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Specifications <piff OFFICE COPY 73uP2021-00236, RECEIVED 5103 vti ,064AleA sr SEP 2 3 2021 CITY OF TIGARD BUILDING DIVISION TIGARD SENIOR HOUSING TIGARD, OR STRUCTURAL CALCULATIONS FOR SERA ARCHITECTS KPFF PROJECT NO. 10022000723 'i. l f 1 kpff September 2, 2021 Ariel Chavarria, AIA SERA Architects 338 NW 5th Avenue Portland, OR 97209 Re: Tigard Senior Housing Dear Ariel: Please find attached calculation sheets dated September 2, 2021, which verify the structural adequacy of the Tigard Senior Housing project, as shown on drawings S001 through S711 dated September 2,2021.The structural design is based on the requirements of the 2019 Oregon Structural Specialty Code (OSSC). If you have any questions or need further information, please call me. i tL9il a Po Sincerely, �® Qf, i rl0 ' b Q. Rich Poirier 4A'A. i � •6-30-23 2021-09-02_Tigard Senior Housing_Calc Letter_1002200723 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204 503 227-3251 kpff.com ;IF fl Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 1 Client SERA Revised Job No. Executive Summary Date 10022000723 Executive Summary The Tigard Senior Housing building is a new construction project in Tigard,OR that will be used for affordable senior housing.The building is a 4-story wood structure with approximately 44,000 SF.The site slopes to the north and the building steps down one story to follow the slope of the site. The gravity system consists of plywood sheathing on pre-manufactured trusses at the roof and plywood sheathing on wood I-joists at the floors.The walls are supported 2x wood stud bearing walls which are founded on continuous concrete strip footings.The buidling also has one side of retaining wall to accomodate the sloped site.The lower levels are slab on grade. The lateral system consists of plywood diaphragms at the roof and floor levels that span to plywood sheathed shear walls.The diaphragms were modeled as flexible diaphragms.The walls are anchored to the foundation with continuous rod holdowns. There are two site retaining walls not attached to the building located to the west and south of the building. There is also one unattached CMU trash enclosure to the southwest of the building. iff TABLE OF CONTENTS Design Criteria D1 thru D2 Gravity Design: Beam and Header Design G-1 thru G-28 Strip Footing G-29 Canopies G-30 thru G-36 Downspout G-37 thru G-38 Retaining Walls G-39 thru G-44 Lateral Design: Seismic Weights and Seismic Loads L-1-1 thru L-1-5 Wind Loads L-1-6 thru L-1-7 Longitudinal Loading Analysis L-2-0 thru L-2-13 Transverse Loading Analysis L-3-1 thru L-4-5 Shear Wall and Holdown Capacity L-5-1 thru L-5-2 Story Drift L-6-1 Diaphragm/Chords L-7-1 thru L-7-4 North Stair Tower L8-1 Wind Screen L9-1 CMU Trash Enclosure L-10-1 thru L-10-2 ,ltrriff Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 D1 Client SERA Revised Job No. 3 Design Criteria Date 1002200723 , DESIGN CRITERIA Project Tigard Senior Housing By RP Sheet No. 1q3if D2 r Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Design Criteria Date 1002200723 Scope of Work: This submittal covers the design of the following structural components: 1.Roof and floor sheathing 2.Wood walls,shear walls,shear wall anchorages 3.Wood beams,glulam beams,steel beams 4.Wood posts,steel columns 5.Concrete foundations 6.Exterior steel canopies This submittal does not cover the following components which are by others: 1.Wood roof trusses 2.Wood I-joists at floors 3.Continuous rod holdown components and holdown compression elements Codes and Standards: 1. 2019 Oregon Specialty Structural Code(OSSC),based on the Internatinoal Buliding Code(IBC)2018 2. ASCE 7-16,Minimum Design Loads for Buildings and Other Structures 3. National Design Specification(NDS)-2018 4. ANSI/AWC SDPWS-2015 5. ANSI/AISC 360-10,Specification for Structural Steel Buildings 6. ACI 318-14,Building Code Requirements for Structural Concrete Live Load Criteria 1.40psf Residential Load at Units and Corridors 2.100psf Load at Stairways Snow Load Criteria 1.25psf snow load(includes 5psf for Rain) Wind Load Criteria 1.96 MPH Basic Wind Design Speed with Exposure Category B 3.Use Envelope Procedure for analysis per ASCE Ch 28 Seismic Load Criteria 1.Risk Category II,Site Class E,Seismic Design Category D 2.Ss=0.857,S=0.394,Sps=0.743,SD1=0.630 3.Use Equivalent Lateral Force Procedure for analysis per ASCE Ch 12 , Project Tigard Senior Housing By RP Sheet No. ". Location Tigard,OR Date 09/02/21 G-1 . } Client SERA Revised Job No. Gravity Design Date 1002200723 Gravity Design 0 ,y pr ` By rLQ Sheet Na. Project I I tr S� skNtorL !ous(r,s, G-2 1q3ff Location -r 1(4A.P-9� 0 2 Dare g j 1 f z.1 Client Revised Job No. Sc z-A Portland.Oregon Dote "r-tPtc.A4 LAEP,p -rts 4-13/'!S AT (LoOF Ld, re-oop r L= 81u 'Tr: Z-O" PGPD � P ,s Z-5Lz) -5p p tf" U zx8 e tu Sct Forr ILEYALTs,14 F :tarp Ci - ►.c Lido.)7 , �. 9•4u Dc";'pi i c.S(i )= 31 Z P\ SrJ�w s zy C1G)= our\+- u 't''/LX Iot/Z C,t5 `t� 1 = ✓Zz =?b - ,t;p s lq. Clb � )1Zr .SN D W; ZS I Iy t{D D t\f .�L 17z,7` G,L-3 /,rT SrP,te, 1-At10Ir.16 t L= 6`-4-"" r Tip P>N4 ; Tr b - I -VyZ Ca•23 t Ap : 7—S.1 (c.•Z-y)= 1.7BPiF l06 (6•Z5)= (07-5 toI• U-rL2)I2-1C/O.&e11 3 sT(Lt1.JtnErz : L rv-u 0,0 J+PC, - - So'yz_ -,5"_ 2• t t Co 4'r If r, ,r coke, 1co•cv5 'ID' z.l' = l6I ,If- Grp 1''/q dLI LVL fA`f1,0 17.6 r-TJ I z ( it! �txa )I-)r l )( ,3aS) r %n,lj,��(3,5�1' t goo Es,t j. I,Sx3r,•2.t?` z;oo° . L 5'rb© 7.I 14ob 92, 1\ S�vL, O t t (-2 .-r z . D Zy'' f SzJ t i� Q�,, � T q1z, L 't l `1 " 7zA9 Ig,s(.z ) r ze.H(16/o.)fi 1-0,101 _ Lra(f VOtkr; 25(1 fl) = 263rvr 1_'4G = 40(t6I1v). Sa p\f Out Vt.>< I /s G�� Project AlSheet No. E..ip sf:/LPOtt_ (7 BY e?_42 G-3 kpff Location T-/tirmz-p , SCP--P- Date Client gitizi Revised Job No. norliond.Oregon APrW• 19-1,5 Date C A eA,Ve...67,5 67R-k? - / ClOW sz-t DR- vcr,r, Soo 5(1/.C) - 113S ptf tcfZ. see' - vi Dow IJ1t... (3'-","V0017,5 .5-I.M.,\) 177. Goo LAJ:;-- 7-5117. ?‘eftr- L Vi-Te,I 5.1,51 ( Tjs At2i .5 (,/,') 4- 9,9(5:75) SP)OuOr..- .2,5*(1)= 5 0 Vf- , 9t)fsk"(5 : 210 r\ (4)1 PO or Cz.-)triz. lo - vkIrkiDotj 9R- e / 5(7') ZR. -tot. f- cs 0 CZ:" t-• 1:7) F L! 7, (10(1-.75') --:-.6-"tJ°('14 1-e•r,. _1) p 2) - A ItO 15PA 8'4" FrAL, 1.7..)v!,•: 577r 5,1; gCAT.: vc- o(5,6)1; Z-z-L(04. Ovt VIzr)(laz,60 C - 1ttrJJ ,Yztzi 6r-&" i' z fB,51/2 61.7-S uk ye- 7z-Lfitlk {� Sheet No, Pv t )( A GUIC)E r?`DuJ if7. By P- / G-4 lq:rff Location 716i -R O!? Date S/:�1/z1 ClientSG/�!Q Revised Job No. Portland.Oregon ypt C A G 'f el s r r?,,tiS Date LEVEL L ( Q\t.) 3e5 ; a'-© DES rA50%1E (c.'14LH) Zv•1/4-11,5F , Sr+ 2firs- 4- 17.5rri (I7.14'/&&) '/Zbays - t2 ipir "0.1ov t4,3 zi,s x2.k1rs CL7,-- _ 7-B•M k Zi,s =t- 12.5(tc)')x2 tia c sal P1t LIJC (t-2) ' LiD S zi.S — Sfoo c‘\- = ZG32{1f l✓'c = I;ZvaflLU ' 7-531i1f- UJt S/ZxJ(< !,(, SEEFoRTE C, "9 7 ; l= I` � . •De..,t7 = 0,S s x I6 fL t 20.17J (17'410`t/01) a 78.4 ('I )X 3F1r1 = 98Zl1f u o w= 2:ti Z 0/1. 32 5 p'c4 LxvE c 1-iOttl)x34lrs - 17LIF\F- 1),.)-t• E lf/g," Ci ViL to J Ls I0-0 1-Ofk'DS s IM 70 V.pj01/6 Urc s/2x11 g1fte3 Ct t I wwt Sou4k off• 1,4)v- 7cP9 .a_csa,; c ZS•9(04/1) s 3ary ouviitr 1 )= rT 1' 1)EP, ?tor - z9 ` ( i37z)(4%z) z- 16941 a 4 L1vi; QAJT 110(t r/Z) (Y'/-r,)= Sz r' VJt 3lZr` 11 7/Ei 61,5 (AV AP G— n�-2 ? L=if,-0' ptPrp 14,5 (''1/1, {- 28.9 (L'Eh ) x31lts r I?,5frk(I?. / riO") - 9agpiC. Shaw= 1-5('57/v)o t Oc f u v s 4i o(b.s/ .' 1 rs -{o f.\f S`(z,.X 11 1/g 6 Sheet No. Project I t4 .55.0, .. Heusi 7,1 By `Z f? G-5 lq± Location Date Iz�III f Client Revised Job No. �2p; PomonO.Oregon 7, , Jf-�S , (c't. Date Lek/FL. 7 Cr(z L=6% {o 5:M top,[75 n'0 ijNI ei G a-r.p }.5 II 0it S/2X t3,/2 ; s,=c F .e•re QE.Irar_rs i'f-f, L4 Ve'►. 7- s7EGt, Pg145 Pr IoU' y 0 / w, / L�F, li,C )a 28rM .5/)k3 lrs r I2.S(IZ'+FO4)d) 144, 'f l! > q+ LA- Z5 f Z.S7,) ^ WO G r1r 2`'`r' / ��'� Lt✓c` - CIv(61G) y7{Its 7,7 1.1OrIf Cst�a. w�- ()tat) 0•5(4h ) t 2o,'i()1'4 �J,x3&Ir5 I7.j:57.) 13�4, if 3uJOw= Z S(4/t)=SO?IF Ltv = 11 c V.52or1f aMI =J wibK6, t• L',or- i ; iJcr. = e.y ILIA 1.4.)1$ Y.LItr „Q • Pcrys C).-7 Jr, Wo6zsr C/.E ✓t/% b o.toK 59 t~ CtR ttJ� Ot- NSStir u r-d' t La. wo¢.)Y 4e43-t> FTu tMECIC FT4c 1?�w,nF k 51 (rAJGff go,.3 /-srM.ro ba.19 c;Rrn=t 79 iii a�;�q 3�taY 7'1000., CnIL1 J �— 2c-- Zr tU?sf < 2'5oo .f 4ilow /o — 6 g-(C? [Irv' cT(.1, .Jr3r qrP / Sew: q, 17. y1C�� , j14GL 7-500 : ✓ot. { Project Tigard Senior Housing By RP Sheet No. II Location Tigard,OR Date 09/02/21 G 6 Client SERA Revised Job No. Gravity Design Date 1002200723 Steel Beam Model 0 • ,p,, -0.99 klfl -0.39 kit \` �4� ',i or 8,,'A. ., 0. -. .klft DEAD LOADING LIVE LOADING Flo ovs 6'a F° 4q8 b Oq I,=- MEMBER RESULTS See hand calcs for connection design Sheet No. Project T1 , - -p Se/J,o t tou sl ) 6Y Q P G 7 l(Pff Location 7J C.lsR C Q� e g��l�ZI Client • _ Revised Job No. Pomond.Ofegon 1:.12M4S ''CcL Date L.. i qet_ 1 1-rosb, G ItAxl 2 twA • L. 1 L.-1'' r 'DE n.-s 2$.4 CI ti,ti')- 3g P',4 I.J, 1 wz, Wt" Due' •Lr©(14+1) 5T.3 pt 1 61 7_cr^ it t,7_ 17_A9= 2Pa•t-t )1-2CIrs k 4'/z 'r 12,504(lo+/D'to)i- , - 15 L-'Jc` '1o(I1,5fz)r2i`rs/ 47L= to80 `D;::r: = 2,0 911blz.){- 12,S\104 iv D)= 4,31.1f �5Z LIVEE : Vp(141, ): 53.3 ?t-C- . 1- .02>v II'/e"Ci--6 . Sri L_€vet- 1 C-)rt•‘12 f %6 1-I1)t). i L= i0'-0`" DEAD = 1l.r,t5{(1-4.aS')+2'a(Itl,z)1r3 •Irs -V 20,v(1014)o't112> = Holt'{ 51J0w = 25(t1.-4L') LiH3 4\I" LlvE 110(j41,7_)) ' )i o p,i. r 1 ''''.7.e< 111 .1" T WEB JOB SUMMARY REPORT Tigard typ floor Level 2 framing G-8 Member Name Results Current Solution Comments Glulam bm at Grid C_3-2. Passed 1 piece(s)5 1/2"x 11 7/8"24F-V4 DF Glulam Glulam bm at Grid 3.5. Passed 1 piece(s)5 1/2"x 16"24F-V4 DF Glulam Glulam at Grid D-15.3ft Passed 1 piece(s)5 1/2"x 15"24F-V4 DF Glulam Glulam at Grid D-9.75ft Passed 1 piece(s)5 1/2"x 11 7/8"24F-V4 DF Glulam Glulam south of trash chute Passed 1 piece(s)3 1/2"x 11 7/8"24F-V4 DF Glulam Glulam at Grid 2 Passed 1 piece(s) 5 1/2"x 13 1/2"24F-V4 DF Glulam Level 1 framing Member Name Results Current Solution Comments Glulam at trash chutes Passed 1 piece(s)5 1/2"x 11 7/8"24F-V4 DF Glulam Grid E header Passed 1 piece(s) 3 1/2"x 11 7/8"24F-V8 DF Glulam Typ level Member Name Results Current Solution Comments gridE-7ft window hdr Passed 2 piece(s) 2 x 12 DF No.2 gridE-4ft window hdr Passed 2 piece(s)2 x 8 DF No.2 gridl0-7ft window hdr Passed 2 piece(s)2 x 10 DF No.2 gridl0-4ft window hdr Passed 2 piece(s)2 x 8 DF No.2 Grid B-hallway bm Passed 1 piece(s)3 1/2"x 10 1/2"24F-V4 DF Glulam Grid C-hallway bm Passed 1 piece(s)3 1/2"x 9"24F-V4 DF Glulam Level 4 Member Name Results Current Solution Comments Rim beam Passed 1 piece(s)3 1/2"x 11 7/8"24F-V4 OF Glulam Roof Member Name Results Current Solution Comments elevator roof joist Passed 1 piece(s)2 x 8 DF No.2 @ 24"OC Grid B-hallway Passed 1 piece(s)3 1/2"x 10 1/2"24F-V4 OF Glulam Grid C-hallway Passed 1 piece(s) 3 1/2"x 9"24F-V4 DF Glulam Stair Framing Member Name Results Current Solution Comments Floor:typ landing beam Passed 1 piece(s)3 1/2"x 10 1/2"24F-V4 DF Glulam typ stringer Passed 1 piece(s) 1 3/4"x 8"2.0E Microllam® LVL ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2 (50953-7054 rich. 9rer@kp File Name: Tigard typ floor rich.poirier@kpff.com Weyerhaeuser n..,.... 1 I n, FORT - MEMBER REPORT PASSED Level 2 framing, Glulam bm at Grid C_3-2. G-9 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length:12'5" 0 0 r 12 / 1❑ 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) 9584 @ 2 1/2" 9584(2.68") Passed(100%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 6989 @ 1'2 3/8" 11539 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 25108 @ 6'2 1/2" 25853 Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.200 @ 6'2 1/2" 0.300 Passed(L/720) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl. (in) 0.539 @ 6'2 1/2" 0.600 Passed(L/267) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'. •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Hanger on 11 7/8"SPF beam 2.50" Hanger' 2.68" 6235 2421 2483 11139 See note 1 2-Hanger on 11 7/8"SPF beam 2.50" Hanger' 2.68" 6235 2421 2483 11139 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. ! Bracing Intervals Comments Lateral Bracing Top Edge(Lu) 12'o/c Bottom Edge(Lu) 12'o/c •Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HGU5.62-SDS H=11.875 5.25" N/A 36-SDS25212 24-SDS25212 2-Face Mount Hanger HGU5.62-SDS H=11.875 5.25" N/A 36-SDS25212 24-SDS25212 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location(slde) Tributary Width (n 90) (1.00) (1 15) Comments 0-Self Weight(PLF) 2 1/2"to 12'2 1/2" N/A 15.9 -- -- 1-Uniform(PLF) 0 to 12'5" N/A 989.0 390.0 400.