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Specifications 6P21 -o 3lOFFICE COPY 4°1a5 vJ 6 \,p u--s B RECEIVED MADDEN&BAUGHMAN OCT 2 8 2020 ENGINEERINGINC CITY OF TIGARD October 21, 2020 BUILDING DIVISION Mr. Jake Weber Giulietti / Schouten AIA Architects 2800 NW Thurman St Portland, OR 97210 RE: Crescent Grove Cemetery Administration Building — Tigard, OR Structural Engineering Fee Proposal MBE Project Number 19089 Dear Jake: Please find attached structural calculation pages 1-99 dated October 21, 2020. The calculations verify the structural adequacy of the Crescent Grove Cemetery Administration Building located at 9925 SW Greenburg Road in Tigard, Oregon and shown on drawings SO.1, S1.0-S1.2, S3.1, 55.1-55.2, S6.1, and S7.1-S7.3 dated October 21, 2020. Design is based on the requirements of the 2019 Oregon Structural Specialty Code. S���Ep PROpe Sincerely, � C,1 N o DIGITALLY SIGNED f\, OREc0 J Thomas S. Baughman, PE, SE 4S S [330� Principal EXPIRES 12-31-21 Thomas Digitally signed by Thomas Baughman Baughman 9 i i:aea so��oo The attached calculations represent design for gravity and lateral loads as determined by the applicable building code. To the extent the design is based on information provided by the client or others, Madden & Baughman Engineering, Inc. has relied on such information and assumes that it is accurate. Madden & Baughman Engineering, Inc. shall have no liability with respect to means and methods of construction. The engineering reflects the finished product and no consideration has been made for temporary conditions that may exist during construction (such as loads induced during erection, shoring, etc.), which are entirely the responsibility of the contractor. Madden & Baughman Engineering, Inc.is and shall remain the owner of the calculations. Unauthorized use of these calculations is prohibited including but not limited to making changes to this project or use on other projects. 1500 SW 1"Ave STE 630, Portland,OR 97201-503-236-7611 40 t ► e M aps 45°26153.8"N 122°46'44.4"W 9925 SW Greenburg Road,Tigard, OR 97223 • ,L, ? ^" F. B S b �^ rii 3 tee 1 - Google f '7 Imagery©2020 Google,Imagery©2020 Maxar Technologies,Metro,Portland Oregon,State of Oregon,U.S.Geological Survey,Map data 100 ft ©2020 45°26'53.8"N 122°46'44.4"W 45.448283,-122.778994 ell (.... ..) Directions Save Nearby Send to your Share phone Metzger,Tigard, OR 97223 C6XC+8C Tigard, Oregon 2 Hazards by Location Search Information Coordinates: 45.448283, -122.778994 "----uv r• 240 ft Elevation: 240 ft ibbal i land` Hillsboro° '0I` ` Gresht Timestamp: 2020-07-29T14:31:19.078Z Beaverton Hazard Type: Seismic Mt. Nation Reference ASCE7-16 Document: Go` gte Map data©2020 Google Risk Category: II Site Class: D Basic Parameters Name Value Description SS 0.865 MCER ground motion(period=0.2s) Si 0.397 MCER ground motion(period=1.0s) SMS 0.998 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value Sps 0.665 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.154 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRs 0.886 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.394 MCEG peak ground acceleration FPGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration TL 16 Long-period transition period(s) 3 SsRT 0.865 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.976 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) Si RT 0.397 Probabilistic risk-targeted ground motion(1.Os) S1UH 0.458 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.Os) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any 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 U.S. Geological Survey Seismic Design 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. Soee[No. Protect C ey MADDEN&BAUGHMAN Location n Date qj g E N G I N E E R I N G , I N C . 1(2 9( _ 717. Job No. Portland,OR Client '�;N Revisetl tel 503.236,761 I �"t www.maddenbaughman.com Date /�j f�9 Weights ( V Roof Roof Perimeter Beams Roofing 2 psf 30" stone cladding 62.5 plf Sheathing 2 psf Beams 23 plf Trusses 1.7 psf Soffit 4 plf Ceiling 3 psf Misc 1.5 plf Perimeter beams 3.9 psf 91 plf Misc 1.4 psf 14 psf Total perimeter length = 324 Perimeter beam weight = 29484 lb Stone clad wall Roof area = 5832 ft2 Perimeter beam dist weight = 5.1 psf 1.2" Limestone 17 psf 4"CMU 34 psf 2"insulation 3 psf Sheathing 1.6 psf Studs 1.4 psf Gypsum 3 psf Misc 1 psf 61 psf Framed wall-exterior Siding 2 psf Insulation 3 psf Sheathing 1.4 psf Studs 1.4 psf Gypsum 3 psf Misc 1.2 psf 12 psf Framed wall - interior Gypsum 6 psf Sheathing 1.4 psf Studs 1.4 psf Misc 1.2 psf 10 psf Storefront&Windows 12 psf Stone-clad CMU columns CMU 162 plf Length trib to roof/ ground = 86 ft Stone cladding 108 plf Weight trib to roof/ ground = 23220 lb 270 plf Sheet No. Project P��� ::. MADDEN&BAUGHMAN Locallon { Pt 9 !�?i'} B E N G I N E E R I N G , I N C 4-(11 bt 4 C/ Job No. Portland,OR Client i ir Revised tel503.236.7611 www.maddenbaughman.com Date (9Otas A AR AG Wall Wt WR,N/S WR,E/W W0,N/S W0,E/W Note South 355 177.5 177.5 21655 10827.5 0 10827.5 21655 Stone clad wall North 254 140 114 15494 8540 0 6954 15494 Stone clad wall West 638 360 288 38918 0 21960 38918 17568 Stone clad wall East 363 313 50 22143 0 19093 22143 3050 Stone clad wall Grid 3 170 85 85 10370 0 5185 10370 5185 Stone clad wall Clerestory 126 126 126 7686 7686 7686 0 0 Stone clad wall Garden 196 98 98 11956 5978 0 5978 11956 Stone clad wall South 230 115 115 2760 1380 0 1380 2760 Exterior wall/glazing North 332 166 166 3984 1992 0 1992 3984 Exterior wall/glazing West 156 78 78 1872 0 936 1872 936 Exterior wall/glazing East 778 389 389 9336 0 4668 9336 4668 Exterior wall/glazing Interior Grid 3 876 438 438 8760 0 4380 8760 4380 Interior wall Interior Grid 4 844 422 422 8440 8440 8440 0 0 Interior wall Interior E/W 2076 1038 1038 20760 10380 0 10380 20760 Interior wall Clerestory East 90 90 0 1080 1080 1080 0 0 Exterior wall/glazing Clerestory N&S 74 74 0 888 888 888 0 0 Exterior wall/glazing Stone-clad CMU columns 23220 23220 23220 23220 Roof 81648 81648 Building Weights: WR,N/S 162060 WG,N/S 152131 Total N/S 314190 WR,E/W 179184 WG,E/W 135616 Total E/W 314800 a Project / ' ! By ,,,.[1IfCj AIM Sheet No 7l./ }� MADDEN&BAUGHMAN Location-Tl An AD Date g E N GIN E E R I N G , I N C . 1 F Cft!'"`t-At u--- 91 Z( tV Portland,OR r f Job No. Client (, `� Revisetl te1503.236.7611 www.maddenbaughman.com Date riU9. = 1.5 RNS= 3.5 REW= 6.5 P= 1.0 SMs= 0.998 Sips=2/3 SS= 0.665 Css=Sos/(R/I) Cs,NS= 0.285 Cs,Ew= 0.154 N/S direction: E/W direction: Weight trib to roof= 162060 lbs Weight trib to roof= 179184 lbs Weight trib to G= 152131 lbs Weight trib to G= 135616 lbs WNS= 314190 lbs WEW= 314800 lbs VNs=CS,NsWNs= 89589 lbs VEw=CS,EWWEW= 48334 lbs Diaph.force per 12.10.1.1 N/S Forces Diaph Min. Fp,t Max Fp„ Diaphragm Force, lb Level Ew EF" FT. 0.2Snswl;,t 0.4Sr,swpr E 0.7E R 162060 46210 46210 21565 43129 43129 30191 Diaph.force per 12.10.1.1 E/W Forces Diaph Min.Fp,t Max Fpx Diaphragm Force, lb Level Ew EF FF 0.2S cwpx 0.45„Swt,x E 0.7E R 179184 27512 27512 23843 47687 27512 19258 I. Ittlr LAO Lifo 3314/toe 3$Y' P 23s, 7- 1133% 14,14e Z 7:104lie %el Itkf o - TPith ` ` 5 } ,i c�.� {C tP tq . y) - lot 8 14N (Mii.5' Pt --- ( = I w - Ni // AM Sheet No. • Project l�C By MADDEN&BAUGHMAN Location-�7 6 ' Date �'� B E N G I N E E R I N G , I N C . �t ' Job No. Portland,OR Client 6c Revised tel 5 .761I ( 904S /� www.maddenbaughman.com.madd enbaughman.com Date WIND LOADS Basic Wind Condition: V= 107 mph Basic Wind Speed Exposure= C Exposure Category h= 18 ft Mean Roof Height Kz= 0.70 Velocity Pressure Exposure Coefficient from Table 26.10-1,page 268 of ASCE 7-16 Kzt= 1.000 Topographic Factor Kzt per 26.8 and Figure 26.8-1,pages 266-267 of ASCE 7-16 Kd= 0.85 Wind Directionality Factor from Table 26.6-1,Page 266 of ASCE 7-16 Gcpi= 0.18 zg= 240 Ground Elevation of site above sea level in feet Ke= 0.99 Ground Elevation Factor determined from the exponential equation in Table 26.9-1 footnote 2,Page 268 of ASCE 7-16 qz= 0.002561CcKKKaK,V2 (26.10-1) Velocity Pressure per 26.10.2 qz= 17.3 psf qh= 17.3 psf Slope= 9:12 0= 36.9 degrees BLDG SURFACE 1 2 3 4 1E 2E 3E 4E GCp 0.56 0.25 -0.42 -0.37 0.69 0.32 -0.52 -0.48 +Gcpi 0.38 0.07 -0.60 -0.55 0.51 0.14 -0.70 -0.66 Horiz Comp 0.04 -0.36 0.08 -0.42 Vert Comp -0.06 -0.48 -0.11 -0.56 W(boriz),psf= 6.6 0.7 -6.3 -9.5 8.8 1.4 -7.3 -11.4 W(vert),psf= -1.0 -8.3 -1.9 -9.7 a=3.5',2a=7' qh= 17.3 psf Slope= 0:12 For loads in long direction 0= 0.0 degrees BLDG SURFACE 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E GCp -0.45 -0.69 -0.37 -0.45 0.4 -0.29 -0.48 -1.07 -0.53 -0.48 0.61 -0.43 +Gcpi -0.63 -0.87 -0.55 -0.63 0.22 -0.47 -0.66 -1.25 -0.71 -0.66 0.43 -0,61 P,psf= -10.9 -15.0 -9.5 -10.9 3.8 -8.1 -11.4 -21.6 -12.3 -11.4 7.4 -10.5 a=3.5',2a=T Wj'Jb t,abs G W bG(,' 12C4 - Al 4- , t if< CO/ Gsa CANN,710f t` '"44 0,01 r:' Cwa4I/?,( / -r' Nam- OP- 8 t 7` sail of e ; orktiv6 w= Lii,‘--sit ( P,, 0(( 1--teAY1- 4- (b`9``(S,Z iS'-f)L? !- _r + �1,53'` (. 16•k PSr5CIb 4'` `t l )+ 9.v(,W17/br t✓%Z``` A 5�)}; 23,5 _ _ill �- tii�c OA,,t ri0(��L)2c t11) - M.5`(w,z �(13,c'xz.zc`)] = Zo' ie („.. [ rfp`A3"ttiV-)&o1 `)(+ 14,sk( ik p)(20, `) . . i . [72.y 4 - • WA/P ", {.!-I/2,0 ts--1( 2a94) =.- 39104-j VAtt, 9 -:1" • Sheet No. PAdrik MADDEN&BAUGHMAN L .1-166;C:,nr‘ Date 9ito B ENGINEERING . INc . " I Job No. Portland,OR vis Reed tel 501236.7611 C'ent Date 90.49 wysi6 f-oate-s (apapAtioNv- , ktib bot-11110:, rjF 4r5viktm, 70( iyAt 37 vit6'6' c tykus - 9 Ps r)(30"a/(i)t 10IJI,91)5F) (3t (?-?1( ]-17 7( Qat6P3 • SviA4A0A 041,04) 0.-re IL 4 3 ‘) 34A. 123q -NAIL 38t,A1- 7,41.11L 90‘?* 4311*- ia3g3 93% P12--5-cit 2-59it t 001' 7t 1/It' 1519901 3392/11- Itmlolt" e004-- zo33t.. iccioti 2-130 1901#' 15-50-11:' 4514, 5A-4'41C PO4-05 Coatglike fat. OC9.10 Project ("1st" By -^-{� Sheet N�. J AI MADDEN&BAUGHMAN Location,p.� Byte r �� g E N G I N E E R I N G , I N C . 1i � 4 '" 9,1� 9 Job No Portland,OR Client CriS Revised www.maddenbaughman.com ?908 Date Shear walls:capacities based on ANSI/AF&PA SDPWS-2015[Table 4.3A] for 15/32"Structural I sheathing fastened with 0.148"diam x 3"nails w/min. 1 1/2"penetration into framing Seismic Wind Req'd Req'd Table 4.3A Table 4.3A 1/2"diam. 5/8"diam. Nominal Capacity Nominal Capacity anchor Required anchor Required Number Capacity for 0.7E Capacity for 0.6W bolt Modular bolt Modular Mark PEN of faces iptf) 1.0f) 2If) (plf) spacing,in Spacing spacing,in Spacing 1 6 1 680 340 950 475 19 16 27 24 2 4 1 1020 510 1430 715 19 16 26 24 3 3 1 1330 665 1860 930 15 16 20 16 4 2 1 1740 870 2435 1218 11 12 15 16 5 2 2 3480 1740 4870 2435 6 16 8 16 •6 4 2 2040 1020 2860 1430 10 8 13 12 7 3 2 2660 1330 3720 1860 7 8 10 8 8 2 2 3480 1740 4870 2435 6 6 8 8 Holdowns:capacities based on Simpson Strongtie Catalog v.2015 Required post Anchor Capacity Mark Holdown thickness Rod (160) 1 HDU2 3 5/8 3075 2 HDU4 3 5/8 4565 3 HDUS 3 5/8 5645 4 HDU8 3 718 6765 w _ 5 HDU11 5.5 1 9535 6 HD12 5.5 1 12665 She,t Project C&C" By T13, MADDEN&BAUGH MAN I 0 B ENGINEERING , INC . L°cal." 1-1(.04.42.--Dt Date 04 7.0 Portland,OR Job No tel 503 236.7611 C"er' Date 9 CIO 9' tiPJ g e— 11-?3ki4 51,0011--; 34164- 7 _0 4- (-z\-e Vet.ft (1?311'4411 33( PL,F TYAc 1 .1 toittcrY Ekt.)1 ,:r: tcp 09-7 R C-NlYs 1 P47-10-, H ttt bri tz -7 (-79-4q -) 24' , W t7-14SF-Cte) 4 PLE- ?63cytt 110' 4v113,,, 0.41 .6-4.D4-c (TY qt;Lct 0(0,6 Avb tl (79344)(t ?ot) ----- tt kC6‘ Ptij' - 0.