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Specifications RECEIVED BuliLADIN: 3 2019 1 e7 u ,p as) I "ao VI.C471._ CITY cr-- TIGA STRUCTURAL ce4 CALCULATIONS CO ofo Casper Washington Square '1 rci City of ga 9685 S.W. Washington Sq. Rd. • fed Plans App 0\ • Suite C07 By— — Portland, OR 97223 v,•%.,,223..0,p4,... January 22, 2019 c -(•if-toiNkz.p, 0 , cy v 1 f 0.4_ ki 82861PP '',;:, ..%. OREGON,j7 PREPARED BY: iEXP I RES: 11141°1 I i.V0 A 'IV L M-ENGINEERING 750 BROOKSEDGE BLVD 11 0 r WESTERVILLE, OHIO 43081 (614) 839-4639 Project#18-13-029 AC Npir r, 40 o M-Engineering Project#18-13-029 STRUCTURAL CALCULATIONS TABLE OF CONTENTS DESCRIPTION SECTION Design Criteria i Storefront Trial House 2 King Trial House 3 Elevated Queen Trial House 4 Appendix— Supporting Documentation 5 Structural • Mechanical • Electrical • Technology 750 Brooksedge Blvd., Westerville, Ohio 43081 • 614-839-4639 614-839-2222 Fax • www.mengineering.us.com ,^ t r A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. LITC Hazards by Location Search Information Address: 9685 SW Washington Square Rd,Portland,OR 97223,USA Coordinates: 45.44800970000001,-122.78279470000001 Timestamp: 2018-12-26716:40:43.923Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II Site Class: D Report Title: Casper Washington Square 18 13 029 Map Results v. - t.hmop- rxi - rlatroner rlICst o,far ta<e — State Forest U b a God ndae a:` 1°`tr 1 ', H o�7rvm_ RaevS^ _AI(,�gton Vencg,Liver TUamoo7 < Hilisboo land . —.. teForestGresham Bea rton `g 'r' 53 Mt.Hood Not,onal:west t'' ... " C3 don Conu i hlsa�' n V G _ x e shanko ro.;tl 0 ._ o ge �`. Oalla:- Salem_ ,�+E GttNcRAilP data©2018 Goggle MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Text Results Basic Parameters Name Value Description Ss 0.976 MCER ground motion(period=0.2s) St 0.425 MCER ground motion(period=1.0s) SMS 1.083 Site-modified spectral acceleration value Sut 0.669 Site-modified spectral acceleration value Sps 0.722 Numeric seismic design value at 0.2s SA So1 0.446 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC 0 Seismic design category F, 1.109 Site amplification factor at 0.2s F, 1.575 Site amplification factor at 1.0s PGA 0.427 MCE9 peak ground acceleration FPGA 1.073 Site amplification factor at PGA PGAm 0.458 Site modified peak ground acceleration T� 16 Long-period transition period(s) SsRT 0.076 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.088 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) 550 2.213 Factored deterministic acceleration value(0.2s) S1RT 0.425 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.488 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.727 Factored deterministic acceleration value(1.0s) PGAd 0.807 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect arty state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design, Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Desion Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report, Z Project: Casper Washington Square Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 01/15/19 Element: Storefront Trial House Governing Code: 2014 Oregon Structural Specialty Code based on 2012 IBC Wind: Interal Pressure (WL): 5.0 psf Seismic: Seismic Design Category: D Sos= 0.772 Material Weights: density(pcf) Weight (psf) Specific Gravity (G) 3/4" Plywood 36.00 2.25 0.42 1/2" MDF 60.00 2.50 0.42 3/4" MDF 60.00 3.75 0.60 covered panel 2.00 C 0 0 0 STOREFRONT'TRIAL HOUSE ROOF PLAN Gen Info 1813029 stft trial.xlsx iob Title Casper Washington Square By LMH Date 1/15/19 Job No, 18 13 029 Supject Storefront Trial House AA-AA Checked By Date Sheet of SECTION PROPERTIES 2 -Z ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 1/2"MDF A (in^2) 23.92 23.92 23.92 23.92 WT(lbs/ft) 10.0 10.0 Xcg (in) 6.000 6.000 Ycg (in) 4.541 4.541 Unit Wt= Ix (in^4) 659.0 165.8 165.8 165.8 60.0 pcf ly (in^4) 1198.0 336.9 336.9 336.9 Ixy (in^4) 651.7 0.0 0.0 0.0 S top(in^3) 36.5 S bot(inA3) 36.5 S left(inA3) 56.1 S right(inA3) 56.1 POLAR Ix+ly J (in^4) 1857.0 502.7 502.7 502.7 ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymin Sx Xcg-Xn-Xmin Sy (in) (in) (in) (inA3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 10.000 1 0.000 0.000 -4.54 -36.5 -6.00 -56.1 9.000 - 2 0.000 6.523 1.98 83.7 -6.00 -56.1 8.000 - 3 6.000 9.082 4.54 36.5 0.00 ##/######## 4 6.000 2.559 -1.98 -83.7 0.00 ########### 7.000 - 0.000 0.000 ti 6.000 - 1 6.000 2.559 -1.98 -83.7 0.00 # x #/####/#/#4 5.000 - 2 6.000 9.082 4.54 36.5 0.00 z 4.000 3 12.000 6.523 1.98 83.7 6.00 56.1 4 12.000 0.000 -4.54 -36.5 6.00 56.1 3.000 - 5 6.000 2.559 -1.98 -83.7 0.00 2.000 - 1.000 - 1 0.500 0.757 -3.78 -43.8 -5.50 -61.2 0.000 2 5.500 2.890 -1.65 -100.5 -0.50 -673.7 0.000 5.000 10.000 15.000 3 5.500 8.325 3.78 43.8 -0.50 -673.7 4 0.500 6.193 1.65 100.4 -5.50 -61.2 INCHES 5 0.500 0.757 -3.78 -43.8 -5.50 -61.2 1 6.500 2.890 -1.65 -100.5 0.50 673.7 2 11.500 0.757 -3.78 -43.8 5.50 61.2 3 11.500 6.193 1.65 100.4 5.50 61.2 4 6.500 8.325 3.78 43.8 0.50 673.7 5 6.500 2.890 -1.65 -100.5 0.50 673.7 Section AA 1813029 stft trial.xlsx Job Title Casper Washington Square By LMH Date 1/15/19 Job No. 18 13 029 Sybject Storefront Trial House M-M Checked By Date Sheet of Z -3 SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 112"MDF A (in^2) 13.06 13.06 13.06 13.06 WT(lbs/ft) 5.4 5.4 Xcg (in) 3.247 3.247 Ycg (in) 4.032 4.032 Unit Wt= Ix (inA4) 329.0 116.6 120.8 116.6 60.0 pcf ly (inA4) 207.3 69.6 65.3 69.6 Ixy (inA4) 185.8 14.7 0.0 14.7 S top(inA3) 22.9 S bot(inA3) 28.9 S left(inA3) 21.4 S right(in^3) 25.3 POLAR lx+ly J (in1'4) 536.3 186.1 186.1 186.1 ANGLE(deg)(minus=clockwise) -16.04215 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymin Sx Xcg Xn-Xmin Sy (in) (in) (in) (in^3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 10.000 1 0.000 0.000 -4.03 -28.9 -3.25 -21.4 9.000 - 2 0.000 6.566 2.53 46.0 -3.25 -21.4 8.000 - 3 6.000 9.125 5.09 22.9 2.75 25.3 4 6.000 0.000 -4.03 -28.9 2.75 25.3 7.000 - 0.000 0.000 a 6.000 - W x 5.000 - 1 0.500 0.500 -3.53 -33.0 -2.75 25.3 z 4.000 2 5.500 0.500 -3.53 -33.0 2.25 30.9 3.000 - 3 5.500 8.369 4.34 26.9 2.25 30.9 4 0.500 6.235 2.20 52.9 -2.75 -25.3 2.000 - 5 0.500 0.500 -3.53 -33.0 -2.75 -25.3 1.000 - 0.000 ♦ • 0.000 2.000 4.000 6.000 8.000 INCHES Section M 1813029 sift trial.xlsx Job Title Casper Washington Square By LMH Date 1/15119 Job No. 18 13 029 Subject Storefront Trial House P-P Checked By Date Sheet of z -4 SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 1/2"MDF A (inA2) 11.00 11.00 11.00 11.00 WT(lbs/ft) 4.6 4.6 Xcg (in) 3.000 3.000 Ycg (in) 3.000 3.000 Unit Wt= Ix (inA4) 154.9 55.9 55.9 55.9 60.0 pcf ly (inA4) 154.9 55.9 55.9 55.9 Ixy (inA4) 99.0 0.0 0.0 0.0 S top(inA3) 18.6 S bot(inA3) 18.6 S left(inA3) 18.6 S right(inA3) 18.6 POLAR Ix+ly J (in"4) 309.8 111.8 111.8 111.8 ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymin Sx Xcg-Xn-Xmin Sy (in) (in) (in) (inA3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 0.000 -3.00 -18.6 -3.00 -18.6 2 0.000 6.000 3.00 18.6 -3.00 -18.6 6.000 • • 3 6.000 6.000 3.00 18.6 3.00 18.6 5.000 • ' 4 6.000 0.000 -3.00 -18.6 3.00 18.6 w 4.000 - 1 0.500 0.500 -2.50 -22.4 -2.50 -22.4 x 2 5.500 0.500 -2.50 -22.4 2.5022.4 Z 3.000 - 3 5.500 5.500 2.50 22.4 2.50 22.4 4 0.500 5.500 2.50 22.4 -2.50 -22.4 2.000 - 5 0.500 0.500 -2.50 -22.4 -2.50 -22.4 1.000 - • • 0.000 • • 0.000 2.000 4.000 6.000 8.000 INCHES Section P 1813029 stft trial.xlsx Job Title Casper Washington Square By LMH Date 1/15/19 Job No. 18 13 029 Subject „Storefront Trial House column Checked By Date Sheet of z -s SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 3/4"MDF A (in^2) 15.75 15.75 15.75 15.75 WT(lbs/ft) 6.6 6.6 Xcg (in) 3.000 3.000 Ycg (in) 3.000 3.000 Unit Wt= Ix (inA4) 215.6 73.8 73.8 73.8 60.0 pcf ly (inA4) 215.6 73.8 73.8 73.8 Ixy (inA4) 141.8 0.0 0.0 0.0 S top(in^3) 24.6 S bot(inA3) 24.6 S left(inA3) 24.6 S right(inA3) 24.6 POLAR Ix+ly J (inA4) 431.2 147.7 147.7 147.7 ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymin Sx Xcg-Xn-Xmin Sy (in) (in) (in) (inA3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 0.000 -3.00 -24.6 -3.00 -24.6 2 0.000 6.000 3.00 24.6 -3.00 -24.6 6.000 • • 3 6.000 6.000 3.00 24.6 3.00 24.6 5.000 - • • 4 6.000 0.000 -3.00 -24.6 3.00 24.6 0.000 0.000 w 4.000 - x 1 0.750 0.750 -2.25 -32.8 -2.25 -32.8 Z 3.000 - 2 5.250 0.750 -2.25 -32.8 2.25 32.8 3 5.250 5.250 2.25 32.8 2.25 32.8 2.000 - 4 0.750 5.250 2.25 32.8 -2.25 -32.8 1.000 - 5 0.750 0.750 -2.25 -32.8 -2.25 -32.8 • • 0.000 • • 0.000 2.000 4.000 6.000 8.000 INCHES Section Col 1813029 stft trial.xlsx Job Title Casper Washington Square By LMH Date 1/15/19 Job No. 18 13 029 Subject Storefront Trial House floor edge Checked By Date Sheet of 2.-6, SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 1/2"MDF A (in^2) 12.38 12.38 12.38 12.38 WT(lbs/ft) 5.2 5.2 Xcg (in) 2.284 2.284 Ycg (in) 3.000 3.000 Unit Wt= Ix (inA4) 179.5 68.1 68.1 68.1 60.0 pcf ly (inA4) 108.6 44.1 44.1 44.1 Ixy (inA4) 84.8 0.0 0.0 0.0 S top(inA3) 22.7 S bot(inA3) 22.7 S left(inA3) 19.3 S right(inA3) 11.9 POLAR Ix+ly J (inA4) 288.1 112.2 112.2 112.2 ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymin Sx Xcg-Xn-Xmin Sy (in) (in) (in) (inA3) (in) (in^3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 0.000 -3.00 -22.7 -2.28 -19.3 2 0.000 6.000 3.00 22.7 -2.28 -19.3 6.000 . 3 6.000 6.000 3.00 22.7 3.72 11.9 . 1 4 6.000 5.250 2.25 30.3 3.72 11.9 5.000 5 0.750 5.250 2.25 30.3 -1.53 -28.7 w 4.000 - 6 0.750 0.750 -2.25 -30.3 -1.53 -28.7 x 7 6.000 0.750 -2.25 -30.3 3.72 11.9 2 3.000 - 8 6.000 0.000 -3.00 -22.7 3.72 11.9 0.000 0.000 2.000 - 1.000 - t 0.000 . 