 1.00 1.00 1.00 1.00 1.00 51.30 2,072.75 3652.86 8.46 128.19 424.00 +D+0.750L+0.7505-0.450W+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.302 1.60 0.951 1.00 1.00 1.00 1.00 1.00 51.30 2,072.75 3652.86 8.46 128.19 424.00 +D+0.750L+0.750S+0.5250E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.302 1.60 0.951 1.00 1.00 1.00 1.00 1.00 51.30 2,072.75 3652.86 8.46 128.19 424.00 +D+0.750L+0.750S-0.5250E+H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.567 0.302 1.60 0.951 1.00 1.00 1.00 1.00 1.00 51.30 2,072.75 3652.86 8.46 128.19 424.00 +0.60D+0.60W+0.60H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.200 0.107 1.60 0.951 1.00 1.00 1.00 1.00 1.00 18.11 731.53 3652.86 2.99 45.24 424.00 +0.60D-0.60W+0.60H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.200 0.107 1.60 0.951 1.00 1.00 1.00 1.00 1.00 18.11 731.53 3652.86 2.99 45.24 424.00 +0.600+0.70E+0.60H 0.951 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.200 0.107 1.60 0.951 1.00 1.00 1.00 1.00 1.00 18.11 731.53 3652.86 2.99 45.24 424.00 +0.60D-0.70E+0.60H 0.951 1.00 1.00 1.00, 1.00 "1.00 0.00 0.00 0.00 0.00 Length=21.50 ft 1 0.200 0.107 1.60 0.951 1.00 1.00 1.00 1.00 1.00 18.11 731.53 3652.86 2.99 45.24 424.00 Overall Maximum Deflections Load Combination Span Max.-"Defl Location in Span Load Combination Max.'+'i Defl Location in Span +D+S+H 1 0.9740 10.593 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum ._ ..._10.423 9.202 Overall MINimum 4.888 4.445 +D+H 5.535 4.757 +D+L+H 5.852 4.910 +D+Lr+H 5.535 4.757 +D+S+H 10.423 9.202 +D+0.750Lr+0.750L+H 5.773 4.872 +D+0.750L+0.7505+H 9.439 8.206 +D+0.60W+H 5.535 4.757 +D+0.70E+H 5.535 4.757 +0+0.750Lr+0.750L+0.450W+H 5.773 4.872 +D+0.750L+0.7505+0.450W+H 9.439 8.206 +D+0.750L+0.750S+0.5250E+H 9.439 8.206 +0.60D+0.60W+0.60H 3.321 2.854 +0.60D+0.70E+0.60H 3.321 2.854 D Only 5.535 4.757 Lr Only L Only 0.317 0.153 S Only 4.888 4.445 W Only E Only H Only