(1,0q1i,;,J fipe- /2,4 prtc,cly 564104 / D( P- 0,9t Sheet No. PmIeU © MADDEN&BAUGHMAN locahbn � Date 11 2� C B E N G I N E E R I N G , I N C Portland,OR Client ( Revised Job No. w 503.236.7611.maddenb 81i CIS Date ,t) www.maddenbau man.com - 9063i , a.Zt = 43114, v� = 3 Zr 0„b ai = 7,4911 1--0`` fR4v0. V e-vi b 3-tut.111W _ `91 Pt u c = 970Pt-F t 0-9l ( I-0 -.f Rl be : P 441 , "` t�`/bib 141/ rePri:if---- 0.6(TA, eulsq 4C2) , wittitq .":" 146 2' ' I- 1/(4 C 9'2,9€) , 0,2 (vhZq P&AA VA,„ q"(g' Rfc 1<i> CM/11, qt "" 6TO Pt+ --- °P`Pt 0 %/ vTA (0 9*Ge) _ �ccz-i w = 2 QSF (t0 -=- '5-19 L 5 r-75-17i ((1, 4.13-FAT(931-, ( (D3u6 Vcr tAfitrAlii, PC0/ bc.p = ntIbt I.° Shee[No. Project /?/ ` 8y MADDEN&BAUGH MAN Location`' jV A•h"1�! r,/L I B E N G I N E E R I N G , I N C . 4 ljt �l rs" Date /20 Job No. Portland,OR Client / .r Revised tel 503.236.7611 (j7 www.maddenbaughman.com Date io(att -i=e 46 = 7c2,-1.1 40-Pa' 2,14 Ociox 6-19(2,A‘PtArdtM)+11( TM b tf '` Ic - c— , c Z b iaa. =� U97 4 I-o t010 0 :) rive 4> z (p Phi ace o.ig 4c.v.J VODS e--r t ,ivc d/ e.)n(4 CJe`.. 2c.Z-zc ( et t _- PLC t.2cz1.tt A-o4C. c)V/ ° 3,1 n Sneet No. Project / / By �I7 © MADDEN&BAUGHMAN Location /l�T u� Date Jj"I1�U 13 B E N G I N E E R I N G , I N C . l9 j rw Job No, Portland,OR Direct V e2 Revised t:el503,236.761I V `�`ljl www,maddenbaughman.com Date ( -e9 � 1 944_ u v cBY 713 Sheet No. dal MADDEN&BAUGHMAN ��,,;� - Date g ENGINEERINGINC � - — f Portland OR Client ( RevisedJob No tel 503.236.7611 wvm.maddenbaughman.mm Data 9r ,' FtS Ot PanOti S ' emsoN Live—c - 223 izt»') dc7c`=`s-67 t(e i5NOf 0„tvi, (1/2,3 94‘)//7)8? ez‘cr t,F- it ii tp atiu, tit/ 44 _"�>Vf'i ! 31(0c- vq) :, l e5 ,.7 -k' 1- ?cF{c.5) = (71 ivp. Or = ( ► )(qt\ %9d V-c-Amc tbypit otitt-1(1 ID if)EY:Y(117) if 0)I . k Yo- , -- t . 1 ° P� '" t� (t' t. tea- iftifte �. r Project G/_r Sheet No.BY 1 l © MADDEN&BAUGHMAN g L�on��t, U2- Date 9 15- ENGINEERING I N C Portland,OR Client Job No. Revised n tel 503.236.7611 V 7 f 1# www.maddenbaughman.com Date l/�/�� DONNA 94ILS -19 � od` Y- Ejw D(4114 rt f- Pry [ 7 r•1 I( 1 . h`bu Si 1�UCd` r( ►7/ IDd 6"vc . (A(1 .c Iy > y-zo {'Lc-/2 = 29 P(� f1J2— put,: t Pt-.F10-i P- = ©, < L,o POlL- j w Dt L k r' plc 00"/ V = 30(901 (C°g t '110 P`'1.- 7G s `T 1 W f Phi # b'Ut ' Gv, c i = 1(36 Pt,q Fo2 aWck CIS pfk kfik, Pa, sD Pux 14..E DMG wabs s w-►cup e � b , 1)4 ; c Dftm, 1,04.0 o�� = Co g PW C_2o.Sy 1)/L ] (4 g`) = Z 91 p - 5= �P& torts (KIE= Erlfl ' UL.1(1) ttt] Citz'— �`) zt tW c MADDEN&BAUGHMAN Project By 11) Sheet No. B ENGINEERING , INc . L n • s'6001 t •*".- Date 9-170 "Q. • Portland,OR a Job No. te1503.236.76 II Cleft (7c .„; • Revised 9°31' Date DeS t N C-nST "r6fLt—Padtri- (46 it ST1.-y..eflA4AF 1-141,(9-itt-- ) 1)L51--- tit9PLP jt berEVM Nt- VOLT (Amk)s CONDtitbo e '_• 61- AM-VN 7:17,11.8 • \.),A1 ft 5r(y‘s-') := 1.7 0 Np ckA MIA:, PRAY) VrA, [17, 31- r5V-. (I) N07- I vCi-vrt7-CYP) CEA/ Ve Vett/ gi ph) CiVA) VJTTç),,s pov 9,7.cn (17) 5 1 • ((ilk 6-1) -F 3, 97‘"I' FgoAk ?Alt° ‘104 F T1b3 ' . 67, 51' 45—PL-P- Vi5 3 k Z1) P5F) C,l) ii5-1) LF 1- L1 c-PLF 3b0 PLC OP 1145 173 ?k,F-4---(2 pLc- /0- -- TOTOLON 15-3 fLptV)4- 15-PLF Ot,i6,D13 Z TP-u(?5 Our. 0-OAA, II it) I tt tgb bz/NF/ 7-7 Tur-t- Pq- zq7,- ic [0-11{10' igh Project By Sheet No. MADDEN&BAUGHMAN Locao, ,-Fir A Tg Date C) y2Cs 1 '7 B ENGINEERING , INC . urr- i` V- Job No Portland,OR Client 1:36) Revised tel 503 236 7611 www.niaddenbaugkman.coni Date 93,0).9 c?Ait) 0104 3 . -112-(45% f7t4t4&•:-.: 1-12-wt, a -Fp & © Abocnop) ;'-12.4/u. 5zivr- LAD 1-6AV's FE-4v) 7,9 timu- PV k)vti.A0v(rSDTIDItSlUk) fLC:Pg'')4 ( /cite-nss 0 ',‘) 69V5-fiAA-4w)- sztP6-- ct-At (ifirt-vG, vt-vt„ uf/-7,/ yr i)cP 3‘ 64412-4/6/ ? Pe.; ,6'7 3 1 rc 41C-it F G3LVLF Uti5 29 PLF toi t41F7- 66„)NPtfl0) 77 7-01A)57 t)--stv —77cri-p o P \Alc :7" ( 0 fvf. Cotop /.045:?}) (,044-1130 0,4 ,0.1 tAta,),3 eo,kixitup 'L. 2 •-) ev0).) Model frame using RISA 3D: see sheets 18-X for RISA 3D input and output verifying adequacy of proposed frame sizes, joint reactions and frame deflection estimates. 18 ZX RISA model diagram showing member sizes xstts r"n 0 i9 = M 4'rS x S x y sr04 ti ka x h�sS�oit,'s x N- I X ySS'p4'r3 (/7 W co c9 u� .s' X x X x cn Envelope Only Solution 19 Y Z X RISA model diagram showing member numbers used in the analysis ` I 0 7 co 5 a N 2 Envelope Only Solution 4 20 Company : Madden&Baughman Engineeri... / igner : tomb IIIRIsA Job Des Number : Checked By: ,. Model Name Nodes Label X[ft] Y[ft] Z[ft] Temp[deg Fl Detach From Dia... 1 N1 52.63205 0 0 i 2 N2 63.97205 0 0 3 N3 82.85205 0 0 'Al 4 N4 52.63205 11 0 5 N5 63.97205 11 0 6 N6 82.85205 11 0 7 N7 10.6875 0 0 8 N8 10.6875 11 0 9 N9 0 0 0 10 N10 0 11 0 11 N11 21.21875 11 0 12 N12 40.42705 11 0 13 N13 40.42705 0 0 i 14 N14 21.21875 0 0 i Boundary Conditions Node Label X[k/in] Y[k/in] Z[k/in] X Rot[k-ft/rad] Y Rot[k-ft/rad] Z Rot[k-ftlrad] 1 Ni Reaction Reaction Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction _ Reaction Reaction Reaction 4 N4 Reaction 5 N5 Reaction 6 N6 Reaction 7 N7 Reaction Reaction Reaction Reaction Reaction Reaction 8 N8 Reaction 9 N9 Reaction Reaction Reaction Reaction Reaction Reaction 10 N10 Reaction 11 N14 Reaction Reaction Reaction Reaction Reaction Reaction 12 N13 Reaction Reaction Reaction Reaction Reaction Reaction 13 N11 Reaction 14 N12 Reaction Cold Formed Steel Properties Label E[ksi] G iksil Nu Therm. Coeff... Density[k/ft3] Yield[ksi] Fu fksil 1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45 2 A653 SS Or... 29500 11346 0.3 0.65 0.49 50 65 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area Uri lyy[in41 Izz DWI] J OW] 1 HR1 HSS6X3X5 Column Tube A500 Gr.... Typical 4.68 6.67 20.1 16.9 2 HR2 HSS10X4... Beam Tube A500 Gr.... Typical 7.59 21.2 90.1 57.3 3 HR3 HSS7X5X6 Column Tube A500 Gr..__ Typical 7.58 29.3 49.5 60.6 4 HR4 HSS10X4... Beam Tube A500 Gr.... Typical ' 11.6 29.5 129 82.6 Primary Member Properties Label I Node J Node K Node Rotate(deg)Section/S... Type Design List Material Design Rule 1 M1 N13 N12 HR3 Column Tube A500 Gr.... Typical 2 M2 Ni N4 90 HR1 Column Tube A500 Gr.... Typical 3 M3 N2 N5 90 HR1 Column Tube A500 Gr.... Typical 4 M4 N3 N6 HR3 Column Tube A500 Gr.... Typical 5 M5 N12 N4 HR2 Beam Tube A500 Or.... Typical 6 M6 N4 N5 HR2 Beam Tube A500 Or.... Typical 7 M7 N5 N6 HR4 Beam Tube A500 Gr.... Typical 8 M8 N7 N8 90 HR1 Column Tube A500 Gr.... Typical 9 M9 N9 N10 HR3 Column Tube A500 Or.... Typical 10 M10 N10 N8 HR2 Beam Tube A500 Gr.... Typical RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 1 � ' ^-�1� � / Company Madden&BuughmanEngineed— Deaigner tomb Job Number Checked By : uow*W Model Name � Primary Member Properties(Continued) Label | Node JNode KNode RotaVm(Uog)Sed|onXS. Type Design List K4oh»he| Design Rule 11 yN11 N8 N11 HR2 Beam _ Tube A500Gc . Typical \ 12 k412 N11 N12 HR4 Beam Tube A5008c— Typical ' 13 M13 N14 N11 HR3 Column Tube /\500Gr.'.. Typical Advanced Member Properties Label _ | Release J Release |O�ne�[ir��Df�at�n� P Analysis... Activation Seismic., 1 yN1 Yes � — m*— None 2 M2 Yes NA~ None 3 KA3 Yes ~°NA~~ None 4_ N\4 _ Yes ~~NA~° _ None _ 5 k15 Yes Default None 0 MO Yes Default None 7 K87 Yee Default None 8 N18 Yes ^^MA~~ None S K89 Yes ^^NA^" None 10 K810 ' Yes Default None 11 yN11 Yee Default None 12 K812 Yes Default None _-13'- —_1V13 ___......------- '__-_____ Yes ._^°NA~~ rNone__ Hot Rolled Member Properties Lobe( Shape Length[ft]Lby-y[ft] Lb z-z[ft] Loompt... Lcomp... L-Tbnqu. Ky'y Kz-z Cb Function � 1 yN1 HR3 11 Lbyy Lateral 2 yN2 HR1 11 Lbyy Labanm| � 3 YN3 HA] 11 Lbyy . Lateral � 4 yN4 HR3 11 Lbyy | Lateral 5 N15 HR2 12.205 Lbyy Lateral O K46 HR2 11.34 Lbyy Lateral 7 [W7 HR4 18,88 Lbyy Lateral 8 K48 HR1 11 Lbyy Lateral Q YN9 HR3 11 Lbyy Lateral 10 K010 HR2 10.688 Lbyy Lateral 11 YN11 HR2 10531 , L _ Lateral 12 iN12 HR4 19.288 Lbyy Lateral 13 M13 HR3 11 L | Looana| Member Distributed Loads(BLC/iil) Member Label Direction Start[NagnKud...End Magnitude...Start Location [—EnU Location K...Inactive Dk' k�... 1 K410 Y -0.38 -0.38 0 96100 Active 2 NY11 Y -0.403 -0A03 0 Y6100 Active 3 K412 Y '0.634 -0.634 O %100 Active 4 K05 Y -0�581 � -U91 O %100 Active 5 ' K8� Y '0.403 -o 4ff D %100 Active 8 M7 Y '0.403 -0403 0 %100 Active 7 K811 Mx 0.107 0107 U 96100 Active 8 yW12 Mx 0107 0107 O 96100_ � Active 9 NY5 Mx 0.107 0107 . 0 %100 Active 10 W16 Mx 0.107 0.107 U %100 Active 11 K47 Mx 0.107 0107 O 96100 Active 12 M110 Mx OA07 0107 U Y6100 Active Member Distributed Lmads(BLC 2:S) Member Label Direction Start K4aQn8uU...End Magnitude...Start Location |...End Location Inactive[(k. k�... 1 yN10 Y '823 '0.23 O 96100 Active 2 WY11 Y -0.292 -0292 0 96100 Active 3 NY12 Y -0.292 -0292 O 96100 Active R|SA-3D Version 18 [Storefront Frame East-North Endr3d] Page , , 22 Company : Madden& Baughman Engineeri. IIIRIS .. JDoebsignuemrber s tomb Checked By: . A Model Name : Member Distributed Loads(BLC 2:S)(Continued) Member Label Direction Start Magnitud...End Magnitude...Start Location[...End Location ...Inactive[(k, k-f... 4 M5 Y -0.23 -0.23 0 %100 Active - 5 M6 Y -0.292 -0.292 0 %100 Active 6 M7 Y -0.292 -0.292 0 %100 J Active 7 M13 Y 0 0 0 0.875 Active _j Member Distributed Loads(BLC 3:E) Member Label Direction Start Magnitud...End Magnitude...Start Location[ End Location[(...Inactive[(k, k-f... 1 M10 X 0.276 0.276 0 %100 Active 2 M11 X 0.276 0.276 0 %100 Active 3 M12 X 0.276 0.276 0 %100 Active 4 M5 X 0.276 0.276 0 %100 Active 5 M6 X 0.276 0.276 0 %100 Active 6 M7 X 0.276 0.276 0 %100 Active Basic Load Cases BLC Desc... Category X Gravity Y Gravity , Z Gravity_ Nodal Point Distributed Area(Me... Surface(P... 1 D None -1 12 2 S None 7 3 E None 6 Load Combinations De...So...PD...SR... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... BLC Fa... 1 D Y 1 1 2 S Y 2 1 3 D-FS Y 1 1 2 1 4 D+... j Y 1 1 2 0.75 3 0.5... . . 5 0.6... Y 1 0.6 3 0.7 6 0.9... Yes Y 1 0.9 3 1 I 7 1.2... Yes, Y 1 1.2 3 1 2 , 0.2 8 1.2... Yes Y 1 1.2 2 1.6 RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 3 23 Company : Madden& Baughman Engineeri... Desig JobNnerumber : tomb : Checked By ANEMETSCHEKCOMPANY Model Name : Envelope AISC 15th(360-16):ASD Steel Code Checks Member Shape Code... Loc[ftl LC Shear... Loc[ftj Dir LC Pnc/o... Pnt/om... Mnyy/o... Mnzz/o... Cb Eqn 1 M1 HSS7X5X5 0.694 11 5 0.068 11 y 5 131.795 177.114 27.315 34.431 2.268 H1-lb 2 M2 HSS6X3X5 0.372 11 5 0.032 11 z 5 56.641 128.91 12.097 19.763 2.173 H1-lb 3 M3 HSS6X3X5 0.404 0 4 0.031 11 z 5 56.641 128.91 12.097 19.763 2.173 H1-1a 4 M4 HSS7X5X5 0.622 0 5 0.060 11 y 5 131.795 177.114 27.315 34.431 2.25 H1-1b 5 M5 HSS10X... 0.246 0 3 0.056 0 y 3 211 385.629 47.285 92.505 2.894 H1-lb 6 M6 HSS10X... 0.231 11.34 3 0.047 11.34 y 3 229.133 385.629 47.285 92.505 3 H1-lb 7 M7 HSS10X... 0.244 0 3 0.066 0 y 3 98.098 385.629 47.285 92.505 1.476 H1-lb 8 M8 HSS6X3X5 0.383 11 5 0.034 11 z 5 56.641 128.91 12.097 19.763 2.173 H1-lb 9 M9 HSS7X5X5 0.578 0 5 0.055 11 y 5 131.795 177.114 27.315 34.431 2.239 H1-1b 10 M10 HSS10X... 0.180 0 5 0.037 10.688 y 4 242.861 385.629 47.285 92.505 1.656 H1-1b 11 M11 HSS10X... 0.245 10.531 4 0.042 10.531 y 4 246.142 385.629 47.285 92.505 2.524 H1-lb 12 M12 HSS12X... 0.262 19.208 4 0.066 19.208 y 4 114.294 451.737 56.238 127.395 1.885 H1-lb 13 M13 HSS7X5X5 0.633 0 5 0.060 11 y 5 131.795 177.114 27.315 34.431 2.25 H1-1b Steel code check for envelope of all locad combinations: Max DCR = 0.694 < 1.0, Frame is adequate for strength RISA-3D Version 18 [Storefront Frame East-North End.r3d I Page 1 24 : Madden& Baughman Engineeri... ICompany 'R'SA Designer : tomb Job Number Checked By A'vEMETSCHEK