1 0.000 2.000 4.000 6.000 8.000 INCHES Section edge 1813029 sift trial.xlsx Job Title Casper Washington Square By LMH Date 1/15/19 Job No. 18 13 029 Subject storefront Trial House upper platform Checked By Date Sheet of n 1 SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"r COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"1^'VALUES. DESCRIPTION ORIGINAL CENTROID ' PRINCIPAL ARBITRARY 3/4"Plywood A (in^2) 11.53 11.53 11.53 11.53 WT(lbs/ft) 2.9 2.9 Xcg (in) 5.063 5.063 Ycg (in) 4.601 4.601 Unit Wt= Ix (in44) 276.8 32.7 32.7 32.7 36.0 pcf ly (inA4) 360.6 65.1 65.1 65.1 Ixy (inA4) 268.6 0.0 0.0 0.0 S top(inA3) 23.4 S bot(inA3) -7.1 S left(inA3) 12.9 S right(inA3) 12.9 POLAR Ix+ly J (inA4) 637.4 97.8 97.8 97.8 ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymin Sx Xcg-Xn-Xmin Sy (in) (in) (in) (in^3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 6.000 1.40 23.4 -5.06 -12.9 2 10.125 6.000 1.40 23.4 5.06 12.9 6.000 4 3 10.125 5.250 0.65 50.4 5.06 12.9 • • • 1 4 5.438 5.250 0.65 50.4 0.38 173.5 5.000 - 5 5.438 0.000 -4.60 -7.1 0.38 173.5 w 4.000 - 6 4.688 0.000 -4.60 -7.1 -0.38 -173.5 x 7 4.688 5.250 0.65 50.4 -0.38 -173.5 Z 3.000 - 8 0.000 5.250 0.65 50.4 -5.06 -12.9 9 0.000 6.000 1.40 23.4 -5.06 -12.9 2.000 - 1.000 - 0.000 • •,• 0.000 5.000 10.000 15.000 INCHES Section upp plat 1813029 stft trial.xlsx Job Title Casper Washington Square By LMH Date 1/15/19 Job No. 18 13 029 Subject storefront Trial House lower platform Checked By Date Sheet of SECTION PROPERTIES 2^ ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 3/4"Plywood A (inA2) 8.44 8.44 8.44 8.44 WT(lbs/ft) 2.1 2.1 Xcg (in) 3.000 3.000 Ycg (in) 4.225 4.225 Unit Wt= Ix (inA4) 178.8 28.2 28.2 28.2 36.0 pcf ly (in^4) 89.6 13.7 13.7 13.7 Ixy (in"4) 106.9 0.0 0.0 0.0 S top(inA3) 15.9 S bot(in^3) 6.7 S left(in^3) 4.6 S right(inA3) 4.6 POLAR lx+ly J (in"4) 268.4 41.8 41.8 41.8 ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymin Sx Xcg-Xn-Xmin Sy (in) (in) (in) (in"3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 6.000 1.78 15.9 -3.00 -4.6 i 2 6.000 6.000 1.78 15.9 3.00 4.6 6.000 • 3 6.000 5.250 1.03 27.5 3.00 4.6 . • 4 4 3.375 5.250 1.03 27.5 0.37 36.5 $-000 - 5 3.375 0.000 -4.23 -6.7 0.37 36.5 w 4.000 - 6 2.625 0.000 -4.23 -6.7 -0.38 -36.5 s 7 2.625 5.250 1.03 27.5 -0.38 -36.5 z 3.000 - 8 0.000 5.250 1.03 27.5 -3.00 -4.6 9 0.000 6.000 1.78 15.9 -3.00 -4.6 2.000 - 1.000 - 0.000 • • • 0.000 2.000 4.000 6.000 8.000 INCHES Section low plat 1813029 stft trial.xlsx 2I Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Section AA-AA By LMH Seismic Demands on Non-Structural Components Component ap RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SDS 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 10 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 z 1 ft l, 1.00 Veneer 1.0 2.5 h 1 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 2.32 Appendages and Ornaments 2.5 2.5 Fp 3.71 Signs and Billboards 2.5 2.5 Fp max 12.35 Air Side HVAC- Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 3.71 lbs (Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 1.54 lbs(Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Fp_0.4a S sWa 11+2 h) (13.3-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 n L Conveyors (non personnel) 2.5 3.0 t ,- Suspended cable tray 2.5 6.0 F,is not required to be taken as greater than Connection -Masonry or Concrete 1.0 1.5 F,= 1.645I,,Wp (13.3-2) and Fp shall not be taken as less than F,=0.3S ,W, (13.3-3) Seismic AA 1813029 stft trial.xlsx 2 ~10 Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Section M-M By LMH Seismic Demands on Non-Structural Components Component ap RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SDS 0.772 ap 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 5.4 lbs RID 2.50 Exterior non structural wall 1.0 2.5 z 1 ft Ip 1.00 Veneer 1.0 2.5 h 1 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.25 Appendages and Ornaments 2.5 2.5 Fp 2.00 Signs and Billboards 2.5 2.5 Fp max 6.67 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 2.00 lbs(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 0.83 lbs(Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Fp=0.4a DsW'(1�2. ) (13.3-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 R, Conveyors (non personnel) 2.5 3.0 �,� Suspended cable tray 2.5 6.0 F,is not required to be taken as greater than Connection -Masonry or Concrete 1.0 1.5 F,= 1.6411,W, (133-2) and F,shall not be taken as less than F,=0.3S t,W„ (13.3-3) Seismic M 1813029 stft trial.xlsx 2 t 1 Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Section P-P By LMH Seismic Demands on Non-Structural Components Component a RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SDS 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 WP 4.6 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1 ft 1, 1.00 Veneer 1.0 2.5 h 1 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.07 Appendages and Ornaments 2.5 2.5 Fp 1.70 Signs and Billboards 2.5 2.5 Fp max 5.68 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 1.70 lbs(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical FP 0.71 lbs(Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Fp_0.4aS usW,f1+23-) (133-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 r Conveyors(non personnel) 2.5 3.0 1„ Suspended cable tray 2.5 6.0 Fp is not required to be taken as greater than Connection -Masonry or Concrete 1.0 1.5 F,= Larni,,W, (133-2) and F,shall not be taken as less than F„-=034,54% (13.3-3) Seismic P 1813029 stft trial.xlsx 2 - !Z Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Section P-P By LMH Seismic Demands on Non-Structural Components Component aP RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SOS 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 6.5625 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1 ft 1p 1.00 Veneer 1.0 2.5 h 1 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.52 Appendages and Ornaments 2.5 2.5 Fp 2.43 Signs and Billboards 2.5 2.5 Fp max 8.11 Air Side HVAC- Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 2.43 lbs(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical FP 1.01 lbs (Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Fp=0.4aR.c (1+2 h (13.3-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 Conveyors(non personnel) 2.5 3.0 Ip Suspended cable tray 2.5 6.0 Fp is not required to be taken as greater than Connection -Masonry or Concrete 1.0 1.5 F,= 1.64I,W, (13.3-2) and FF shall not be taken as less than F,=0.3SnsIpWp (13.3-3) Seismic col 1813029 stft trial.xlsx Z- 13 Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Storefront Trial House floor edge By LMH Seismic Demands on Non-Structural Components Component aP RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SDS 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 5.2 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 z 1 ft 1p 1.00 Veneer 1.0 2.5 h 1 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.20 Appendages and Ornaments 2.5 2.5 Fp 1.93 Signs and Billboards 2.5 2.5 Fp max 6.42 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 1.93 lbs(Ultimate) Generators, Bafteries,Transformers 1.0 2.5 Vertical FP 0.80 lbs(Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 F,_0.4apsW,(1}2 R ) h (13.3-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 ( a JL Conveyors(non personnel) 2.5 3.0 I, Suspended cable tray 2.5 6.0 F,is not required to be taken as greater than Connection-Masonry or Concrete 1.0 1.5 F,=1.6SDsI,WP (13.3-2) and F,shall not be taken as less than F,=0.3S1s1,W, (13.3-3) Seismic edge 1813029 stft trial.xlsx Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Storefront Upper Platform By LMH Seismic Demands on Non-Structural Components Component ap RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SOS 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 2.9 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1 ft Ip 1.00 Veneer 1.0 2.5 h 1 ft zfh 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 0.67 Appendages and Ornaments 2.5 2.5 Fp 1.07 Signs and Billboards 2.5 2.5 Fp max 3.58 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 1.07 lbs (Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical FP 0.45 lbs(Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Fp=O.4a' 1+2h} (13.3-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 P J Conveyors (non personnel) 2.5 3.0 R ) i Suspended cable tray 2.5 6.0 F,is not required to be taken as greater than Connection-Masonry or Concrete 1.0 1.5 F,=1.6SZl,W, (133-2) and Fp shall not be taken as less than F,=0.3S,1,W, (13.3-3) Seismic upp plat 1813029 stft trial.xlsx Z-I5 Project Casper Washington Square Job# 1813 029 Date 1/15/2019 Element Storefront Lower Platform By LMH Seismic Demands on Non-Structural Components Component aP RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 Sos 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 WP 2.1 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1 ft IP 1.00 Veneer 1.0 2.5 h 1 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 0.49 Appendages and Ornaments 2.5 2.5 FP 0.78 Signs and Billboards 2.5 2.5 Fpmax 2.59 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC- Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal FP 0.78 lbs (Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical FP 0.32 lbs (Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,lnstrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Fp=°.4 aPS(R, W,11+ 2!) (133-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 Conveyors(non personnel) 2.5 3.0 4 Suspended cable tray 2.5 6.0 Fp is not required to be taken as greater than Connection-Masonry or Concrete 1.0 1.5 F,=1.6Sst,Wp (133-2) and FP shall not be taken as less than F,=0.3S,1,W, (133-3) Seismic low plat 1813029 stft trial.xlsx 11 0 Project: Casper Washington Square Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 