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor i'O R T E I IJ MEMBER REPORT PASSED Level 2 framing,Glulam bm at Grid 3.5. G-10 1 piece(s) 5 1/2"x 16" 24F-V4 DF Glulam °verall Length:9'10" 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 WE Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 25824 @ 9 1/2" 39325(11.00") Passed(66%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 14006 @ 2'3" 15547 Passed(90%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 44686 @ 4'11" 46933 Passed(95%) 1.00 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.080 @ 4'11" 0.275 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) Total Load Defl. (in) 0.162 @ 4'11" 0.412 Passed(U611) -- 1.0 D+ 1.0 L(All Spans) • Deflection criteria:LL(L/360)and IL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'3". • The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Column-steel 11.00" 11.00" 7.22" 13134 12690 25824 None 2-Column-steel 11.00" 11 00" 7.22" 13134 12690 25824 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 9'10"o/c Bottom Edge(Lu) 9'10"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1 00) Comments 0-Self Weight(PLF) 0 to 9'10" N/A 21.4 -- 1-Uniform(PLF) 0 to 9'10" N/A 2650.0 2581.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor EME MEMBER REPORT PASSED Level 2 framing, Glulam at Grid D-15.3ft G-11 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam Overall Length:16'2" 0 0 r � y 15'3" E1 Ei 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 10798 @ 4" 19663 5.50" Passed(55%) -- Member Type:Flush Beam ( ) ( ) 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Commercial Shear(Ibs) 8516 @ 1'8 1/2" 16761 Passed(51%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 40116 @ 8'1" 47438 Passed(85%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.156 @ 8'1" 0.387 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl. (in) 0.623 @ 8'1" 0.775 Passed(L/299) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(U480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Column-SPF 5.50" 5.50" 3.02" 8100 970 2627 11697 Blocking 2-Column-SPF 5.50" 5.50" 3.02" 8100 970 2627 11697 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 16'2"o/c Bottom Edge(Lu) 16'2"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 16'2" N/A 20.0 -- -- 1-Uniform(PLF) 0 to 16'2" N/A 982.0 120.0 325.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (50953-7054 rich. 9rer@kp File Name: Tigard typ floor rich.poirier@kpff.com Weyerhaeuser Ft}RTE*4SI3 MEMBER REPORT PASSED t , Level 2 framing,Glulam at Grid D-9.75ft G-12 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length:10'11" 0 0 ! ra a r a 714' 4r 1 of , �r , 10� , f r i 14 4 ' �rs.a,..444%4r4 . ,44a,"€.-, i4.E ` �fr f�" 10' 2 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) 7268 @ 4" 19663(5.50') Passed(37%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 5340 @ 1'5 3/8" 13269 Passed(40%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 17488 @ 5'5 1/2" 29731 Passed(59%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.060 @ 5'5 1/2" 0.256 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl. (in) 0.239 @ 5'5 1/2" 0.512 Passed(L/514) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(U480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Bead floor Live Snow Total <Accessories 1-Column-SPF 5.50" 5.50" 2.03" 5447 655 1774 7876 Blocking 2-Column-SPF 5.50" 5.50" 2.03" 5447 655 1774 7876 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 10'11"o/c Bottom Edge(Lu) 10'11"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live = Snow Vertical Loads s Location(Side) Tributary Width (0.90) (1.00) (1.1b) comments 0-Self Weight(PLF) 0 to 10'11" N/A 15.9 -- -- 1-Uniform(PLF) 0 to 10'11" N/A 982.0 120.0 325.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor o..,.,. r i of I FORTE MEMBER REPORT PASSED Level 2 framing, Glulam south of trash chute G-13 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length:14'5° + + 0 0 � y cfr � l r , 13 6 CI 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) 1593 @ 4" 12513(5.50") Passed(13%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 819 @ 1'5 3/8" 7343 Passed(11%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 2585 @ 6'11 5/16" 16452 Passed(16%) 1.00 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.054 @ 7'1 3/8" 0.344 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl. (in) 0.101 @ 7'1 1/2" 0.688 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=13'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Column-SPF 5.50" 5.50" 1.50" 705 888 1593 Blocking 2-Column-SPF 5.50" 5.50" 1.50" 358 400 758 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 14'5"o/c Bottom Edge(Lu) 14'5"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0 90) (1 00) Comments 0-Self Weight(PLF) 0 to 14'5" N/A 10.1 -- 1-Uniform(PLF) 0 to 14'5" N/A 38.0 53.3 Default Commercial Load 2-Point(lb) 9" N/A 369 520 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor I F" R " EE I MEMBER REPORT PASSED Level 2 framing, Glulam at Grid 2 G-14 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam Overall Length:7'5" 0 0 4 X 66 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 LDE Load:Combination(Pattern). System:Floor Member Reaction(Ibs) 19465 @ 4" 19663(5.50") Passed(99%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam Shear 11154 @ 1'7" 13118 Passed(85%) Building Use:Commercial (lbs) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 29895 @ 3'8 1/2" 33413 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.059 @ 3'8 1/2" 0.225 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.121 @ 3'8 1/2" 0.338 Passed(L/671) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=6'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Column-DF 5.50" 5.50" 5.44" 9894 9571 19465 None 2-Column-DF 5.50" 5.50" 5.44" 9894 9571 19465 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 7'5"o/c Bottom Edge(Lu) 7'5"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 7'5" N/A 18.0 -- 1-Uniform(PLF) 0 to 7'5" N/A 2650.0 2581.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF A, ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor Awn 7 /01 FORTE`C113 MEMBER REPORT PASSED Level 1 framing, Glulam at trash chutes G-15 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length:16'8" 0 0 15 9 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 LOP Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 4249 @ 16'4" 9934(4.25") Passed(43%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 3863 @ 15'2 5/8" 11539 Passed(33%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 19661 @ 8'6" 25853 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.172 @ 8'4 3/8" 0.400 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.585 @ 8'6 13/16" 0.800 Passed(L/328) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=16'. •The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 5.50" 4.25" 1.50" 1889 944 2833 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 4.25" 1.82" 3291 958 4249 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Bracing Intervals Comments Lateral Bracing Top Edge(Lu) 16'6"o/c Bottom Edge(Lu) 16'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0 90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 16'6 3/4" N/A 15.9 -- 1-Uniform(PLF) 6"to 8'6" N/A 38.0 53.0 Default Commercial Load 2-Uniform(PLF) 8'6"to 16' N/A 413.0 53.0 3-Point(lb) 8'6" N/A 1517 1080 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards,Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor Fes"' RTE MEMBER REPORT PASSED Level 1 framing, Grid E header G-16 1 piece(s) 3 1/2" x 11 7/8" 24F-V8 DF Glulam Overall Length:10'2" o 0 111 5'8 1 ,. ® 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) 2909 @ 1 1/2" 4463(3.00") Passed(65%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Building Use:Commercial Shear(Ibs) 2200 @ 1'2 7/8" 8444 Passed(26%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 7036 @ 5'1" 18920 Passed(37%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.112 @ 5'1" 0.331 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl. (in) 0.142 @ 5'1" 0.496 Passed(U840) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=9'11". •The effects of positive or negative camber have not been accounted for when calculating deflection. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live° Roof Live Snow Total Accessories 1-Stud wall-SPF 3.00" 3.00" 1.96" 611 613 1805 2252 5481 Blocking 2-Stud wall-SPF 3.00" 3.00" 1.96" 611 813 1805 2252 5481 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 10'2"o/c Bottom Edge(Lu) 10'2"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads: Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25); (1,15) Comments 0-Self Weight(PLF) 0 to 10'2" N/A 10.1 -- -- 1-Uniform(PLF) 0 to 10'2" N/A 110.0 160.0 355.0 443.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF A. ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor FORTE® MEMBER REPORT PASSED • Typ level,gridE-7ft window hdr G-17 2 piece(s) 2 x 12 DF No.2 Overall Length:7'6" 0 0 7' ,11 1❑ ❑2 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 LOP Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 2972 @ 1 1/2" 5625(3.00") Passed(53%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Building Use:Commercial Shear(Ibs) 2031 @ 1'2 1/4" 4658 Passed(44%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 5207 @ 3'9" 5458 Passed(95%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.048 @ 3'9" 0.242 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.087 @ 3'9" 0.363 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(1bs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-SPF 3.00" 3.00" 1.59" 1330 1643 2973 None 2-Trimmer-SPF 3.00" 3.00" 1.59" 1330 1643 2973 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'5"o/c Bottom Edge(Lu) 7'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1 15) Comments 0-Self Weight(PLF) 0 to 7'6" N/A 8.6 -- 1-Uniform(PLF) 0 to 7'6" N/A 346.0 438.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor FORTE*m.3 MEMBER REPORT PASSED { Typ level, gridE-4ft window hdr G-18 2 piece(s) 2 x 8 DF No.2 Overall Length:4'3" 0 0 dt r� 1 dl 'wiR g r 5 i,4A�1��1•— � rX � � ,>. �� -�w'�a ,�� ki�i aii'��tk�� 11 ,.E�� a +� 1' 4' Ei 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:Wall Member Reaction(Ibs) 1690 @ 0 2813(1.50") Passed(60%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Building Use:Commercial Shear(Ibs) 1110 @ 8 3/4" 30D2 Passed(37%) 1.15 1.0 D+ 1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 1796 @ 2'1 1/2" 2720 Passed(66%) 1.15 1.0 D+ 1.0 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.021 @ 2'1 1/2" 0.142 Passed(U999+) -- 1.0 D+ 1.0 S(All Spans) Total Load Defl. (in) 0.038 @ 2'1 1/2" 0.213 Passed(U999+) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length ;Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-SPF 1.50" 1.50" 1.50" 747 944 1691 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 747 944 1691 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'3"o/c Bottom Edge(Lu) 4'3"o/c •Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 4'3" N/A 5.5 1-Uniform(PLF) 0 to 4'3" N/A 346.0 444.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction,The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor FORTE.. MEMBER REPORT PASSED • Typ level,gridl0-7ft window hdr G-19 2 piece(s) 2 x 10 DF No.2 Overall Length:7'6" 0 7' 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:Wall Member Reaction(Ibs) 1646 @ 1 1/2" 5625(3.00") Passed(29%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Header Building Use:Commercial Shear(Ibs) 1198 @ 1'1/4" 3330 Passed(36%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2885 @ 3'9" 3529 Passed(82%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.045 @ 3'9" 0.242 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) Total Load Defl.(in) 0.086 @ 3'9" 0.363 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Trimmer-SPF 3.00" 3.00" 1.50" 784 863 188 1835 None 2-Trimmer-SPF 3.00" 3.00" 1.50" 784 863 188 1835 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 7'6"o/c Bottom Edge(Lu) 7'6"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Tributary Width (0 90) (1 00) (1.15) Comments 0-Self Weight(PLF) 0 to 7'6" N/A 7.0 -- -- 1-Uniform(PLF) 0 to 7'6" N/A 202.0 230.0 50.