COMP NY Model Name : Envelope Node Deflections Node L... X[in] LC Y[in] LC Z[in] LC X Rotation [r... LC Y Rotation[r... LC Z Rotation [r... LC 1 N5 max 1.167 7 -0.007 6 0 7 1.44e-03 7 0 6 -4.994e-04 6 2 min 1.165 6 -0.011 7 0 6 1.08e-03 6 0 7 -9.687e-04 7 3 N4 max 1.166 7 -0.007 6 0 7 1.343e-03 7 0 7 2.134e-04 7 4 min 1.164 6 -0.009 7 0 6 1.007e-03 6 0 6 1.325e-04 6 5 N12 max 1.165 7 -0.01 6 0 7 1.336e-03 7 0 7 -2.057e-04 7 6 min 1.163 6 -0.014 7 0 6 1.002e-03 6 0 6 -5.737e-04 6 7 N6 max 1.165 7 -0.005 6 0 7 9.509e-04 7 0 7 -1.625e-03 7 8 min 1.163 6 -0.006 7 0 6 7.132e-04 6 0 6 -2.553e-03 6 9 N11 max 1.164 7 -0.007 6 0 7 1.236e-03 7 0 6 -2.61e-03 6 10 min 1.161 6 -0.011 7 0 6 9.267e-04 6 0 7 -3.054e-03 7 11 N8 max 1.163 7 -0.007 6 0 7 1.045e-03 7 0 6 1.311e-03 7 12 min 1.161 6 -0.009 7 0 6 7.838e-04 6 0 7 1.179e-03 6 13 N10 max 1.162 7 0 6 0 7 6.502e-04 7 0 6 -3.712e-03 6 14 min 1.16 6 0 7 0 6 4.876e-04 6 0 7 -3.923e-03 7 15 N13 max 0 7 0 6 0 6 0 6 0 7 0 6 16 min 0 6 0 7 0 7 0 7 0 6 0 7 17 N3 max 0 7 0 6 0 6 0 6 0 7 0 6 18 min 0 6 0 7 0 7 0 7 0 6 0 7 19 N14 max 0 6 0 6 0 6 0 6 0 6 0 7 20 min 0 7 0 7 0 7 0 7 0 7 0 6 21 N9 max 0 6 0 6 0 6 0 6 0 6 0 7 22 min 0 7 0 7 0 7 0 7 0 7 0 6 23 N7 max 0 6 0 6 0 6 0 6 0 6 0 6 24 min 0 7 0 7 0 7 0 7 0 7 0 7 25 N1 max 0 6 0 6 0 6 0 6 0 7 0 6 26 min 0 7 0 7 0 7 0 7 0 6 0 7 27 N2 max 0 6 0 6 0 6 0 6 0 6 0 7 28 min 0 7 0 7 0 7 0 7 0. '7 0 6 dxe = maximum elastic frame drift under from Strength Design load combinations dxe = 1.17" max Max frame displacement = dx = Cddxe/Ie < 0.020 hsx (see ASCE 7 12.8-15 and Table 12.12-1) For Cd = 3, Ie = 1.5, and hsx = 11'-0", dxe(max) = 1.5(0.020)(11')(12"/ft)/3 = 1.32" Frame conforms with max drift requirements, DCR = 0.89 RISA-3D Version 18 [Storefront Frame East-North End.r3d ] Page 1 qg 25 Company : Madden&Baughman Engineering,... I R isA ,Doebs,gnuerrirber . tomb Checked By: Model Name : M5 - Envelope Results - 1/2 Detail Report:MS Load Combination:Envelope Input Data: X Shape: HSS10X4X10 I Node: N12 Member Type: (ft): Beam J Node: 12.205 I Release: Hot Rolled N4 Length Fixed Material Type: Steel 1 Release: Fixed Design Rule: Typical I Offset(in): N/A Number of Internal Sections: 97 J Offset(in): N/A Material Properties: Material: A500 Gr.B Rect Therm.Coeff.(1e5°F-1): 0 65 Rr• 1.4 • E(ksi): 29000 Density(k/ft3): 0 527 FL,(ksi): 58 G(ksi): 11154 Fy(ksi): 46 Rt: 13 Nu: 0 3 Shape Properties: d(in): 10 I,(in4): 33.5 Area(in2): 14 bt(in): 4 ILE(in4): 149 J(i'14): 95.7 t(in): 0.581 Design Properties: Lb.,y(ft): 12.205 Ky_y: 1 Max Deft Ratio: L/7052 Lby_,(ft): 12.205 Icz: 1 Max Deft Location: 5 467 LtOrnp top(ft): 12,205 y sway: No Span: 1 Ltorilp bot(ft): 12205 z sway: No Ltorque(ft): 12.205 Function: Lateral Seismic DR: None M5 0— —0 N12 N4 Diagrams: 0.001 at 2.161 ft .. ...... I 1 -0.03 at 6.865 ft V Deflection (in) Z Deflection(in) 0.904 at 0 ft 6.871 at 0 ft -0 4. 1 1 -3.504 at 0 ft -4.305 at 12.205 ft Axial Force(k) V Shear Force(k) Z Shear Force(k) RISA-30 Version 18 [Storefront Frame East-North End.r3d] Page 1 26 : Madden&Baughman Engineering,... ICompanyDesigner : to mb Number Checked By SA rkr �rscrEK _ Model Name : M5 - envelope results - 2/2 0.649 at 12.205 ft 22.525 at 0 ft -0.657 at 0 ft -4.71 at 6.865 ft ( Torsion (k-ft) z-z Moment (k-ft) y-y Moment(k-ft) i 0.065at0ft 9.07at0ft I -0.25at Oft .._ ._ --,9.0077at0ft Axial Stress(ksi) Biaxial Compression Bending Stress(ksi) Biaxial Tension Bending Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading- Bending/Axial 3 - - - - Applied Loading -Shear 3 - - - - Axial Tension Analysis 3 0.000 k 385.629 k - - Axial Compression Analysis 3 0.904 k 211 k - - Flexural Analysis(Strong Axis) 3 22.525 k-ft 92.505 k-ft - - Flexural Analysis(Weak Axis) 0.000 k-ft 47.285 k-ft - - Shear Analysis(Major Axis y) 3 8.891 k 158.57 k 0.056 Pass Shear Analysis(Minor Axis z) 3 0.552 k 43.344 k 0.013 Pass Bending&Axial Interaction Check(UC Bending Max) 3 - - 0.246 Pass Torsional Analysis - 50.494 k-ft - - RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 2 .. /uatialliUilM t341iMExSNtNt.t.ta.li .uaaa :.i,,f.n. _.. r.,, r r,;; 27 Company : Madden&Baughman Engineering,... ItiRisADesigner : tomb - Job Number Checked By Model Name : M6 - envelope results1/2 Detail Report:M6 Load Combination:Envelope Input Data: �z Shape: HSS10X4X10 I Node: N4 Member Type: Beam 1 Node: NS r 1 Length(ft): 11.34 I Release: Fixed -- Z i Material Type: Hot Rolled Steel 1 Release: Fixed Design Rule: Typical I Offset(in): N/A . . Number of Internal Sections: 97 1 Offset(in): N/A Material Properties: Material: A500 GrB Rect Therm.Coeff.(1e'F"1): 0.65 Ry .4 : 1 E(ksi): 29000 Density(VW): 0.527 F,(ksi): 58 G(ksi): 11154 Fy(ksi): 46 Rt: 1.3 Nu: 0.3 Shape Properties: d(in): 10 Iyy(in'): 33.5 Area(ir 14 bt(in): 4 la(in'): 149 J(in'}: 95.7 t(in): 0.581 Design Properties: Lb y-y(ft): 11.34 Ky_y: 1 Max Defl Ratio: L/5100 Lbz-z(ft): 11,34 K,-z: 1 Max Deft Location: 8269 I-comptap(ft): 11,34 y sway: No Span: 1 L comp bet(ft): 11,34 z sway: No Ltorque(ft): 11.34 Function: Lateral Seismic DR: None Ms • -- • 1 N4 N5 Diagrams: 0.013 at 8,033 ft 0.017 at 11.34 ft Y.Deflection (in) Z Deflection(in) 0.92 at 0 ft 2.691 at 0 ft -1.759 at 0 ft -5.771 at 11.34 ft Axial Force(k) Y Shear Force(k) Z Shear Force (k) RISA-3D Version 18 [Storefront Frame East-North End.r3d} Page 1 1 28 IlltiRisACompany : Madden&Baughman Engineering,... z:iiruernrber : tomb r•r,-'1-...T. 4r*CON, Model Name : M6 - envelope results - 2/2 Checked By: 0.554 at 11.34 ft 21.176 at 11.34 ft „----'--- ...----- :-....._ ----- 1 i 1-0.66 at Oft -1.239 at 3.898 ft Torsion (k-ft) z-z Moment (k-ft) y-y Moment (k-ft) 0 066 at Oft 8.527 at 11 34 ft 71 . -------- ----'' i . -0.126 at 0 ft . , -8 527 at 11 34 ft - , Axial Stress (ksi) Biaxial Compression Bending Stress(ksi) Biaxial Tension Bending Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Gov.LC Required Available Unity Check Result Applied Loading-Bending/Axial 3 - - - - Applied Loading-Shear 3 - - - - Axial Tension Analysis 3 0.000 k 385.629 k . - Axial Compression Analysis 3 0.92 k 229,133 k - - Flexural Analysis(Strong Axis) 3 21.176 k-ft 92.505 k-ft - - Flexural Analysis(Weak Axis) 0.000 k-ft 47.285 k-ft - - Shear Analysis(Major Axis y) 3 7.475 k 158.57 k 0.047 Pass Shear Analysis(Minor Axis z) 3 0.466 k 43.344 k 0.011 Pass Bending&Axial Interaction Check(UC Bending Max) 3 - - 0.231 Pass Torsional Analysis - 50.494 k-ft - - RISA-3D Version 18 [Storefront Frame East-North End r3d] Page 2 29 I 1Company : Madden&Baughman Engineering,... I RisA jpoebsitruemrber , tomb Model Name : M7 - envelope results - 1/2 Checked By Detail Report:m7 Load Combination:Envelope Input Data: i x Shape: HS510X4X10 I Node: NS Member Type: Beam J Node: N6 Z >Z Length(ft): 18.88 I Release: Fixed Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset(in): N/A i 4 , Number of Internal Sections: 97 J Offset(in): N/A Material Properties: Material: A500 Gr 8 Rect Therm.Coeff.(le'F-1): 0 65 R • 1 4 Y' E(ksi): 29000 Density,(W): 0 527 Fu(ksi): 58 G(ksi): 11154 Fy(ksi): 46 R.,: 1.3 Nu: 0,3 Shape Properties: d(in): 10 I,(ie.): 33 5 Area(in2): 14 bf(in): 4 lu(in4): 149 1(in4): 95.7 t(in): 0.581 Design Properties: Lby_y(ft): 18.88 K • r-r 1 Max Defi Ratio: L/801 Lin,(ft): 18.88 K,2: 1 Max Deft Location: 10 03 Lromp top(ft): 18.88 y sway: No Span: 1 Lcomp bot(ft): 18.88 z sway: No I-torque(ft): 18.88 Function: Lateral Seismic DR: None L_ M7 • 0 ' NS N6 0.029 at 15.537 ft Diagrams: ._,....._.....--;_„, 0.294 at 10.03 ft Y Deflection (in) Z Deflection(in) 3.483 at 18.88 ft 7.785 at 0 ft ---------- - . o-,*•'—*-------'a 170.164 at 0 ft -6.557 at 18.88 ft Axial Force(k) Y Shear Force(k) Z Shear Force (k) RISA-3D Version 18 [Storefront Frame East-North End.r3d) Page 1 30 Company : Madden&Baughman Engineering,... IRISDesigner : tomb Job Number M7 - envelope results - 2/2 Checked By: n a-nmr sclIEK ccrspar v Model Name : 1.17 at 18.88 ft 22.074at0ft 1 d am` -r✓ -0.85 at 0 ft i -18.535 at 10.423 ft# Torsion (k-ft) z-z Moment (k-ft) y-y Moment(k-ft) f 0.249at18.88ft 8.889at0ft i OAl2at0ft 8.889at0ft _ _ _ _ r 1 Axial Stress (ksi) Biaxial Compression Bending Stress(ksi) Biaxial Tension Bending Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Gov.LC Required Available Unity Check Result Applied Loading-Bending/Axial 3 - - - - Applied Loading-Shear 3 - - - - Axial Tension Analysis 3 0.000 k 385.629 k - - Axial Compression Analysis 3 1.044 k 98.098 k - - Flexural Analysis(Strong Axis) 3 22.074 k-ft 92.505 k-ft - - Flexural Analysis(Weak Axis) 0.000 k-ft 47.285 k-ft - Shear Analysis(Major Axis y) 3 10.4 k 158.57 k 0.066 Pass Shear Analysis(Minor Axis z) 3 0.715 k 43.344 k 0.016 Pass Bending&Axial Interaction Check(UC Bending Max) 3 - - 0.244 Pass Torsional Analysis - 50.494 k-ft - - RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 2 31 I I I R ISA jc0m Designera n in Yber tMomadbden&Baughman Engineering,... Model Name : M10 - envelope results - 1/2 Checked By: Detail Report:M10 Load Combination:Envelope Input Data: It Shape: _ Material Type:z Length(ft): 0-------. )z HSS10X4X10 I Node: Beam J Node: 10.688 I Release: Hot Rolled Steel 1 Release: N10 Member Type: N8 Fixed Fixed Design Rule: Typical I Offset(in): N A / Number of Internal Sections: 97 J Offset(in): N/A Material Properties: Material: A500 Gr 8 Rect Therm.Coeff.(1es°F-1): 0 65 RY. 1.4 • E(ksi): 29000 Density(We): 0 527 FL,(ksi): 58 G(ksi): 11154 F (ksi): 46 RL: 13 Y Nu: 0.3 J —1 Shape Properties: d(in): 10 I (in')- YY • 33 5 Area(in2): 14 bf(in): 4 1 (in4): 149 J(inl: 95.7 t(in): 0.581 Design Properties: Lb (ft): 10.688 KY*. 1 Max Deft Ratio: 1/2021 Lb z-z(ft): 10.688 Kz,: 1 Max Defl Location: 4.564 (ft): 10 688 y sway: No Span: 1 Ltomp bot(ft): 10.688 z sway: No Ltorque(ft): 10.688 Function: Lateral Seismic DR: None M10 • -• MO N8 Diagrams: Oat Oft 4 1 ' 1 -0.068 at 4.676 ft 1 . Y Deflection (in) Z Deflection (in) - i 0.432 at 0 ft 3.264 at 0 ft *---------'----„,.. 9 -3 264 at 0 ft -4.811 at 10.688 ft Axial Force(k) Y Shear Forte (k) Z Shear Force (k) RISA-3D Version 18 [Storefront Frame East-North End r3d I Page 1 32 mbRisACompany : Madden&Baughman Engineering,... z:ignilemrber : tomb Checked By: AP4Ekx.Tsri rx •,,, Model Name : M 10 - envelope results - 2/2 0.344 at 10.688 ft 7 316 at 10 688 ft ----a-- .----"---- i---------- ....-0- t0 ft -16.298 at 0 ft Torsion (k-ft) z-z Moment(k-ft) y-y Moment(k-ft) 0 031 at 0 ft 6.563 at 0 ft th. -,... ._----- -0,233 at 0 ft -6.563 at 0 ft Axial Stress (ksi) Biaxial Compression Bending Stress(ksi) Biaxial Tension Bending Stress (ksi) AISC 15th (360-16): ASD Code Check Limit State Gov.LC Required Available Unity Check Result Applied Loading- Bending/Axial 5 - - - - Applied Loading -Shear 4 - - - - Axial Tension Analysis 5 3.264 k 385.629 k - - Axial Compression Analysis 5 0.000 k 242.861 k - - Flexural Analysis(Strong Axis) 5 16.298 k-ft 92.505 k-ft - - Flexural Analysis(Weak Axis) 0.000 k-ft 47.285 k-ft - - Shear Analysis(Major Axis y) 4 5.868 k 158.57 k 0.037 Pass Shear Analysis(Minor Axis z) 4 0.289 k 43.344 k 0.007 Pass Bending&Axial Interaction Check(UC Bending Max) 5 - - 0.18 Pass Torsional Analysis - 50.494 k-ft - - RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 2 '4104 rrrrOls-rirrWorriikr+All4rer.ir i Warr iitl.ertirr,,M41fOrri1ItirtrriOiirSus.dir”..rdPirerkrr1,4141Aire.hl,r,r414,4rWirt,lufr."