01/15/19 Element: Beam 1-3 and Beam 2-4(section M-M) Beam properties: Uniform Loads: Beam Length = 8.17 ft self weight= 5.4 plf yx= 3.2474 in wind vertical= 5.2 plf yy= 4.0321 in seismic vertical= 0.83 plf Ix= 116.58 in4 wind horizontal= 6.5 plf ly= 69.566 in4 seismic horizontal= 2.00 plf Moments: wl2/8 Service End Loads: wl/2 self weight= 45 ft-lb self weight= 22 lb wind vertical= 43 ft-lb wind vertical= 21 lb seismic vertical= 7 ft-lb seismic vertical = 3 lb wind horizontal= 54 ft-lb wind horizontal= 27 lb seismic horizontal= 17 ft-lb seismic horizontal= 8 lb Combinations: Vertical Vertical D= 45 ft-lb D= 22 lb D+0.6W= 71 ft-lb D+0.6W= 35 lb D+0.7E= 50 ft-lb D+0.7E= 24 lb 0.6D+0.6W= 53 ft-Ib 0.6D+0.6W= 26 lb 0.6D-0.6W= 1 ft-lb 0.6D-0.6W= 1 lb 0.6D+0.7E= 32 ft-lb 0.6D+0.7E= 15 lb Horizontal Horizontal 0.6W= 32 ft-lb 0.6W= 16 lb 0.7E= 12 ft-lb 0.7E= 6 lb Stress: a= Myx/I+ Myy/ly aaltow= 110 psi D a= 15.04 psi ok D+0.6W a= 25.59 psi ok Reaction Max: D+0.7E a= 17.41 psi ok Vertical 35 0.6D+0.6W a= 19.57 psi ok Horizontal 16 0.6D-0.6W a= -1.52 psi ok 0.6D+0.7E a= 11.39 psi ok beam 1-3 1813029 stfttrial.xlsx 'Z-I � 1-' Project: Casper Washington Square • Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 01/15/19 Element: Beam 5-6(section AA-AA) Beam properties: Uniform Loads: Beam Length= 8.17 ft self weight= 10 plf Yx= 6 in wind vertical= 10.9 plf Yy= 4.5405 in seismic vertical = 1.54 plf ix= 165.84 in4 wind horizontal= 7 plf ly= 336.85 Ino seismic horizontal= 3.71 plf Moments: w12/8 Service End Loads: wl/2 self weight= 83 ft-lb self weight= 41 lb wind vertical= 91 ft-lb wind vertical = 45 lb seismic vertical= 13 ft-lb seismic vertical = 6 lb wind horizontal= 58 ft-lb wind horizontal = 29 lb seismic horizontal= 31 ft-lb seismic horizontal= 15 lb Combinations: Vertical Vertical D= 83 ft-lb D= 41 lb D+0.6W= 138 ft-lb D+0.6W= 68 lb D+0.7E= 92 ft-lb D+0.7E= 45 lb 0.6D+0.6W= 104 ft-lb 0.6D+0.6W= 52 lb 0.6D-0.6W= -5 ft-lb 0.6D-0.6W= -2 lb 0.6D+0.7E= 59 ft-Ib 0.6D+0.7E= 29 lb Horizontal Horizontal 0.6W= 35 ft-lb 0.6W= 17 lb 0.7E= 22 ft-lb 0.7E= 11 lb Stress: a= MyX/I + Myy/ly ;How= 110 psi D a= 36.03 psi ok D+0.6W a= 60.38 psi ok Reaction Max: D+0.7E a= 40.24 psi ok Vertical 68 0.6D+0.6W a= 45.62 psi ok Horizontal 17 0.6D-0.6W a= -2.64 psi ok 0.6D+0.7E a= 25.91 psi ok beam 5-6 1813029 stft trial.xlsx z� � Project: Casper Washington Square Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 01/15/19 Element: gable end P, Uniform Loads: P2 P2 self weight= 4.5833 plf wind vertical= 5 plf seismic vertical= 0.71 plf spant wind horizontal= 7 plf R R seismic horizontal= 1.70 plf Beam properties: Section P-P P, point Loads: span = 8.58 ft self weight= 41 lb yx= 3 in wind vertical= 45 lb yy= 3 in seismic vertical= 6 lb Ix= 55.917 in4 wind horizontal= 29 lb 1y= 55.917 in4 seismic horizontal= 15 lb A= 11 int P7 point Loads: self weight= 22 lb wind vertical= 21 lb seismic vertical= 3 lb wind horizontal= 27 lb seismic horizontal= 8 lb Service Reactions: wl/2+P11/2+P2 Combinations: Vertical self weight= 218 lb D= 218 lb wind vertical= 236 lb D+0.6W= 360 lb seismic vertical= 32 lb D+0.7E= 240 lb wind horizontal= 181 lb 0.6D+0.6W= 272 lb seismic horizontal= 80 lb 0.6D-0.6W= -11 lb 0.6D+0.7E= 153 lb Horizontal 0.6W= 109 lb Reaction Max: 0.7E= 56 lb Vertical 360 lb Horizontal 109 lb gable 1813029 stft trial.xlsx 2- 9 '-' Project: Casper Washington Square 1 0 Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 01/15/19 Element: gable end Gable Angle \e,(4(‘ P112 23.1 degrees beam Beam Length= 4.66 ft V P,/2 point Loads: Moments: w12/8 self weight= 21 lb self weight= 12 ft-lb wind vertical= 23 lb wind vertical= 14 ft-lb seismic vertical = 3 lb seismic vertical= 2 ft-lb wind horizontal= 15 lb wind horizontal= 19 ft-lb seismic horizontal= 8 lb seismic horizontal= 5 ft-lb Combinations: Vertical Vertical D= 21 lb D= 12 ft-lb D+0.6W= 35 lb D+0.6W= 20 ft-lb D+0.7E= 23 lb D+0.7E= 13 ft-lb 0.6D+0.6W= 26 lb 0.6D+0.6W= 16 ft-lb 0.6D-0.6W= -1 lb 0.6D-0.6W= -1 ft-lb 0.6D+0.7E= 15 lb 0.6D+0.7E= 9 ft-lb Horizontal Horizontal 0.6W= 9 lb 0.6W= 11 ft-lb 0.7E= 6 lb 0.7E= 4 ft-lb Components: C= 89 lb V= 91 lb Stress: a= Myx/I+Myy/ly °'allow= 110 psi D a= 7.73 psi ok D+0.6W a= 19.96 psi ok D+0.7E a= 10.94 psi ok 0.6D+0.6W a= 13.26 psi ok 0.6D-0.6W a= -7.47 psi ok 0.6D+0.7E a= 6.05 psi ok a= P/A a= 8.09 psi ok gable 1813029 stft trial.xlsx zrzo 11 0 Project: Casper Washington Square Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 1/15/2019 Element: column P, Uniform Loads: /P/1011\,12, self weight= 6.5625 plf wind vertical= 0 plf 2004 seismic vertical= 1.01 plf wind horizontal= 2.5 plf • seismic horizontal= 2.43 plf P1 point Loads: self weight= 41 lb Saar wind vertical= 45 lb R R seismic vertical= 6 lb wind horizontal= 29 lb Beam properties: seismic horizontal= 15 lb Column Length= 8.16 ft yX= 3 in P, point Loads: yy= 3 in self weight= 22 lb lx= 73.828 in4 wind vertical= 21 lb ly= 73.828 in4 seismic vertical= 3 lb A= 15.75 in2 wind horizontal= 27 lb span = 8.58 ft seismic horizontal= 8 lb Gabel loads self weight= 79 lb wind vertical= 86 lb Service Reactions: seismic vertical= 12 lb w(height)+P1(span)/2+Gable/2+ P2 wind horizontal= 120 lb 2[w(height)2/21/span+ P1/2+ P2+gable/2 seismic horizontal= 29 lb 4.08LL/span self weight= 484 lb Live Load: wind vertical= 583 lb LL= 200 lb seismic vertical= 88 lb wind horizontal= 121 lb Reaction Max: seismic horizontal= 49 lb Vertical 834 lb live load= 95 lb Horizontal 204 lb (see next sheet) column 1813029 stft trial.xlsx 2, ^G � Project: Casper Washington Square k °* Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 1/15/2019 Element: column Combinations: Vertical Vertical Left: D = 484 lb Right: D= 484 lb D+ L= 579 lb D- L= 389 lb D+0.6W= 834 lb D+0.6W= 834 lb D+0.7E= 546 lb D+0.7E = 546 lb D+0.75L+0.75(0.6W) = 818 lb D-0.75L+0.75(0.6W) = 675 lb D+0.75L-0.75(0.6W) = 293 lb D-0.75L-0.75(0.6W) = 150 lb D+0.75L+0.75(0.7E) = 601 lb D-0.75L+0.75(0.7E) = 459 lb 0.6D+0.6W= 640 lb 0.6D+0.6W= 640 lb 0.6D -0.6W= -59 lb 0.6D-0.6W= -59 lb 0.6D+0.7E= 352 lb 0.6D+0.7E = 352 lb Horizontal Horizontal 0.6W= 73 lb 0.6W= 73 lb 0.75L+0.75(0.6W) = 204 lb 0.75L+0.75(0.6W) = 204 lb 0.7E= 34 lb 0.7E= 34 lb 0.75L+0.75(0.7E) = 176 lb 0.75L+0.75(0.7E) = 176 lb Moments: w12/8 or PI/4 Combinations: wind horizontal = 21 ft-lb 0.6W= 13 ft-lb seismic horizontal= 20 ft-lb 0.75L+0.75(0.6W)= 224 live load = 286 ft-lb 0.7E= 12 0.75L+0.75(0.7E) = 224 Stress: o= Myx/I + Myy/ly °allow= 110 psi 0.6W a= 6.34 psi ok 0.75L+0.75(0.6W) o= 109.23 psi ok 0.7E a= 5.85 psi ok 0.75L+0.75(0.7E) °= 109.23 psi ok a= P/A a= :52.95 psi ok column 1813029 stft trial.xlsx 2 ^ 2Z Project : Casper Washington Square o / Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 1/15/2019 Element: connections Column connections Bottom Connection 2 1/2" N A max moment= ft-lb ti■'7 o 0 d = 3.83 in c,' �Ml y M .Ji' o 0 a max shear= 234 lb 1"BLOCKING A.-, A-A load taken by(2)5/16" lag bolts X 1 3/4" embedment in tension & (8) lag bolts in shear T= M/d/2 bolts= 3' lb Tallow= 581 lb ok V=shear/8 sbolts= -= Vallow= 120 ok Top Connection 2 1/2" CV - N max shear= ___ lb r 1° ' �.J 1 1/2"POPLAR load taken by(4) 5/16" lag bolts X 1 3/4" embedment in shear V=shear/4 bolts= Vauow= 90 ok connections 1813029 stft trial.xlsx ?- 22:: 1 k 0 °** Project: Casper Washington Square Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 1/15/2019 Element: connections Floor edge to lower platform connection 3" W=200#(1.2")/0.8" 200# W= r.C::, lb floor edge 1" #8 screws at 6" O.C.; load shared by (3) screws s=_ W= :_:'t: lb/screw C �• 1.8 lower W' = 157#/in * 0.75" = 118 lb platform ok connections 1813029 stft trial.xlsx Project : Casper Washington Square 0 Client : Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Yellow and Pink King Trial Houses Governing Code: 2014 Oregon Structural Specialty Code based on 2012 IBC Wind: lnteral Pressure (WL): 5.0 psf Seismic: Seismic Design Category: D SDS= 0.772 Material Weights: density (pcf) Weight(psf) Specific Gravity(G) 1/2" Plywood 36.00 1.50 0.42 3/4" plywood 36.00 2.25 0.42 1/2" MDF 60.00 2.50 0.60 covered panel 2.00 Gen Info 1813029 King.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 18 13 029 Slabject ,'King Trial House Section A-A Checked By Date Sheet of -i SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THI MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 1/2"MDF A (inA2) 15.00 15.00 15.00 15.00 WT(lbs/ft) 6.3 6.3 b r-►A Xcg (in) 5.000 5.000 i Ycg (in) 3.000 3.000 LA Unit Wt= Ix (in^4) 221.3 86.3 86.3 86.3 60.0 pcf ly (in^4) 571.3 196.3 196.3196.3 L b jc t° *° ro-e Ixy (inA4) 225.0 0.0 0.0 0.0 b S top(in^3) 28.8 L.e S bot(in^3) 28.8 S left(in^3) 393 S right(in^3) 39.3 POLAR Ix+ly J (in^4) 792.5 282.5 282.5 282.5 b 5'-l1- I 5-1r ANGLE(deg)(minus=clockwise) 0.00000 0.00 lr10* ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (inA3) (in) (in^3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 0.000 -3.00 -28.8 -5.00 -39.3 2 0.000 6.000 3.00 28.8 -5.00 -39.3 6.000 • • 3 10.000 6.000 3.00 28.8 5.00 39.3 5.000 - • ' 4 10.000 0.000 -3.00 -28.8 5.00 39.3 0.000 0.000 w 4.000 - I 1 0.500 0.500 -2.50 -34.5 -4.50 -43.6 z 3.000 - 2 9.500 0.500 -2.50 -34.5 4.50 43.6 3 9.500 5.500 2.50 34.5 4.50 43.6 2.000 - 4 0.500 5.500 2.50 34.5 -4.50 -43.6 1000 - 5 0.500 0.500 -2.50 -34.5 -4.50 -43.6 • • 0.000 • • 0.000 5.000 10.000 15.000 INCHES Prop A 1813029 King.