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509rich. irer@kp File Name: Tigard typ floor rich.poirier@kpff.com Weyerhaeuser FORTE'S MEMBER REPORT PASSED Typ level,gridl0-4ft window hdr G-20 2 piece(s) 2 x 8 DF No.2 Overall Length:4'3" 0 0 4' a a 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:Wall Member Reaction(Ibs) 930 @ 0 2813(1.50") Passed(33%) -- 1.0 D+1.0 L(All Spans) Member Type:Header 611 @ 8 3/4" 2610 Passed(23%) Building Use:Commercial Shear(Ibs 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 988 @ 2'1 1/2" 2365 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.011 @ 2'1 1/2" 0.142 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl. (in) 0.021 @ 2'1 1/2" 0.213 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Trimmer-SPF 1.50" 1.50" 1.50" 441 489 106 1036 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 441 489 106 1036 None Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'3"o/c Bottom Edge(Lu) 4'3"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location °Tributary Width (0.90) (1.00) (1.15) comments 0-Self Weight(PLF) 0 to 4'3" N/A 5.5 -- -- 1-Uniform(PLF) 0 to 4'3" N/A 202.0 230.0 50.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor FORTEaCM MEMBER REPORT PASSED Typ level, Grid B-hallway bm G-21 1 piece(s) 3 1/2" x 101/2" 24F-V4 DF Glulam Overall Length:9'1" 0 0 86 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 LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1739 @ 2" 3347(2.25") Passed(52%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 1323 @ 1'2" 6493 Passed(20%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 3751 @ 4'6 1/2" 12863 Passed(29%) 1.00 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.049 @ 4'6 1/2" 0.219 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl. (in) 0.085 @ 4'6 1/2" 0.438 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) • Deflection criteria:LL(U480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports'(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.50" 762 1017 1779 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 762 1017 1779 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 8'11"o/c Bottom Edge(Lu) 8'11"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads , Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 8'11 3/4" N/A 8.9 -- 1-Uniform(PSF) 0 to 9'1" 5'7 3/16" 28.4 40.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (50953-7054 rich. irer@kp File Name: Tigard typfloor rich.poirier@kpff.com Weyerhaeuser g n.,,... 1 A 171 # 4 FORTECi MEMBER REPORT PASSED Typ level, Grid C-hallway bm G-22 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Overall Length:7'1" + + 0 0 2z,Yr i k k3 -,',1: 0 ��: 1 '., ... r ,. P(i .i 1 z" ;,: {tip "i{�4{r,." o i '��`rc ii es`� t� 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(lbs) 1026 @ 2" 3347(2.25") Passed(31%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(lbs) 746 @ 1'1/2" 5565 Passed(13%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-lbs) 1699 @ 3'6 1/2" 9450 Passed(18%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.021 @ 3'6 1/2" 0.169 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl. (in) 0.036 @ 3'6 1/2" 0.338 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=6'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.50" 454 602 1056 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 454 602 1056 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 6'11"o/c Bottom Edge(Lu) 6'11"o/c •Maximum allowable bracing intervals based on applied load. Dead . Floor Live Vertical Loads Location(Side) : Tributary Width (0.90) 'i(1.00) Comments 0-Self Weight(PLF) 1 1/4"to 6'11 3/4" N/A 7.7 -- 1-Uniform(PSF) 0 to 7'1" 4'3" 28.4 40.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.corn Weyerhaeuser File Name: Tigard typ floor Patio 1 c /71 FORTE* MEMBER REPORT PASSED Level 4, Rim beam G-23 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam Overall Length:12'2' 4 + - 0 0 4. i rotfrrmvrregor ! M.,,_.4PT-I,M,.pr/ SfilV,-Y P i i'3" 1 1 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) 4527 @ 4" 6322(4.25") Passed(72%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 3509 @ 1'5 3/8" 8444 Passed(42%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 12516 @ 6'1" 18920 Passed(66%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.118 @ 6'1" 0.287 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Total Load Defl. (in) 0.339 @ 6'1" 0.575 Passed(L/407) -- 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=11'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1-Stud wall-SPF 5.50" 4.25" 3.04" 3005 322 1600 4927 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 4.25" 3.04" 3005 322 1600 4927 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 12'o/c Bottom Edge(Lu) 12'o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (1 15) Comments 0-Self Weight(PLF) 1 1/4"to 12'3/4" N/A 10.1 -- -- 1-Uniform(PLF) 0 to 12'2" N/A 484.0 53.0 263.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need fora design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards,For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF A ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (50953-7054 rich. irer@kp File Name: Tigard typ floor rich.poirier@kpff.com Weyerhaeuser FORTE'CEO MEMBER REPORT PASSED Roof, elevator roof joist G-24 1 piece(s) 2 x 8 DF No.2 @ 24" OC Overall Length:9'4" + + 0 0 1❑ ❑2 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 LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 365 @ 2 1/2" 1434(2.25") Passed(25%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Building Use:Commercial Shear(Ibs) 302 @ 10 3/4" 1501 Passed(20%) 1.15 1.0 D+ 1.0 S(All Spans) Building Code: IBC 2015 Moment(Ft-Ibs) 795 @ 4'8" 1564 Passed(51%) 1.15 1.0 D+ 1.0 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.093 @ 4'8" 0.223 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Total Load Defl. (in) 0.149 @ 4'8" 0.446 Passed(L/717) -- 1.0 D+ 1.0 S(All Spans) TJ-Pro'm Rating N/A N/A N/A -- N/A • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.50" 140 233 373 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 140 233 373 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 9'2"o/c Bottom Edge(Lu) 9'2"o/c •Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Load Location(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 9'4" 24" 15.0 25.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeusercom/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF A ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor el FORTE' WEB MEMBER REPORT PASSED Roof, Grid B-hallway G-25 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length:9'1" 0 0 I I .11 1 � b I_ 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Des,n Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 4455 @ 2" 5206(3.50") Passed(86%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Building Use:Commercial Shear(Ibs) 3311 @ 1'2" 7466 Passed(44%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 9388 @ 4'6 1/2" 14792 Passed(63%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.169 @ 4'6 1/2" 0.292 Passed(L/620) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Defl. (in) 0.213 @ 4'6 1/2" 0.438 Passed(L/493) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Roof Live Snow Total Accessories 1-Stud wall-SPF 3.50" 3.50" 3.00" 913 2907 1453 1817 7090 Blocking 2-Stud wall-SPF 3.50" 3.50" 3.00" 913 2907 1453 1817 7090 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 9'1"o/c Bottom Edge(Lu) 9'1"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1 25) (1.15) Comments 0-Self Weight(PLF) 0 to 9'1" N/A 8.9 -- -- -- 1-Uniform(PSF) 0 to 9'1" 16' 12.0 40.0 20.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor o-,,,e, 10 /71 i it FORTE s MEMBER REPORT PASSED e Roof,Grid C-hallway G-26 1 piece(s) 3 1/2"x 9" 24F-V4 DF Glulam Overall Length:9'1" 0 0 r t oy, i- r'' 815 `111 .d� at; `° N L Kfr, i�t ),Ii',, � 11 J,.L "1, �,, t L1 0� , i � ri, �w r' r ,2.,.,,; jai S1_ r rah r'!� .' ) L f 001 a °' :'`40 , t I I 8'6" ill All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual t Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4449 @ 2" 5206(3.50") Passed(85%) Member Type:Drop Beam ( ) 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Commercial Shear(Ibs) 3429 @ 1'1/2" 6400 Passed(54%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Pos Moment(Ft-lbs) 9376 @ 4'6 1/2" 10868 Passed(86%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.269 @ 4'6 1/2" 0.292 Passed(L/391) -- 1.0 D+0.75 L+0.75 S(All Spans) Total Load Den. (in) 0.338 @ 4'6 1/2" 0.438 Passed(L/311) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Roof Live Snow Total Accessories 1-Stud wall-SPF 3.50" 3.50" 2.99" 907 2907 1453 1817 7084 Blocking 2-Stud wall-SPF 3.50" 3.50" 2.99" 907 2907 1453 1817 7084 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 9'1"o/c Bottom Edge(Lu) 9'1"o/c •Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location(Side) Tributary Width (0.90) (1 00) (non-snow 1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 9'1" N/A 7.7 -- -- -- 1-Uniform(PSF) 0 to 9'1" 16' 12.0 40.0 20.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF A ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor of4ic r O TEYEZED MEMBER REPORT PASSED Stair Framing, Floor: typ landing beam G-27 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length:9' 0 0 / 8'6" a a 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) 3449 @ 3" 3449(1.52") Passed(100%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 2739 @ 1'1 1/2" 6493 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Pos Moment(Ft-Ibs) 7328 @ 4'6" 12863 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.121 @ 4'6" 0.213 Passed(L/844) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.157 @ 4'6" 0.425 Passed(L/650) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 10 1/2"SPF beam 3.00" Hanger' 1.52" 837 2813 3650 See note 2-Hanger on 10 1/2"SPF beam 3.00" Hanger' 1.52" 837 2813 3650 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 8'6"o/c Bottom Edge(Lu) 8'6"o/c •Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger Connector not found N/A N/A N/A N/A 2-Face Mount Hanger Connector not found N/A N/A N/A N/A •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) comments 0-Self Weight(PLF) 3"to 8'9" N/A 8.9 -- 1-Uniform(PSF) 0 to 9' 6'3" 28,4 100.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software,Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (509)953-7054 rich.poirier@kpff.com Weyerhaeuser File Name: Tigard typ floor FORTEL MEMBER REPORT PASSED Stair Framing,typ stringer G-28 1 piece(s) 1 3/4" x 8" 2.0E Microllam® LVL Overall Length:11' 0 0 10'6" / 1❑ ❑z 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 LOF Load;Combination(Pattern) System:Floor Member Reaction(Ibs) 1182 @3" 1969(1.50") Passed(60%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Building Use:Commercial Shear(Ibs) 1032 @ 11" 2660 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 3102 @ 5'6" 4274 Passed(73%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.313 @ 5'6" 0.350 Passed(L/402) -- 1.0 D+1.0 L(All Spans) Total Load Defl. (in) 0.438 @ 5'6" 0.525 Passed(L/288) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Resawn products must maintain manufacturing stamps. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 8"SPF beam 3.00" Hanger' 1.50" 351 886 1237 See note 2-Hanger on 8"SPF beam 3.00" Hanger' 1.50" 351 886 1237 See note •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. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 9'4"o/c Bottom Edge(Lu) 10'6"o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger Connector not found N/A N/A N/A N/A 2-Face Mount Hanger Connector not found N/A N/A N/A N/A •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 3"to 10'9" N/A 4.1 -- 1-Uniform(PLF) 0 to 11' N/A 60.0 161.0 Default Commercial Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeusercom/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2021 8:23:52 PM UTC Richard E Poirier KPFF ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 (50953-7054 rich. 9rer@kp File Name: Tigard typ floor rich.poirier@kpff.com Weyerhaeuser , .1<ryffi Project Tigard Senior Housing By RP Sheet No. G 29 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Gravity Design Date 1002200723 Strip Footing Design Roof Typ Floor DLroof= 19.5 psf DI-fir 28.4 psf SL= 25.0 psf LL= 40.0 psf Interior Walls Exterior Walls DLwap= 12.5 psf DLwa11= 20.1 psf Typ Interior Footing at demising wall-Grid 4 example trib floor= 10.75 ft load= 2231 plf (DLfir+LL)*trib floor*3 flr+DLwaii*42ft total ht bearing allow= 2500 psf min ftg width= 0.89 ft load/bearing allow Typ Interior Footing at corridor wall-Grid B example trib roof= 16.00 ft trib floor= 3.25 ft load= 1459 plf (DLroof+SL)*trib roof+(DLfir+LL)*trib floor*3 flr+DLwaii*42ft total ht bearing allow= 2500 psf min ftg width= 0.58 ft load/bearing allow Typ Exterior Footing-Grid A example trib roof= 12.75 ft trib floor= 1.33 ft load= 1503 plf (DLroof+SL)*trib roof+(DLfir+LL)*trib floor*3 flr+DLwa1i*42ft total ht bearing allow= 2500 psf min ftg width= 0.60 ft load/bearing allow Worst Case Strip Footing-based on soil bearing capacity w= 3.0 ft footing width qu bot= 5357 psf 1.5 temp load increase factor*2500psf allow/0.7 for seis Mu bot= 2.68 k-ft pef ft assumes unifrom bearing distribution,qu bot*(w/2-6"curb)2/2 Vu bot= 5.36 k pef ft qu bot*(w/2-6"curb) As= 0.27 in2 per ft bot reinf.