-arr.41.44isil.,,,Ii3441A4.4,ohri.iii41444.0i4”Ifiir.liarreiiirrrkii,ltskilittler.lirrrr rrrer err rrrrr r rr.r.rrrrr.r rr 33 Company : Madden&Baughman Engineering,... IIIIRIsA JDoebsipinuenirber .: tomb Checked By: tE.K COMPANY Model Name : MIA - envelope results - 1/2 Detail Report:Mn Load Combination:Envelope Input Data: z X Shape:z Length(ft): HSS10X4X10 I Node: Beam 1 Node: 10.531 I Release: Hot Rolled Steel ..1 Release: N8 Member Type: Nil Fixed Material Type: Fixed Design Rule: Typical I Offset(in): N/A Number of Internal Sections: 97 .1 Offset(in): N/A . . Material Properties: Material: A500 Gr B Rect Therm.Coeff.(1e5°F-1): 0 65 R • Y• 14 E(ksi): 29000 Density(k/ft3): 0 527 Fu(ksi): 58 G(ksi): 11154 F (ksi): Y 46 RI: 1.3 Nu: 0.3 Shape Properties: d(in): 10 I (in4)• YY • 33.5 Area rtn2): 14 bf(in): 4 Izz(in4): 149 .1(in4): 95.7 t(in): 0.581 Design Properties: Lby.,(ft): 10.531 Ky_y: 1 Max Deft Ratio: L/2967 10.531 Kz„: 1 Max Deft Location: 6 692 L camp top(ft): 10 531 y sway: No Span: 1 Lcomp trot(ft): 10.531 z sway: Na Ltorque(ft): 10.531 Function: Lateral Seismic DR: None M11 • 40 N8 N11 Diagrams: 0.034 at 6.363 ft _.--------- .--------'-'N\---***,,, „i----- -N, i -0.013 at 10.531 ft " Y Deflection (in) Z Deflection(in) 0.439 at 0 ft 2.616 af 0 ft . . ---- ..-1.853 at 0 ft -5.275 at 10.531 ft Axial Force(k) Y Shear Force (k) Z Shear Force (k) RISA-3D Version 18 [Storefront Frame East-North End.r3d j Page 1 ��� -- � ��� � . Company Madden&Baughman Engineering.... tomb 111RI nbNumbor - CAeokeUOy�*AJDesigner �ouowamn ��11 - f�DN�|OOf� p��U|�� - �/J ' ' '�� envelope '�� �+ "- 22.5VmlV�531 ft 1 | � -0o39at3.51ft | -------- ' � -- ' ---- ------ ------ ------- ' ' nnuoo (k-n) zzMomen~ (k-u) �y Moment �( �> | �OD3l ,uOft 9D93zx10.53/ ft � 1 � | 1 | 1 _ -0l32 atOft 4093 at 10,531ft Axial Stress (ksi) Biaxial Compression Bending Stress<mx) Biaxial Tension Bending Stress (ksi) A|SC1Sth (3S0-1G): ASQ Code Check Limit State Gov.LC Required Available Unity Check np,u(t Applied Loading Bending/Axial 4 Applied Loading shear 4 - ' Axial Tension Analysis 4 O�000k 385.629k - - Axial Compression Analysis 4 0,384k 246143b - Flexural Analysis(Strong Axis) 4 2158k-ft 92.505k'u ' - Flexural Analysis(Weak Axis) 0.000k-ft 47.285k'ft - Shear Analysis(Major Axis y) 4 6.664k 158.57k 0I42 Pass Shear Analysis(Minor Axis z) 4 0.38k 43.344k 0D09 pass Bending m Axial Interaction Check(uC Bending Max) 4 0245 Pass Torsional Analysis ' 50,494 k-ft - ' 35 IIIRICompany : Madden&Baughman Engineering,... sA ..z:ignuemrber : tomb Model Name - M12 - envelope results - 1/2 Checked By: Detail Report:m12 Load Combination:Envelope Input Data: X Shape: H5512X Member Type: Beam I Node: N Node: NI121 i_____>2 Z Length(ft): 19.208 I Release: Fixed Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset(in): N/A Number of Internal Sections: 97 J Offset(in): N/A Material Properties: Material: A500 Gr.B Rect Therm.Coeff.(1e5°F-1): 0 65 R • 1 4 y• E(ksi): 29000 Density(k/fe): 0 527 Fu(ksi); 58 G(ksi): 11154 F (ksi)' Y ' 46 Rt: 13 Nu: 0.3 Shape Properties: d(in): 12 Iyy(in): 40.4 Area(iW): 16.4 bf(in): 4 Izz(in4): 245 1(in4): 122 t(in): 0.581 Design Properties: Lby_y(ft): 19.208 K Y r• 1 Max Defl Ratio: L/1197 Lb (ft): 19.208 K,z: 1 Max Defl Location: 9 604 Leomp top(ft): 19 208 y sway: No Span: 1 Lcomp bot(ft): 19 208 z sway: No Ltorgue(ft): 19.208 Function: Lateral Seismic DR: None M12 la * N11 N12 Diagrams: -o.00s at 0 ft -----------,-- "—'------*---'"--7/"----' ' e -0.206 at 9.604 ft . . Y Deflection(in) Z Deflection (in) 1.176 at 0 ft 9.396 at 0 ft i. -3 295 at 0 ft -9.872 at 19.208 ft Axial force (k) Y Shear Force (k) Z Shear Force (k) RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 1 36 : Madden&Baughman Engineering,... ICompany I IA Designer : tomb - Job Number Checked By Model Name : M12 - envelope results 2/2 0.987 at 19,208 ft 32.825 at 19.208 ft e `^--...------------.1.—____Y_.__--_'--fir 1 -1.069 at 0 ft -21.309 at 9.604 ft '._._ Torsion (k-ft) z-z Moment(k-ft) y-y Moment(k-ft) 0.072 at 0 ft : 9.647 at 19.208 ft 4 * I - Y�, _ — ---_ � ,ter 1 -0.201 at 0 ft -9.647 at 19.208 ft ( si Biaxial Compression BendingStress ksiBiaxial Tension Bending Stress Axial Stress k ) p ( ) (ksi} AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check Result Applied Loading - Bending/Axial 4 - - - - Applied Loading-Shear 4 - - - - Axial Tension Analysis 4 0.000 k 451.737 k - - Axial Compression Analysis 4 1.007 k 114.294 k - - Flexural Analysis(Strong Axis) 4 32.825 k-ft 127.395 k-ft - - Flexural Analysis(Weak Axis) 0.000 k-ft 56.238 k-ft - - Shear Analysis(Major Axis y) 4 12.982 k 196.979 k 0.066 Pass Shear Analysis(Minor Axis z) 4 0.684 k 43.344 k 0.016 Pass Bending&Axial Interaction Check(UC Bending Max) 4 - 0.262 Pass Torsional Analysis - 61.437 k-ft - - RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 2 . 37 Company : Madden& Baughman Engineeri... III RISA Job N Designerumber : tomb Checked By ANEMETSC. C<COMF.AEW Model Name : .JOint reactions - 0.9D + E Node Reactions(By Combination) LC Node Label X[k] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 6 N 1 -0.823 6.113 0.156 0.568 0 4.946 2 6 N2 -0.789 5.107 0.172 0.627 0 4.773 3 6 N3 -5.257 5.374 0.144 0.525 0 31.56 4 6 N4 0 0 -0.156 0 0 0 5 6 N5 0 0 -0.172 0 0 0 6 6 N6 0 0 -0.144 0 0 0 7 6 N7 -0.917 4.828 0.122 0.445 0 5.217 8 6 N8 0 0 -0.122 0 0 0 9 6 N9 -4.423 -0.476 0.091 0.331 0 28.183 10 6 N10 0 0 -0.091 0 0 0 11 6 N14 -4.78 8.174 0.193 0.703 0 29.938 12 6 N13 -5.875 10.756 0.207 0.753 0 34.061 13 6 N11 0 0 -0.193 0 0 0 14 6 N12 0 0 -0.207 0 0 0 15 6 Totals: -22.863 39.877 0 16 6 COG(ft): X:41.002 Y: 10.778 Z: 0 RISA-3D Version 18 [Storefront Frame East-North End.r3d] Page 1 I Sheet No. ACk MADDEN&BAUGHMAN ,P"ed°cation "V r By 38 g ENGINEERING , INC . "t Ur— Date IV" Portland,OR Client &5 Job No. tel 503.236.7611 gth-- • e eit51- 1.4/114, Date 190,9 \-0 FilAA43, t Pisitiffv0 twv 0/1-\P-1-- 0 -020 CitOtt)(-14P011-' cf; 6-xcNimc) cotSxe 644x) Cci= 3, 1e=liC rz ,4e ovxV Lzhi-t-i-0,25 < c:f\e cm-x) Fie vtn- D 'FT ftit Nts4-)( ?ob MatitvIkriltMO Me AK' Z1,5"" 617% ici /./.0r- II_ Fy :-- ,ciftr4( Ift, =or-5, McIu4T m ) kAm 4,6 r. 32-.9 zrcuL 2- "AllA- 1(Ahrcc V-Cr S 4. A-- f1/41 / NO 7 DC-,CIAMNX) 0 ''7 it llt)ti Otb? < It () 1)CW t •3g3 (i3tt 0,-76 < 1. b Vt ' Tb t4tAiNkf1/4r. Oft_ fitc. (7s")]t 1. 4,11•12- 1,570,6 2-1,10-) p,/st .-21..66042-(D.r.)c-rw()/7 pia 3 IF mkt( c-ok cot- aka's • XIL1 O7 ) & q < iotc- . aism* P Sheet No.Project (&6- By Fp ALM MADDEN&BAUGHMAN Location '? 39 -1AO B ENGINEERING , INC . 1 ( 0/), Date oil 2,0 Portland,OR Client Job No.Cfc.) tel 503.236.761 www.maddenbaughman.com 15059 NiDAVTIftikt4a Date if155 b 1C3 a 0 : AI\LAR05%4 : 539 " ui( N. -.--7,zt . i,....,, fT-J\ .-- is--It)(9 I U'titiC i(6(t if-----4E. it4A4, ,p,A, 4------4, NAfr---te-,Nbvq, -= 1,11 v7113 i ' ()ql•15-111(-- , .. ',1R, ip( 6)( 0‘-tov' vli eiA/1Q, 7' cA, ruffiy-`1416 fik-I&Liik"T 9 . N11)0v 6 570 aN6111 CSar-N&T flt0 - " cv Sr -t''(Al14 '' 0.- 0cc 7)(4.7r CG V Ni, PlEA N3/ N91 NT-3„ Nti-f- __ T1 ts,x Os 0-1t,';' I -1-It4::. 3e.5L \t-, ri- iv\k,I, ---, I-1.'3 '"- , It).. c-i ) Tit - .?), t rviv r 3ittil 7 N3 - iov = -37, Al,/, = ytif- , ..7.72-7 , A .A c7, ‘- At',i 1 (-- / i ini,T.'1 7r7,-1,:NCUIN )C).l' ) U CiC'' N-Ii [UP- HP lc 01--'. 0 0-s-5 7 5.— \- .i tAAAirks ) VOL 4ockfrPite) (iSe IFS 40-43 FOP— VULIPtOrnOli Of- 6W P '- 40 Base Plate design per AISC design guide 1 Node N3 Base plate geometry: Column: B= 11.5 in Column Type = REC (Enter WF, REC, or RND) N = 11.5 in HSS depth =d = 7 in ED = 1.5 in HSS width =w= 5 in Al= 132.25 int m = 2.425 in A2= 196 int n = 3.375 in f= 4.25 in Loads: Material Properties: Pu = 9.114 kip Concrete Steel Plate Mu = 32.95 ft kip f'c= 3 ksi Fy= 36 ksi = 0.65 Calculations: Plate thickness: e= Mu/Pu = 43.4 in Base plate yielding limit at bearing interface: f Pmax= 2.02 ksi gmax= 23.21 kips/in tprb= 0.848 in ecrit= 5.55 in (f+ N/2)2= 100 in2 Base plate yielding limit at tension interface 2Pu(e+f)/gmax= 37.4 in2 Bearing length =Y= 2.09 in Tu = 39.4 kips x=m-ED = 0.925 in tprt= 0.626 in Required Plate thickness= 0.848 in 41 Base Plate design per AISC design guide 1 Node N9 Base plate geometry: Column: B= 11.5 in Column Type = REC (Enter WF, REC, or RND) N = 11.5 in HSS depth =d = 7 in ED= 1.5 in HSS width =w= 5 in Al= 132.25 in` m = 2.425 in A2= 196 in2 n = 3.375 in f= 4.25 in Loads: Material Properties: Pu = 4.717 kip Concrete Steel Plate Mu = 28.183 ft kip f'c= 3 ksi Fy= 36 ksi (1)c= 0.65 Calculations: Plate thickness: e= Mu/ Pu = 71.7 in Base plate yielding limit at bearing interface: fPmax= 2.02 ksi clmax= 23.21 kips/in tprb= 0.816 in ecrit= 5.65 in (f+ NJ2)2= 100 in2 Base plate yielding limit at tension interface 2Pu(e+f)/gmax= 30.9 in2 Bearing length =Y= 1.69 in Tu = 34.4 kips x=m-ED= 0.925 in tpa= 0.585 in Required Plate thickness= 0.816 in 42 Base Plate design per AISC design guide 1 Node N13 Base plate geometry: Column: B= 11.5 in Column Type = REC (Enter WF, REC, or RND) N = 11.5 in HSS depth =d = 7 in ED= 1.5 in HSS width =w= 5 in AI= 132.25 in2 m = 2.425 in A2= 196 in2 n = 3.375 in f= 4.25 in Loads: Material Properties: Pu = 21.297 kip Concrete Steel Plate Mu = 34.827 ft kip f'c= 3 ksi Fy= 36 ksi (I)c= 0.65 Calculations: Plate thickness: e= Mu/ Pu = 19.6 in Base plate yielding limit at bearing interface: fPmax= 2.02 ksi gmax= 23.21 kips/in tprb= 0.855 in ecr;t= 5.29 in (f+ N/2)2= 100 in2 Base plate yielding limit at tension interface 2Pu(e+f)/gmax= 43.8 in2 Bearing length =Y= 2.50 in Tu = 36.8 kips x=m-ED = 0.925 in tprt= 0.605 in Required Plate thickness= 0.855 in 43 Base Plate design per AISC design guide 1 Node N 14 Base plate geometry: Column: B= 11.5 in Column Type = REC (Enter WF, REC, or RND) N = 11.5 in HSS depth =d = 7 in ED= 1.5 in HSS width =w= 5 in Al= 132.25 in1 m = 2.425 in A2= 196 in2 n= 3.375 in f= 4.25 in Loads: Material Properties: Pu = 19.357 kip Concrete Steel Plate Mu = 29.938 ft kip f'c= 3 ksi Fy= 36 ksi tc= 0.65 Calculations: Plate thickness: e= Mu/ Pu = 18.6 in Base plate yielding limit at bearing interface: fPmax= 2.02 ksi gmax= 23.21 kips/in tprb= 0.850 in ecrit= 5.33 in (f+ N/2)2= 100 in2 Base plate yielding limit at tension interface 2Pu(e+f)/gmax= 38.1 in2 Bearing length =Y= 2.13 in Tu = 30.1 kips x=m-ED= 0.925 in tpn= 0.547 in Required Plate thickness= 0.850 in Sheet No. Project ( - MADDEN&BAUGHMAN �o�;on ]j� �JVa By _ pd� 2 V/� !� B E N G I N E E R I N G , I N C . it 4 ( Portland,OR Client /�$ Revised Job No. tel 503.236.7611 v www.maddenbaughman.comv_ L E3 Date USG itlAic to -w t•ito 1 - 3rittt oc- (QNL/Loll 06V61,0PAk dF Sl0' tlD Cl/Li Fier vr/ itrik7,6--. ,A3Q N Ns , tA22., 3l. 0.3V 1 G, 0464* 3 6.7 1� V9.14 7A 0, r. E.y!= D.9ZL.( 592.c Z 4.18 ' Ito ./ uW 7(9(t4 (6Gt6 it_-;b 1 bVI tW/V/ - c to FOR-- iWRAP yto dA 7P1,104 P.r�L' - 59 t = 6%37bt'% C'f)4-5, ks = l.eicra✓z' p tTet z., o t"- o e P 1 uM PUIz 4 ‘N. i re T Yr dh 62r.if,?() L. øI' i (yt:. 1.0, 14 r; ail I. 46' = 1,0; )‘>( ) git(t*) 11ZIA art_ =9 9,Ait 'or i.404,1)0,A Ch it tee RA- 01) = 1, iS le* ��b°1f la ce% 12.(2" - 4� ? l.�t? . e.fl p,► Sheet No. Project /_�^ By YY"iC." - lelk MADDEN&BAUGHMAN location Wtr{„1�� Q Date °h1I , B ENGINEERING , I N C . t„JL}(F'R�+( (� Job No. Portland,OR Client p—S Revised tel 503.236.7611 CC 77 www.maddenbaughman.com °€.9 Date Y g? Ci‘lti V-0 PielAA) ‘—'' li 2,- P e- P,nn,, } ,.- 4 23-�, ,r_,x a I 4 1 1 ; ; 1 1 j i i i 17 i 1 i i I °�. m i i i %, OWE .A i Off. EMtNU 51:43 5231 � 11 , /._.,.. ' Oamc 4 i iv' 15 P IN n ca o -s vaaxeamE- ,-a.00u-.w,cm ee ,,,,,,,47... wm ��.,... ,..( ------'----F---- p ox ouM , } 4 '— ��V Z: , 'i . ••Yr •we aa�at., WM REF n=.,. 