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 18 13 029 Subject king Trial House Section B-B Checked By Date Sheet of SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"r COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 1/2"MDF A (inA2) 9.50 9.50 9.50 9.50 bA WT(lbs/ft) 4.0 4.0 FP- Xcg (in) 2.250 2.250 , Ycg (in) 3.000 3.000 LA Unit Wt= Ix (in^4) 130.0 44.5 44.5 44.5 60.0 pcf ly (in^4) 75.8 27.7 27.7 27.7 1„ ry t_ Jc t_ .J r48 Ixy (in^4) 64.1 0.0 0.0 0.0 0 o LBS top(inA3) 14.8 S bot(inA3) 14.8 S left(inA3) 12.3 S right(inA3) 12.3 POLAR Ix+ly J (in^4) 205.8 72.2 72.2 72.2 b ( 6.11- I s-11' 11-10- ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (inA3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 0.000 -3.00 -14.8 -2.25 -12.3 2 0.000 6.000 3.00 14.8 -2.25 -12.3 6.000 • • 3 4.500 6.000 3.00 14.8 2.25 12.3 5.000 - • ' 4 4.500 0.000 -3.00 -14.8 2.25 12.3 0.000 0.000 Cl) 4.000 - x 1 0.500 0.500 -2.50 -17.8 -1.75 -15.8 z 3.000 - 2 4.000 0.500 -2.50 -17.8 1.75 15.8 3 4.000 5.500 2.50 17.8 1.75 15.8 2.000 - 4 0.500 5.500 2.50 17.8 -1.75 -15.8 1,000 - 5 0.500 0.500 -2.50 -17.8 -1.75 -15.8 • • 0.000 • , • . 0.000 1.000 2.000 3.000 4.000 5.000 INCHES Prop B 1813029 King.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 1813 029 Sobject King Trial House Section C-C Checked By Date Sheet of . 4 SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"1^'COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&'Y'VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY b r-0•A 1/2"MDF A (inA2) 17.32 17.32 17.32 17.32 WT(lbs/ft) 7.2 7.2 Xcg (in) 5.501 5.501 LA Ycg (in) 5.533 5.533 o 4o Unit Wt= Ix (EnA4) 696.0 165.6 94.1 165.6 i'-' h tl -c t_ -I Ire 60.0 pcf ly (inA4) 793.5 269.4 340.9 269.4 0 Ixy (EM4) 639.2 111.9 0.0 111.9 1-0-13 S top(EnA3) 29.9 S bot(inA3) 29.9 S left(inA3) 49.0 S right(inA3) 49.0 b 5'-ll J s-11" POLAR lx+ly J (inA4) 1489.5 435.1 435.1 435.1 »•.ia' ANGLE(deg)(minus=clockwise) 32.56536 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (inA3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 12.000 1 0.000 0.000 -5.53 -29.9 -5.50 -49.0 2 0.000 6.497 0.96 171.9 -5.50 -49.0 10.000 - 3 11.000 11.068 5.53 29.9 5.50 49.0 4 11.000 4.570 -0.96 -172.0 5.50 49.0 8.000 - 0.000 0.000 co w I 6.000 - 1 0.500 0.749 -4.78 -34.6 -5.00 -53.9 z 2 10.500 4.904 -0.63 -263.3 5.00 53.9 4.000 - 3 10.500 10.319 4.79 34.6 5.00 53.9 4 0.500 6.164 0.63 262.6 -5.00 -53.9 2.000 - 5 0.500 0.749 -4.78 -34.6 -5.00 -53.9 0.000 0.000 5.000 10.000 15.000 INCHES Prop C 1813029 King.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 18 13 029 Subject King Trial House Section D-D Checked By Date Sheet of 3 -5 SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY o r-A 1/2"MDF A (inA2) 18.99 18.99 18.99 18.99 WT(lbs/ft) 7.9 7.9 Xcg (in) 3.750 3.750 L.A Ycg (in) 4.029 4.029 C C D 0 B Unit Wt= Ix (inA4) 414.0 105.8 105.8 105.8 N 1,, r 60.0 pcf ly (inA4) 372.3 105.3 105.3 105.3 a w Ixy (inA4) 286.8 0.0 0.0 0.0 o m L-..B S top(inA3) 26.3 S bot(inA3) 26.3 S left(inA3) 28.1 S right(inA3) 28.1 b 5-11- I 5-11- POLAR -1rPOLAR lx+ly J (inA4) 786.3 211.1 211.1 211.1 tr-lo' ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (inA3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 9.000 1 0.000 0.000 -4.03 -26.3 -3.75 -28.1 8.000 - 2 0.000 6.523 2.49 42.4 -3.75 -28.1 3 3.750 8.055 4.03 26.3 0.00 ##>I4t#10 7.000 - 4 3.750 1.558 -2.47 -42.8 0.00 #II#A#II#INI# 6.000 - 0.000 0.000 w 5.000 - x 1 0.500 0.757 -3.27 -32.3 -3.25 -32.4 z 4.000 - 2 3.250 1.892 -2.14 -49.5 -0.50 -210.6 3.000 - 3 3.250 7.306 3.28 32.3 -0.50 -210.6 2.000 - 4 0.500 6.193 2.16 48.9 -3.25 -32.4 { 5 0.500 0.757 -3.27 -32.3 -3.25 -32.4 1.000 0.000 • 1 3.750 1.558 -2.47 -42.8 0.00 1/1/4#/#114/41## 0.000 2.000 4.000 6.000 8.000 2 3.750 8.055 4.03 26.3 0.00 ########## INCHES 3 7.500 6.523 2.49 42.4 3.75 28.1 4 7.500 0.000 -4.03 -26.3 3.75 28.1 5 3.750 1.558 -2.47 -42.8 0.00 1 4.250 1.892 -2.14 -49.5 0.50 210.6 2 7.000 0.757 -3.27 -32.3 3.25 32.4 3 7.000 6.193 2.16 48.9 3.25 32.4 4 4.250 7.306 3.28 32.3 0.50 210.6 5 4.250 1.892 -2.14 -49.5 0.50 210.6 Prop D 1813029 King.xlsx Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element King Trial House Section A-A By LMH Seismic Demands on Non-Structural Components Component ap RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 Sos 0.772 ap 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 6.25 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft ip 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.45 Appendages and Ornaments 2.5 2.5 Fp 2.32 Signs and Billboards 2.5 2.5 Fp max 7.72 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 2.32 lbs/ft(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 0.97 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm.Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 F,=O' a'SDSW'C1+2 h) (13.34) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 I R,/,J l Conveyors(non personnel) 2.5 3.0 F,is not required to be taken as greater than Suspended cable tray 2.5 6.0 Connection-Masonry or Concrete 1.0 1.5 F,=1.a4sl,W, (13.3-2) and F,shall not be taken as less than F,=0.3S ,W, (133-3) Seismic A 1813029 King.xlsx '7 Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element King Trial House Section B-B By LMH Seismic Demands on Non-Structural Components Component ap Rp ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 Sos 0.772 ap 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 3.96 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft Ip 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 0.92 Appendages and Ornaments 2.5 2.5 Fp 1.47 Signs and Billboards 2.5 2.5 Fp max 4.89 Air Side HVAC-Fans,RTU,Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 1.47 lbs/ft(Ultimate) Generators,Batteries,Transformers 1.0 2.5 Vertical Fp 0.61 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm.Equip.,Computers,lnstrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 Fp= °144P(7.5 144(R°S}�'(I.+2 h (133-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 11' 1 Conveyors(non personnel) 2.5 3.0 Fp is not required to be taken as greater than Suspended cable tray 2.5 6.0 Connection-Masonry or Concrete 1.0 1.5 F,=1.65:41,W, (13.3-2) and F,shall not be taken as less than F,=0.34sI,W, (133-3) • Seismic B 1813029 King.xlsx 3 `3 Project Casper Washington Square Job# 1813 029 Date 1/15/2019 Element King Trial House Section C-C By LMH Seismic Demands on Non-Structural Components Component ap RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SIDS 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 7.22 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 Z 1.00 ft 1p 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.67 Appendages and Ornaments 2.5 2.5 Fp 2.67 Signs and Billboards 2.5 2.5 Fp max 8.92 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors,Pressure vessels 1.0 2.5 Horizontal Fp 2.67 lbs/ft(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 1.11 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm.Equip.,Computers,lnstrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 FP=OAa,S'IW,11+23-) (13.3-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 CI'l l Conveyors(non personnel) 2.5 3.0 Suspended cable tray 2.5 6.0 F,is not required to be taken as greater than Connection-Masonry or Concrete 1.0 1.5 F,=1.65 ,W, (13.3-2) and F,shall not be taken as less than F,=0.3S1d,W, (133-3) Seismic C 1813029 King.xlsx 3 -9 Project Casper Washington Square Job# 1813 029 Date 1/15/2019 Element King Trial House Section D-D By LMH Seismic Demands on Non-Structural Components Component ap RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 Sos 0.772 ap 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 7.91 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft Ip 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.83 Appendages and Ornaments 2.5 2.5 Fp 2.93 Signs and Billboards 2.5 2.5 Fp max 9.77 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors,Pressure vessels 1.0 2.5 Horizontal Fp 2.93 lbs/ft(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 1.22 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm.Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 F,=0.4°R`u}W'(1+2 ) (133-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 Conveyors(non personnel) 2.5 3.0 F,is 110trequired to be taken// as gearer than Suspended cable tray 2.5 6.0 Connection-Masonry or Concrete 1.0 1.5 F,=1.6SDs7,W, (13.3-2) and F,shall not be taken as less than F,=0.3S,,sI,W, (133-3) Seismic D 1813029 King.xlsx Project: Casper Washington Square 4 I 0 °' Client : Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Roof Loads rA 0 4A .0001111.1611111k41 0 48 b (:- pvs b 5-11- I 5-11" c N 11'-1° bi 0= 67.4 degrees LENGTHS LA_A= 2(5'-11")/ sin (0) = 12.82 ft LB_B= 2(5'-11" - 11"-33/4")/sin (0) = 10.15 ft Lc_c= 8'-6 1/2" = 8.54 ft LD_D= 8'-6 1/2" = 8.54 ft SURFACE AREAS AA_A= LA_A X b" = 6.41 ftz AB-B= LB-B X 6" = 5.08 ftz Ac_c= Lc_c x 11"/sin (0) = 8.48 ftE AD_D= LD_D X 7"/sin (0)= 5.40 ill. Eve Load VERTICAL PDL=We-c X Lc_c+WB_B x LB_B x 3/2 = 122 lbs PWS=WL* (Ac_c+AB_B*3/2)/sin(0) = 87 lbs PE=fvc-c x Lc_c+NB_B X LB_B X 3/2 = 19 lbs HORIZONTAL PWL= 5 psf(Ac_c+AB_B*3/2)/tan(0)= 34 lbs PE=fhc_c x Lc_c+fhB_B X LB_B X 3/2= 22 lbs roof 1813029 King.xlsx Project: Casper Washington Square 00" Client: Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Roof Loads Ridge Load VERTICAL PDL=WD-D X LD_D+WB_B X LB_e X 3/2 = 128 lbs PWI.=WL* (AD-D+AB_B*3/2)/sin(0) = 70 lbs PE=fVD-D x LD-D+fVB_B X LB-B X 3/2= 20 lbs HORIZONTAL PWL 5 psf(AD-D+AB_B*3/2)/tan(0)= 27 lbs PE=fhD-D x LD_D+fh5_13 x LB_B x 3/2= 47 lbs Check ridge acts as a beam Wmax= (PDL+ PWL) LD-D= 23.18 plf M =wmax* LD-D2/8= 211.40 ft-lb fallow= 110 psi f= MyA-APA_A= 96.6 psi Wall Loads Under section A-A PDL=WA-A= 6.3 plf PWS=5 psf(AA_A/ LA-A)/sin(0) = 2.7 plf PE fVA-A= 1.0 plf Under section C-C WDL=We-c= 7.2 plf W =WL* (Ac-c/ Lc-c)/sin(0) = 5.4 plf We=fVc-c= 1.1 plf roof 1813029 King.xlsx 3 - lz ® Project : Casper Washington Square k0 Client: Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Roof fasteners Eve Bolts-spaced 16" apart a= 22.6 degrees Vertical PDL bolt= [PDL /Lc-c* 16/12]/tana= 46 lbs PWLv bolt= [PwL /Lc-c* 16/12] /tana= 33 lbs PEv bolt= [PEV /LC-C* 16/12] /tana= 7 lbs Horizontal PWLh bolt= PEV / LC-C* 16/12 = 5 lbs PEh bolt= PEH / LC-C* 16/12= 3 lbs Combinations D+0.6W= 68 lbs D+0.7E= 52 lbs Shear capacity of 5/16 dia X 2" lag bolt= `J lbs ok Ridge Bolts-3/8" dia bolts spaced 22 1/2" apart Vertical PDL bolt= PDL / LD-D* 22.5/12 = 28 lbs PWLv bolt_ PWL /LD-D * 22.5/12= 15 lbs PEv bolt= PEV / LD-D * 22.5/12 = 4 lbs Horizontal PWLh bolt— PEV /LD-D * 22.5/12 = 6 lbs PEh bolt= PEH /LD-D * 22.5/12 = lbs Combinations D+0.6W= + lbs D+0.7E= lbs Shear capacity of bolt=4750 psi x 0.298 in x 1 in = 4 .