(#4 at 9"oc) As,min= 0.22 in2 per ft max(0.0018*60000/fy*Ag,0.0014*Ag) f'c= 4000 psi fy 60000 psi bw= 12.0 in d= 6.0 in h= 10.0 in Ag= 120 in h*bw 4Mn= 7.2 k-ft per ft ¢Vn= 6.8 k-ft per ft 0.75*2*f'c05*bw*d DCRf,e% 0.37 <1.0,OK Mu bot/4 Mn DCR,hear= 0.78<1.0,OK Vu bot/4 Vn ProJeci Sheet No. Tt(,Acac se1Jt aCC__. t�1 .slAJL By t'S G-30 irrfF -_-_ 1 Location �' fZ_� 2.. �e ®/Z'y 1�-� _�.... Client C c 2�r f Revised Job No. Poetond,ofa90n i 22.00677.3 Date kiss r-tr3 pcsss. I. 7�'A,1 ytA) t o , „ f S'S t,t Pes } 4. ~ -:_ y� rrS'or- (Son.tis taou> <: -72.ap.rr- 5 d ,•5-1 C C. rrJ r.A rt re n^c. r.:r.[,y' rl�`k,u.h.N,ocrd • b.UUyE``r 44,-3 (owes k.(i Wsx,P„ = /5,(42.0) - 21.Z i.xk- t.2PD wrrJbEw /S•t`n( !•G) � 2-S,Orc( tf2f.% ,r "t.�rJcw out.y 0.=4: L'�.,i c,ot:F ; �< S' rtr!PP anJ'-�' t:LAVE: r,D CE'1 r 'v A.&L, z1 I eo 0:12.r;{f'72)/ibo = p,j 3" I .5or 40 D ef-/ t4 d,d I fGi 0.41/0.55r_ oAt. G i.0t/0 DC(ZA r. D,GS._... ....`f{o•Uz p,72 < f,t7 ° ' {{ C(-t17.- r(.. 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'34r7 r'r.F- /�v�t� (taJZ)(0)4- PI(61')cc /za ' 1(.54per r ItOlf",31JDW' Z�psie(9)04I2) = Zo)" Cr.p LF tIPWJ Sheet No. , Project "'(f 4 9 5 /-,t 0ta vt au si.v1,1 BY G-32 Location° li<liff Ghent 'f!G kictJ ,all< Date 0'7 U-ft/Ud Job No. See.,A Revised 0 Portland.Oregon Date Ave CAak,PX cplJA.t'J" S'fEEi, vevt- Pc- TO Ro2t�• 1.,t,,, 7,.oKt lac,- Vs ff„ns4.r 4(00`4- F-Q-' ttts,A $' G a X{ well) sis.c, L. =. 3" r.tr 6" ? -5,er x`/y l.15' E. (t,riSoz.) x Yzk4b'*YB) uYY- 'i,-be,,I FL: o.tot?'0 u ) (0.7(4)/2,.o = III.t3 iLs, , 12c-f? 4t.7/ry.s c ©,'1 — 1e o ✓et. G(,rt /2" Cyr ' - - `Tki t SvL'1 : vM,,,,r = `i,ov'/6, = a,l(„k- „4.., 6of4 te" irlax ,- /Aµu.n/3`k' 1"5 b©ffs to Vaw= 2,31c-' f„tr- b014- p ! �� a a 0 ivtbalto l,�t to .bual.:y!_) 6 To-I-W Lea Rs- = a 33 'fp*-, a(4- ''' °1+; d3. o. tz` 3,o.a2.418:4.5 ;Tojrz.� l-5.8k £t8„/.S tit at ,"fk a E13.4 '' ( C? 9 ,tltrPa�aM s IMaY fe ti' f,� GF/G e. -1K(n 1 - ?, A q- /8 CSC. ' tr Hprt. C.APJ' v/,..D, t f ers, = '1,1e ce3 P eft-�i,.Sr� wpm & i DZ,` V. `tors1 ea.'4eP Ti„,0 EkI2s 0.6(7°) 4 _ci" ed .X3"XZ1:u,cz '31.5� 2,0' Le-- tc)13(..5.= o.G 4 ',o,/ lire Y'1'1-3 Flan, wetct f; -toP Cot, cov �" t rer 1 A i re'fNi -13e'41rs We, L5g'1 CW14ie 0W, By bv3feLl',a) Z rr "9bt'tix y „i 3" P.M S-¢Z' ' logic 7 ►--- ?. 721 ENDS 'Ta Mt,OM] El0 CI 1..1 '� X(ynLv 255 2 (411 'VALI 'IV''i<K)sf rtwr' 0.08 t'o /ok- k Sheet No. Protect T 6 14712 5C i 02 Kak stun! By TR G 33 Location 'ftcu4,"2 0/6 Date e( Jt1 qjff Job No. Client Revised Portlana.O egon Dote 72)LAT>e rqr. 0,Py eouru's 0oN'T'9 lbcri cc'.' V r 0. b p t F-e- 2,16A vy�ti o' tlt x/000' =, /4 , (-trf9 o•� (L,r C2) S16"15 (Z,ocr 4.4,13et2 "/AJTO Gouc ' o'< 15y tvsPcta., l�1L re; aOw/0 At Rib[ K xr-Aa re,-TU Q,. CmNc /AAvcrtort,.'• kh � 2.cc' Lt-Er) P}E2.,FG.1S1tr Ma*V.WI.,�= tabu" Ltz� -r6b14 1,0'J CP + s,tks- /, -.JY.{.f ✓t f V 60-1 y Vr4 osK '; o R$ O e. j✓i rOW U,r.Q, Vt3•'jc KFt-'E cMwjScE f 2»t=tS tz-esu 13 C.ictic, lots, s-jrernc, 4n Or CCYKL ` 7v✓( i.'/ 3"X1f.",s-e ip r 2.N8 OJ Hobe •' tt t (e--t s1 it') Z•3/sr) =`fbl t2 Igo: 9,4335-Aoke 3€i•3:n2 Ass Z o.3t Tr, Nit 7AD A•{ C/4" L.04' 4lso- f93,21{'° jeuS ZAP a F o ' fan tfS r 1 257,1 :: 41- it r 2. t.„tas DUZ, 2•6f,1-4.4 o.a!ti 1/e - VIA rL q,. tO 8"• r 1.1 A 01,, V gt 1-1 14t- 4,< 8r4g) towa� 1.-4'Aotrt) r i,w 0t lqUiffi Project Tigard Senior Housing By RP Sheet No. Location Client Tigard,OR SERA Date Revised 09/02/21 G-34 Job No. Gravity Design Date 1002200723 Blade Canopy RISA Results 113 ii ..113 ..., . - "1-qs,All cgtil. IP' 0.034-. ,. 41111111111 Y IN" 62,0, ,0 . x Pi en g 1111111 a x_ r, •A'. 7, x w x (s) oa a x x to) x , , ; ... .... . WIND DOWN LOADING WIND UP LOADING SNOW LOADING MEMBER RESULTS See hand talcs for connection design Profis results for blade anchor at north stair concrete wall Cr.) 0 ANCHOR ,,,,. Create report -4. - - ki Change ter 2D KW1K HUS-EZ(KH-EZ)-C - It risr , If ANCHOR LOADS V 3/5 I,ANCHOR DESIGN n View ESR P1 Tension itoin. ildier Wks,'' INOcst':ndard item numbet ayeable,1 i X Concrete breakout 73% -- Please contact Hilti to check feasibility of supply. Ne Embedment doh het ------------.- 1.1 1_,...i, _ steel 13% No. x Combination 62% N1 Name Type Forces[Ibj Moments[in-lb Utilization se 0 MESSAGES A ± + Vs Vy N Mx My Mz Max ik 1 Combination 1 4 -444- 0 -4._ 2,... 0 0 0 73., 0 No standard tam number , available.Please contact Hitti to Project Tigard Senior Housing By RP Sheet No.ilk Location Tigard,OR Date 09/02/21 G-35 Client SERA Revised Job No. Gravity Design Date 1002200723 Long Canopy-RISA Results ., , 0 'A., .is loot iS�+6 •it' a.. i 10,111010 c s x i i DEAD LOADING(superimposed) 'i i s Xlir 107 YrJK It 1 r 07 mm y, s co i 3 v t m x Y. 1 SNOW LOADING(with drift) 0''I i D Op Lyxa. x 0 t ti V6 x MEMBER RESULTS(D+S govs) Max SL defl= 0.62 in L= 22.0 ft SL allow= 1.10 in,L/240 DCR= 0.57 <1.0,OK Max DL defl= 0.54 in DL allow= 2.2 in,L/120 DCR= 0.25 <1.0,OK Sheet No. Project 11cor moo s`r'Jtore u b{4St/.rut Bycl.P 1 G-36 Location 14,,„,...4 9 t O re_ Date G/2" 2 r No. iltrrff Client S E.2- r Revised • ,Oregon Date I I 1 1 ' [ T .... L 10;3 b, c APO47 IES _ ' __ _ r.; - -- Va 's,q t- PG R i j izot__rep cD0,0:, , i i jj 77 - i 2 14eri b6rk' 1 bo KC 1 4 4, tis ta0 = 'S . _x_t1 o') ,_'a:°F x j 1 - gi'C. 4- °f-2Cea'iz A Y� I a. i ( __I 55.( 77 1 I1,>Z/r. :, a .4(7ptc.xt)/-y,o ;C 0..4c0 ? 19,tju.rt. 6k...- 4 I i 55 to lop c©Nu: Yy xT.:," L.A4.- .a•a GE511- � (Met ,t o Cvcp), '0G2: `✓y 1 X ti SC+tws b•ta't I,D ✓'0G I tSS 1seer L.o'-'iu= �) Ci/e A4 S G it.- 3Y f ' r ro,`) v;1/4__,.- I j : • _ __ —_______ I_____ -_ ______ __ __ _________I________-- , Sheet No. l‹ LPr*Ctocation rri AX-p Date ore- t-t 003 BY 12F G-37 Pff client flAite-P Revised Job No. PortIond,Oregon Dote tpipit,-..-40- vi pc zy A w zof 4,00ACAL. • •7? ,C;s.r)c 63' za Tr(:, )(4"-4- 1.1.). ),4.1 kst,c Ply a),Lt-S TCE- EC 1 rtr 0 10 FIS. tp° w wo tr- , comso ioW /x4 ac- PLAr,J Laek..b 7AJLT c,"1-(4.) .3-- c7'.."7-(9.7) V/2 I r.,40--k- Etoc,11-cf -7 t ,“r c 0" o r ' CA 14 - 1-7 I Li. °op r!..-7- e, 4- C OS y t- to. , 7ikr c, 4 1.(L, jek YE4 7 '1' • Sheet No. Project --ne.„ 5-1 , By G-38 1q3ff Location Ote... Client >"-C I?.A- Date Revised Job No. Portland,Oregon Date —Pow iJ Z>TC)trr co!-" Ytl" 0.7 4 i c p /11.e7)/to'00 7.9 0,a t / ,if? • (4,sa. ' — — , ' - _ 0 C 17 C 7 7 c r • G-39 Project:Tigard Senior Housing By: RP Sheet No. lqjff Location:Tigard,OR Date:09/02/21 Client:SERA Revised: Job No. Subject: Gravity Design-10ft ret wall Date: Soil Properties {ac 'At' ) i 1480 lbs Dead Load on Wall I' )' C 1310 lbs Live Load on Wall < SLAB ON GRADE` .- 35 pcf EFP,H 350 pcf Passive 0.36 ft Surcharge,L 40 psf Vert Surchage Pressure from Live Rectangular Distribution Earthqauke,E .,r m 6 Ht,psf I 3 0.6 Ht Location of Resultant 9 m DEAD,USk No Restrained at Base? Res+oTANt ; 2500 psf Allowable Bearing 1 w y. Xo 3750 psf Allowable Bearing w/Seis 1.5 Min OT F.O.S. SLAB ON GRADE 1.5 Min Sliding F.O.S. 1.1 Min OT F.O.S.for Seis ,i---6 1.1 Min Sliding F.O.S.for Seis I ' Wall Geometry 11.5 ft Total Wall Ht n 120 in Stem Height 10.00 ft ! 10 in Stem Thick 0.83 ft ie' e. 21 in Toe Length 1.75 ft @o 72 in Heal Length 6.00 ft 103 in Ftg length 8.58 ft .1E,5,,.041- I 18 in Ftg Thick 1.50 ft 0.4 Coeff.Friction FT(a Results 6600 lbs W soil 1250 lbs W stem 1931 lbs W ftg 2314 lbs Soil Lateral Force,FH 44 lbs Soil Passive Force,FHP 145 lbs Surcharge Lateral Force,FL 794 lbs Earthquake Lateral Force,FE 11261 lbs Dead Load(wall+soil) 1310 lbs Wall Live Load 238 lbs Heal Surgcharge Live Load COMBO:D+H+L COMBO:D+H+0.7E COMBO:D+H+0.75(0.7E)+0.75L Sliding Force 2,459 lbs Sliding Force 2,870 lbs Sliding Force 2,423 lbs Overtuning N 9,705 lb ft Overtuning N 12,704 lb ft Overtuning N 12,371 lb ft Resultant Loc within middle third Resultant Loc within middle third Resultant Loc within middle third Resisting Mor 55218 lb ft Resisting Mor 51053 lb ft Resisting Mor 47873 lb ft Toe Bearing P 2263 psf,OK Toe Bearing P 2125 psf,OK Toe Bearing P 3321 psf,OK Heal Bearing 722 psf,OK Heal Bearing 499 psf,OK Heal Bearing -372 psf,OK OT F.O.S. 5.7>1.5,OK OT F.O.S. 4.0>1.1,OK OT F.O.S. 3.9>1.1,OK Sliding F.O.S. 2.1>1.5,OK Sliding F.O.S. 1.8>1.1,OK Sliding F.O.S. 2.1>1.1,OK COMBO:1.2D+1.6H+1.6L COMBO:1.2D+1.6H+0.5L+E Overtuning N 15,528 lb ft Overtuning N 20,087 lb ft Resultant Loc within middle third Resultant Loc within middle third Toe Bearing P 3184 psf Toe Bearing P 3192 psf Heal Bearing 542 psf Heal Bearing 217 psf Bearing toe 2645 psf Bearing toe 2586 psf Bearing heal 2389 psf Bearing heal 2297 psf Bot Mu toe 4325 lb-ft Bot Mu toe 4303 lb-ft Top Mu heel 8927 lb-ft Top Mu heel 12589 lb-ft Stem Mu 10341 lb-ft Stem Mu 11448 lb-ft i G-40 l<13ff Project:Tigard Senior Housing By: RP Sheet No. Location:Tigard,OR Date: 09/02/21 Client: SERA Revised: Job No. Subject: Gravity Design-loft ret wall Date: Reinforcing Design fc 4,000 psi fy 60,000 psi Stem Wall Reinforcing Mu max= 11448 lb-ft As 0.41 in2 b 12 in d 7.69 in (31 0.85 a 0.608 in c 0.715 in es 0.029 0.9 Mn 13733 kip-in DCR= 0.83'<1.0,0K Top Footing Reinforcing Mu max= 12589 lb-ft As 0.31 in2 b 12 in d 14.69 in (31 0.85 a 0.456 in c 0.536 in es 0.079 0.9 Mn 20171 kip-in DCR= 0.62<1.0,0K Bot Footing Reinforcing Mu max= 4325 lb-ft As 0.31 in2 b 12 in d 12 in RZ 0.85 a 0.456 in c 0.536 in es 0.064 0.9 Mn 16422 kip-in DCR= 0.26<1.0,OK G-41 Project:Tigard Senior Housing By: RP Sheet No. ¢ la<Pff Location:Tigard,OR Date: 09/02/21 / Client: SERA Revised: Job No. a 'd Subject: Gravity Design-6ft ret wall Date: 1 t. Soil Properties 'Eoe tk ( ri 0 lbs Dead Load on Wall �' E 1 FIN GRADE ✓ r 0 lbs Live Load on Wall k 35 pcf EFP,H it 350 pcf Passive 1.6 ft Surcharge,L f 112 psf approx Surchage from sloping backfill 1rRectangular Distribution Earthqauke,E bp/ 6 Ht,psf I 7.5 3 J 0.6 Ht Location of Resultant 3 0 Deft Wk No Restrained at Base? o- iLesur-tRNr j 2500 psf Allowable Bearing I. w 3750 psf Allowable Bearing w/Seis r X c 1.5 Min OT F.O.S. FIN GRADE f 1.5 Min Sliding F.O.S. 1.1 Min OT F.O.S.for Seis o-il 1.1 Min Sliding F.O.S.for Seis i....._____t_....±.______t___..-- --I `� Wall Geometry 1*� n 7 ft Total Wall Ht 72 in Stem Height 6.00 ft 10 in Stem Thick 0.83 ft U e 12 in Toe Length 1.00 ft eo 48 in Heal Length 4.00 ft 70 in Ftg length 5.83 ft u.yµ01461r 12 in Ftg Thick 1.00 ft ' 0.4 Coeff.Friction 'FT(.7 Results 2640 lbs W soil 750 lbs W stem 875 lbs W ftg 858 lbs Soil Lateral Force,FH 44 lbs Soil Passive Force,FHP 392 lbs Surcharge Lateral Force,FL 294 lbs Earthquake Lateral Force,FE 4265 lbs Dead Load(wall+soil) 0 lbs Wall Live Load 704 lbs Heal Surgcharge Live Load COMBO:D+H+L COMBO:D+H+0.7E COMBO:D+H+0.75(0.7E)+0.75L Sliding Force 1,250 lbs Sliding Force 1,063 lbs Sliding Force 1,152 lbs Overtuning N 3,373 lb ft Overtuning N 2,865 lb ft Overtuning N 3,678 lb ft Resultant Loc within middle third Resultant Loc within middle third Resultant Loc within middle third Resisting Mor 16433 lb ft Resisting Mor 13735 lb ft Resisting Mor 15759 lb ft Toe Bearing P 1104 psf,OK Toe Bearing P 1008 psf,OK Toe Bearing P 1157 psf,OK Heal Bearing 599 psf,OK Heal Bearing 454 psf,OK Heal Bearing 487 psf,OK OT F.O.S. 4.9>1.5,OK OT P.O.S. 4.8>1.1,OK OT F.O.S. 4.3>1.1,OK Sliding F.O.S. 1.6>1.5,OK Sliding F.O.S. 1.6>1.1,OK Sliding F.O.S. 1.7>1.1,OK COMBO:1.2D+1.6H+1.6L COMBO:1.2D+1.6H+O.5L+E Overtuning N 5,397 lb ft Overtuning N 5,122 lb ft Resultant Loc within middle third Resultant Loc within middle third Toe Bearing P 1566 psf Toe Bearing P 1724 psf Heal Bearing 575 psf Heal Bearing 417 psf Bearing toe 1396 psf Bearing toe 1500 psf Bearing heal 1255 psf Bearing heal 1313 psf Bot Mu toe 665 lb-ft Bot Mu toe 735 lb-ft Top Mu heel 3617 lb-ft Top Mu heel 2753 lb-ft Stem Mu 3629 lb-ft Stem Mu 2909 lb-ft G-42• Project:Tigard Senior Housing By: RP Sheet No.etwPff Location:Tigard,OR Date:09/02/21 W3 Client: SERA Revised: Job No. Subject: Gravity Design-6ft ret wall Date: 0 Reinforcing Design f'c 4,000 psi fy 60,000 psi Stem Wall Reinforcing Mu max= 3629 lb-ft As 0.31 in2 b 12in d 8.19 in ai 0.85 a 0.456 in c 0.536 in es 0.043 0.9 4 Mn 11104 kip-in DCR= 0.33<1..0,OK Top Footing Reinforcing Mu max= 3617 lb-ft As 0.20 in2 b 12 in d 8.75 in Qi 0.85 a 0.294 in c 0.346 in es 0.073 d) 0.9 Mn 7743 kip-in DCR= 0.47<1.0,OK Bot Footing Reinforcing Mu max= 735 lb-ft As 0.20 in2 b 12 in d 8 in Ri 0.85 a 0.294 in c 0.346 in es 0.066 0.9 ¢Mn 7068 kip-in DCR= 0.10<1.0,OK G-43 Project:Tigard Senior Housing By: RP 'Sheet No. lq:Iff Location:Tigard,OR Date: 09/02/21 Client: SERA Revised: Job No. Subject: Gravity Design-4ft ret wall Date: Soil Properties toe 0 lbs Dead Load on Wall 1 1, 1. 