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INC . rr"Ve 24° Job No Portland,OR Client Revised MI 503.236.7611 - wwwmaddeebaughrnan.com -A.tk ha(txi Dote 15099 if 04-D C 51 ) a$ 6-01/ cIL W7s-PalVe(Pr) (4100(dF g40E-- tuD Pi( 15151-') = ‘33PLF 9)4 tv5 L20 t5t) itoPt,r- CAAA'tt) -7- al 600 .sr6.1,06krio 0)6 PLF-1 lifittlitt55641tiN iet_f- 30 two .; si'05-psnoPLF, I POJC- W5= ifttaM=Iva tA/ - c`Cav K ; k tt-F- o ki4 sr( psi) v_4kF toti-,'-'1(-51(10A--: 173PLF 6 of-fu- tot z't to f5F) z-oPt-F ;>TPt•F- 5,,jovj 4'5 Ilvi4(2opf) ;30 Pa (Lox- kio tt 15--p5r\ (15--PLF 900) (1.1 7 w t?up5h U.r)P \ 5 ' 10 i)P(1,0.e) 1004- ptc ta06- tep -;• GsFsr\-, Pc.-F ,•-•;tpT) z30 Pa- M) (Ps et-P wpm, kao lilb = ' I1)03 Pc,i- u/D 1.2A)-N-C 9 tiod W5 23 0 i,(tte- fi341,0FS0 = to 49 COMPANY PROJECT 11114 1 11 WoodWorks SOFTWARE FOR WOOD DESIGN Sep. 30, 2020 07:41 B1.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 146. 0 plf Load2 Snow Full UDL 110. 0 plf Self-weight Dead Full UDL 22. 8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : i 17.223' i 0' 17.167' Unfactored: Dead 1453 1453 Snow 947 947 Factored: Total 2400 2400 Bearing: Capacity Beam 2400 2400 Support 2465 2465 Des ratio Beam 1. 00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 0. 67 0.67 Min req'd 0.67 0.67 Cb 1.00 1. 00 Cb min 1.00 1.00 Cb support 1.07 1. 07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x18" 12 laminations, 5-1/2" maximum width, Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 17.22'; Clear span: 17.111'; volume = 11.8 cu.ft. Lateral support: top= full, bottom= 24 [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 30 Fv' = 305 psi fv/Fv' = 0. 10 Bending(+) fb = 415 Fb' = 2685 psi fb/Fb' = 0.15 Dead Defl 'n 0.07 = <L/999 Live Defl 'n 0.04 = <L/999 0.57 = L/360 in 0. 08 Total Defl'n 0.15 = <L/999 0.34 = L/600 in 0.43 50 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B1.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1. 15 1.00 1. 00 - - - - 1.00 1. 00 1.00 2 Fb'+ 2400 1. 15 1.00 1. 00 1.000 0. 973 1.00 1. 00 1.00 1. 00 - 2 Fcp' 650 - 1.00 1. 00 - - - - 1.00 - - - E' 1. 8 million 1.00 1. 00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1. 00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2393, V design = 1967 lbs Bending(+) : LC #2 = D+S, M = 10270 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 4811e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 51 COMPANY PROJECT ill WoodWorks® SOFTWARE FOR WOOD DESIGN Sep. 30, 2020 07:55 B2.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 382.0 plf Load2 Snow Full UDL 110.0 plf Self-weight Dead Full UDL 22.8 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : i 17.27' 0' 17.167' Unfactored: Dead 3494 3494 Snow 950 950 Factored: Total 4444 4444 Bearing: Capacity Beam 4444 4444 Support 4565 4565 Des ratio Beam 1.00 1. 00 Support 0.97 0. 97 Load comb #2 #2 Length 1.24 1.24 Min req'd 1.24 1.24 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x18" 12 laminations, 5-1/2" maximum width, Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 17.27'; Clear span: 17.063'; volume = 11.9 cu.ft. Lateral support: top=24 bottom= full; [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 238 psi fv/Fv' = 0.18 Bending(+) fb = 602 Fb' = 2101 psi fb/Fb' = 0.29 Dead Defl 'n 0. 16 = <L/999 Live Defl 'n 0.04 = <L/999 0.57 = L/360 in 0.08 Total Defl 'n 0.29 = L/707 0.34 = L/600 in 0.85 52 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B2.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 0.90 1. 00 1. 00 - - - - 1.00 1. 00 1. 00 1 Fb'+ 2400 0.90 1. 00 1.00 0. 997 0.973 1. 00 1. 00 1.00 1. 00 - 1 Fcp' 650 - 1. 00 1.00 - - - - 1.00 - - - E' 1. 8 million 1. 00 1.00 - - - - 1.00 - - 2 Eminy' 0. 85 million 1.00 1.00 - - - - 1. 00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3. 6 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 3474, V design = 2846 lbs Bending(+) : LC #1 = D only, M = 14911 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 4811e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+) : Lu = 2. 00' Le = 4.13' RB = 5.4 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 53 COMPANY PROJECT WoodWorks® SOFTWARE EOM WOOD DESIGN Sep. 30, 2020 07:44 B3.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 255.0 plf Load2 Snow Full UDL 260.0 plf Self-weight Dead Full UDL 22.8 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 17.275' 0' 17.167' Unfactored: Dead 2398 2398 Snow 2246 2246 Factored: Total 4644 4644 Bearing: Capacity Beam 4644 4644 Support 4770 4770 Des ratio Beam 1.00 1.00 Support 0.97 0. 97 Load comb #2 #2 Length 1.30 1.30 Min req'd 1.30 1.30 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1. 07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x18" 12 laminations, 5-1/2" maximum width, Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 17.27'; Clear span: 17.058'; volume = 11.9 cu.ft. Lateral support:top=full, bottom= 24 [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 57 Fv' = 305 psi fv/Fv' = 0.19 Bending(+) fb = 800 Fb' = 2685 psi fb/Fb' = 0.30 Dead Defl 'n 0. 11 = <L/999 Live Defl 'n 0.11 = <L/999 0.57 = L/360 in 0. 18 Total Defl'n 0.27 = L/749 0.34 = L/600 in 0.80 54 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B3.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1. 00 1.00 - - - - 1.00 1. 00 1. 00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.973 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1. 8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0. 85 million 1. 00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 4616, V design = 3780 lbs Bending(+) : LC #2 = D+S, M = 19811 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 4811e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 55 COMPANY PROJECT fit 1 WoodWorks® SOFtWARF FOR WOOD DESIGN Sep. 30, 2020 07:57 B4.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 278.0 plf Load2 Snow Full UDL 230. 0 plf Self-weight Dead Full UDL 15.2 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 11.067' 0' 11' Unfactored: Dead 1622 1622 Snow 1273 1273 Factored: Total 2895 2895 Bearing: Capacity Beam 2895 2895 Support 2973 2973 Des ratio Beam 1. 00 1. 00 Support 0. 97 0. 97 Load comb #2 #2 Length 0. 81 0.81 Min req'd 0.81 0.81 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x12" 8 laminations, 5-1/2" maximum width, Supports:All -Timber-soft Beam, D.Fir-L No.2 Total length: 11.07'; Clear span: 10.933'; volume = 5.1 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 53 Fv' = 305 psi fv/Fv' = 0.17 Bending(+) fb = 719 Fb' = 2711 psi fb/Fb' = 0.27 Dead Defl 'n 0.07 = <L/999 Live Defl 'n 0. 05 = <L/999 0.37 = L/360 in 0. 14 Total Defl'n 0.15 = L/852 0.28 = L/480 in 0.56 56 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B4.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1. 15 1.00 1. 00 - - - - 1.00 1. 00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0. 982 1. 000 1.00 1. 00 1.00 1. 00 - 2 Fcp' 650 - 1.00 1. 00 - - - - 1.00 - - - E' 1. 8 million 1.00 1. 00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1. 00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2878, V design = 2337 lbs Bending(+) : LC #2 = D+S, M = 7913 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1426e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Lateral stability(+) : Lu = 11.00' Le = 20. 94 ' RB = 10.0 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 57 • COMPANY PROJECT II WoodWorks® SOFTWARE FOR WOOD DESIGN Sep. 30, 2020 07:58 B5.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 403.0 plf Load2 Snow Full UDL 230.0 plf Load3 Live Full UDL 167.0 plf Self-weight Dead Full UDL 15.2 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11.093' u u u u u u u uM 0' 11' Unfactored: Dead 2319 2319 Live 926 926 Snow 1276 1276 Factored: Total 3970 3970 Bearing: Capacity Beam 3970 3970 Support 4078 4078 Des ratio Beam 1.00 1. 00 Support 0.97 0.97 Load comb #3 #3 Length 1.11 1.11 Min req'd 1. 11 1.11 Cb 1. 00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x12" 8 laminations, 5-1/2" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 11.09'; Clear span: 10.907'; volume = 5.1 cu.ft. Lateral support: top= full, bottom= 16 [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 72 Fv' = 305 psi fv/Fv' = 0.24 Bending(+) fb = 984 Fb' = 2760 psi fb/Fb' = 0.36 Dead Defl 'n 0.10 = <L/999 Live Defl'n 0.07 = <L/999 0.37 = L/360 in 0. 19 Total Defl'n 0.21 = L/617 0.28 = L/480 in 0.78 s _ 58 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B5.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1. 00 - - - - 1.00 1. 00 1.00 3 Fb'+ 2400 1.15 1. 00 1. 00 1. 000 1.000 1.00 1.00 1.00 1. 00 - 3 Fcp' 650 - 1.00 1. 00 - - - - 1.00 - - - E' 1. 8 million 1. 00 1. 00 - - - - 1.00 - - 3 Eminy' 0.85 million 1. 00 1. 00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75 (L+S) , V max = 3938, V design = 3189 lbs Bending(+) : LC #3 = D+.75 (L+S) , M = 10829 lbs-ft Deflection: LC #3 = D+.75 (L+S) (live) LC #3 = D+.75 (L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1426e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). VISmossimmosso 59 COMPANY PROJECT Woodworks® SOFTWARE FOR WOOD DESIGN Sep. 30, 2020 07:59 B6.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 278. 0 plf Load2 Snow Full UDL 260.0 plf Self-weight Dead Full UDL 9.8 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 5.042' .� 0' 5' Unfactored: Dead 725 725 Snow 655 655 Factored: Total 1381 1381 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.80 0.80 Support 0.75 0.75 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1. 00 1.00 Cb min 1. 00 1.00 Cb support 1. 07 1. 07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Timber-soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-1/2") Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 5.04'; Clear span: 4.958'; volume = 1.4 cu.ft.; Post and timber Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 37 Fv' = 195 psi fv/Fv' = 0. 19 Bending(+) fb = 398 Fb' = 862 psi fb/Fb' = 0.46 Dead Defl'n 0.02 = <L/999 Live Defl 'n 0. 01 = <L/999 0. 17 = L/360 in 0. 09 Total Defl 'n 0.04 = <L/999 0. 13 = L/480 in 0.31 60 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B6.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1. 15 1.00 1. 00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.15 1.00 1. 00 1.000 1.000 1. 00 1. 00 1.00 1. 00 - 2 Fcp' 625 - 1.00 1. 00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 1369, V design = 1016 lbs Bending(+) : LC #2 = D+S, M = 1712 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 251e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 61 COMPANY PROJECT 044111 ill Woodworks® SOFTWARE FOR WOOD DESIGN Sep. 30, 2020 08:00 B7.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 278. 0 plf Load2 Snow Full UDL 260. 0 plf Self-weight Dead Full UDL 9.8 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6.208' .� 0' 6.167' Unfactored: Dead 893 893 Snow 807 807 Factored: Total 1700 1700 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.99 0. 99 Support 0. 93 0. 93 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1. 00 1.00 Cb min 1.00 1.00 Cb support 1. 07 1. 07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Timber-soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-1/2") Supports: All- Timber-soft Beam, D.Fir-L No.2 Total length: 6.21'; Clear span: 6.125'; volume = 1.8 cu.ft.; Post and timber Lateral support:top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 49 Fv' = 195 psi fv/Fv' = 0.25 Bending(+) fb = 606 Fb' = 862 psi fb/Fb' = 0.70 Dead Defl 'n 0.04 = <L/999 Live Defl 'n 0.03 = <L/999 0.21 = L/360 in 0. 