„ lbs ok roof fasteners 1813029 King.xlsx Project: Casper Washington Square Client: Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 01/15/19 Element: Individual Panel EQ I EQ EQ CLOTH COVERED PANEL Interior wall Layer 1: 1/2" Plywood 1.5 psf Layer 2: covered panel 2.0 psf 3.5 Interior wall Layer 1: 1/2" Plywood 1.5 psf Stud spacing 2.20 ft nail spacing 0.67 ft Load per nail Controling DL= Max of interior and exterior= 3.5 psf fp v= 0.5 psf fph= 1.3 psf VDL= Controlling DL x stud spacing x nail spacing= 5.2 lb TWL=5 psf x stud spacing x nail spacing= 7.4 lb VE=fp„x stud spacing x nail spacing= 0.8 lb TE=fp h x stud spacing x nail spacing= 1.9 lb VMAX=VDL+VE= 6.0 TMAx= 7.4 Nail Capacity:#8 nail Z' =ZCD=46 x 1.0= a= 0.00 degrees W'=WCD= 16 x 2.0 = ;? p= penetration= 1.00 in interaction:VM,,(/Z'+TMAx/ W' 0.36 <_ 1.0 ok walls 1813029 King.xlsx 3-- 14 Project Casper Washington Square Job# 1813 029 Date 1/15/2019 Element Wall sheathing By LMH Seismic Demands on Non-Structural Components Component a RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SOS 0.772 a 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 3.50 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 Z 1.00 ft 1p 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 0.81 Appendages and Ornaments 2.5 2.5 Fp 1.30 Signs and Billboards 2.5 2.5 Fp,. 4.32 Air Side HVAC-Fans,RTU,Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 1.30 lbs/ft(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 0.54 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm.Equip.,Computers,lnstrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 F,=0' (aI?'311114C(1+2 h� (133-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 1' Conveyors(non personnel) 2.5 3.0 Suspended cable tray 2.5 6.0 F,is not required to be taken as greater than Connection-Masonry or Concrete 1.0 1.5 F,=1.6SDS7,W, (13.3-2) and F,shall not be taken as less than F,=0.341,W, (13.3-3) Seismic wall 1813029 King.xlsx 4 - ( ® Project: Casper Washington Square 44 0 Client : Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Blue and Grey Queen Trial Houses Governing Code: 2014 Oregon Structural Specialty Code based on 2012 IBC Wind: Interal Pressure (WL): 5.0 psf Seismic: Seismic Design Category: D Sips= 0.772 Material Weights: density(pcf) Weight (psf) _Specific Gravity(G) 1/2" Plywood 36.00 1.50 0.42 3/4" plywood 36.00 2.25 0.42 1/2" MDF 60.00 2.50 0.60 covered panel \J.`, 2,00 Gen Info 1813029 Queen.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 1813 029 Subject . Queen Trial House Section E-E Checked By Date Sheet of ¢-2 SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"r COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 1/2"MDF A (in^2) 15.00 15.00 15.00 15.00 b ( •-E WT(Lbs/ft) 6.3 6.3 1 Xcg (in) 5.000 5.000 Ycg (in) 3.000 3.000 I-r E Unit Wt= Ix (in^4) 221.3 86.3 86.3 86.3 40 *G 4H 4H F 60.0 pcf ly (in^4) 571.3 196.3 196.3 196.3 N C J J r Ixy (in^4) 225.0 0.0 0.0 0.0 N R o m F S top(inA3) 28.8 S bot(inA3) 28.8 S left(inA3) 39.3 S right(in43) 39.3 . POLAR Ix+ly J (in^4) 792.5 282.5 282.5 282.5 b 6-3- I S-3- ANGLE(deg)(minus=clockwise) 0.00000 0.00 10$- ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (in^3) (in) (inA3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 0.000 -3.00 -28.8 -5.00 -39.3 2 0.000 6.000 3.00 28.8 -5.00 -39.3 6.000 . • 3 10.000 6.000 3.00 28.8 5.00 39.3 5.000 + • 4 10.000 0.000 -3.00 -28.8 5.00 39.3 0.000 0.000 w 4.000 - x 1 0.500 0.500 -2.50 -34.5 -4.50 -43.6 z 3.000 - 2 9.500 0.500 -2.50 -34.5 4.50 43.6 3 9.500 5.500 2.50 34.5 4.50 43.6 2.000 - 4 0.500 5.500 2.50 34.5 -4.50 -43.6 1.000 - 5 0.500 0.500 -2.50 -34.5 -4.50 -43.6 • • 0.000 • • 0.000 5.000 10.000 15.000 INCHES Prop E 1813029 Queen.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 18 13 029 Subject , Queen Trial House Section F-F Checked By Date Sheet of q - SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X'&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X'&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY b r.E 1/2"MDF A (inA2) 9.50 9.50 9.50 9.50 WT(lbs/ft) 4.0 4.0 Xcg (in) 2.250 2.250 L►E Ycg (in) 3.000 3.000 Unit Wt= Ix (inA4) 130.0 44.5 44.5 44.5 .'t_ _IG '� �H rF 60.0 pef ly (inA4) 75.8 27.7 27.7 27.70. - Ixy (inA4) 64.1 0.0 0.0 0.0 a m F S top(inA3) 14.8 S bot(in^3) 14.8 S left(in^3) 12.3 S right(in^3) 12.3 5 53- , 5*-3- POLAR lx+ly J (inA4) 205.8 „ 72.2 72.2 72.2 1o'-s- ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (in^3) (in) (in^3) SECTION SHAPE Min,Value 0.000 0.000 7.000 1 0.000 0.000 -3.00 -14.8 -2.25 -12.3 2 0.000 6.000 3.00 14.8 -2.25 -12.3 6.000 • • 3 4.500 6.000 3.00 14.8 2.25 12.3 5.000 • • 4 4.500 0.000 -3.00 -14.8 2.25 12.3 0.000 0.000 Cl) 4.000 - x 1 0.500 0.500 -2.50 -17.8 -1.75 -15.8 z 3.000 - 2 4.000 0.500 -2.50 -17.8 1.75 15.8 3 4.000 5.500 2.50 17.8 1.75 15.8 2.000 - 4 0.500 5.500 2.50 17.8 -1.75 -15.8 1.000 - 5 0.500 0.500 -2.50 -17.8 -1.75 -15.8 • • 0.000 • . • 0.000 1.000 2.000 3.000 4.000 5.000 INCHES Prop F 1813029 Queen.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 18 13 029 Subject , Queen Trial House Section G-G Checked By Date Sheet of 4 -4 SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"Y"VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY 1/2"MDF A (in^2) 15.37 15.37 15.37 15.37 r E WT(lbs/ft) 6.4 6.4 Xcg (in) 5.410 5.410 Ycg (in) 5.984 5.984 LE Unit Wt= Ix (in^4) 722.3 171.9 76.1 171.9 *o io *H *H rF 60.0 pcf ly (in^4) 704.2 254.3 350.0 254.3 r L_ L J Ixy (in^4) 628.3 130.6 0.0 130.6 a c F S top(inA3) 29.8 S bot(inn) 28.7 S left(inA3) 47.0 S right(inA3) 45.5 POLAR Ix+ly J (in^4) 1426.5 426.1 426.1 426.1 b 5•-3• I 5'-s- 10'-6- ANGLE(deg)(minus=clockwise) 36.24790 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (inA3) (in) (inn) SECTION SHAPE Min,Value 0.000 0.000 14.000 1 0.000 0.000 -5.98 -28.7 -5.41 -47.0 2 0.000 6.497 0.51 334.7 -5.41 -47.0 12.000 - 3 11.000 11.751 5.77 29.8 5.59 45.5 10.000 4 11.000 5.129 -0.85 -201.1 5.59 45.5 0.000 0.000 W 8.000 - I 1 0.500 0.785 -5.20 -33.1 -4.91 -51.8 z 6.000 - 2 10.500 5.129 -0.85 -201.1 5.09 50.0 3 10.500 10.966 4.98 34.5 5.09 50.0 4.000 - 4 0.500 6.304 0.32 536.3 -4.91 -51.8 2.000 - 5 0.500 0.785 -5.20 -33.1 -4.91 -51.8 0.000 0.000 5.000 10.000 15.000 INCHES Prop G 1813029 Queen.xlsx Job Title Casper Washington Square By LMH Date 1/15/2019 Job No. 18 13 029 Subject Queen Trial House Section H-H Checked By Date Sheet of 4-s SECTION PROPERTIES ENTER DATA CLOCKWISE TO ADD. ENTER DATA COUNTERCLOCKWISE TO SUBTRACT. SKIP A SPACE BETWEEN ADD&SUBTRACT DATA(OPTIONAL) SKIP A SPACE TO PLOT THE CENTER OF GRAVITY OF THE FIGURE-RELATIVE TO THE ORIGINAL AXIS(OPTIONAL) NOTE: PLOTTED FIGURE DOES NOT HAVE TO TOUCH THE"X=0"OR"Y=0"AXIS. ORIGINAL AXIS IS(0,0). CENTROIDAL AXIS IS RELATIVE TO THE MINIMUM"X"&"Y"COORDINATES OF THE PLOTTED FIGURE. PROGRAM ONLY TESTED FOR POSITIVE"X"&"1^'VALUES. DESCRIPTION ORIGINAL CENTROID PRINCIPAL ARBITRARY b rE 1/2"MDF A (inA2) 19.31 19.31 19.31 19.31 WT(lbs/ft) 8.0 8.0 Xcg (in) 3.750 3.750 LE Ycg (in) 4.186 4.186 , 46 Unit Wt= Ix (in"4) 451.2 112.9 112.9 112.9 _ ±`_ G jH 1 F 60.0 pcf ly (inA4) 378.5 107.0 107.0 107.0 a Ixy (inA4) 303.1 0.0 0.0 0.0 b F S top(in"3) 27.0 S bot(in"3) 27.0 S left(in"3) 28.5 S right(in"3) 28.5 B 63- I s-3- POLAR Ix+ly J (inA4) 829.7 219.9 219.9 219.9 low ANGLE(deg)(minus=clockwise) 0.00000 0.00 ORIGINAL CENTROIDAL AXIS X-X AXIS Y-Y AXIS PT Xn Yn Ycg-Yn-Ymir Sx Xcg-Xn-Xmir Sy (in) (in) (in) (inA3) (in) (in"3) SECTION SHAPE Min,Value 0.000 0.000 9.000 1 0.000 0.000 -4.19 -27.0 -3.75 -28.5 8.000 - 2 0.000 6.622 2.44 46.4 -3.75 -28.5 3 3.750 8.371 4.19 27.0 0.00 #DIV/0! 7.000 - 4 3.750 1.749 -2.44 -46.4 0.00 #DIV/0! 6.000 - 0.000 0.000 w 5.000 x 1 0.500 0.785 -3.40 -33.2 -3.25 -32.9 z 4.000 - 2 3.250 2.067 -2.12 -53.3 -0.50 -213.9 3.000 - 3 3.250 7.586 3.40 33.2 -0.50 -213.9 2.000 4 0.500 6.304 2.12 53.3 -3.25 -32.9 5 0.500 0.785 -3.40 -33.2 -3.25 -32.9 1.000 - fv....,:j7:--] 0.000 1 3.750 1.749 -2.44 -46.4 0.00 #DIV/0! 0.000 2.000 4.000 6.000 8.000 2 3.750 8.371 4.19 27.0 0.00 #DIV/0! 