1 FIN GRADE 0 lbs Live Load on Wall A 35 pcf EFP,H 350 pcf Passive 0.78 ft Surcharge,L 55 psf approx Surchage from sloping backfill j Rectangular Distribution Earthqauke,E ,,: two 7-5 6 Ht,psf I 3 0.6 Ht Location of Resultant a d Di AD Wk No Restrained at Base? fl- ¢p„iur,FANr M w 2500 psf Allowable Bearing o xo 3750 psf Allowable Bearing w/Seis 1.5 Min OT F.O.S. FIN GRADE V 1.5 Min Sliding F.O.S. 1.1 Min OT F.O.S.for Seis i ,i->-a 1.1 Min Sliding F.O.S.for Seis I -'i• Wall Geometry Vg 5 ft Total Wall Ht 48 in Stem Height 4.00 ft p 10 in Stem Thick 0.83 ft 6 e e, 12 in Toe Length 1.00 ft eo 24 in Heal Length 2.00 ft 46 in Fig length 3.83 ft U.s.crAhlr 12 in FtgThick 1.00 ft 0.4 Coeff.Friction F7(1 CC Results 880 lbs W soil 500 lbs W stem 575 lbs W ftg 438 lbs Soil Lateral Force,FH 44 lbs Soil Passive Force,FHp 137 lbs Surcharge Lateral Force,F, 150 lbs Earthquake Lateral Force,FE 1955 lbs Dead Load(wall+soil) 0 lbs Wall Live Load 172 lbs Heal Surgcharge Live Load COMBO:D+H+L COMBO:D+H+0.7E COMBO:D+H+0.75(0.7E)+0.75L Sliding Force 574 lbs Sliding Force 543 lbs Sliding Force 540 lbs Overtuning Iv 1,070 lb ft Overtuning IV 1,044 lb ft Overtuning N 1,221 lb ft Resultant Loc within middle third Resultant Loc within middle third Resultant Loc within middle third Resisting Mor 4790 lb ft Resisting Mor 4304 lb ft Resisting Mor 4668 lb ft Toe Bearing P 700 psf,OK Toe Bearing P 709 psf,OK Toe Bearing P 767 psf,OK Heal Bearing 409 psf,OK Heal Bearing 311 psf,OK Heal Bearing 320 psf,OK OT F.O.S. 4.5>1.5,OK OT F.O.S. 4.1>1.1,OK OT F.O.S. 3.8>1.1,OK Sliding F.O.S. 1.6>1.5,OK Sliding F.O.S. 1.5>1.1,OK Sliding F.O.S. 1.6>1.1,OK COMBO:1.2D+1.6H+1.6L COMBO:1.2D+1.6H+0.5L+E Overtuning IV 1,713 lb ft Overtuning N 1,787 lb ft Resultant Loc within middle third Resultant Loc within middle third Toe Bearing F 1007 psf Toe Bearing P 1142 psf Heal Bearing 360 psf Heal Bearing 226 psf Bearing toe 838 psf Bearing toe 903 psf Bearing heal 698 psf Bearing heal 704 psf Bot Mu toe 386 lb-ft Bot Mu toe 441 lb-ft Top Mu heel 746 lb-ft Top Mu heel 732 lb-ft Stem Mu 947 lb-ft Stem Mu 822 lb-ft G-44. Project:Tigard Senior Housing By: RP Sheet No. 1<l± Location: Tigard,OR Date:09/02/21 W3 Client: SERA Revised: Job No. Subject: Gravity Design-4ft ret wall Date: 0 Reinforcing Design f'c 4,000 psi fy 60,000 psi Stem Wall Reinforcing Mu max= 947 lb-ft As 0.20 in2 b 12 in d 8.19 in i 0.85 a 0.294 in 0.346 in es 0.068 .4) 0.9 Mn 7236 kip-in DCR= 0.13<1.0,OK Top Footing Reinforcing Mu max= 746 lb-ft As 0.20 in2 b 12 in d 8.75 in (31 0.85 a 0.294 in c 0.346 in es 0.073 4, 0.9 Mn 7743 kip-in DCR= 0.10<1.0,OK Bot Footing Reinforcing Mu max= 441 lb-ft As 0.20 in2 b 12 in d 8 in Pi 0.85 a 0.294 in c 0.346 in es 0.066 0.9 ¢Mn 7068 kip-in DCR= 0.06<1.0,OK Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 L--0-1 Client SERA Revised —Job No. Lateral Design Date 1002200723 Lateral Design 1 Project Tigard Senior Housing By RP Sheet No. lcryff Location Tigard,OR Date 09/02/21 L--1-1 Client SERA Revised Job No. Lateral Design Date 1002200723 Weight Takeoff,Seismc Weights Roof Typ Floor Membrane= 0.3 psf Vinyl Flr= 2.0 psf 6"Insulation= 1.3 psf 1.25"gyperete= 11.5 psf 3/4"Ply= 2.4 psf 3/4"Ply= 2.4 psf Wood Truss= 3.0 psf I-Joist= 3.0 psf MEP= 3.0 psf MEP= 2.0 psf Avg Solar= 1.25 psf (2)5/8"gyp= 5.5 psf (2)5/8"gyp= 5.5 psf Misc= 2.0 psf Misc= 2.75 psf I 28.4 psf E 19.5 psf Note:solar wt is 3.5psf on 5000sf solar area which is 1.25psf avg on 14,000sf overall roof Interior Walls Exterior Walls (2)5/8"gyp= 5.5 psf (3)5/8"gyp= 8.3 psf extra gyp or ply= 2.75 psf 1/2"ply= 2.4 psf 2x6 at 16"= 1.50 psf 2x6 at 16"= 1.50 psf 2x6 plates= 0.75 psf 2x6 plates= 0.75 psf misc= 2 psf misc= 2 psf 1 12.5 psf Fiber cement= 5.2 psf F 20.1 psf Seismic Weights Areas,sf Floor Wt,psf Ext Wall,LF Int Wall,LF Story Ht,ft Trib Wall HT,ft Weight,lbs Roof Upper= 7396 19.45 310 594 - 6 225,826 Roof Lower= 6613 19.45 486 651 - 5 218,197 Floor 4= 5916 28.36 252 594 12 11 305,245 Floor 3= 11458 28.36 508 1245 10 10 582,808 Floor 2= 11458 28.36 508 1245 10 11 608,596 Floorl= 5832 28.36 256 651 12 11 311,582 Floor 0= 256 661 10 E 2,252,253 Notes 1.Int Wall LF=avg height btwn floor above and floor below 2.Trib Wall HT=avg height btwn floor above and floor below 3.Consider both E-W and N-S walls in seis mass participation for each orthog direction Project Tigard Senior Housing By RP Sheet No. Ikpff L-1-2 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Weight Takeoff,Seismc Weights by Wing Roof Typ Floor I 19.5 psf 1 28.4 psf Interior Walls Exterior Walls E 12.5 psf I 20.1 psf Apportion seismic weights by zones:south wing zone and north wing zone for transverse loading condition Seismic Weights at south wing Areas,sf Floor Wt,psf Ext Wall,LF Int Wall,LF Story Ht,ft Trib Wall HT,ft Weight,lbs Upper Roof= 7396 19.45 310 594 - 6 225,826 Floor 4= 5916 28.36 252 594 12 11 305,245 Floor 3= 5626 28.36 252 594 10 10 284,517 Floor 2= 5626 28.36 252 594 10 11 297,014 Floorl= 252 594 12 I 1,112,601 Seismic Weights at north wing Areas,sf Floor Wt,psf Ext Wall,LF Int Wall,LF Story Ht,ft Trib Wall HT,ft Weight,lbs Lower Roof= 6613 19.45 486 651 - 5 218,197 Floor 3= 5832 28.36 256 651 10 10 298,291 Floor 2= 5832 28.36 256 651 10 11 311,582 Floor 1= 5832 28.36 256 651 12 11 311,582 Floor 0= 256 661 10 E 1,139,652 , ,lcyff Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 L 1 3 Client SERA Revised Job No. Lateral Design Date 1002200723 Seismic Parameters(per GeoDesign Report) SS= 0.857 le= 1.0 Calculated Building Period S1= 0.394 TL= 16.000 s Ta= 0.33 s Ct*h" SMS= 1.115 T= 0.330 s,Ta Ct= 0.02 SM1= 0.946 Risk Cat= II h= 42.0 ft SDS= 0.743 Seis Des Cat= D x= 0.75 SD1= 0.630 R= 6.5 Equivalent Static Force per ASCE7-16 Cs max= 0.29 for T<TL:Cs=SDI/T/(R/le)per Eq.12.8-3 Cs max= 0.000 for T>TL:Cs=SD7*TL/T2/(R/le)per Eq.12.8-4 Cs min= 0.0327 0.044SDS*le>0.01;0.551/(R/le) Cs= 0.114 CS=SDS/(R/IQ)per Eq.12.8-2 Use Cs= 0.114 Seismic Load Seis Wt= 2,252,253 lbs V= 256,757 Base shear,Cs*EWt p= 1.0 structure is regular in plan,plus see note below 0.7V= 179,730 Base shear in ASD,0.7V*p Note: There are 2 bays of bracing required for p=1.0,per Sect 12.3.4.2. no of bays= 2*27 LF min of shear wall on perimeter/12'ht no of bays= 4.50 >2,OK Longitudinal Loads ->assume 5 stories in longitudinal(north-south)direction Longitudinal Vertical Distribution of Seismic Forces,section 12.8.3[ASD] k= 1.000 per Section 12.8.3 Floor Elevation Floor Wt. Level Height hx wx w„h,,k C,,x Fx Vx OTM Roof Upper — 54.00 ft 225,826 lb 12,194,591 0.176 31,611 lb — — Roof Lower/L4 12.00 ft 42.00 ft 523,442 lb 21,984,564 0.317 56,989 lb 31,61116 379,335 lb*ft 3 10.00 ft 32.00 ft 582,808 lb 18,649,851 0.269 48,345 lb 88,600 lb 1,265,339 lb*ft 2 10.00 ft 22.00 ft 608,596 lb 13,389,104 0.193 34,708 lb 136,945 lb 2,634,790 lb*ft 1 12.00 ft 10.00 ft 311,582 lb 3,115,818 0.045 8,077 lb 171,653 lb 4,694,625 lb*ft 0 10.00 ft 179,730 lb 6,491,923 lb*ft Ewxhxk 69,333,928 1.000 179,730 lb Longitudinal Diaphragm Design Forces,section 12.10.1.1[ASD] Fpx max= 0.297 wpx 0.4*SDS*le*wpx FPx min= 0.149 wpx 0.2*SDS*le*wpx Level wp Ew, F; IF, EF;/Ew, max min F. Roof Upper 225,826 lb 225,826 lb 31,611 lb 31,611 lb 0.140 0.297 0.149 33,558 lb Roof Lower/L4 523,442 lb 7.5E+05 56,989 lb 88,600 lb 0.118 0.297 0.149 77,783 lb 3 582,808 lb 1.3E+06 48,345 lb 136,945 lb 0.103 0.297 0.149 86,605 lb 2 608,596 lb 1.9E+06 34,708 lb 171,653 lb 0.088 0.297 0.149 90,437 lb 1 311,582 lb 2.3E+06 8,077 lb 179,730 lb 0.080 0.297 0.149 46,301 lb Project Tigard Senior Housing By RP Sheet No. lgrfif L--1-4 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Transverse Loads ->assume 4 stories in transverse(East-West)loading direction ->assess seismic loads for each south wing and north wing separately Seismic Parameters le= 1.0 SDS= 0.743 Equivalent Static Force per ASCE7-16 Use Cs= 0.114 Transverse Seismic Load at South Wing south wing Wt= 1,112,601 lbs V= 126,837 Base shear,Cs*EWt p= 1.0 structure is regular in plan,plus see note below 0.7V= 88,786 Base shear in ASD,0.7V*p Transverse Vertical Distribution of Seismic Forces at South Wing,section 12.8.3[ASD] k= 1.000 per Section 12.8.3 Floor Elevation Floor Wt. Level Height h, w, w,h,k C„, F, V,, OTM Roof — 44.00 ft 225,826 lb 9,936,333 0.337 29,877 lb — — 4 12.00 ft 32.00 ft 305,245 lb 9,767,834 0.331 29,370 lb 29,877 lb 358,526 lb*ft 3 10.00 ft 22.00 ft 284,517 lb 6,259,364 0.212 18,821 lb 59,248 lb 951,002 lb*ft 2 10.00 ft 12.00 ft 297,014 lb 3,564,166 0.121 10,717 lb 78,069 lb 1,731,688 lb*ft 1 12.00 ft 0.00 ft 88,786 lb 2,797,114 lb*ft Fw,h,k 29,527,697 1.000 88,786 lb Note: Top floor resists more than 35percent of base shear,therefore 2 bays of bracing required for p=1.0,per Sect 12.3.4.2. no of bays= 2*20 LF min of shear wall on perimeter/12'ht no of bays= 3.33 >2,OK Transverse Diaphragm Design Forces at South Wing,section 12.10.1.1[ASD] Fp,max= 0.297 wpx 0.4*SDS*le*wpx FP,min= 0.149 wpx 0.2*SDS*le*wpx Level w, Ew, F, IF, lF;/Ew; max min Fp, Roof 225,826 lb 225,826 lb 29,877 lb 29,877 lb 0.132 0.297 0.149 33,558 lb 4 305,245 lb 5.3E+05 29,370 lb 59,248 lb 0.112 0.297 0.149 45,359 lb 3 284,517 lb 8.2E+05 18,821 lb 78,069 lb 0.096 0.297 0.149 42,279 lb 2 297,014 lb 1.1E+06 10,717 lb 88,786 lb 0.080 0.297 0.149 44,136 lb , ,igift Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 L--1-5 Client SERA Revised Job No. Lateral Design Date 1002200723 Transverse Loads(cont'd) Transverse Seismic Load at North Wing Use Cs= 0.114 north wing Wt= 1,139,652 lbs V= 129,920 Base shear,Cs*EWt p= 1.0 structure is regular in plan,plus see note below 0.7V= 90,944 Base shear in ASD,0.7*V*p Transverse Vertical Distribution of Seismic Forces at North Wing,section 12.8.3[ASD] k= 1.000 per Section 12.8.3 Floor Elevation Floor Wt. Level Height h, w, w,h,k C„x F. V. OTM Roof — 42.00 ft 218,197 ib 9,164,282 0.320 29,060 lb — — 3 10.00 ft 32.00 ft 298,291 lb 9,545,321 0.333 30,268 lb 29,060 lb 290,597 lb*ft 2 10.00 ft 22.00 ft 311,582 lb 6,854,800 0.239 21,736 lb 59,328 lb 883,874 lb*ft 1 12.00 ft 10.00 ft 311,582 lb 3,115,818 0.109 9,880 lb 81,064 lb 1,856,642 lb*ft 0 10.00 ft 0.00 ft 90,944 lb 2,766,085 lb*ft Fw,h,k 28,680,221 1.000 90,944 lb Note: Top floor resists more than 35percent of base shear,therefore 2 bays of bracing required for p=1.0,per Sect 12.3.4.2. no of bays= 2*20 LF min of shear wall on perimeter/12'ht no of bays= 3.33 >2,OK Transverse Diaphragm Design Forces at North Wing,section 12.10.1.1[ASD] Fp,max= 0.297 wpx F.min= 0.149 wpx Level wp Fw; F, IF, YF;/Ew; max min Fp, Roof 218,197 lb 218,197 lb 29,060 lb 29,060 lb 0.133 0.297 0.149 32,424 lb 3 298,291 lb 5.2E+05 30,268 lb 59,328 lb 0.115 0.297 0.149 44,326 lb 2 311,582 lb 8.3E+05 21,736 lb 81,064 lb 0.098 0.297 0.149 46,301 lb 1 311,582 lb 1.1E+06 9,880 lb 90,944 lb 0.080 0.297 0.149 46,301 lb I Project Tigard Senior Housing By RP Sheet No. .(13fil Location Tigard,OR Date 09/02/21 L--1-6 Client SERA Revised Job No. Lateral Design Date 1002200723 Wind Base Shear,Envelope Procedure,ASCE7-16 Ch 28 Part 2 V= 96 mph wind speed for RC II B= 68 ft L= 186 ft Z= 54.0 ft total buildg ht Kzt= 1.0 Basic Zones A= 1.12 Exp B Wind Root Haim9w P1...wea we9g1 Premieres 0seA1.n0. Speed Angle Load, Ca A 8 C D E F H Ea+ Gen ps30,A= 15.9 psf wall (mph) ca 9eeet Q., 100 2 2.2 1 169 42 105 -4 9 _191 -100 -133 44 -2e7 -209 ps30,C= 10.5 psf wall _ 10 1 179 , -74 119- -43 191,E-116 -133 69,,,,-2F1, -21)9 II' 1 199 -05 13.3 -3A -151 -124 -73.3 -93 -267 -209 ps= 17.81 psf A*Kzt*max ps,30 20' 1 220 -S.9 14.5 -32 -19.1 -133 -133 -101 -25.7 -2209 Ult.W E-w= 178864 lbs ps*L*Z 25 1 199 32 144 33 -ea -120 -6a -9.1 -155 -140 Ult.W N-S= 65391 lbs ps*B*Z 301e4e 1 170 12.7 142 96 14 _109 OS -93 -63 -72 ''.. 