16 Total Defl'n 0. 09 = L/826 0.15 = L/480 in 0.58 4 62 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN • B7.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1. 00 1. 00 2 Fb'+ 750 1.15 1.00 1. 00 1. 000 1.000 1.00 1. 00 1.00 1.00 - 2 Fcp' 625 - 1. 00 1. 00 - - - - 1. 00 1.00 - - E' 1.3 million 1. 00 1. 00 - - - - 1. 00 1. 00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 1689, V design = 1335 lbs Bending(+) : LC #2 = D+S, M = 2604 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 251e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 63 COMPANY PROJECT 'ItWood Works® SOF7WAR FOR WOOD DfStG.4 Sep. 30, 2020 08:01 B8.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 146.0 plf Load2 Snow Full UDL 110.0 plf Self-weight Dead Full UDL 22. 8 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : r 17.223' 0' 17.167' Unfactored: Dead 1453 1453 Snow 947 947 Factored: Total 2400 2400 Bearing: Capacity Beam 2400 2400 Support 2465 2465 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 0.67 0.67 Min req'd 0.67 0. 67 Cb 1.00 1.00 Cb min 1.00 1. 00 Cb support 1. 07 1. 07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-112"x18" 12 laminations, 5-1/2" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 17.22'; Clear span: 17.111'; volume = 11.8 cu.ft. Lateral support: top= full, bottom=24 [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 30 Fv' = 305 psi fv/Fv' = 0.10 Bending(+) fb = 415 Fb' = 2685 psi fb/Fb' = 0. 15 Dead Defl 'n 0.07 = <L/999 Live Defl 'n 0. 04 = <L/999 0.57 = L/360 in 0.08 Total Defl 'n 0.15 = <L/999 0.34 = L/600 in 0.43 64 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B8.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1. 00 - - - - 1. 00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1. 00 1.000 0.973 1.00 1. 00 1. 00 1. 00 - 2 Fcp' 650 - 1. 00 1. 00 - - - - 1.00 - - - E' 1. 8 million 1. 00 1. 00 - - - - 1.00 - - 2 Eminy' 0.85 million 1. 00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2393, V design = 1967 lbs Bending(+) : LC #2 = D+S, M = 10270 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 4811e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 65 COMPANY PROJECT Woodworks® .. . . SOFFWARE FOR WOOD DEM'. Sep. 30, 2020 08:04 B9.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 127.0 plf Load2 Snow Full UDL 80. 0 plf Self-weight Dead Full UDL 15.7 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : X 18.576' / 0' 18.5' Unfactored: Dead 1325 1325 Snow 743 743 Factored: Total 2068 2068 Bearing: Capacity Beam 2068 2068 Support 2201 2201 Des ratio Beam 1.00 1.00 Support 0. 94 0.94 Load comb #2 #2 Length 0. 91 0.91 Min req'd 0. 91 0.91 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/2"x19-1/2" 13 laminations, 3-1/2" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 18.58'; Clear span: 18.424'; volume = 8.8 cu.ft. Lateral support:top= full, bottom= 24 [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value _ Unit Analysis/Design Shear fv = 37 Fv' = 305 psi fv/Fv' = 0. 12 Bending(+) fb = 515 Fb' = 2760 psi fb/Fb' = 0. 19 Dead Defl 'n 0. 10 = <L/999 Live Defl 'n 0. 05 = <L/999 0.62 = L/360 in 0.09 Total Defl 'n 0.20 = <L/999 0.37 = L/600 in 0.54 66 WoodWorks° Sizer SOFTWARE FOR WOOD DESIGN B9.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1. 15 1.00 1. 00 - - - - 1. 00 1.00 1. 00 2 Fb'+ 2400 1. 15 1.00 1. 00 1.000 1.000 1.00 1.00 1. 00 1. 00 - 2 Fcp' 650 - 1.00 1. 00 - - - - 1.00 - - - E' 1.8 million 1.00 1. 00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1. 00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2060, V design = 1690 lbs Bending(+) : LC #2 = D+S, M = 9528 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 3893e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 67 COMPANY PROJECT II WoodWorks® SOFTWARE FOR WOOD DESIGN Sep. 30, 2020 08:11 B10.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 173.0 plf Load2 Snow Full UDL No 230.0 plf Self-weight Dead Full UDL No 19. 0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 30.293' t a - I - I - - - A 0' 10.125' 19.292' 30.25' Unfactored: Dead 802 1989 2159 865 Snow 962 2382 2586 1037 Factored: Total 1764 4371 4746 1902 Bearing: Capacity Beam 1787 5596 5961 1902 Support 1836 4371 4746 1954 Des ratio Beam 0. 99 0.78 0. 80 1. 00 Support 0. 96 1. 00 1. 00 0.97 Load comb #2 #2 #2 #2 Length 0.50* 1. 19 1.29 0.53 Min req'd 0.50* 1.19** 1.29** 0.53 Cb 1.00 1.32 1.29 1.00 Cb min 1.00 1.32 1.29 1.00 Cb support 1.07 1. 07 1. 07 1.07 Fcp sup 625 625 625 625 *Minimum bearing length setting used: 1/2"for end supports **Minimum bearing length governed by the required width of the supporting member. Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x15" 10 laminations, 5-1/2" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 30.29'; Clear span: 10.055', 9.063', 10.882'; volume= 17.4 cu.ft. Lateral support: top= full, bottom=24 [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 40 Fv' = 305 psi fv/Fv' = 0. 13 Bending(+) fb = 247 Fb' = 2760 psi fb/Fb' = 0.09 Bending(-) fb = 267 Fb' = 1664 psi fb/Fb' = 0. 16 Dead Defl 'n 0. 01 = <L/999 Live Defl 'n 0. 02 = <L/999 0.37 = L/360 in 0.04 Total Defl 'n 0. 03 = <L/999 0.18 = L/726 in 0.19 68 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN B10.wwb WoodWorks®Sizer 11.1.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1. 15 1.00 1.00 - - - - 1.00 1.00 1. 00 2 Fb'+ 2400 1. 15 1.00 1.00 1. 000 1. 000 1.00 1. 00 1. 00 1.00 - 2 Fb'- 1450 1. 15 1. 00 1. 00 0. 998 1. 000 1.00 1. 00 1. 00 1.00 - 2 Fcp' 650 - 1. 00 1.00 - - - - 1. 00 - - - E' 1. 8 million 1.00 1.00 - - - - 1. 00 - - 2 Eminy' 0. 85 million 1. 00 1.00 - - - - 1. 00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2731, V design = 2182 lbs Bending(+) : LC #2 = D+S, M = 4247 lbs-ft Bending(-) : LC #2 = D+S, M = 4590 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 2784e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 2. 00 ' Le = 4.13' RB = 5. 0 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). i r�-.� a,gea / ( Br l J © MADDEN&BAUGHMAN l_ n o.» � nQ A. B ENGINEERING , INC . (16'vQ� ( G .`_ Portland,OR• clenS w.uea tel 503.236.7611 l/ TKO O www.maddm6autlman,com I et') S PU►J - ttC Z\ 1`1 \ P b S rtre vet-sT we-+-t- E11-147(11- `,1-6 t-F- CO v*F- -3 0,1 F e v N a-to oPo y-� (v < w� 11, Drz L (60o Mill ) its ?our._ S v Lvkos ass g : W = 14 b ,1-F, U/ = 11.0 PLF lNs. 3 (2'P 3 Z3PSF x 9(tz wb _ 195 PLF; mac - Pl,F G (0 (9 •- M= 05 rt- C3.302C 'lr) - tie z _ c( 3 PLFN3S5 )9( tiz- g14)139`'��I•b b15,� ��zs o%o01 V, SA nc- bx92u �t -gyp Sheet No. Po-C� N 1 &aG/_ �Y r MA L«� , lliA -- Date ( y�j �© B ) ENGINEERING , INC C 4 No, lh Porcland,OR tel S03.236.761 I Client /_ Revised . '�'^�+-maddenbaughman.com V 5 1 9 ' 9 /y��r Date �JV 7 - 1 , , C/ t _t{ P !(�(2,-�-2, 20 Ps F CtZ ikN(, 3 TR- tj12/411113)(i 10.0 7700.0 ti/ at (64,c11 61(dit t- \ :;" ( (b-7) ;,s, tOrti ZD k'�a u Atkpi _ TAM Ote--- Pain ��tf#=�cs Ct 73 s :x AA % 2 ?SP tuitz,)Litmt-t 7-- tatc-t.co (, 1( .1 it.752- pci, 014, 1 �. 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NO S tVNe—c-1-469 b ()sr- 4✓ Wf . -SvF r �} �` -420l6tf (cvdf .- “tJQ-5P44r = ;� 5Li i ;0141 PP)(am) p1 t•t9676/ I O ((1 ILL IL 1.1!..)*(kz p 1.1:411 k 6 izoik I.403c, fluo T141,1S1a --� U z` TV e7ilati tat i2-PsP 4-- 2a - C iZ t5+ Loy S U/ , : l 7SPI-P , w u Pa- `q 4)1t ( 1 lq t o 7 / 11:-(cio t5 t-v• ) 6.5,1- FZS) aiSt(177) 1Z- 39 k t.41'/4151-L753 = ar7111 1\S �,,�) (O41A(L) o,o321u' A 5 - d 41r`{* =< Q lirtIr)** U GI L ?L(L,Y 1 (Z --44)4 `'tt TZ fwt s 7-7 ((7 -t-‘10)[(o)zC` Y,t2,)(9(4,C11 2- = g°J P51 alli MADDEN&BAUGHMAN ::::::064161C - ALII-114e C-f:.3k4 e7( 5' 71" ' She"' B ENGINEERING , INC . i-V."--- D''' 9[2. . 0 Portland,OR Job^Jo tel 503.236.7611 C'eN (,S Revised w .maddenbsughman con ;:) .5P C4i 4tV_k,AttiS.4. cat Date )k)01-R4:.9 '-', li V i S vill c4.--:- 2 : .D ON PSF-1 S - 74) c---- 111 csF 110` •-•-• No tti- b 5 3ito eLF cc 7 s-ltt?4(01\4(2) : 346 P5k __ __ z btft '''' 6, 15- 0.0 V , 1 1 tz. 0 5 ( -14 Vvr")(-0`)4(kiZ9 ''' irT ) 1 )/3.--I'V 14 0) Ps ,IN cs) = no pito LovDtbo yp- o. d: Zilf •-:-. 1/ / 5177 < ( 1/3‘u O" 1 ... 1 i = aloetiz,72 .c< aitito 01( ,, aktkS A"'! 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(A., -•'• .q.4.1 P1-1-'', , :' viv= liCgrsc- Lii,c() - .-- V4i-(AA law: ev l't ,..,177 w 5 --4w Vx-1 ax.✓..xa ea.ueN.u.xv sxxx✓s.e✓u,✓:,✓x✓.;,.,eeeeu.u.e,ee✓xewwssu:,u✓usrn;u... .:.,.,:,:,. .:.;,.;,: ,a Project By Seel No. 0 MADDEN&BAUGHMAN ocoeon, Da© _ R=n 70 g E N G I N E E R I N G , I N C ti t- Portland,OR Job No. Client S Revised tel 503.236.761 I www.maddenbau hman.com ��,, $- ��.� y S 'aa Pre, r' �"�iF ; -,iy ` 4 OteS Dare h Strength Design of Masonry column for flexure Loads Mu = 11.35 ft-kips Geometry b= 15.625 in d = 13.625 in Material Properties fm = 1.5 ksi fy= 60 ksi • Es= 29000 ksi Emu = 0.0025 (max strain in masonry) a= 0.9 (strength reduction factor) • a= 1.5 (strain gradient multiplier per 3.3.3.5.1(a)) Proportion Reinforcement: Reinf= (2)#4 As= 0.4 in2lft • Strength Calculation p =AslbId p = 0.001879 a =Asfy/0.8/fmlb a = 1.28 in. (compression block depth) x= a/0.8 x= 1.6000 in. (depth from max. comp fiber to neutral axis) cJMn = 4Asfy(d -a/2) 4Mn = 280.48 in-kips (j)Mn= 23.37 ft-kips >Mu, STRENGTH OK DCR= 0.49 • Sheet No. � e. !\ Project !1 By ` + k MADDEN&BAUGHMAN Locaton( s�` Date ( 6 E N G I N E E R I N G , I N C . 1{ { Job No. Portland,OR client CIF 5 Revised tel 503,236.7611 + www.maddenbaughman.com /! W- .a )p Date Column data • fr 163 psi from TMS 402 Table 9.1.9.2 b 15.625 in tsp 15.625 in An 244 in2 As(total) 0.8 in2 d 13.625 in 4.51 in • Ig 4967 in4 Es 29000 ksi Em 1350 ksi n=Es/Em 21.481 Mn 25970 ft-kips 4tMn 23373 ft-lb Mcr= 8636 ft-lbs First Iteration Corner Column H 9 ft h/r 23.9 Dy 761 lb Pn 264051 lb Sy 358 lb 4Pn 237646 lb Dx 551 lb Sx 375 lb Pu 4402 1b Mu 11351 ft-lb >Mcr • c 1.89 in Icr 1342 in4 du 0.13 in =estimated lateral deflection from first iteration forces k(1) 7.12 kips/in =estimated cracked stiffness DCR=Mu/uMn+Pu J 4Pn= 0.50 <1.0,0K Interior Column H 16 75 ft h/r 44.6 Dy 2209 lb Pn 244448 lb Sy 996 lb 4Pn 220004 lb Dx 87 1b Sx 59 1b Pu 9671 lb Mu 3330 ft-lb <Mcr DCR=Mu/uMn+Pu/uPn= 0.19 <1.0,0K Project 1 Sheet No. ( CCU ( By e MADDEN&BAUGHMAN Location �} D e ,ts Lo- Bj E N GIN E E R i N G I N C � (_ , � 6 E'�--�"` _� ,e^ Job No. Portland,OR Client Revised tel503.236.761I 1. e gp d? www.maddenbaughman.com r"`,..� RR r 1� ""ct gR r-; Date d Second Iteration Corner Column H 9 ft h/r 23.9 Dy 530 lb Pn 264051 lb Sy 202 lb 4tPn 237646 lb Dx 372 1b Sx 253 lb Pu 3875 lb Mu 7661 ft-lb <Mcr DCR=Mu/OMn+Pu/tPn= 0.34 <1.0,OK Interior Column H 16.75 ft h/r 44.6 Dy 2439 lb Pn 244448 lb Sy 1153 lb 4tPn 220004 lb Dx 130 lb Sx 88 lb Pu 10199 lb Mu 4971 ft-lb <Mcr DCR=Mu/4Mn+Pu/4Pn = 0.26 <1.0,OK Conclusion: Moment on corner column will initially exceed cracking moment;as column flexes, stiffness will decrease(to Emicr)and loads will redistribute;if the second iteration represents equilibrium,it also represents the largest moment on the interior column;the first iteration condition will represent both the maximum moment on the corner column and the maximum moment and axial loads for overturning designon the footing; max DCR for first and second iteration=0.50<1.0,OK • .,.. w. ., .....,.y...... - .. . 