3 7.500 6.622 2.44 46.4 3.75 28.5 INCHES 4 7.500 0.000 -4.19 -27.0 3.75 28.5 5 3.750 1.749 -2.44 -46.4 0.00 #DIV/01 1 4.250 2.067 -2.12 -53.3 0.50 213.9 2 7.000 0.785 -3.40 -33.2 3.25 32.9 3 7.000 6.304 2.12 53.3 3.25 32.9 4 4.250 7.586 3.40 33.2 0.50 213.9 5 4.250 2.067 -2.12 -53.3 0.50 213.9 Prop H 1813029 Queen.xlsx 44 Project Casper Washington Square Job# 1813 029 Date 1/15/2019 Element Queen Trial House Section E-E By LMH Seismic Demands on Non-Structural Components Component aP RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 Sips 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 6.25 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft IP 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.45 Appendages and Ornaments 2.5 2.5 Fp 2.32 Signs and Billboards 2.5 2.5 Fp max 7.72 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 2.32 lbs/ft(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 0.97 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm.Equip.,Computers,lnstrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 F,=0' aR`sBC(1+21 (133-1) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 CID J ` Conveyors(non personnel) 2.5 3.0 F,is not required to be taken as greater than Suspended cable tray 2.5 6.0 Connection-Masonry or Concrete 1.0 1.5 F,=1.6SMI,W, (13.3-2) and F,shall not be taken as less than F,=0.3Sapt,W, (133-3) Seismic E 1813029 Queen.xlsx Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Queen Trial House Section F-F By LMH Seismic Demands on Non-Structural Components Component ap RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 Sos 0.772 ap 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 3.96 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft la 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 0.92 Appendages and Ornaments 2.5 2.5 Fp 1.47 Signs and Billboards 2.5 2.5 Fp max 4.89 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 1.47 lbs/ft(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical Fp 0.61 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm.Equip.,Computers,lnstrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 F,=0.4a W,(1+2 h 1 (13.34) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 Cr?: t Conveyors(non personnel) 2.5 3.0 F,is not required to be taken as greater than Suspended cable tray 2.5 6.0 Connection-Masonry or Concrete 1.0 1.5 F,=1.6S0$7,W, (13.3-2) and F,shall not be taken as less than F,=0.3SDsf,W, (13.3-3) Seismic F 1813029 Queen.xlsx 4 4 a Project Casper Washington Square Job#18 13 029 Date 1/15/2019 Element Queen Trial House Section G-G By LMH Seismic Demands on Non-Structural Components Component aP RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 Sps 0.772 aP 1.00 Parapet or cant int wall braced above CM 1.0 2.5 WP 6.41 lbs RP 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft IP 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 1.48 Appendages and Ornaments 2.5 2.5 FP 2.37 Signs and Billboards 2.5 2.5 FP max 7.91 Air Side HVAC-Fans,RTU,Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal FP 2.37 lbs/ft(Ultimate) Generators,Batteries,Transformers 1.0 2.5 Vertical FP 0.99 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 Ductwork 2.5 6.0 F,=0.4R`#W'rl+2h) (13.34) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 ( 1 jp) 11 Conveyors(non personnel) 2.5 3.0 F,is not to be taken as than Suspended cable tray 2.5 6.0 Connection-Masonry or Concrete 1.0 1.5 F,=164s1,W, (13.3-2) and F,shall not be taken as less than F,=0.3451,W, (13.3-3) Seismic G 1813029 Queen.xlsx 4"r/ Project Casper Washington Square Job# 18 13 029 Date 1/15/2019 Element Queen Trial House Section E-E By LMH Seismic Demands on Non-Structural Components Component ap Rp ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below CM 2.5 2.5 SE* 0.772 aa 1.00 Parapet or cant int wall braced above CM 1.0 2.5 Wp 8.05 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft Ip 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 FpMin1.86 Appendages and Ornaments 2.5 2.5 Fp 2.98 Signs and Billboards 2.5 2.5 Fp max 9.94 Air Side HVAC-Fans,RTU, Heaters,AHU 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanks 1.0 2.5 Pumps,Compressors, Pressure vessels 1.0 2.5 Horizontal Fp 2.98 lbs/ft(Ultimate) Generators,Batteries,Transformers 1.0 2.5 Vertical Fp 1.24 lbs/ft(Ultimate) Panel board,Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumentation 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 0 4apSDsW z1 Ductwork 2.5 6.0 Fp= (R '�1+2h J (13.34) Electrical Conduits,plumbing,Rigid Cable tray 1.0 2.5 I j' 1 J Conveyors(non personnel) 2.5 3.0 Fp is not required to beltaken as greater than Suspended cable tray 2.5 6.0 Connection-Masonry or Concrete 1.0 1.5 Fp=1.6SD$IIW, (13.3-2) and F,shall not be taken as less than F,=03Sr1,Wp (13.3-3) Seismic H 1813029 Queen.xlsx Otto 4 Nyr Project: Casper Washington Square 4 0 Client: Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Roof Loads Es F.E 0 I 4 E 1.4 OL JG ti JH r.F 'bp b m 41 &. i� 0 b 53' I 53' ' ' ' 10'S' II M1111110111 6 " 1 0 = 65.0 degrees LENGTHS LE_E= 2(5'-3")/ sin (0) = 11.59 ft LF_F= 2(5'-3" - 11"-3 3/4")/sin (0) = 8.$7 ft LG-G= 8'-6 1/2" = 8.54 ft LH_H = 8'-6 1/2" = 8.54 ft SURFACE AREAS AE_E= LA_A X 6" = 5.79 ft` AF-F= LF_F X 6"= 4.44 ft2 AG-G= LG-G X 11" /sin (0)= 8.64 ft2 AH-H= LH_H X 7"/sin (0) = 5.50 ft` Eve Load VERTICAL Poi=WG_G X LG-G+WF-F X LF_F X 3/2= 107 lbs PWS=WL* (AG_G+AF_F*3/2)/sin(0) = 84 lbs PE=fVG-G X LG-G+fVF-F X LF_F X 3/2 = 17 lbs HORIZONTAL Pm_= 5 psf(AG_G+AF_F*3/2)/tan(0)= 36 lbs PE=fhG_G x LG-G+fhF_F X LF_F x 3/2= 20 lbs roof 1813029 Queen.xlsx ® Project: Casper Washington Square k0 Client: Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Roof Loads Ridge Load VERTICAL PDL=WH-H X LH-H+WF-F X LF_F X 3/2= 121 lbs PWS=WL* (AH_H+AF_F*3/2)/sin(0) = 67 lbs PE=fVH-H X LH-H+fVF-F X LF-F X 3/2 = 19 lbs HORIZONTAL PWS= 5 psf(AH_H+AF_F*3/2)/tan(0)= 28 lbs PE fhH-H X LH_H+fhF_F X LF-F X 3/2 = 45 lbs Check ridge acts as a beam wmax=(PDL+ Pw1)/ LH-H = 22.01 plf M =wmax* LH-H2/8 = 200.73 ft-lb fallow= 110 psi f= MYE-E/IE-E= 89.3 psi Y Wall Loads Under section A-A PDL=WEE= 6.3 plf PWS= 5 psf(AE-E/ LE-E)/sin(0) = 2.8 plf PE—fVE-E= 1.0 plf Under section C-C wDL=WG-G= 6.4 plf ww�=WL* (AG-G/ LG-G)/sin(0)= 5.6 plf wE—fvG-G= 1.0 plf roof 1813029 Queen.xlsx 1Nelly Project : Casper Washington Square 1 0 Client : Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: Roof fasteners Eve Bolts-spaced 16" apart a= 2 .0 degrees Vertical PDL bolt= [PDL / LG-G* 1• 6/12]/tana= 36 lbs PwLv bolt= [PwL / LG-G * 1• 6/12]/tana= 28 lbs PEv bolt= PEV / LG-G * 1• 6/12] /tana= 6 lbs Horizontal PWLh bolt= PEV / LG-G* 16/12— lbs PEh bolt= PEH / LG-G * 16/12= lbs Combinations D+0.6W= lbs D+0.7E= 4` lbs Shear capacity of 5/16 dia X 2" lag bolt= 90 lbs ok Ridge Bolts-3/8" dia bolts spaced 22 1/2" apart Vertical PDL bolt= PDL / LH-H* 22.5/12= 27 lbs PwLv bolt= PWL /LH-H * 22.5/12= 15 lbs PEv bolt= PEV / LH-H * 22.5/12 = 4 lbs Horizontal PWLh bolt— PEV /LH-H * 22.5/12= 6 lbs PEh bolt= PEH / LH-H * 22.5/12= lbs Combinations D+0.6W= lbs D+0.7E= lbs Shear capacity of bolt=4750 psi x 0.298 in x 1 in= !`.1;•5 lbs ok roof fasteners 1813029 Queen.xlsx 4 .13 lo ® Project: Casper Washington Square 0 Client : Project No 18 13 029 M-Engineering Design by: LMH Chk by: Sht No. Date 01/15/19 Element: Individual Panel EQ EQ I EQ CLOTH COVERED PANEL Interior wall Layer 1: 1/2" Plywood 1.5 psf Layer 2: covered panel 2.0 psf 3.5 Interior wall Layer 1: 1/2" Plywood 1.5 psf Stud spacing 2.20 ft nail spacing 0.67 ft Load per nail Controling DL= Max of interior and exterior= 3.5 psf fp v= 0.5 psf fp h= 1.3 psf VDD= Controlling DL x stud spacing x nail spacing= 5.2 lb Twp= 5 psf x stud spacing x nail spacing= 7.4 lb VE=fp„x stud spacing x nail spacing= 0.8 lb TE=fp h x stud spacing x nail spacing= 1.9 lb VMAx=VDD+VE= 6.0 Truax= 7.4 Nail Capacity:#8 nail Z'=ZCD=46 x 1.0= c a= 0.00 degrees W'=WCD= 16 x 2.0 = p= penetration = 1.00 in interaction:VMAx/Z'+TMAX/ W' 0.36 <_1.0 ok walls 1813029 Queen.xlsx 414 Project Casper Washington Square Job#1813 029 Date 1/15/2019 Element Wall sheathing By LMH Seismic Demands on Non-Structural Components Component aP RP ASCE 7 Interior Wall or Partitions 1.0 2.5 Parapet or cant int wall braced below 2.5 2.5 SDs 0.772 aP 1.00 Parapet or cant int wall braced above 1.0 2.5 Wp 3.50 lbs Rp 2.50 Exterior non structural wall 1.0 2.5 z 1.00 ft 1p 1.00 Veneer 1.0 2.5 h 1.00 ft z/h 1.00 Ceiling 1.0 2.5 Cabinets and Shelves 1.0 2.5 Fp min 0.81 Appendages and Ornaments 2.5 2.5 Fp 1.30 Signs and Billboards 2.5 2.5 Fp max 4.32 Air Side HVAC- Fans,RTU, Heaters, 2.5 6.0 Wet Side HVAC-Boilers,Chiller,Tanl 1.0 2.5 Pumps,Compressors, Pressure vess, 1.0 2.5 Horizontal Fp 1.30 lbs/ft(Ultimate) Generators, Batteries,Transformers 1.0 2.5 Vertical FP 0.54 lbs/ft(Ultimate) Panel board, Switch Gear 2.5 6.0 Comm. Equip.,Computers,Instrumerr 1.0 2.5 Lighting Fixtures 1.0 1.5 Vibration isolated component 2.5 2.5 o as �W Ductwork 2.5 6.0 D (14-2Ih 133-1pr. Ji � ( ) Electrical Conduits,plumbing,Rigid C� 1.0 2.5 I I� 1 Conveyors (non personnel) 2.5 3.0 111 111 Suspended cable tray 2.5 6.0 is not to be taken as greater than FP required Connection-Masonry or Concrete 1.0 1.5 Fa=1.6S stpW, (133-2) and Fp shall not be taken as less than 4=0.3S ,Wy (13.3-3) Seismic wall 1813029 Queen.xlsx 4 - lS Project: Casper Washington Square 4 I O Client: Project No 18 13 029 Design by: LMH Chk by: Sht No. Date 01/15/19 M-Engineering Element: railing 200# Concentrated load of 200#at top of rail Bracket at each end of landing 1 1/2"x 20 GA square tubing FWCS 3/8-16 X 2.5,GRADE 5 ,-FLAT WASHER 3/8°ID o SPLIT LACK 3/8" L , r W ro .. V II rail height, h= 36.0 in bolt spacing, s= 2.50 in VTOTAL— 200 * h/S= 2880 lb VBDLT=VTOTAL/4= 720 lb Vallow= 3650.00 lb ok handrail 1813029 Queen.xlsx NATIONAL DESIGN'SFECIFICATION FOR WOOD.CONSTRUCTION 69 1.2.2 Wood Screws 11.2.3. Nails and Spikes , 11.2.2.1 The reference withdrawal design value, in 11.2.3.1 The reference withdrawal design value, in 3 Vin. of penetration, for a single wood screw (cut lb/in. of penetration, for a single nail or spike driven in H'!. [read or rolled thread) inserted in side grain, with the the side grain of the main member, with the nail or CH ood screw axis perpendicular to the wood fibers, shall spike axis perpendicular to the wood fibers, shall be determined from Table 11.2E or Equation 11.2-2, determined from Table 11.2C or Equation 11.2-3, I`�' i. ithin the range of specific gravities and screw dime- within the range of specific gravities and nail or spike Iiii;,!.,- .rs given in Table 11.2B. Reference withdrawal design diameters given in Table 11.2C. Reference withdrawal alues, W, shall be multiplied byall applicable adjust- design values, W, shall be multiplied by all applicable p Pp Lent factors (see Table 10.3.1)to obtain adjusted with- adjustment factors (see Table 10.3.1)to obtain adjusted rawal design values,W'. withdrawal design values,W. W=2850 G2D (11.2-2) W=1380 G5'2 D (11.2-3) 11.2.2.2 Wood screws shall not be loaded in with- 11.2.3.2 Nails and spikes shall not be loaded in at' , rawal from end grain of wood. withdrawal from end grain of wood. 0Auk f • 11.2.2.3 When wood screws are loaded in with- : rawal, the adjusted tensile strength of the wood screw 11.2.4Drift Bolts and Drift Pins ;�,' '� f' t net(root) section shall not be exceeded(see 10.2.3). Drift bolt and drift pin connections loaded in with- drawal shall be designed in accordance with principles ® ifl of engineering mechanics. ° i ` z - able 11-2Eii2E Cut Thread or Rolled Thread Wood Screw Reference Withdrawal ', esignDValues (W)1 m jfr Tabulated withdrawal design values(W) are in pounds per inch of thread penetration into side grain of main ;311 il member.Thread length is approximately 2/3 the total wood screw length (see Appendix L). t Specific Wood Screw Number m Gravity, G 6 7 8 9 10 12 14 16 18 20 241 0.73 209 229 249 268 288 327 367 406 446 485 564 ;�� , 0:71. 