2 17e '72 14.2 9e 55 -53 59 2 38 63 -72 Wind vs Seismic Base Shear[ASD] 0.7V= 179,730 lbs Seismic Base Shear 0.7*VS0Ldi 0.6*W Governing Case E-W 179,730 lb 107,318 lb Seismic Controls N-S 179,730 lb 39,235 lb Seismic Controls Project Tigard Senior Housing By RP Sheet No. 113ffi Location Tigard,OR Date 09/02/21 L--1-7 Client SERA Revised Job No. Lateral Design Date 1002200723 C&C- ASCE 7 Chapter 30 Part 1:Low Rise h<60ft Exposure= B Kz= 0.78 Table 26.10-1 External Pressure coefficient,(GCp)•Walls ,5 vx Kzt= 1.0 Section 26.8.2 -. Kd= 0.85 Table 26.6-1 �T}� _._._ • '4 S .ae ce V= 96 mph ATC wind maps for RC II 04 - t t qz= 15.64 psf Eqn 26.10-1 I 4E qh= 15.64 psf ete 11 4. , Wall Pressure 1 .o az Area= 16 sf (1)12ft wall stud at 16"oc ei.fl i to 25 50.,z zae 5msa40 GCp= -1.1 neg pressure coeff,zone 5 a. 020 N&fil r.ss 411;?5! GCp= 1.00 pos pressure coeff,zone 5 Effective Wind Area.re OW i GCpi= 0.18 +/- neg p= -20.0 psf qh*(GCp-GCpi) ASCE7 Figure pos p= 18.5 psf qh*(GCp-GCpi) Roof Pressure Roof Portion Area= 50 sf (1)25ft truss at 24"oc External Pressure Coefficients GCp= -1.9 neg pressure coeff,zone 2 A" ._.._ 140 "ft`° V 100 s t Roof 11 . ,Otetheme GCp= 0.25 pos pressure coeff,zone 2 4/ E an u 40 44 GCpi= 0.18 +/- t " j au neg p= -32.5 psf qh*(GCp-GCpi) x S * , pos p= 6.7 psf qh*(GCp-GCpi) i iii.., --- ax z t A.Overhang Portion °' ~',1 wq aGr/- x 43 _. s Area= 7 sf (1)3.5ft truss at 24"oc °, .. GCp= -2.3 neg pressure coeff,zone 3 +t0, n 0 So OS OM MOO 1, a ee w co foe SWIM ■R N°et W it sa betOena 0> Of be Ye SO SO COMM GCpi= 0.18 +/- GRectte Weed Aim ft 2te'l Effect es Wore Aw.,fl'to) neg p= -38.8 psf qh*(GCp-GCpi) ASCE7 Figure pos p= N/A d!. am J/ iiIIINI 8 Oil l0.0I ..4011,1:°°P........ ...fi 1 . or , r, Cass � ' i.�#t Case 8 1 r^ / ASCE7 Figure Project Tigard Senior Housing By RP Sheet No. 1<rif L--2-0 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 ) (5) ® (/ O m r rxRe 1349, 2,c 12 c sz i1 ,. r 11 r. -9'-F.W4: ►t 2E91 ' 9/ o O eaoFw.a t r I I i ft5 ad' dARI ` MIDI h °'I 4';44 1 9 " ( -�- - # -1". c UM[T Ca l8R OWE W t80. UNIT C1 MR c SOUTH STNR E MAT C]18R NY. - — 0 F�Y' 412 I I 4+t I I 414 I SS.Oa I Y I 425 1 EE��$$ Sgp SF 5]95F SBA 5f e `91a 5F S� vsi,ee :...: I i lipl I , O 17 :!`l I 1 2 AaO, Imo^'3' I j 1� igI a. _ IumIak . i r ift_} I .A I ''''..',1-' : ..� FF 'I —t,— 7.Y61 r 1'4_ 14—T10.91rc 24 F-6"—n C k! -- I AMCt R4R ----1!- 1! K 1 -, ,. <.I l a.,F I 7 , .MINN A fii'a2r 11111111111. ;IT 3, 1, Age dift 411 =.. .� 11&1Ji11 ,. ,, _,.. glp 1 � .�. •I ... 1 J {i3116 1102/21 i�1 .0 I I INIT CD WM IUNrr CS RC318R L! UNIT C51.R - I 4NRED 1422 I 14/2 I 1 42,, I l 1 , WEST ST q 154 SF I 1 1 5T9 SF 57_5F 5B5 SF I• 0 I4,i I SI.I ( �� -CD ;4, 5 ( AsbD., [ I a02i 4G3 ICI 3 Nt tn11 I I I I I 1 1 South Wing Shear Wall Layout-Level 4 Example ..__, 11 10 (D P I I�Ne' a+' y 7 1 22'-r 2,Ill? j 21111? 4 24.,11I( 1 z I( I 1 1 A4Ot �..._ i3 A'! Ali SA2 a3A9 j -3A...i I 3R� —t- — t�4 I'-4"2, „gir rs r46i..h -+I! ,tE- r,1*so-+1n r.rtGk. vjaa. , um,C3 IS* UNIT C11RR UNT Ca tM UNIT 43161 3+8 311 I a,a I I 313 J 526 SF 576 SF 57S SF SW SF I" 1 INOR.tTNRN� q - , 11 3.8,1 a 314 2 r _ L I - --1 zed I � 93 tt2"—I� 2Q`i} iDRR1pDR a Ai t 1 I I � I i4 . . _.„.. F 3C.3 /: / __.__.4__ s I / Iw `-� 3 G1 I 1 ' 1J 2 ..• ai ;r3c¢ ■ of i P. +Fit' { 1 1` gin/ an / 1 1 � {j If` :_ u i (1� i r t t �I° UNIT Ca 18R ;oi, . 5B6 SF N -_. 1ST —'Y - V.6 +•�V _ _ I� _ —.� _. _ �..... -UNIT C1 1S III —�— uNrt4.T UNIT C31.2 cDwluN,cATEDI t) t 3ta:u lta I 210 I �D 11 EU SF as SF I e .0 SF l/ +LL ��17a 1 ,..'- Tin — Li gs+++�1r 5E-F 1 E. r 2 G4 3.E.3 1 E.4 , 1 I I I North Wing Shear Wall Layout-Level 3 Example Project Tigard Senior Housing By RP Sheet No. 'cif Location Tigard,OR Date 09/02/21 L--2-1 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 4-Longitudinal shear wall loads[ASD] distance btn F4= 31611 lbs Load at Level 4 walls,ASD Grid A-B 25.5 ft B= 58 ft diaphragm length Grid B-C 6.5 ft w= 545 plf F4/B Grid C-D 26 ft Wall Ht= 12 ft typ ht Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14SD5)D+0.7QE SDS= 0.743 (0.6-0.14So5)= 0.496 At Grid A: At Grid B: F4A= 6949 lbs F4B= 8720 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,roof trib= 12.75 ft DL,roof trib= 16 ft At Grid C: At Grid D: F4C= 8857 lbs F4D= 7085 lbs DL,int wall= 12.5 psf DL,ext wall= 20.1 psf DL,roof trib= 16 ft DL,roof trib= 12.75 ft Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 4.A.6 6.0 234 16818 4369 2263 3058 4.A.7 6.0 234 16818 4369 2263 3058 4.A.8 5.8 234 16117 4012 2306 3070 4.A.9 6.0 234 16818 4369 2263 3058 4.A.10 6.0 234 16818 4369 2263 3058 E 29.8 Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 4.B.6 17.0 191 38884 33059 353 2357 4.B.7 20.0 191 45746 45756 -1 2346 4.B.8 8.8 191 20014 8758 1364 2426 E 45.8 Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 4.C.5 7.8 260 24418 7013 2374 3331 4.C.6 10.8 260 33524 13219 1981 3271 4.C.7 15.5 260 48337 27482 1390 3222 I 34.1 Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 4.D.1 5.4 333 21676 3565 3681 4406 4.D.2 5.0 333 19996 3034 3769 4444 4.D.3 5.4 333 21676 3565 3681 4406 4.D.4 5.4 333 21676 3565 3681 4406 E 21.3 Note:minimal redux required for 5ft shear resistance:1.25-0.125h/bs=1.25-0.125*12ft/5ft=0.95 Project Tigard Senior Housing By RP Sheet No. 1q3fifi L--2-2 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 3-Longitudinal shear wall loads[ASD] F3= 88600 lbs Load at Level 3 walls,ASD distance btn B= 58 ft diaphragm length Grid A-B 25.5 ft w= 1528 plf F3/B Grid B-C 6.5 ft Grid C-D 26 ft Wall Ht= 10 ft typ ht Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14SDs)D+0.7Q. SDs= 0.743 (0.6-0.14SDs)= 0.496 At Grid A: At Grid B: F3A= 19477 lbs F3B= 24441 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,fir trib= 1.3 ft DL,flr trib= 1.3 ft DL,roof trib= 12.75 ft DL,roof trib= 16 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 3.A.1 6.0 332 19891 0 4010 0 2888 3617 3.A.2 6.0 332 19891 0 4010 0 2888 3617 3.A.3 5.0 332 16576 0 2784 0 3065 3684 3.A.4 6.0 332 19891 0 4010 0 2888 3617 3.A.5 6.0 332 19891 0 4010 0 2888 3617 3.A.6 6.0 332 19891 16818 2133 4369 5492 6674 3.A.7 6.0 332 19891 16818 2133 4369 5492 6674 3.A.8 5.8 332 19062 16117 1959 . 4012 5563 6701 3.A.9 6.0 332 19891 16818 2133 4369 5492 6674 3.A.10 6.0 332 19891 16818 2133 4369 5492 6674 1 58.8 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 3.B.1 9.5 240 22782 0 3645 0 2126 2531 3.B.2 17.2 240 41175 0 11907 0 1756 2470 3.B.3 20.0 240 47962 0 16156 0 1631 2460 3.B.4 9.5 240 22782 0 3645 0 2126 2531 3.B.6 17.0 240 40768 38884 11673 33059 2116 4827 3.B.7 20.0 240 47962 45746 16156 45756 1631 4806 3.B.8 8.8 240 20983 20014 3092 8758 3533 4969 F 101.9 14 1<lUff Project Tigard Senior Housing By RP Sheet No. L--2-3 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 3-Longitudinal shear wall loads[ASD] distance btn F3= 88600 lbs Load at Level 3 walls,ASD Grid A B= 58 ft diaphragm length Grid A-B 25.5 ft w= 1528 plf F3/B Grid B-C 6.5 ft Grid C-D 26 ft Wall Ht= 10 ft typ ht Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.145p0+0.7QE Sos= 0.7a3 (0.6-0.145D5)= 0.496 At Grid C: At Grid D: At Grid E: F3C= 24823 lbs F3D= 19859 lbs DL,int wall= 12.5 psf DL,ext wall= 20.1 psf DL,ext wall= 20.1 psf DL,flr trib= 1.3 ft DL,flr trib= 1.3 ft DL,flr trib= 1.3 ft DL,roof trib= 16 ft DL,roof trib= 12.75 ft DL,roof trib= 17.75 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 3.C.1 9.6 369 35330 0 9929 0 2797 3891 3.C.2 8.2 369 30130 0 7221 0 2987 3928 3.C.3 7.9 369 29135 0 6752 0 3025 3937 3.C.4 7.6 369 27954 0 6216 0 3070 3948 3.C.5 7.8 369 28876 24418 6633 7013 5409 7271 3.C.6 10.8 369 39645 33524 12502 13219 4629 7138 3.C.7 15.5 369 57163 48337 25992 27482 3468 7033 1 67.3 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 3.D.0 6.0 409 24567 0 4010 0 3738 4467 3.D.1 5.0 409 20473 21676 2784 3565 7955 9366 3.D.2 5.5 409 22520 19996 3369 3034 7223 8503 3.D.3 5.0 409 20473 21676 2784 3565 7955 9366 3.D.4 5.8 409 23544 21676 3682 3565 7233 8613 3.E.1 5.0 409 20473 0 3387 0 3797 4550 3.E.2 5.5 409 22520 0 4099 0 3684 4504 3.E.3 5.0 409 20473 0 3387 0 3797 4550 3.E.4 5.8 409 23544 0 4480 0 3631 4485 E 48.5 379335 Project Tigard Senior Housing By RP Sheet No. 1<liff L--2-4 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 2-Longitudinal shear wall loads[ASD] distance btn F2= 136945 lbs Load at Level 2 walls,ASD Grid A B= 58 ft diaphragm length Grid A-B 25.5 ft w= 2361 plf F2/B Grid B-C 6.5 ft Grid C-D 26 ft Wall Ht= 10 ft typ ht Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14SD5)D+0.7QE SDS= 0.743 (0.6-0.14SD5)= 0.496 At Grid A: At Grid B: F2A= 30104 lbs F2B= 37778 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 ft DL,flr trib= 1.3 ft DL,fir trib= ,1.3 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.A.1 6.0 512 30745 19891 3196 4010 7896 9207 2.A.2 6.0 512 30745 19891 3196 4010 7896 9207 2.A.3 5.0 512 25621 16576 2219 2784 8265 9377 2.A.4 6.0 512 30745 19891 3196 4010 7896 9207 2.A.5 6.0 512 30745 19891 3196 4010 7896 9207 2.A.6 6.0 512 30745 36709 3196 2133 11295 12264 2.A.7 6.0 512 30745 36709 3196 2133 11295 12264 2.A.8 5.8 512 29464 35179 2935 1959 11381 12313 2.A.9 6.0 512 30745 36709 3196 2133 11295 12264 2.A.10 6.0 512 30745 36709 3196 2133 11295 12264 1 58.8 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.B.1 9.5 371 35213 22782 5461 4010 5392 6444 2.B.2 17.2 371 63643 41175 17838 4010 4977 6288 2.B.3 20.0 371 74133 47962 24202 2784 4877 6261 2.B.4 9.5 371 35213 22782 5461 4010 5392 6444 2.B.6 17.0 371 63013 79652 17486 6502 7193 8646 2.B.7 20.0 371 74133 93708 24202 6502 7033 8607 2.6.8 8.8 371 32433 40997 4632 5972 7615 8901 1 101.9 Project Tigard Senior Housing By RP Sheet No. lcryff Location Tigard,OR Date 09/02/21 L--2-5 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 2-Longitudinal shear wall loads[ASD) distance btn F2= 136945 lbs Load at Level 2 walls,ASD Grid A B= 58 ft diaphragm length Grid A-B 25.5 ft w= 2361 plf F2/B Grid B-C 6.5 ft Grid C-D 26 ft Wall Ht= 10 ft typ ht Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14SDs)D+0.7QE SDs= 0.743 (0.6-0.14SDs)= 0.496 At Grid C: At Grid D: F2C= 38368 lbs F2D= 30695 lbs DL,int wall= 12.5 psf DL,ext wall= 20.1 psf DL,fir trib= 1.3 ft DL,fir trib= 1.3 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.C.1 9.6 570 54608 35330 5553 9929 8200 9905 2.C.2 8.2 570 46571 30130 4039 7221 8532 10000 2.C.3 7.9 570 45032 29135 3776 6752 8600 10022 2.C.4 7.6 570 43208 27954 3476 6216 8682 10051 2.C.5 7.8 570 44633 53294 3710 13646 10992 13360 2.C.6 10.8 570 61277 73169 6992 25722 9925 13117 2.C.7 15.5 570 88354 105500 14537 53474 8389 12924 I 67.3 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.D.0 6.0 633 37965 24567 3196 4010 10059 11370 2.D.1 5.4 633 34295 42149 2608 6349 13717 15537 2.D.2 5.0 633 31637 42516 2219 6403 14563 16479 2.D.3 5.4 633 34295 42149 2608 6349 13717 15537 2.D.4 5.4 633 34295 45220 2608 7247 14158 16161 2.E.1 5.0 633 31637 20473 2219 3387 10334 11580 2.E.2 5.5 633 34801 22520 2685 4099 10107 11464 2.E.3 5.0 633 31637 20473 2219 3387 10334 11580 2.E.4 5.8 633 36383 23544 2935 4480 10002 11415 E 48.5 F' lqjff Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 L--2-6 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 1-Longitudinal shear wall loads[ASD] distance btn F1= 171653 lbs Load at Level 1 walls,ASD Grid A B= 58 ft diaphragm length Grid A-B 25.5 ft w= 2960 plf F1/B Grid B-C 6.5 ft Wall Ht= 12 ft typ ht Grid C-D 26 ft Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14Sps)D+0.7CQD Sps= 0.743 (0.6-0.14SD5)= 0.496 At Grid A: At Grid B: F1A= 37734 lbs F1B= 47353 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,flr trib= 1.3 ft DL,flr trib= 1.3 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.A.1 6.0 642 46244 50636 2492 7205 15851 17615 1.A.2 6.0 642 46244 50636 2492 7205 15851 17615 1.A.3 5.0 642 38537 42197 1731 5004 16444 17941 1.A.4 6.0 642 46244 50636 2492 7205 15851 17615 1.A.5 6.0 642 46244 50636 2492 7205 15851 17615 1.A.6 6.0 642 46244 67454 2492 5329 19250 20672 1.A.7 6.0 642 46244 67454 2492 5329 19250 20672 1.A.8 5.8 642 44317 64643 2289 4894 19386 20754 1.A.9 6.0 642 46244 67454 2492 5329 19250 20672 1.A.10 6.0 642 46244 67454 2492 5329 19250 20672 1 58.8 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.B.1 9.5 465 52965 57995 4205 9470 10809 12329 1.B.2 17.2 465 95727 104818 13736 21847 9896 12030 1.B.3 20.0 465 111505 122095 18637 26987 9640 11979 1.B.4 9.5 465 52965 57995 4205 9470 10809 12329 1.B.6 17.0 465 94779 142665 13465 23988 12121 14391 1.B.7 20.0 465 111505 167841 18637 30705 11795 14325 1.B.8 8.8 465 48783 73430 3567 10604 13096 14814 I 101.9 . 