73 Company : Madden&Baughman Engineering,... II RisA I Designer : tomb Job Number : Checked By: sc, , Model Name Detail Report:Ml Load Combination:LC 3:D+S IFY Input Data: Shape: 7X18F5(nominal) I Node: Ni Member Type: Beam J Node: N3 Z Length(ft): 25.102 I Release: BenPIN Material Type: Wood J Release: BenPIN Design Rule: Typical I Offset(in): N/A Number of Internal Sections: 97 1 Offset(in): N/A Material Properties: Material: 24F-1.8E DF Balanced Grade: na Nu: 0.3 Type: Glulam Cm: No Therm.Coeff.(le50E-'): 0.3 Database: NDS Table 5A Emod: 1 Density(k/ft): 0.035 Species: 24F-1.8E_DF_BAL Shape Properties: ? Fbx+(ksi): 2.4 Ft(ksi): 1.1 Ey(ksi): 1600 Fbx-(ksi): 2.4 Fc(ksi): 1.6 Ey_min(ksi): 845.566 Fby(ksi): 1.45 Emod: 1 Eaxial(ksi): 1680 Fvx(ksi): 0.265 Eaxial_min(ksi): 887.845 b(actual)(in): 7 t COVE(Table Fl): 0.1 Ex(ksi): 1800 d(actual)(in): 18 Fvy(ksi): 0.23 Ex_min(ksi): 951262 Design Properties: le2(ft): 0 CD: 1 Max Defl Ratio: U2927 lel(ft): 12,914 RE: 7.545 Max Deft Location: 25.102 le-bend top(ft): 0 Co 0.992 Span: 2 le-bend bot(ft): 12.914 Cy: 0.914 Kyy: 1 C,: 1 Ki is 1 C . 1.04 y sway: No Ca 0.983 z sway. No Ml • 0 0 • N1 N3 Diagrams: 0.041 at9.152ft a -0.064 at 25.102 ft .i Y Deflection (in) Z Deflection(in) 2.247 at 13.074 ft 1.21 at 13.074 ft 1 i 0232at12.812ft -1.235at12.812ftL____ , a......._, .._............. _.._... Axial Force(k) Y Shear Force (k) Z Shear Force(k) RISA-3D Version 18 [Gable end beam-first iteration.r3d] Page 1 ' ' ' - '~—~~~^~~~~^^~^ 74 Company Malden&8aughmanEngineohng_, Uoaigner tomb 111'RISA JouNumUer � Chooked8y: �oUo' Name � 5J35nt12.812ft '0.468au2.876ft__ Torsion (k-ft) ""momv" (k-ft) rvxmmen (k-ft) � 0O18at 1I074ft � 0.182m12812 ft J _ - 0.002at12,812� �� -'--- --- ���82,�ll8lZ� A^ia(mes (xu) Biaxial Compression Bending Stress (ksi) Biaxial Tension Bending Stress <ksi ) AW[ NDS-18k ASQ Code Check Limit State Required x°ni|nh}e Unity Check Result Applied Loading Sending/Axial Applied Loading Shea - - - Axial Compression Analysis 8u02ks> 1.572 ksi - Axial Tension Analysis 0,000kd ,l ksi - - Flexural Analysis, RN' 0,182ksi I194ksi Flexural Analysis, Fb2' 0,000ksi t508kd ' - Bending&Axial Compression Analysis 8.083 Pass Bending mAxial Tension Analysis - 0o83 Pass Shear Analysis 8.015ksi 0265ksi 0�055 puss / 08A-311)gemimm18 [Gable end beam-first iteraUon.0Ul Page 75 : Madden& Baughman Engineeri... ICompany'RISA Desig JobNnerumber : tomb : Checked By A NEMETSCI,EKCOMPANY Model Name : Node Deflections(By Combination) LC Node Label X[in] Y[in] Z[in] X Rotation[rad] Y Rotation [rad] Z Rotation[rad] 1 3 N 1 -0.058 0 0 0 0 0 2 3 N2 -0.059 0 0 0 0 -3.345e-04 3 3 N3 0 -0.08 0 0 0 0 4 3 N4 0.059 0 0 0 0 3.344e-04 5 3 N5 0.058 0 0 0 0 0 1 1 RISA-3D Version 18 [Gable end beam-first iteration.r3d ] Page 1 76 • Company : Madden& Baughman Engineeri... IIIRIS ® Designer : tomb Job Number Checked By A NEMETSCEK COMPANY Model Name : Node Reactions (By Combination) LC Node Label X[k] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 1 N1 0.551 0.761 0 0 0 0 2 1 N2 0.087 2.209 0 0 0 0 3 1 N3 0 0 0 0 0 0 4 1 N4 -0.087 2.209 0 0 0 0 5 1 N5 -0.551 0.761 0 0 0 0 6 1 Totals: 0 5.939 0 7 1 COG(ft): X:20.083 Y: 8.02 Z: 0 RISA-3D Version 18 [Gable end beam-first iteration.r3d] Page 1 77 : Madden& Baughman Engineeri... ICompany ,RISDesigner : tomb Job Number Checked By A MEMETSCHEK COMPANY Model Name : Node Reactions (By Combination) LC Node Label X[k] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 2 N 1 0.375 0.358 0 0 0 0 2 2 N2 0.059 0.996 0 0 0 0 3 2 N3 0 0 0 0 0 0 4 2 N4 -0.059 0.996 0 0 0 0 5 2 N5 -0.375 0.358 0 0 0 0 6 2 Totals: 0 2.709 0 7 2 COG(ft): X:20.082 Y: 9.061 Z: 0 RISA-3D Version 18 [Gable end beam-first iteration.r3d ] Page 1 CI 78 Company : Madden&Baughman Engineering,... limiRisA JDoebsipj nu emr b e r .: tomb Checked By: P.NEmsTrxr/r,c.,,v.t.A.o. Model Name : Detail Report:Mi Load Combination:LC 3:D+S iiiiYi 1-___ z X ILZ Input Data: Shape: Member Type: Length(ft): Material Type: Design Rule: 7X18FS(nominal) I Node: Beam 1 Node: 25.102 I Release: Wood J Release: Typical I Offset(in): Ni N3 BenPIN BenPIN N/A Number of Internal Sections: 97 J Offset(in): N/A Material Properties: Material: 24F-1.8E DF Balanced Grade: na Nu: 0.3 Type: Glulam Cm: No Therm.Coeff.(1e'F'): 0.3 Database: NDS Table SA Emod: 1 Density(k/ft): 0.035 Species: 24F-1 8E_DF_BAL Shape Properties: Fbx+(ksi): 2.4 Ft(ksi): 1.1 Ey(ksi): 1600 Fbx-(ksi): 2.4 Ft(ksi): 1.6 Ey_min(ksi): 845 566 Fby(ksi): 1.45 Emod: 1 Eaxial(ksi): 1680 Fvx(ksi): 0.265 Eaxial_min(ksi): 887.845 b(actual)(in): 7 COVE(Table F1): 0.1 Ex(ksi): 1800 d(actual)(in): 18 Fvy(ksi): 0.23 Ex_min(ksi): 951.262 Design Properties: le2(ft): 0 CD: 1 Max Deft Ratio: L/1968 lel(ft): 12.914 Ra: 7 545 Max Deft Location: 25.102 le-bend top(ft): 0 CL: 0.992 Span: 2 le-bend bot(ft): 12.914 Cy,: 0.914 1 Cr: 1 KY Y: K,,: 1 Cfu: 1.04 y sway: No C. 0.983 z sway: No M1 . 0 0 • Ni N3 f Diagrams: 0.064 at 8.629 ft ,-0.05 at,25.102 ft _ Y Deflection (in) Z Deflection(in) 2.065 at 13.074 ft 1.347 at 13.074 ft ; 0 -0.241 at 12.812 ft -1.364 at 12 812 ft Axial Force(k) _ Y Shear Force (k) Z Shear Force (k) ,.., RISA-3D Version 18 [Gable end beam-second iteration.r3d I Page 1 79 Company : Madden&Baughman Engineering.... IIIIRIsA JDoebsignuemrber . tomb Checked By: A NEMEISCHEK COMPANY Model Name : 7,393 at 12 812 ft ' , 4 = ------7/4 ---. — „ -0.179 at 1.83 ft , 4 Torsion (k-ft) z-z Moment(k-ft) y-y Moment(k-ft) 0.016at 13.074 ft 0.235 at 12.812 ft -0 002 at 12 812 ft 1 -0.235 at 12.812 ft Axial Stress (ksi) Biaxial Compression Bending Stress(ksi) Biaxial Tension Bending Stress (ksi) AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading -Bending/Axial - - - Applied Loading -Shear - -- - Axial Compression Analysis 0.000 ksi 1.572 ksi - - Axial Tension Analysis -0.002 ksi 1.1 ksi - - Flexural Analysis, Flat 0.235 ksi 2.194 ksi - - Flexural Analysis, Fb2 0,000 ksi 1.508 ksi - - Bending&Axial Compression Analysis - - 0.107 Pass Bending&Axial Tension Analysis - - 0.1 Pass Shear Analysis 0.016 ksi 0.265 ksi 0.061 Pass 1 FRISA-3D Version 18 [Gable end beam-second iteration.r3d] Page 2 80 Company : Madden& Baughman Engineeri... I RISA Design Job Nuermber : tomb Checked By ANE&;ESCrV4COVPAVY Model Name : Node Deflections(By Combination) LC Node Label X[in] Y[in] Z[in] X Rotation[rad] Y Rotation[rad] Z Rotation[rad] 1 3 N1 -0.088 0 0 0 0 0 2 3 N2 -0.088 0 0 0 0 -5.071e-04 3 3 N3 0 -0.119 0 0 0 0 4 3 N4 0.088 0 0 0 0 5.07e-04 5 3 N5 0.088 0 0 0 0 0 RISA-3D Version 18 [Gable end beam-second iteration.r3d ] Page 1 81 Company : Madden&Baughman Engineeri... IDesigner tomb: I RISA Job Number Checked By ,;EMETCHEKCOpn+`.-N„ Model Name : Node Reactions(By Combination) LC Node Label X[k] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 1 N 1 0.372 0.53 0 0 0 0 2 1 N2 0.13 2.439 0 0 0 0 3 1 N3 0 0 0 0 0 0 4 1 N4 -0.13 2.439 0 0 0 0 5 1 N5 -0.372 0.531 0 0 0 0 6 1 Totals: 0 5.939 0 7 1 COG(ft): X: 20.083 Y: 8.02 Z: 0 RISA-3D Version 18 [Gable end beam-second iteration.r3d ] Page 1 82 : Madden& Baughman Engineeri... ICompany'R' DesigJobNner : tomb umber Checked By: H^twr,ETSC,=EKc,-D.P.,.t,i Model Name : Node Reactions(By Combination) LC Node Label X[k] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 2 N 1 0.253 0.202 0 0 0 0 2 2 N2 0.088 1.153 0 0 0 0 3 2 N3 0 0 0 0 0 0 4 2 N4 -0.088 1.153 0 0 0 0 5 2 N5 -0.253 0.202 0 0 0 0 6 2 Totals: 0 2.709 0 7 2 COG(ft): X:20.082 Y: 9.061 Z: 0 RISA-3D Version 18 [Gable end beam-second iteration.r3d ] Page 1 ay ,,,,i3 Sheet No. Allik MADDEN&BAUGHMAN P:ject -..r7C/61f/Ari. it a B ENGINEERING , INC . ''' " 1 I Ur"-'''' t 1-"m..-- Cate Cl i"1" Portland,OR 1, . .'t-''''' Job Na. tel 503.236.7611 cheat 6 , . &Ole Vi-'S 5Wilittl-C 4-'011( Dale it 90g1- D cst. 6-4 A.?, t:::: F706 r-801-1A•4 IT iliCi- oe, " (141-7,- ITT.- I 0„-tj V'S FOW. 010.0) f-ft Akio& if ' 1 Vt-1-0 4. "1 % .... 412‘.4 ' . .54-'-' 751C' ------L.-, ' i 0 - -ivt- i 0 ( 1 1 ?Rtirl't 1160 , :r.1,4N-v-kk: (It; t- ( ts-9 pc fr) — ?39,,, 19Pcr c/CW.14,- 7,N, -,,,, [... ,..01,5 4, ,130 + 3„,142)1 t k k , ;''c7:::" al. > 1 , 5 i actt::- e . ' '.1 1- 7 la% , . . — .-- < v. 'r. ' Pce- of-- ttgltPx VI/1' p* '.1.. :4- - I u9-c• . it 4A4tive- oo-C o, IN-i'xil-d4 .... .,.._..._. .....w„ ,. .,, , u ... e+d u,uu. i�s,uFau dt..uaruuu gdax. .,. ....................i.. Ark /,n nh) �/{',� /y�i {_� Sneer No. 7rnect l.y 0. 3. C,G�+S O C V v V By 1, MADDEN&BAUGHMAN Date 94 Locaeon (7G, 2-'6 11 1 B ENGfNEERINGiNC � Job No Portland,OR ��i / ,. Revises te W 5.maddenb 1 _ (_!�> ((�r "M'w.maddmbaughman.tom �� 1 V j ONE C vont- c tg : (MAk`) = CLIloco t - Foa_ A L .fir ,, t;Uffr bitf. q = d. io6rfS7 Ef,tiZ 944)= O.10(317-1K1t -. 3,53 11 Co cvLS 5(Mitt4 f ic1ceOv(, f 2 3o.y,y Pnet.-A r-Lf,PNtt30 _ A- d,92-t- (a.59-©.YZX(�t�u� (ts�dt')). 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(.3 ki" 5_013 1,5r)( I6Jiz`\L9`).A(172 S�, �7 raj/. s�� Lii,a 1,31711S'/( 5`1� = v,o17'I 4,, < 11% = ,..I iciOi .< /tovO ol-: zxb slt1c 0 f e 9' u-'414-5 ,'C I •Cirek Wkit,C Shell Na By 15 B MADDEN&BAU loca:. ate B ENGINEERING G IHMANNC L'' �(ki .11, , Portland,OR ciK�i Revised cel503.236.761I 615 / /i Q www.maddenbaughman.com Oa a 11 `� J 111-VL Wtt,L Wi sti r`t LAD DI h ; On, -1/4 1 dkli CMa-x) ' C3 P -P) ;tt )4ll7Z6 1.43/WY1)-) 39K/2.d rya ect/c `/7,6 2 f 9Ec " IINov 14m, t'R<<-1' ti "a" Loar. G2016— BY s'- ;. /4.' © MADDEN&BAUGHMAN � � n- nA a1e B ENGINEERING , INC . �1�}r1YJJ� jR� job 49r° P OR el503.236 03 367611 GGeni CAS Re.nea 9 www.madden6augMnan.com pale 1 it v'nrn t ym.c- 11 L-1 FSF 314`" S,TAAI _ 9cPS `t_lo G y P .L � (I'ke tt PC. (�'" 3. ID PAP tt- 9Ati« Safi un of 3 =? ?cp5F O WtT 0,1 Uk i t\ ' T C11 lf4' gWloi Mr3E' 0-c cee S"I'� ; AMMO " ` y(20 E- vc (*PILE-31)0 90- ti-S0 Min► 4 korD t, k/S 6 n � 9} jv2 1141146 IS M l J ( " \ ;30 10ec, .6.z1,9« 1' g09 << a`Otto y q7—Fir" l � SHT 87 Ll M0c,9� 7- O.Z69 �17�i 9 Cz, t (�b0 11,0011- 011"i6 bti >? £r pc-b,0 C)2DkN AV( MA' O 660R- Jd is i 3 PSF tA ©,i PS F a F MEMBER REPORT PASSED 87 Floor,Floor:Joist >. 1 piece(s) 16"TJI®230 @ 16"OC C.;,,,or al l Lericl:h:26' 1/2' + 0 0 rr , , ,. 16'31/2" 9'31/2" / / 0 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1150©1 1/2" 1150(2.12") Passed(100%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:joist Building Use:Residential Shear(Ibs) 1438 @ 16'5" 2190 Passed(66%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2018 Moment(Ft-lbs) -4298©16'7 3/4" 5710 Passed(75%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.218©7'9 3/16" 0.413 Passed(L/909) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.268 @ 7'8 3/4" 0.551 Passed(L/739) -- 1.0 D+ 1.0 L(Alt Spans) 1-3-Pro"Rating 62 45 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •-214 lbs uplift at support located at 26'2".Strapping or other restraint may be required. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 1 1/8"Panel(48"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'*Rating include:Pour Flooring Overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 16"DF ledgerOnMasonry a 1170/- ' 1.50" Hanger' 2.12"/- 227 943/-17 17 See note 2-Stud wall-DF 5.50" 5.50" 4.03" 576 2305 2881 Web Stiffeners,Blocking 3 Hanger on 16"DF ledgerOnMasonry 1.50" Hanger' 1.75"/-2 73 593/-286 286 See note' •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 5'o/c Bottom Edge(Lu) 4'9"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Top Mount Hanger Connector not found N/A N/A N/A N/A 3-Top Mount Hanger ITS2.37/16 2.00" 4-10dx1.5 4-10dx:1.5 4-10dx1.5 Web Stiffeners •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26'3 1/2" 16" 25.0 100.0 Default Load ForteWEB Software Operator Job Notes 10/16/2020 6:02:25 PM UTC Thomas Baughman Madden&Baughman Engineering Inc. ForteWEB v3.0,Engine:V8.1.4.2,Data:V8.0.0.0 (503)236-7611 tom@maddenbaughman.com Weyerhaeuser File Name:Crescent Grove Cemetery Page 1 I 2 Protect �(l-4�(rjJ.