19.8 216. : 235, ;: 254, )!,.!::!::::.:!;;E:0,0.;:!:::',-kir::: 310 '; 11 347 384' ' 421 459 533 l 0 68 181 199 216 233 250 284 318 352 387 421 489 . 209 22� 243 =.:27.6: , 309 342 375 409 475 ��,},f:,`06'7 176 193., ,.. ..: ;. ,f �s; . ,,.,., : •:.... . { 0.58 132 144 157 169 182 207 232 256 281 306 356 * 0.55.::. . 11:9. 130 141; 152 163;, :,•`,18'G.'::-' ,;=;:::208 .:231 253:: 275 329..;-1. ° s1` 0.51 102 112 121 131 141 160 179 198 217 237 275 11,,, ,, 107 117 , 15 191 .,,; 126: ;209. 228 264 fl;�0: :`. ., ...'98 135: 4:'. 172 0.49 94 103 112 121 130 147 165 183 201 219 254 tili0.47`:.: :i ; 87 .)::::':':::•:::i',:.::95:.-:.:4:-:.•:::'.1::::. : 103,. ". 111 119 `; 136: 1,52 16$:.:'` 1;85 ;201 23',4..:: zt :- 0.46 83 91 99 107 114 130 146 161 177 193 224 z 148 16� :1.76: �:�05 ;�;�fl�N.0.44 " ` .X76 ;83 :, 90,x,::.: �,.97 : w :`1r,D5' . . 119 . , ,;� E,, , . 133 6.43 73 79 86 93 100 114 127 141 155 168 196 ,.. 042 69 : 76 82•:'' .' , r8.9 95 108': 1.21 :4134 147:: 161 :187., s 0.41 66 72 78 85 91 103 116 128 141 153 178 fir,s, ;_0 40 63 69 '. "` "'7 `:. 81" 86: 1<`,,::,0,8...: 1.c*,S, 122 134 146 .!!.::,::E...::,!:::.10.,:.#/g.::::!:.::::::. 0.39 60 65 71 77 82 93 105 116 127 138 161 #1�`+�0 3 8 ': .N.57.,' :: 6.2 . - 67; : ;73: . .781. .:: 89•:- > :, 9 : 1110 :' 7 1 , . _.:.131::... ::,�:::153 0.37 54 59 64 69 74 84 94 104 114 125 145 1 r ...,,::., :•. .. .. 1 ..'0� 89 '.::.: .. ti ;;,,0;,86. .5T .l ,v: 0.35 48 53 57 62 • 66„ 75 84 93 102 1118 130 56 60 65 7fl , r :0.31 38 f 'r 41 z... °: 45. a . ,48; ;.:..5. 5 ::,::. 66 73 80; ;.87 : 102x;:: .: 1.Tabulated withdrawal design values(W)for wood screw connections shall be multiplied by all applicable adjustment factors(see Table 10.3.1). AMERICAN FOREST&PAPER ASSOCIATION I - - - - y Table 11.2C Nail and Spike Reference Withdrawal Design Values (W)1 0 Tabulated withdrawal design values(W) are in pounds per inch of penetration into side grain of main member(see Appendix L). Specific Common Wire Nails,Box Nails,and Common Wire Spikes Threaded Nails Gravity, Diameter,D Wire Diameter,D G 0.099" 0.113" 0.128" 0.131" 0.135" 0.148" 0.162" 0.192" 0.207" I 0.225" 0.244" 0.263" 0.283" 0.312" 0.375" 0.120" 0.135" 0.148" 0.177" 0.207" 0.73 62 71 80 82 85 93 102 121 130 141 153 165 178 196 236 82 93 102 121 141 0.71 58 66 75 77 79 87 95 113 121 132 143 154 166 183 220 77 87 95 113 132 0.68 52 59 67 69 71 78 85 101 109 118 128 138 149 164 197 69 78 85 101 118 0.67 50 57 65 66 68 75 82 97 105 114 124 133 144 158 190 66 75 82 97 114 0.58 35 40 45 46 48 52 57 68 73 80 86 93 100 110 133 46 52 57 68 80 0.55 31 35 40 41 42 46 50 59 64 70 76 81 88 97 116 41 46 50 59 70 0.51 25 29 33 34 35 38 42 49 53 58 63 67 73 80 96 34 38 42 49 58 0.50 24 28 31 32 33 36 40 47 50 55 60 64 69 76 91 32 36 40 47 55 0.49 23 26 30 30 31 34 38 45 48 52 57 61 66 72 87 30 34 38 45 52 p n 0.47 21 24 27 27 28 31 34 40 43 47 51 55 59 65 78 27 31 34 40 47 K 5 0.46 20 22 25 26 27 29 32 38 41 45 48 52 56 62 74 26 29 32 38 45 P z 0.44 18 20 23 23 24 26 29 34 37 40 43 47 50 55 66 23 26 29 34 40 -< o 0.43 17 19 21 22 23 25 27 32 35 38 41 44 47 52 63 22 25 27 32 38 m 013 0 0.42 16 18 20 21 21 23 26 30 33 35 38 41 45 49 59 21 23 26 30 35 N Z 0.41 15 17 19 19 20 22 24 29 31 33 36 39 42 46 56 19 22 24 29 33 m m 0.40 14 16 18 18 19 21 23 27 29 31 34 37 40 44 52 18 21 23 27 31 m xi 0.39 13 15 17 17 18 19 21 25 27 29 32 34 37 41 49 17 19 21 25 29 cn 0.38 12 14 16 16 17 18 20 24 25 28 30 32 35 38 _ 46 16 18 20 24 28 0.37 11 13 15 15 16 17 19 22 24 26 28 30 33 36 43 15 17 19 22 26 0.36 11 12 14 14 14 16 17 21 22 24 26 28 30 33 40 14 16 17 21 24 0.35 10 11 13 13 14 15 16 19 21 23 24 26 28 31 38 13 15 16 19 23 0.31 7 8 9 10 10 11 12 l 14 15 17 18 19 21 23 - 28 10 11 12 14 17 I.Tabulated withdrawal design values(W)for nail or spike connections shall be multiplied by all applicable adjustment factors(see Table 10.3.1). ll-1 1 N Aft; T. , -e = S . "2i, ,',,.. NATIO A _ ES1GN RPEcIFa.exnoN QR WOOp CONSTRCjoTlo.N i 95 : : s•. o vj 1yt jtS�J§ zt.;,ito' zx1o.'. ,1 ?� a e it .t��cs Y, i .tm ) J3 ..<: > `}.a SY �:2: � '\ �� : y . . , . _ . sozomm.tk .3wx. .,} .,,,t.'.. , £kcw'i ..n .a .:14 ...a3i.- .Yaf <Ttx4sabSS �;, 1C . ,$ i <to,t attm;i.,? mgss $a} �..tff , , C_3 1 Table 11L WOOD SCREWS: Reference Lateral Design Values (Z) Fit- ,,' for Single Shear(two member) Connectlons1,2,3 r,; i for sawn lumber or SCL with both members of identical specific gravity ' , L 3 '2 P to y m }' i 1I Ili 3 3 _ �' = c o 2 c j��° 1n S is 3 9 N m as a- it LL" Si Z 4. -o'� CO II, ! ii= 2 w C17 N ti W rA 7 4 ss 5.,, w. W lL M LL N Q} 1,- 00 al (O s0.. d = `- o : , «y I i` = o o oa a mow rn q d - c v, o 65o r' a32 a�7? 'Jo) 1HTR)- 2 U o l= O m 3 O ' 0 .7�E o f O 0 O.O O. p ,n ?N N v-- a m o � �� � x o IOl p u o n o m n w u n a a} m ❑.m cu 4i o �n- �b �z Qo o �cn oo (90 oox cDI (Do oce P owms oz s',_,i?: WI 5 I•' t D in. in. lbs. lbs. lbs. lbs. lbs. lbs. Ibs. lbs. lbs. lbs. I 11:: ,.tx 1/2 0.138 6 88 67 59 57 53 49 47 41 40 38 r»1 l I I'$ 0.151 7 96 74 65 63 59 54 52 45 44 42 �"}�• I" 1 1. 0.164 8 107 82 73 71 66 61 59 51 50 48 Ill,' . 0977 9 121 94 :83 f. 81 76 , 70 68' 59' 58 503 ::.:::.::f.-,••0. 0 10 130 101 , t90 I ,t 8' 82 '' r t '75 73 64.> , 63 60 r' ,,lea& IMI 0216 112: 156 123,.. " 1'l0'..s. 107' 100 '83` F 91 79,:', 1` 7$ 75 .`// 0.242 14 168 133 120 117 110 102 99 87 86 83 oilf6 1,,f 5/8 0.138 6 94 76 66 64 59 53 52 44 43 41 xt'V •I'' I1 0.151 7 104 83 72 • 70 64 58 56 48 • 47 45 Ilh 0164 8 124 92£„ 80 77 72 65 63 54 : 53 61 0'1 ,=1 77 9 136'':: 10391 88814f7 . 72 62:; 61 58 I ,f 0.190::::::lb:'1 .,1.4.6.;'::. 1 t i..... 97 94 88 ao :::: 78 67;; 65 63..:. Hi.....:::: 0.216 12 173 133 117 114 • 106 97 95 82 80 77 I I 0.242 14 184 142 , 126 123 115 106 103 89 87 84 ® i 3/4 0.138 6 94 79 72 71 65 58 57 47 46 44r •e '111011::' O'151 7 1 D4 $7 : 80 77 :'.j ' 71 64' i 1,62 ., 52< 50 48 1[111,11....':,i., 0164 8 120 191 88 8 ,, tt 7$ 71 ) 69 ' 58 56 54 0177 9 ; 142.:.: 114 99 96 '` 88 86, , 78 J G�► 64 61 % I 0.190 10• 153 122 107 103 95 86 83 71 69 66 0.216 12 192 144 126 122 113 103 100 86 84 80 0.242 14 203 154 135 131 122 111 108 93 91 87 M 1 0138 6 94 794 ;y2' 71 67 83. fit 55 '< 54 51 0151 St 7 904 87 t ,r' j 80 j 3 78 74 69 68 60 `, '} 59 56 .,} 94 85 . ' 80: 78 67,; :65 62 t v 0.164#t,$t. .. 120 : 1P� . : �2 :u ...:. .. . _ .. . :.. . 0.177 9 142 118 108 106 . 100 94 90 75 73 70 -1 'F 0.190 10 153 128 117 114 108 101 97 81 78 75 � I 0.216 12 193 161 '147 143 131 118 114 96 93 89 92242 14 213 17$ 157 152 139 126 122 102? 100 95 x { 1-1/40138 6 94x'', 79 72 7,1,' d' .' cc 67 63 611} 55 „.;54 52 t®8 0.151 7 :. 104,. • 87 : . 80 78. 7!1 69` .... '`..68 60 59 $7 r , 0.164 8 120 101 92 90 •85 80 78 70 68 66 0.177 9 142 118 108 106 100 94 92 82 80 78 0.190• 10 153 128 117 114 108 101 99 88 87 84 i 0 2 6 12 193 : 961 "` 147 194 137 j r '128;;:5';:`�'.:' 125 108105 100 ' � ,1110* 1 . 1 t :t. ?#1 r163t:f': 159 151 s}'/F141 s J f. '1.38 115; , 1S,._., ,119 106: 4 .: U 242 14 :; 213 : 1.78 ' 1-1/2 ;0338:'„,•...r.::',:6'.•;:;•::;;:-•••:. --....:•'.94:;;;--..-.-:•r:;•;,:'.•::::-:::.:- 79 72:;:.. 71 ;i...67 '. 63 w:'. r:6,1 .., 5`8 :;6!l.. 52_.`. ://.,.is.,. � 0.151 7 104 87 • 80 78 74 69 68 60 59 57 f 0.164 8 120 101 92 i 90 85 80 78 70 68 66 I'.;ie 0.177 9 142 118 108 106 100 94 92 82 80 • 781 0190 10 7531,} , t 128 117. 114" ` 108 i 01 99 to s7t,,tF 4 4216 12 193 1'&1tia ti ( .r,�47" , 144 ' 13 128 125 } 11i : 109 106, , IIC 0:242 1,4,,`.= 21,3;, 17,8 : , ''<.'' 163 159 ; 151 141 138 123 , 120 117 t{ 1-3/4 .0;138 ...6 .: 94. ,: 1 79 .: : 72 7:1....:,. 67 . . 63 F1,::`, 55:' .. S4' , .i'. ; 52:: i m 0.151 1 51 7 104 87 80 78 74 69 68 60 59 57 0.164 8 120 101 ' 92 90 85 BO 78 70 68 66 I 0.177 9 142 118 108 106 '100 94 92 82 80 78 . a I 0.190 10 153 428 117 s 194 '108 10I 99 88 87 , .84 �` 0.216 12 193 161 . 147 ` 144 137 128 • 125 111 909 1`06: I i 0:242 14 ;. 213 178 ;{. 163 .159 . 151;.;. 141, 138 123,. ... 124 117.: ... £ I.Tabulated lateral design values(Z)shall be multiplied by all applicable adjustment factors(see Table 10.3.1). [ 2.Tabulated lateral design values(Z)are for rolled thread wood screws(see Appendix L)inserted in side grain with nail axis perpendicular to wood fibers;minimum screw penetration,p,into the main member equal to 100;and screw bending yield strengths(Fyb):Fyb=100,000 psi for 0.099"<0_<0.142"; ;, Fyb=90,000 psi for 0.142"<0 5 0.177";Fyb=80,000 psi for 0.177"<D<_0.236";Fyb=70,000 psi for 0.236"<0<0.273" i 3.When 6D<_p<.IOD,tabulated lateral design values(Z)shall be multiplied by p1100. • �. } !I;: 1l AMERICAN FOREST&PAPER ASSOCIATION . NATIONAL DESIGN SPECIFICATION-FOR WOOD CONSTRUCTION 75 , Table 11.2A LagScrew Reference Withdrawal Design Values, WI. g Tabulated withdrawal design values(W) are in pounds per inch of thread penetration into side grain of wood member. Length of thread penetration in main member shall not include the length of the tapered tip(see 11.2.1.1). Specific Gravity, Lag Screw Diameter,D G2 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 1-1/4" 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 ',.,...",',','',','':::,"0:.''