113ff Project Tigard Senior Housing By RP Sheet No. L--2-7 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 1-Longitudinal shear wall loads[ASD] distance btn F1= 171653 lbs Load at Level 1 walls,ASD Grid A B= 58 ft diaphragm length Grid A-B 25.5 ft w= 2960 pif F1/B Grid B-C 6.5 ft Wall Ht= 12 ft typ ht Grid C-D 26 ft Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14Sps)D+0.7C4 SDs= 0.743 (0.6-0.14SDs)= 0.496 At Grid C: At Grid D: F1C= 48092 lbs F1D= 38474 lbs DL,int wall= 12.5 psf DL,ext wall= 20.. psf DL,floor trib= 1.3 ft DL,flr trib= 1.3 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.C.1 9.6 714 82138 89938 4276 15482 16775 18951 1.C.2 8.2 714 70049 76701 3110 11260 17259 19133 1.C.3 7.9 714 67734 74166 2908 10528 17360 19176 1.C.4 7.6 714 64990 71162 2677 9693 17483 19231 1.C.5 7.8 714 67134 97927 2857 17356 19761 22519 1.C.6 10.8 714 92169 134447 5384 32714 18392 22109 1.C.7 15.5 714 132895 193853 11194 68011 16503 21783 E 67.3 I Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.D.0 6.0 793 57104 62532 2492 7205 19989 21752 1.D.1 5.4 793 51584 76444 2034 8957 23788 26022 I 1.D.2 5.0 793 47587 74154 1731 8622 24753 27053 1.D.3 5.4 793 51584 76444 2034 8957 23788 26022 1.D.4 5.4 793 51584 79515 2034 9855 24230 26646 ' 1.E.1 5.0 793 47587 52110 1731 5607 20524 22155 1.E.2 5.5 793 52345 57321 2094 6784 20158 21933 1.E.3 5.0 793 47587 52110 1731 5607 20524 22155 1.E.4 5.8 793 54725 59927 2289 7415 19990 21838 E 48.5 Project Tigard Senior Housing By RP Sheet No. lciffi L--2-8 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Basement-Longitudinal shear wall loads[ASD] distance btn Fo= 8077 lbs Load at Level 0 walls,ASD Grid A B= 58 ft diaphragm length Grid A-B 25.5 ft w= 139 plf Fo/B Grid B-C 6.5 ft Wall Ht= 12 ft typ ht Grid C-D 26 ft Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.145Ds)D+0.7Or Sps= 0.743 (0.6-0.14SDs)= 0.496 At Grid A: At Grid B: F1A= 1776 lbs F1B= 2228 lbs Fabove= 64.2 plf Fabove= 465 plf DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,flr trib= 1.3 ft DL,flr trib= 1.3 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.A.1 6.0 704 50652 96880 2492 9698 24608 26824 0.A.2 6.0 704 50652 96880 2492 9698 24608 26824 0.A.3 5.0 704 42210 80734 1731 6735 25440 27321 0.A.4 6.0 704 50652 96880 2492 9698 24608 26824 0.A.5 6.0 704 50652 96880 2492 9698 24608 26824 I 29.0 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.B.1 9.5 504 57487 157783 4205 13675 21932 23919 0.B.2 17.2 504 103900 217822 13736 35583 16341 19299 0.B.3 20.0 504 121025 169500 18637 45624 11603 14899 0.B.4 9.5 504 57487 52965 4205 13675 10286 12272 1 56.2 . ltio3ff Project Tigard Senior Housing By RP Sheet No. L--2-9 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Basement-Longitudinal shear wall loads[ASD] distance btn Fo= 8077 lbs Load at Level 0 walls,ASD Grid A B= 58 ft diaphragm length Grid A-B 25.5 ft w= 139 plf Fo/B Grid B-C 6.5 ft Wall Ht= 12 ft typ ht Grid C-D 26 ft Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14SDs)D+0.7OE SDS= 0.743 (0.6-0.145D0= 0.496 At Grid C: At Grid D: F1C= 2263 lbs F1D= 1810 lbs Fabove= 714 plf Fabove= 793 plf DL,int wall= 12.5 psf DL,ext wall= 20.1 psf DL,flr trib= 1.3 ft DL,flr trib= 1.3 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.C.1 9.6 783 89967 172076 4276 19758 26212 28859 0.C.2 8.2 783 76725 146750 3110 14370 26857 29136 0.C.3 7.9 783 74190 141900 2908 13436 26993 29201 0.C.4 7.6 783 71184 136152 2677 12370 27160 29285 1 33.2 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.D.0 6.0 860 61887 119636 2492 9698 30788 33004 0.E.1 5.0 860 51573 99697 1731 7338 31600 33616 0.E.2 5.5 860 56730 109667 2094 8878 31085 33279 0.E.3 5.0 860 51573 99697 1731 7338 31600 33616 0.E.4 5.8 860 59309 114652 2289 9704 30851 33135 1 27.3 w_ . m Project Tigard Senior Housing By RP Sheet No. lgifi Location Tigard,OR Date 09/02/21 L--2-10 Client SERA Revised Job No. Lateral Design Date 1002200723 Footing Check-Bearing on Soil Check Grid A Walls at Ll(Grid D walls are sim) Wall ID L,ft vi,plf Mo,lb-ft Mo above 1.A.6 6 642 46244 67454 1.A.7 6 642 46244 67454 1.A.8 5.75 642 44317 64643 1.A.9 6 642 46244 67454 1.A.10 6 642 46244 67454 Roof Typ Floor F 19.5 psf F 28.4 psf Interior Walls Exterior Walls E 12.5 psf I 20.1 psf Gravity Loads by Floor DL flt/roof DL wall,plf DL sum,pif 0.75*SLroof 0.75*LL flr sum,pif Roof 248 241 489 Roof 239 0 239 L4 18 201 220 L4 0 20 20 L3 18 201 220 L3 0 20 20 L2 18 241 260 L2 0 20 20 Combo:D+0.7E Combo:D+0.575E+0.75S+0.75L L= 91 ft L= 91 ft P= 149086 Ibs,includes ftg wt P= 176287 lbs,includes ftg wt Mo= 563753 lb-ft,0.7E Mo= 463083 lb-ft,0.575E e= 3.781 ft e= 2.622 ft B= 3ft B= 3 ft Lftg= 91 ft Lftg= 91 ft L/6= 15.17 ft L/6= 15.17 ft q max= 682 psf . q max= 757 psf q allow= 3750 psf 1.5*2500psf q allow= 3750 psf DCR= 0.18 <1.0,OK qmax/qallow DCR= 0.20<1.0,OK qmax/qallow / Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 L--2-11 2 ltalif Client SERA Revised Job No. Lateral Design Date 1002200723 Footing Check-Bearing on Soil Check Grid B Walls at L1(Grid C walls are sim) Wall ID L,ft vi,plf Mo,lb-ft Mo above II 1.B.6 17 465 94779 142665 i1.B.7 20 465 111505 167841 ! 1.6.8 8.75 465 48783 73430 Roof Typ Floor 1 19.5 psf E 28.4 psf Interior Walls Exterior Walls E 12.5 psf E 20.1 psf Gravity Loads by Floor DL fit/roof DL wall,plf DL sum,plf 0.75*SLroof 0.75*LL flr sum,plf Roof 311 150 461 Roof 300 0 300 L4 18 125 143 L4 0 20 20 L3 18 125 143 L3 0 20 20 L2 18 150 169 L2 0 20 20 Combo:D+0.7E Combo:D+0.575E+0.75S+0.75L L= 58 ft L= 58 ft P= 79272 Ibs,includes ftg wt P= 100143 Ibs,includes ftg wt Mo= 639004 lb-ft,0.7E Mo= 524896 lb-ft,0.575E e= 8.061 ft e= 5.232 ft B= 3ft B= 3 ft Lftg= 58 ft Lftg= 58 ft L/6= 9.67 ft L/6= 9.67 ft q max= 835 psf q max= 887 psf q allow= 3750 psf 1.5*2500psf q allow= 3750 psf DCR= 0.22 <1.0,OK qmax/qallow DCR= 0.24<1.0,OK qmax/qallow Project Tigard Senior Housing By RP Sheet No. lgif Location Tigard,OR Date 09/02/21 L--2-12 Client SERA Revised Job No. Lateral Design Date 1002200723 Footing Check-Bearing on Soil Check Grid A Walls at Basement(Grid E walls are sim) Wall ID L,ft vi,plf Mo,lb-ft Mo above 0.A.1 6 704 50652 96880 0.A.2 6 704 50652 96880 0.A.3 5 704 42210 80734 0.A.4 6 704 50652 96880 0.A.5 6 704 50652 96880 Roof Typ Floor F 19.5 psf f 28.4 psf Interior Walls Exterior Walls F 12.5 psf F 20.1 psf Gravity Loads by Floor DL flt/roof DL wall,plf DL sum,plf 0.75*SLroof 0.75*LL flr sum,plf Roof 248 201 449 Roof 239 0 239 L3 18 201 220 L3 0 20 20 L2 18 241 260 L2 0 20 20 L1 18 201 220 L1 0 20 20 Combo:D+0.7E Combo:D+0.575E+0.75S+D.75L L= 91 ft L= 91 ft P= 145425 Ibs,includes ftg wt P= 172627 Ibs,includes ftg wt Mo= 713075 lb-ft,0.7E Mo= 585740 lb-ft,0.575E e= 4.903 ft e= 3.387 ft B= 3ft B= 3 ft Lftg= 91 ft Lftg= 91 ft L/6= 15.17 ft L/6= 15.17 ft q max= 705 psf q max= 774 psf q allow= 3750 psf 1.5*2500psf q allow= 3750 psf DCR= 0.19 <1.0,OK qmax/qallow DCR= 0.21 <1.0,OK qmax/qallow Project Tigard Senior Housing By RP Sheet No. 1<rif L--2-13 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Footing Check-Bearing on Soil Check Grid B Walls at Basement(Grid C walls are sim) r Wall ID L,ft vi,plf Mo,lb-ft Mo above j Z 1.B.6 17 465 94779 142665 r 1.8.7 20 465 111505 167841 1.8.8 8.75 465 48783 73430 Roof Typ Floor I 19.5 psf I 28.4 psf Interior Walls Exterior Walls E 12.5 psf F 20.1 psf Gravity Loads by Floor DL flt/roof DL wall,plf DL sum,plf 0.75*SLroof 0.75*LL fir sum,plf Roof 311 125 436 Roof 300 0 300 L3 18 125 143 L3 0 20 20 L2 18 150 169 L2 0 20 20 L1 18 150 169 L1 0 20 20 Combo:D+0.7E Combo:D+0.575E+0.755+0.75L L= 77 ft L= 77 ft P= 105240 Ibs,includes ftg wt P= 132949 Ibs,includes ftg wt Mo= 639004 lb-ft,0.7E Mo= 524896 lb-ft,0.575E e= 6.072 ft e= 3.941 ft B= 3 ft B= 3 ft Lftg= 77 ft Lftg= 77 ft L/6= 12.83 ft L/6= 12.83 ft q max= 671 psf q max= 752 psf q allow= 3750 psf 1.5*2500psf q allow= 3750 psf DCR= 0.18 <1.0,OK qmax/qallow DCR= 0.20<1.0,OK qmax/gallow Project Tigard Senior Housing By RP Sheet No. 1# L--3-1 Location Tigard,OR Date 09/O2/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 3-Transverse shear wall loads at North Wing[ASD] distance btn F3= 29060 lbs Load at Level 3 walls,ASD Grid 10-9 22.5 ft B= 88.5 ft diaphragm length Grid 9-6 66.0 ft w= 328 plf F3/B Wall Ht= 10 ft typ ht Roof DL= 19.45 psf Floor DL= 28.36 psf Governing load combo for end uplift:(0.6-0.14S03)D+0.7QE SDS= 0.743 (0.6-0.14Sps)= 0.496 At Grid 10: At Grid 9: F3.10= 3694 lbs F3.9= 14530 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,roof trib= 2 ft DL,roof trib= 2 ft Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 3.10 18.5 200 36940 20373 920 2052 Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 3.9.1 25.0 309 77286 25413 2117 3155 3.9.2 22.0 309 68012 19679 2248 3163 47.0 Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 3.6 see south wing results Project Tigard Senior Housing By RP Sheet No. 1# L--3 2 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 2-Transverse shear wall loads at North Wing[ASD] distance btn F2= 59328 lbs Load at Level 2 walls,ASD Grid 10-9 22.5 ft B= 88.5 ft diaphragm length Grid 9-7 44.0 ft w= 670 plf F2/B Grid 8 ft Wall Ht= 10 ft typ ht Grid 7-6 22.0 ft Roof DL= 19.45 psf Grid 6 ft Floor DL= 28.36 psf Grid 1 ft Governing load combo for end uplift:(0.6-0.14SDs)D+0.7C4 SDs= 0.743 (0.6-0.14SDs)= 0.496 At Grid 10: At Grid 9: F2.10= 7542 lbs F2.9= 22290 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,flr trib= 6 ft DL,flr trib= 11 ft At Grid 7: F2.7= 22122 lbs DL,int wall= 12.5 psf DL,flr trib= 11 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.10 18.5 408 75417 359'0 31513 20373 3359 6242 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.9.1 25.0 474 118563 77235 67732 25413 4192 7994 2.9.2 22.0 474 104335 53012 52452 19679 4661 8016 47.0 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.7.1 25.0 442 110611 0 67732 0 1750 4515 2.7.2 25.0 442 110611 0 67732 0 1750 4515 50.0 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.6 see south wing results l I Project Tigard Senior Housing By RP Sheet No. _ l<11± Location Tigard,OR Date 09/02/21 L--3-3 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 1-Transverse shear wall loads at North Wing[ASD] distance btn F1= 81064 lbs Load at Level 1 walls,ASD Grid 10-9 22.5 ft B= 88.5 ft diaphragm length Grid 9-7 44.0 ft w= 916 plf F1/B Grid 8 ft Wall Ht= 12 ft typ ht Grid 7-6 22.0 ft Roof DL= 19.45 psf Grid 6 ft Floor DL= 28.36 psf Grid 1 ft Governing load combo for end uplift:(0.6-0.14SDs)D+0.7QE SD$= 0.743 88.5 (0.6-0.14SDs)= 0.496 At Grid 10: At Grid 9: F1.10= 10305 lbs F1.9= 30456 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,flr trib= 6 ft DL,fir trib= 11 ft At Grid 7: F1.7= 30227 lbs DL,int wall= 12.5 psf DL,flr trib= 11 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.10 18.5 557 123657 112357 34928 51887 8289 13112 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.9.1 25.0 648 194402 195849 71609 93145 9204 15929 1.9.2 22.0 648 171074 172347 55454 72131 10039 15973 47.0 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.7.1 25.0 605 181364 110611 71609 67732 6230 11917 1.7.2 25.0 605 181364 110611 71609 67732 6230 11917 50.0 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.6 see south wing results Project Tigard Senior Housing By RP Sheet No. L--3 4 t 1q3iff Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Basement-Transverse shear wall loads at North Wing[ASO] distance btn Fo= 90944 lbs Load at Level 0 walls,ASD Grid 10-9 22.5 ft B= 88.5 ft diaphragm length Grid 9-7 44.0 ft w= 1028 plf Fo/B Grid 8 ft Wall Ht= 10 ft typ ht Grid 7-6 22.0 ft Roof DL= 19.45 psf Grid 6-5 22.0 ft Floor DL= 28.36 psf Grid 1 ft Governing load combo for end uplift:(0.6-0.145ps)D+0.7QE Sps= 0.743 (0.6-0.145Ds)= 0.496 At Grid 10: At Grid 9: F0.10= 11561 lbs F0.9= 34168 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 psf DL,flr trib= 6 ft DL,flr trib= 11 ft At Grid 7: At Grid 6:contribution from north wing At Grid 6:contribution from south wing F0.7= 33911 lbs Story Shear= 9680 lbs vi= 647 plf DL,int wall= 125 psf v= 112 plf Mo above= 399999 lb-ft DL,flr trib= 11 ft F0.6= 1228 lbs MR above= 144290 lb-ft g DL,int wall= 12.5 psf DL,flr trib= 11 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.10 18.5 625 115607 235014 31513 86814 12961 19534 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.9.1 25.0 727 181746 390251 67732 164754 13858 23347 0.9.2 22.0 727 159937 3L3421 52452 127555 15038 23412 47.0 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.7.1 24.5 678 166166 291975 65050 139341 10573 19089 0.7.2 25.5 678 172948 291975 70469 139341 10205 18597 50.0 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 0.6 18.4 713 131265 399999 36690 144290 19569 29680 ligifi Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 L--3-5 ; Client SERA Revised Job No. Lateral Design Date 1002200723 Footing Check-Bearing on Soil Check Grid 9 Walls at Basement(Grid 7 walls are sim,Grid 10 won't gov by inspection) Wall ID L,ft vi,plf Mo,lb-ft Mo above 0.9.1 25 727 181746 390251 