� ( j� AlI� 0y ,�t1 Shea!No. © MADDEN&B A U G H M A N Location p t7 e` V�/ Dale iryC)12 88 B E N GIN E E R I N G , I N C �J4 Portland,OR tun-- e'en' Revised (05Joe No. tel 503.236.7611 [56 ‘6,9 V l/ www.maddenbaughman.com UNAA- n60- Date Y9'' X heteQ(t 1)VJG.4 FOR n Psv- Ltvc vol) Uti avow/i— f-VA- comp:osk.iL? put DeL 31k b2H- 21(2)c rDP P(N(, t5aP3FLI.bl) = PkYD _ A-- Vim€ G ("Ii4 tA1 V L4P `N .17 •mow3 w( Ile Ptub ( ' L` t�'1T De N�N�Vv t� CrP1-i (k > 2-13 -PSF J( 9'-b `5 t -1311•1)-1 = 163. 3F' > trb t�C = � �� �IO ✓ F v2- 6 ppcG '. 9 WT = VrsF 7-n Zoo t FC 9•44)(`f2-) 9503-fr-r �(7t ftk - Q,g '-6``) : I t9'�ttc(pr 14 A u UP5k.41C ( ) (tb' AAA ('AZ = 6.3 " ? L c1 ) DCQ� 0130 ' 0 f (see sheet 90) kty- ine414 ?Oa- 67061"---' •iitt)011-r k b: 5r SAANI WO alVt t bfr '' . A "t 0 , 4" 9 . � 51/2 in. TOTAL SLAB DEPTH Normal Weight Concrete Maximum Unshored Clear Span (ft-in.) Concrete Properties Deck Number of Deck Spans DensityUniform WeightUniform Volume Compressive Gage 1 2 3 (pcf) (psf) (yd31100 ft2) Strength,fc(psi) 22 7 9'-9 .� 10'-10" 145 48.3 1.235 e�. 3000 .-a.a 21 10.-5" 11-2" 11'-7" Notes: 20 11'-2" 11'-10" 12.-3" 1.Volumes and weights do not include allowance for deflection. 2.Weights are for concrete only and do not include weight of steel deck. 19 11-9" 13'-2" 13'-7" 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 12'-1" 14'-3" 14.-2" 16 12.-9" 15'-11" 14'-11" Shoring is required for spans greater than those shown above. See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) Deck Number of Span(ft-in.) Gage Deck Spans 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12-0" 12'-6" 13-0 13'-6" 14'-0 15-0 16-0" 1 278 251 228 209 145 130 117 105 95 85 77 70 63 51 41 22 2 278 251 228 209 145 130 117 105 95 85 77 70 63 51 41 3 278 251 228 209 145 130 117 105 95 85 77 70 63 51 41 1 300 271 247 225 207 144 130 117 106 96 87 79 71 59 48 21 2 300 271 247 225 207 191 177 117 106 96 87 79 71 59 48 3 300 271 247 225 207 191 177 164 106 96 87 79 71 59 48 1 321 290 264 241 221 204 189 1 128 116 106 96 87 79 66 54 20 2 321 290 264 241 221 204 189 175 116 106 96 87 79 66 54 3 321 290 264 241 221 204 189 175 163 1106 96 87 79 66 54 1 363 328 298 177173 250 231 214 198 1138 125 115 105 96 80 67 > 19 2 363 328 298 273 250 231 214 198 185 173 162 105 96 80 67 3 363 328 298 273 250 231 214 198 185 173 162 152 I 96 80 67 1 400 364 331 302 277 256 237 220 205 T 144 132 121 111 94 79 18 2 400 364 331 302 277 256 237 220 205 191 179 168 158 94 79 3 400 364 331 302 277 256 237 220 205 191 179 168 158 94 79 1 400 400 395 361 332 306 283 263 245 223 1 166 153 141 121 104 16 2 400 400 395 361 332 306 283 263 245 223 203 185 169 142 1 104 3 400 400 395 361 332 306 283 263 245 223 203 185 169 1121 104 See footnotes on page _ 69. Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (plf) Attachment Deck— _ Span(ft-in.) ._. Sp Pattern Gage 8'.0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11-0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0 16'-0" 22 q 1845 1833 1822 1813 1804 1796 1789 1783 1777 1771 1766 1762 1757 1756- 1743 21 q 1844 1831 1819 1809 1799 1791 1783 1776 1769 1763 1758 1753 1748 1739 1732 20 q 1847 1832 1819 1808 1798 1788 1780 1772 1765 1759 1753 1747 1742 1733 1724 36/3 19 q 1857 1841 1826 1812 1800 1789 1779 1770 1762 1754 1747 1741 1735 1724 1714 18 q 1873 1854 1837 1822 1808 1796 1785 1774 1765 1756 1748 1741 1734 1721 1711 16 q 1918 1894 1873 1853 1836 1821 1807 1794 1782 1771 1761 1752 1743 1728 1714 22 q 1947 1925 1905 1888 1872 1857 1844 1832 1822 1812 1802 1794 1786 1772 1759 21 q 1968 1943 1922 1902 1885 1869 1855 1842 1829 1818 1808 1799 1790 1774 1760 20 q 1989 1963 1939 1918 1899 1882 1866 1852 1839 1827 1816 1806 1796 1779 1764 36/4 19 q 2040 2009 1982 1957 1935 1915 1896 1880 1864 1850 1837 1825 1814 1794 1776 18 q 2093 2058 2027 1998 1973 1950 1929 1910 1893 1877 1862 1849 1836 1813 1793 _ 16 q 2213 2168 2129 2094 2062 2034 2008 1984 1962 1942 1924 1906 1891 1862 1837 See footnotes on page 69. www.vercodeck.com VERCO DECKING, INC. VF5 -REVISED 6/1/2016 71 v 90 Rectangular Bar bent about its major or minor axis: Mr= 1.9 in-kips t= 12 in d= 0.3125 in Axis= Minor Fy= 36 ksi Lb= 16 in Cb= 1 Z= 0.292969 in3 S= 0.195313 in3 I= 0.030518 in4 My=FyS= 7.03125 in-kips Mp=FyZ= 10.54688 in-kips E= 2.90E+04 ksi 0.08E/Fy= 64.4 1.9E/Fy= 1530.6 Lbd/t2= 0.034722 Mn= 10.55 in-kips Mn/Q= 6.32 in-kips >Mr,OK DCR= 0.30 Formulas for nominal flexural strength Mn: (F11-1 through F11-4) Mn=IF(d>t,IF(C18<C16,MIN(1.6*My,Mp),IF(C18<C17,Cb*(1.52-0.274*C18*Fy/Es)*My, 1.9*Es*Cb/C18*S)),MIN(1.6*My,Mp)) ,�..//�+r� ,jy y✓+- Sheet No. Prgec C • '' ""iT` V By tg Alik MADDEN&BAUGHMAN Location li} Date 7k 91 B E N G I N E E R I N G , I N C . t, 14� 3 `-' Job No. Portland,OR Client / } Revised w w addenba L� www.maddenbaughman.com C f (�� — Jffi { e I .j P- Date t t V t!e ` JAW ,Y? P ?t c. trilV- t\N v t. c oto c 41 ( 1 4.t,t) 12,o4ot C e '') - 5,zst to si *9 me' ?vb V/ in AA ! Pak lig *, 444 5-04 r19 F;? -. 41 / i) \ le d era? ,smirtioriitet of 41(2- tt iii IZ t- I 0 i tz! t� . ` v 3 Per 44G` ;t. •,..,,,,•••,•w•••• Fe. 0,19,./VIP.N.1.1.10•51,60/..{0,/,,,,/t 0.4444,A,IV/i1J•AlI04.01,.//,1",a1,1,,,,,Wi i,,,Widi g...,n1.4. 4.00‘00A6,41/144.4.44.”44.101,4”.0.04.104,44/f 0 F44,44,2,0•,A,,,, 5„e„NO - ' AM MADDEN&BAUGHMAN ,,„ lg, ,,,,, i,,,,, i, d., (-,P.c-.11, ?frrf- il2 iv vZ.:- e:c.vv—i- Y• By DaLe "7171 , 92 g ENGINEERING , INC . Job No Portland,OR Dent Reaeed tel 503 (7 .236.7611 www.maddenbaughman.com .." Date CM,VANS: /ION LeiNF . . 0,00 e5-Avt -- 0*.6t111.1,‘ Fop- f ,,'` tiopri),N k L E.,iikAtte- ( 0,, NC Or4s-'12-(0,00-ic--) 7 ot uoi 1 ti W( kA,r') CA( \ ' P\-(t, re7Q-- 5- it, ) (A 1 01-1 s) A 5v--' wait(1) u7(0.7t-f) fl.,tc,Pi ,f)lk 1----tie&c; -4- iliciit.-E) PI 96 m(N Ei--(4t,0 -0-: OP voLf eQ340., , ..; -f-it3 : Alioevic cottotio -_-- 1 k)4 lie (70) ef ) ) lei' t tt ,91' lbit`j 1 , 42C4 . ' GO nrikl)(.5 Vitt ikcl Vf1/17-, - 2 - Po ‘41(- 9 - ) Fvv= 0o [0,?0,Vevl (14\ -Ast -f:-- -) Ast] tL t„. + AehAk--5 ,,,, „ c4, mP ' - '''''' (1 ' u\ i'' > 9') vf-k1 1-4-,v uak -::: 99 (-7.oVi) ' - 3,.'i It `=', 1 q '; h•v\tfr\''.- I bLe :: i95-- ?v\ ;_ 0,?jot 041,0(.1t5octi) (.?-stt-.t‘,j4t - 6,9 ttd?- •\- 60,vf51 (0,,itt'''')1 LI --- (------i'79_,(- t,licoi - Y t (--13-t4r ) Ivitc-,VT.S C/V CatjA4PC 6 K- '',7,:, titivii,. nkyditz- cf-5i: 7" - t GiJOO-C''t? 4(11,- 14P (VW-144 0)4 UONAI,N\ kN Cit6 t);,% V1,10C UNkv- 4\-U'tvic,5'.' 0E--14,;(( kii-Ol t/uid. .‘,9 SThee No. Aga MADDEN&BAUGHMAN Project6-12-CY-177NIT- " (.1.E-M1:175(1))'' BY 7 2? B ENGINEERING , INC . 1-71) . Date -'3/ 93 Portland,OR Chem ' Revised tel 503.236.7611 www.maddenbaughman.com 6.44k.) WAVir Date (-MA/kw/5 (GPvT1 hive) e\NSk/ kArt—,170 Pi,f- oi,t5‘9. 1c WP, 0 tt LOt(? 63 OD IV) Pv-f- (10 fk-Ftt(9191 YY MC Cif) wi *3 ,115 e 'cac MQ\I t, 'f jg It)t{dC Seqt'Oli" ilacE VP of:- P' 1115Ti- 0, C kJ kip 1,0 t AJthLPhtrvt61 too ) t() (0 0 tt 1,a k' b() MS bot %. 1441c117,0eLF107.-isi)( /)-) :7- 11132.* emP AkAtt • Fiki\ky 9-‘ (1'1374) 'Oh A04-- 7-090411 ,T) P (Z,09 ) ‘t1 R,VW 1, (9:15' - rea.. r ,,,,. r- :rxerra:rtsrfuxrteurueu tise./JNJlb:N xutlNfuv:i/YrNtuaHrfxlJN6#x.»trw.lrW.sLlliufi:NUlxte.Mneir axruex.r. vn..e.,x. ProfoIX Snee[ By rTg MADDEN&BAUGHMAN , Bi ENGINEERINGINC �onatbn , R D81e �4 Portland,OR a Job No, Client ` Revised tel S03.236.7611 wrww.maddenbaughman.com e „, O "1 Date a. Strength Design of Masonry column for flexure Loads Mu = 4.21 ft-kips Geometry b= 15.625 in d = 13.625 in • Material Properties fm = 1.5 ksi fy= 60 ksi Es= 29000 ksi Emu= 0.0025 (max strain in masonry) = 0.9 (strength reduction factor) a= 1.5 (strain gradient multiplier per 3.3.3.5.1(a)) Proportion Reinforcement: Reinf= (2)#4 As= 0.4 in2/ft Strength Calculation p=As/b/d p= 0.001879 a =Asfy/0.8/fm/b a= 1.28 in. (compression block depth) • x= a/0.8 x= 1.6000 in. (depth from max. comp fiber to neutral axis) )Mn = 4)Asfy(d -a/2) • 4)Mn = 280.48 in-kips 4)Mn= 23.37 ft-kips >Mu, STRENGTH OK DCR= 0.18 Sheet No. Project '1,4 J 0y ' 1 1S glik MADDEN&BAUGHMAN Location (� lrv) Dote 9,117.0 1 95 g E N G I N E E R I N G , I N C . t L 1)j` Lj v (1 Job No. Portland,OR Client I! Revised tel 503.236.761 I v C�r www.maddenbaughman.com Date GMU CO WM_+FS Fr 11P° t 40 L ., d`u� ' EGN Fog - 3(.244014(s . . -ozo-*- it - vie 43$9 i. Z , ,(Stiki -a - cam; C4Pk = CA 4. 4)(t tZ) = (k ^ 113© - -1 - ©y g L 1,0 / .4 11Z ov/ Projrn Sheet No. iCk MADDEN&BAUGHMAN B ENGINEERING , INC . clr Dote 2‘..) 96 Job No. Portland,OR c'en' Revised tel 503.236.7611 wvw.maddenbaughrnan corn _5 OP Ili t Date 19-C8 9 5‘Tt-37- egc— MAP-Ce' bel- AltAt's41: fluvs vk 4 G(F Its tz,„?-‘ ) (07Yi vz Vz. 041 r-ct -70,9c; 4.6, 9c 11/:= CO/ (7-4. ; VeT-fttP ) c,t z 1143 F.: P5P(o. c)1t,st?)( ft 17-15-*- #t-PPtim ?,.?` &kit, Cr: tis z triehf) „ Ti17- ‘%( 7. .:,•ro 114 = 6 I Soy-- 0,46,5— V) (00 CtO) Trork tA/RGYI-7- 75Dttsr 0 ceibot, 44-‘f 0 \\ p:: o,1 (1 .0)( 0,E494-)C1,09 1-t- 2-( T")) Wi cokivuv Project � � C v a By g Sheei No- MADDEN&BAUGHMAN Locators Date 97 B ENGINEERING , I N C E - Job No. Portland,OR tel503.236.7611Client Revised tel www.maddenbaughman.com of '"`„'y„ , A,) ` +"" Date 1 (r, D:TMLw 4.3` t 27S �= 414�3 � ` � et.6":51*-) I)* k-S50 ILLS /(, id! 144 5 tAg ov 1- ° G t� 6a l-i7�G c�/► 6" FINb Urr- 04(4(10 PS PYtt0C7t) 11(100 wr 35 f) L5 ,f ab oddW -140700Aov ovt.34- -- I'(1 47) = -- po a 0 v__ .,1g� iktott5 1 ? L0 67-* 5"6414- 0 ) 6 50 it3 6511 I bt5T-FP-o4k, Tzr. -75-Ns"- Vb. 16 71 Y,` �a t—t c'f t� (AttAb 3' ) fvf +15 - D.54‘ ) 3 Ns) 04, (712'04) Foy tic- oak, otaw in 2-* it MIK ;40 ?5c P' E 4 r. 0s - ttOpbo � D.Gt bAsi (AL. 'at Doti s l y Sheet Noglek . Project , v. L' BY y MADDEN&BAUGHMAN `.t8°'f Locationit Q Q g ENGINEERINGINCTit D Date / J V Portland,OR Client Job No. tel 503.236.761 1 " Revised www.maddenbaughman.com Pj I Vitirt ,. ..,.(I:4\ f Date r--(1)s. 4f Strength Design of Masonry Wall for Out of Plane Flexure Loads Pu = 0.3942 kips/ft (using 0.9D) Mu = 0.505375 ft-kips/ft Geometry b = 12 in d = 2.8125 in Material Properties fm = 1.5 ksi fy= 60 ksi Es= 29000 ksi Emu = 0.0025 (max strain in masonry) = 0.9 (strength reduction factor) a= 1.5 (strain gradient multiplier per 3.3.3.5.1(a)) Proportion Reinforcement: Reinf= #4©32"oc As = 0.0751in /ft Strength Calculation and check of p against pma, p =As/b/d p = 0.0022222 a =Asfy/0.8/fm/b a = 0.3125 in. (compression block depth) x= a/0.8 x= 0.3906 in. (depth from max. comp fiber to neutral axis) 4)Mn =4)Asfy(d -a/2) 4Mn = 10.76 in-kips/ft +Mn = 0.90 ft-kips I ft >Mu, STRENGTH OK DCR= 0.56 T= Mu/(d-x) T= 2.5 kips/ft e = T/As/Es ey= 0.0011513 Amax={0.64fm *[emu/(Emu+aey]-(Pu/b/d)}/fy Amax= 0.0092685 > p= 0.002222 , REINF. OK l © Project By MADDEN&BAUGHMAN Location / /LIAt Sheet No. 7 Uy Date �� 99 B E N G I N E E R I N G , I N C . ( V (2-0 Job No, Portland,OR Client G S Revised tel 503.236.7611 www.maddenbaughman.mm T / N� C. e Date 1, C(40.b o Aok W N 5 psf- A-n,n 7 \14,15`C, ,is.)_ 11-Z N-?;rt, wt 4, L-F-T a 17-z Pr (,S psf-\ t y Pov s b u t _wP f)nM to--E>{-t, FtY4Z (f1P(cp, z 3/4 ) _ t } zf= Z 1I7— --1-4-tom B s- `-� Z4` 1 (((� 2'�{1�le)a 1916.E •��S yP = 1�� ) c .i o.„(1•0l(o.6G�)(4zot t$, Z " .z (1 t (2/i ., \) ��•5 = = 1.0c ©oC ' 91, - )ooLi Wit. 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