.711'''t' 381 45D''`= `=k'SI , 579 640 ; if f�157 8 8 +l v 974''",'"-...'"''4li.077 1ij6 12 3 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 '.;r;0,_.61,';`,',,; ;349 413 473k 531 587 694'i' r 796 r 89� •987 ' 1078 ,..;11.67 0.58 281 332 381 428 473 559 641 719 795 869 940 0..55 260 3U71/ I ;y352 395 2 f,,,,:, , '? '°s`" 437 516 59 ')' ,664:s'.:'P 734 X02 868 0.51 232 274 314 353 390 461 528 593 656 716 775 0.30 `2511,E yrs 266 '305 134.2 378.,). `447 ' 513 5176 r :;,163,6 {,r X1695 ...,. `'lt752 :Ed. 0.49 218 258 296 332 367 434 498 559 617 674 730 0 47 !205 i „2x42 278''Pt ;1;'3'12 343" 4Q8;„3, 467 ' t 525 580j ;,w634 ;;686 f 0.46 199 235 269 302 334 395 453 508 562 613 664 ,:.'. O:44r 186'' 220j ''f;, . '2S2 = 283 r. . .. ', '': , ,,369 423 475....: _525' ... • 574: .. :., 621 r 0.43 179 212 243 273 302 357 409 459 508 554 600 r ( 312 : 'may r "� 0 42 173 205 0°`r r 235 264;'1, ,291 344 x . x395 , 443; ```�'.{r;,�490 0.,\535;. :.,579 m 0.41 167 198 226 254 281 332 381 428 473 516 559 -a °, 4 1: r' •90 J 'y 2j.8„ 245 $+.dr ' 71 320` ,: 367; 412 `4=:,,P,..55 49�f.,;i' '538• �� � 0:.:}. :��......;�.� �:-:;__�_...� f (s �1u.u.,,.,,._�..,.fs:,..v,......:_. .v�` : �:.:. ::..: ...... .:t.,..,L«;,,n?, ::W.............._?, 0.39 155 183 210 236 261 308 353 397 438 479 518 -ri 0 3$141.;,1 ;r;, 149 176 202 , 227 251 .U296,< 3'40'' ':381 -42 .' 461 t rt 498 0 37 143 169 194 218 241 285 326 367 405 443 479rn 036 137 153 186 209 231 273 ' 3<13 352 3$9 425 .;_ 460` ''I g 0.35 132 156 179 200 222 262. 300 337 373 407 441 XI ,; 0:31 r 110 }: 130s;, ;',t,,:14:149:'.1..'::':::,..,'.':..,',•:',..::'; 167 ' 185 218 .i;;x4"`250 281,.. .311 3.39,;; ,.367,;, 1. Tabulated withdrawal designvalues,W,for lagscrew connections shall be multiplied byall applicable factors(see Table 10.3.1 . P pP adjustment ) 2. Specific gravity,G,shall be determined in accordance with Table 11.3.3A. 11.2.3.2 For calculation of the fastener reference 11.2.3.4 For calculation of the fastener reference - withdrawal design value in pounds, the unit reference withdrawal design value in pounds, the unit reference withdrawal design value_ lbs/in. of fastener penetra- withdrawal design value in lbs/in. of ring shank pease- . e in tion from 11.2.3.1 shall be multiplied by the length of tration from 11.2.3.3 shall be multiplied by the length - fastener penetration,pt, into the wood member. of ring shank penetration,pt,into the wood member. 11.2.3.3 The reference withdrawal design value, in 11.2.3.5 Nails and spikes shall not be loaded in Ilbs/in. of penetration, for a single post-frame ring shank withdrawal from end grain of wood. nail driven in the side grain of the main member, with the nail axis perpendicular to the wood fibers, shall be 11.2.4 Drift Bolts and Drift Pins Idetermined from Table 11.2D or Equation 11.2-4, within the range of specific gravities and nail diameters Reference withdrawal design values, W, for con- given in Table 11.2D. Reference withdrawal design nections using drift bolt and drift pin connections shall I values, W, shall be multiplied by all applicable adjust- be determined in accordance with 10.1.1.3. ment factors (see Table 10.3.1)to obtain adjusted with- drawal design.values,W'. W=1800 G2 D (11.2-4) 1 Copyright©American Wood Council.Downloaded/printed pursuant to License Agreement.No further reproductions authorized. AMERICAN WOOD COUNCIL. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 73 • c4 rable 11.3.2 Dowel Bearing Strengths Specific' Dowel bearing strength in pounds per square inch(psi)2 Gravity, Fa Fel G D<1/4" D>_1/4" D=1/4" D=5/16" D=3/8" D=7/16" D=1/2" D=5/8" D=3/4" D=7/8" D=1" "t 0.73 9300 8200 7750 6900 6300 5850 5450 4900 4450 4150 3850 0.72 9050 8050 7600 6800 6200 5750 5350 4800 4350 4050 3800 0.71 8850 7950 7400 6650 6050 5600 5250 4700 4300 3950 3700 0.70 8600 7850 7250 6500 5950 5500 5150 4600 4200 3900 3650 0.69 8400 7750 7100 6350 5800 5400 5050 4500 4100 3800 3550 0.68 8150 7600 6950 6250 5700 5250 4950 4400 4050 3750 3500 0.67 7950 7500 6850 6100 5550 5150 4850 4300 3950 3650 3400 0.66 7750 7400 6700 5950 5450 5050 4700 4200 3850 3550 3350 0.65 7500 7300 6550 5850 5350 4950 4600 4150 3750 3500 3250 0.64 7300 7150 6400 5700 5200 4850 4500 4050 3700 3400 3200 0.63 7100 7050 6250 5600 5100 4700 4400 3950 3600 3350 3100 0.62 6900 6950 6100 5450 5000 4600 4300 3850 3500 3250 3050 0.61 6700 6850 5950 5350 4850 4500 4200 3750 3450 3200 3000 0.60 6500 6700 5800 5200 4750 4400 4100 3700 3350 3100 2900 0.59 6300 6600 5700 5100 4650 4300 4000 3600 3300 3050 2850 0.58 6100 6500 5550 4950 4500 4200 3900 3500 3200 2950 2750 110.57 5900 6400 5400 4850 4400 4100 3800 3400 3100 2900 2700 I;i` 0.56 5700 6250 5250 4700 4300 4000 3700 3350 3050 2800 2650 -4 �' 0.55 5550 6150 5150 4600 4200 3900 3650 3250 2950 2750 2550 ,;;.; 0.54 5350 6050 5000 4450 4100 3750 3550 3150 2900 2650 2500 Fin 0.53 5150 5950 4850 4350 3950 3650 3450 3050 2800 2600 2450 0.52 5000 5800 4750 4250 3850 3550 3350 3000 2750 2550 2350 11 0.51 4800 5700 4600 4100 3750 3450 3250 2900 2650 2450 2300 dfri ¢_ 0.50 4650 5600 4450 4000 3650 3400 3150 2800 2600 2400 2250 m 1 ' 0.49 4450 5500 4350 3900 3550 3300 3050 2750 2500 2300 2150 f 0.48 4300 5400 4200 3750 3450 3200 3000 2650 2450 2250 2100 0.47 4150 5250 4100 3650 3350 3100 2900 2600 2350 2200 2050 ? ? 0.46 4000 5150 3950 3550 3250 3000 2800 2500 2300 2100 2000 11 , 0.45 3800 5050 3850 3450 3150 2900 2700 2400 2200 2050 1900 :r 0.44 3650 4950 3700 3300 3050 2800 2600 2350 2150 2000 1850 ' 0.43 3500 4800 3600 3200 2950 2700 2550 2250 2050 1900 1800 0.42 3350 4700 3450 3100 2850 2600 2450 2200 2000 1850 1750 0.41 3200 4600 3350 3000 2750 2550 2350 2100 1950 1800 1650 0.40 3100 4500 3250 2900 2650 2450 2300 2050 1850 1750 1600 0.39 2950 4350 3100 2800 2550 2350 2200 1950 1800 1650 1550 0.38 2800 4250 3000 2700 2450 2250 2100 1900 1750 1600 1500 0.37 2650 4150 2900 2600 2350 2200 2050 1850 1650 1550 1450 0.36 2550 4050 2750 2500 2250 2100 1950 1750 1600 1500 1400 0.35 2400 3900 2650 2400 2150 2000 1900 1700 1550 1400 1350 0.34 2300 3800 2550 2300 2100 1950 1800 1600 1450 1350 1300 0.33 2150 3700 2450 2200 2000 1850 1750 1550 1400 1300 1200 0.32 2050 3600 2350 2100 1900 1750 1650 1500 1350 1250 1150 0.31 1900 3450 2250 2000 1800 1700 1600 1400 1300 1200 1100 1.Specific gravity based on weight and volume when oven-dry(see Table 11.3.2A).Different specific gravities (G)are possible for different grades of MSR and MEL lumber(see Table 4C,Footnote 2). a 2.Fes=11200G;Fel=6100G145/-;Fr for D<1/4"=16600 G3'4;Tabulated values are rounded to the nearest 50 psi. AMERICAN FOREST&PAPER ASSOCIATION �' Bentleys 6 Current Date:1/16/2019 8:49 AM Units system:English File name:P:\2018 Jobs\1813029 Casper Washington SQ\08Design104 elev Queen\queen elev floor.etz\ Load condition:Dls=DL+LL Loads • Distributed user loads-Members • Distributed area loads-Members imeammummummir, __ _s___________ „...„ „ ; Alliatilir-------i--- - ; >` zo praiiiiirrA .t, - v r f, f IIM7 ", e'' AllarAmit_-_,„ *'-'. , ---_______ _ Ar 8 29 _ 6 Y AX l _,z 9 'BentLey Current Date: 1/16/2019 8:54 AM Units system:English File name:P:\2018 Jobs\1813029 Casper Washington SQ\08Design\04 elev Queen\queen elev floor.etz\ Load condition:D1s=DL+LL Aim20 /1 27 = r9 Aurarr, oraimirAir Ar0.00.92[aa] 23 q i 6 Y 'X Z 11 ' n-rBentteut Jr ' V Current Date:1/16/2019 9:04 AM Units system:English File name:P:\2018 Jobs\1813029 Casper Washington SQ\08Design\04 elev Queen\queen elev floor.etz\ Wood Design Design code: ANSI/AF&PA NDS-2005 ASD Report: Summary-Group by member Load conditions to be included in design: D1w=DL+LL Description Section Member Ctrl Eq. Ratio Status Reference perimeter S4S 2x8 11 D1w at 89.29% 1.1A N.G. (AITC-TCM) 13 D1w at 89.29% 1.24 N.G. (AITC-TCM) 15 D1w at 12.50% 0.44 OK (Eq.3.9-3) 28 D1w at 0.00% 0.21 OK (AITC-TCM) 29 D1w at 0.00% 0.20 OK (AITC-TCM) 30 D1w at 0.00% 0.20 OK (AITC-TCM) 31 D1w at 0.00% 0.19 OK (AITC-TCM) 32 D1w at 0.00% 0.45 OK (Eq.3.9-3) 33 D1w at 0.00% 0.48 OK (Eq.3.9-3) wood 16 D1w at 31.25% 0.77 OK (Eq.3.9-3) 17 D1w at 34.38% 0.27 OK (Sec.3.3) 18 D1w at 100.00% 0.15 OK (Eq.3.9-3) 1 19 D1w at 100.00% 0.15 OK (Eq.3.9-3) 20 D1w at 34.38% 0.26 OK (Sec.3.3) 21 D1w at 31.25% 0.73 OK (Eq.3.9-3) 22 D1w at 62.50% 0.92 OK (Eq.3.9-3) 23 D1w at 62.50% 0.31 OK (Eq.3.9-3) 24 D1w at 0.00% 0.15 OK (Eq.3.9-3) 25 D1w at 0.00% 0.15 OK (Eq.3.9-3) 26 D1w at 62.50% 0.30 OK (Eq.3.9-3) 27 D1w at 62.50% 0.87 OK (Eq.3.9-3) \yyx,6. � cx�s ` ,,M'i ax £ , tA,,,,,e+ C ,t 2G� 1r1 ' Wa,;: G.,(.a-, o c ;, I()CO. \ r Ar-; &. AO 21 Ct`S c*awe c3.. Pagel Benttey . s - 9' Current Date: 1/16/2019 9:04 AM Units system:English File name: P:12018 Jobs11813029 Casper Washington SQ108Design104 elev Queen\queen elev floor.etzl Steel Code Check Report: Summary-Group by member Load conditions to be included in design: Dls=DL+LL Description Section Member Ctrl Eq. Ratio Status Reference steel HSS SQR 5X5X1_4 1 Dls at 100.00% 0.05 OK Eq.H1-lb 2 Dis at 100.00% 0.05 OK Eq. H1-lb 3 Dis at 100.00% 0.05 OK Eq.H1-lb 4 Dis at 100.00% 0.05 OK Eq.H1-lb 5 Dis at 0.00% 0.00 OK Eq.H1-lb 6 Dis at 53.13% 0.00 OK Sec. El 7 Dis at 53.13% 0.00 OK Sec. El 8 Dis at 0.00% 0.00 OK Eq.Sec. D2 9 Dis at 0.00% 0.00 OK Eq.Sec. D2 10 Dlsat50.00% 0.00 OK Eq. Hi-lb Pagel