Roof Typ Floor 1 19.5 psf I 28.4 psf Interior Walls Exterior Walls I 12.5 psf F 20.1 psf Gravity Loads by Floor DL flt/roof DL wall,plf DL sum,plf 0.75*SLroof 0.75*LL flr sum,plf Roof 19 125 145 Roof 38 0 38 L3 312 125 437 L3 0 330 330 L2 312 150 462 L2 0 330 330 L1 312 125 437 L1 0 330 330 Combo:D+0.7E Combo:D+0.575E+0.755+0.75L L= 25 ft L= 25 ft P= 58017 Ibs,includes ftg wt P= 75301 lbs,includes ftg wt Mo= 571997 lb-ft,0.7E Mo= 469855 lb-ft,0.575E e= 9.859 ft e= 6.229 ft B= 3ft B= 3 ft Lftg= 28 ft Lftg= 28 ft L/6= 4.67 ft L/6= 4.67 ft q max= 3114 psf q max= 2153 psf q allow= 3750 psf 1.5*2500psf q allow= 3750 psf DCR= 0.83 <1.0,OK qmax/qallow DCR= 0.57 <1.0,OK qmax/qallow Wall ID L,ft vi,plf Mo,lb-ft Mo above 0.9.2 22 727 159937 343421 Gravity Loads by Floor DL flt/roof DL wall,plf DL sum,plf 0.75*SLroof 0.75*LL flr sum,plf Roof 19 125 145 Roof 38 0 38 L3 312 125 437 L3 0 330 330 L2 312 150 462 L2 0 330 330 L1 156 125 281 L1 0 330 330 Combo:D+0.7E Combo:D+0.575E+0.75S+0.75L L= 22 ft L= 22 ft P= 45340 lbs,includes ftg wt P= 67945 lbs,includes ftg wt Mo= 503357 lb-ft,0.7E Mo= 413472 lb-ft,0.575E e= 11.102 ft e= 6.075 ft B= 3ft B= 3 ft Lftg= 36 ft Lftg= 36 ft L/6= 6.00 ft L/6= 6.00 ft q max= 1461 psf q max= 1266 psf q allow= 3750 psf q allow= 3750 psf DCR= 0.39 <1.0,OK qmax/qallow DCR= 0.34<1.0,OK qmax/qallow Project Tigard Senior Housing By RP Sheet No. itarTfil L--4-1 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 4-Transverse shear wall loads at South Wing[ASD] distance btn F4= 29877 lbs Load at Level 4 walls,ASD Grid 6-2 75.0 ft B= 97.0 ft diaphragm length Grid 5.5 ft w= 308 plf V4/B Grid 5 ft Wall Ht= 12 ft typ ht Grid 4 ft Roof DL= 19.45 psf Grid 3 ft Floor DL= 28.36 psf Grid 2 ft Governing load combo for end uplift:(0.6-0.14SDS)D+0.7Clr Grid 2-1 22.0 ft SDS= 0.743 (0.6-0.14SD$)= 0.496 At Grid 6: At Grid 5.5: F4.6= 11550 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 DL,fir trib= 2 ft DL,fir trib= 2 At Grid 2: At Grid l: F4.3= F4.2= 14939 lbs F4.1= 3388 lbs DL,int wall= 12.5 psf DL,ext wall= 20,1 psf DL,fir trib= 2 ft DL,flr trib= 2 ft Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 4.6.1 18.4 168 37179 23583 759 2075 4.6.2 9.5 168 19175 6273 1434 2131 4.6.3 15.8 168 31790 17241 954 2085 4.5.5 25.0 168 50461 29289 864 2060 68.7 Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 4.3 25.0 238 71363 29289 1717 2913 4.2.1 25.0 238 71363 29289 1717 2913 4.2.2 6.5 238 18554 1980 2762 3092 4.2.3 6.3 238 17983 1860 2780 3101 62.8 Wall ID L,ft vi,plf Mo,lb-ft MR,lb-ft Uplift,lbs Compress,lbs 4.1 16.2 209 40658 18241 1428 2590 14(Pff Project Tigard Senior Housing By RP Sheet No. L--4 2 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 3-Transverse shear wall loads at South Wing[ASD] distance btn F3= 59248 lbs Load at Level 3 walls,ASD Grid 9-6 66.0 ft B= 97 ft diaphragm length Grid 6-2 75.0 ft w= 611 plf F3/B Grid 5.5 ft Wall Ht= 10 ft typ ht Grid 5 ft Roof DL= 19.45 psf Grid 4 ft Floor DL= 28.36 psf Grid 3 ft Governing load combo for end uplift:(0.6-0.14SDs)D+0.7QE Grid 2 ft Sps= 0.743 Grid 2-1 22.0 ft (0.6-0.14SDs)= 0.496 At Grid 6: At Grid 5.5: F3.6= 43061 Ibs DL,ext wall= 20.1 psf DL,int wall= 12.5 DL,flr trib= 6 ft DL,flr trib= 11 At Grid 2: At Grid 1: F3.2= 29624 lbs F3.1= 6719 lbs DL,int wall= 12.5 psf DL,ext wall= 20.1 psf DL,flr trib= 11 ft DL,fir trib= 6 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 3.6.1 18.4 627 115416 37179 31173 23583 5466 8525 3.6.2 9.5 627 59590 19175 8310 6273 7131 8752 3.6.3 15.8 627 98793 31790 22841 17241 5935 8563 3.5.5 25.0 627 156815 50461 67732 29289 4500 8460 68.7 3.3 25.0 470 117555 71363 67732 29289 3751 7711 3.2.1 25.0 470 117555 71363 67732 29289 3751 7711 3.2.2 6.5 470 30564 18554 4579 1980 7093 8186 3.2.3 6.5 470 30564 17983 4579 1860 7018 8091 63.0 3.1 16.2 415 67188 40658 24165 18241 4168 6869 Project : :iorHo.15i rd ng By RP Sheet No. 1CPiffa L--4-3 Location Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 2-Transverse shear wall loads at South Wing[ASD] distance btn F2= 78069 lbs Load at Level 2 walls,ASD Grid7-6 22.0 ft B= 97 ft diaphragm length Grid 6-2 75.0 ft w= 805 plf F2/B Grid 5.5 ft Wall Ht= 10 ft typ ht Grid 5 ft Roof DL= 19,45 psf Grid 4 ft Floor DL= 28.36 psf Grid 3 ft Governing load combo for end uplift:(0.6-0.14Sps)D+0.7QE Grid 2 ft SDS= 0.743 Grid 2-1 22.0 ft (0.6-0.14SDS)= 0.496 At Grid 6: At Grid 5.5: F2.6= 39034 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 DL,flr trib= 11 ft DL,flr trib= 11 At Grid 2: At Grid 1: F2.2= 39034 lbs F2.1= 8853 lbs DL,int wall= 12.5 psf DL,ext wall= 20.1 psf DL,flr trib= 11 ft DL,flr trib= 6 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 2.6.1 18.4 569 104622 152595 43078 54756 8904 14370 2.6.2 9.5 569 54017 78765 11483 14583 11857 14754 2.6.3 15.8 569 89554 130584 31563 40082 9737 14435 2.5.5 25.0 569 142150 207276 67732 97022 7538 14262 68.7 2.3 25.0 620 154898 188917 67732 97022 7309 14033 2.2.1 25.0 620 154898 188917 67732 97022 7309 14033 2.2.2 6.5 620 40273 49119 4579 6559 13042 14899 1 2.2.3 6.5 620 40273 48548 4579 6439 12967 14804 63.0 2.1 16.2 546 88531 107846 24165 42405 8268 12508 I Project Tigard Senior Housing By RP Sheet No. 1<r)Iffi L--4-4 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Level 1-Transverse shear wall loads at South Wing[ASD] distance btn F1= 88786 lbs Load at Level 1 walls,ASD Grid7-6 22.0 ft B= 97 ft diaphragm length Grid 6-2 75.0 ft w= 915 plf Fl/B Grid 5.5 ft Wall Ht= 12 ft typ ht Grid 5 ft Roof DL= 19.45 psf Grid 4 ft Floor DL= 28.36 psf Grid 3 ft Governing load combo for end uplift:(0.6-0.145Ds)D+0.7QE Grid 2 ft SDs= 0.743 Grid 2-1 22.0 ft (0.6-0.14SDs)= 0.496 At Grid 6: At Grid 5.5: F1.6= 44393 lbs DL,ext wall= 20.1 psf DL,int wall= 12.5 DL,flr trib= 11 ft DL,fir trib= 11 At Grid 2: At Grid 1: F1.2= 44393 lbs F1.1= 10068 lbs DL,int wall= 12.5 psf DL,ext wall= 20.1 psf DL,fir trib= 11 ft DL,flr trib= 6 ft Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs 1.6.1 18.4 647 142781 257217 46456 97834 14285 22346 1.6.2 9.5 647 73719 132782 12384 26066 18672 22944 1.6.3 15.8 647 122218 220138 34038 71646 15519 22450 1.5.5 25.0 647 193996 349425 85760 164754 11955 22180 68.7 1.3 25.0 705 211394 343815 71609 164754 13014 22662 1.2.1 25.0 705 211394 343815 71609 164754 13014 22662 1.2.2 6.5 705 54962 89392 4841 11137 21396 24059 1.2.3 6.5 705 54962 88821 4841 11017 21321 23964 63.0 1.1 16.2 622 120822 196377 26783 66570 14258 20204 Project Tigard Senior Housing By RP Sheet No. 1<lif L--4-5 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Footing Check-Bearing on Soil Check Grid 5.5 Wall and Grid 2 Walls at Level 1 (Grid 1 ok by inspection) Wall ID L,ft vi,plf Mo,lb-ft Mo above 1.5.5 25 547 193996 349425 Roof Typ Floor E 19.5 psf 1 28.4 psf Interior Walls Exterior Walls 1 12.5 psf 1 20.1 psf Gravity Loads by Floor DL fit/roof DL wall,plf DL sum,plf 0.75*SLroof 0.75*LL flr sum,plf Roof 19 150 170 Roof 38 0 38 L4 312 125 437 L4 0 330 330 L3 312 125 437 L3 0 330 330 L2 312 150 462 L2 0 330 330 Combo:D+0.7E Combo:D+0.575E+0.755+0.75L L= 25 ft L= 25 ft P= 50238 Ibs,includes ftg wt P= 75926 Ibs,includes ftg wt Mo= 543421 lb-ft,0.7E Mo= 446382 lb-ft,0.575E e= 10.817 ft e= 5.869 ft B= 3 ft B= 3 ft Lftg= 28 ft Lftg= 28 ft L/6= 4.67 ft L/6= 4.67 ft q max= 3507 psf q max= 2075 psf q allow= 3750 psf 1.5*2500psf q allow= 3750 psf DCR= 0.94<1.0,OK qmax/qallow DCR= 0.55 <1.0,OK qmax/qallow Wall ID L,ft vi,plf Mo,lb-ft Mo above 1.2.1 25 705 211394 343815 1.2.2 6.5 705 54962 89392 1.2.3 6.5 705 54962 88821 Gravity Loads by Floor DLflt/roof DL wall,plf DL sum,plf 0.75*SLroof 0.75*LLflr sum,plf Roof 19 150 170 Roof 38 0 38 L4 312 125 437 L4 0 330 330 L3 312 125 437 L3 0 330 330 L2 312 150 462 L2 0 330 330 Combo:D+0.7E Combo:D+0.575E+0.755+0.75L L= 38 ft L= 38 ft P= 83310 lbs,includes ftg wt P= 122355 Ibs,includes ftg wt Mo= 843348 lb-ft,0.7E Mo= 692750 lb-ft,0.575E e= 10.123 ft e= 5.652 ft B= 3 ft B= 3 ft Lftg= 58 ft Lftg= 58 ft L/6= 9.67 ft L/6= 9.67 ft q max= 981 psf q max= 1114 psf q allow= 3750 psf q allow= 3750 psf DCR= 0.26<1.0,OK qmax/qallow DCR= 0.30<1.0,OK qmax/qallow Project Tigard Senior Housing By RP Sheet No. 1<liff Location Tigard,OR Date 09/02/21 L--5-1 Client SERA Revised Job No. I Lateral Design Date 1002200723 Shear Wall Fastener Schedule WOOD WALL PANEL TYPE STRUCTURAL ASD EDGE NAILING PANEL SHEATHING CAPACITY I 15/32" 1 od§6"o.C. 310 PLF 2 15/32" 10d @ 4"C_c 40 PLF 3 15132" 100 @ 3"o.C, 600 PLF 15/32"OSB 4 STRUCTURAL I 1od @ 2"o.c. 870 PLF ass Project Tigard Senior Housing By RP Sheet No. lcyffi L--5-2 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Tension Rod Holdowns Type A dia= 1.00 in ASE= 0.606 in2 net tensile area Fy= 55 ksi Gr 55 Fu= 70 ksi Tn/0= 19.96 kip Fy*ASE/1.67 Type B dia= 1.25 in ASE= 0.969 in2 net tensile area Fy= 55 ksi Gr 55 Fu= 70 ksi Tn/f2= 31.91 kip Fy*ASE/1.67 Fasten Channel to end of Rod for punching shear resistance Ru= 45.6 kip,LRFD —(Tn/(2)max/0.7 f'c= 4000 psi c= 6.0 in channel length d= 7.0 in depth in ftg bo= 52 in (c+d/2+d/2) 4Vc= 69.1 kip 0.75*4*(f'c)05bo*d DCR= 0.66<1.0,OK Ru/4,Vn Stiffened Channel Check: d= 6.000 in channel depth t= 0.375 in plate thick h= 3.000 in depth of plate Z= 0.844 in3 1/4*t*h2 qu= 1.27 ksi factored bearing on channel:Ru/(c*d) Mu= 47 k-in qu*c*(d/2)2/2 Fy= 36 ksi cl)Mn= 54.7 kip 0.9*Fy*Z*x2 plates DCR= 0.85 <1.0,OK Mu/4Mn Project Tigard Senior Housing By RP Sheet No. L--6-1 1Pffl Location Tigard,OR Date 09/02/21 ' Client SERA Revised Job No. Lateral Design Date 1002200723 Check Shear Wall Deflection and Story Drift ->Grid E-Basement Level will govern due to largest shear load Vmax= 860 plf ASD,see prey v= 1228 plf service,Vmax/0.7 h= lO ft E= 1,400,000 psi end post A= 39 in2 —7x5.5 end post b= 5.0 ft min shear wall length Ga= 51 kip/in 2"oc,OSB ply delta a= 0.125 in delta SW= 0.53 in Cd= 4 Drift 2.109 in Cd*delta SW delta allow= 2.400 in Allowable Drift:h*0.020 DCR= 0.88<1.0,OK 1 0.0 Project Tigard Senior Housing By RP Sheet No. Location Tigard,OR Date 09/02/21 L--7-1 Client SERA Revised Job No. Lateral Design Date 1002200723 Diaphragm Shears in Longitudinal Direction at L2 example V= 90437 lbs max diaphragm load in long.dir. Lt= 67.5 ft total length Bt= 185.5 ft total depth w= 1340 plf V/Lt ! a -! II'RIT!!i - to ,is i � — - J .,,re Ima.mf !it fly►�s m� a t , clo ,,za, u� =a htAr • li� �lr'I YnI x jY =' _ auRrr o ( I ( _ ; ( ( ; I Diaphragm Capacity check:Grid A-B,C-D Diaphragm Capacity check:Grid B-C L= 25 ft,diaph length L= 6.5 ft,diaph length B= 185.5 ft,diaph depth B= 185.5 ft,diaph depth v= 90 plf,w*L/2/B v= 23 plf,w*L/2/B VALL= 320 plf,unblocked 6/12 diaph VA«= 320 plf,unblocked 6/12 diaph DCR= 0.28<1.0,OK v/vAi1 DCR= 0.07 <1.0,OK v/vALL Chord check: chords at Grids 10 and 1 T/C= 564 lbs chord force:w*L2/8/B A= 8.25 in2 (1)2x6 Ft= 675 psi CD= 1.6 Ft'= 1080 psi Ft*CD T/CALL= 8910 lbs A*Ft' DCR= 0.06 <1.0,OK (T/C)/(T/C)ALL Chord Splice Check: Strap Option: CMST12= 9215 Ibs,allowable DCR= 0.06<1.0,OK (T/C)/CMST12 Lag screw Option: Z= 150 Ibs,1/4"wood screw CD= 1.6 p= 1.5 in,penetration into main member Z'= 180 Z*D*p/(8*.25") n= 34 no of screws Z'*n= 6120 lbs DCR= 0.09<1.0,OK (T/C)/(Z'*n) Project Tigard Senior Housing By RP Sheet No. itl± L--7-2 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Diaphragm Shears in Transverse Direction at Lower roof example-North Wing V= 32424 lbs diaphragm load at Lower Roof Lt= 185.5 ft total length w= 175 plf V/Lt } r w ii y s 3 / , f -- 7 7 [ ; i TO .4 __ _ II I I .,.ill ill.. l \ U. A :- _rf - : � - + � h -- _........ _-_i_ _ i _ _ 1 i Diaph.Shear Diagram 1 Diaphragm Capacity check:Grid 10-9 Diaphragm Capacity check:Grid 9-6 L= 22.5 ft,diaph length L= 66 ft,diaph length B= 58 ft,diaph depth B= 67.5 ft,diaph depth v= 34 plf,w*L/2/B v= 85 plf,w*L/2/B vALL= 320 plf,unblocked 6/12 diaph VALL= 320 plf,unblocked 6/12 diaph DCR= 0.11<1.0,OK v/vALL DCR= 0.27 <1.0,OK v/vAIL Chord check: chords at Grids A and D Chord check: chords at Grids A and E T/C= 191 lbs chord force:w*L2/8/B T/C= 1410 lbs chord force:w*L2/8/B A= 8.25 in2 (1)2x6 A= 8.25 in2 (1)2x6 Ft= 675 psi Ft= 675 psi CD= 1.6 CD= 1.6 Ft'= 1080 psi Ft*CD Ft'= 1080 psi Ft*CD T/CALL= 8910 lbs A*Ft' T/CALL= 8910 lbs A*Ft' DCR= 0.02<1.0,OK (T/C)/(T/C)ALL DCR= 0.16 <1.0,OK (T/C)/(T/C)ALL Project Tigard Senior Housing By RP Sheet No. 1<ii:rff L-7-3 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 Diaphragm Shears in Transverse Direction at L2 example-North Wing V= 46301 lbs diaphragm load at L2 Lt= 88.5 ft total length w= 523 plf V/Lt w ,0 1 0 I10 1 yi 1 1 277 - - �- J RA nxt C`. + 1 �,- -- 711 -11 7 '. t' .E r r ` 1 —1 I 1 e ry Mall I ti Diaph.Shear Diagram Diaphragm Capacity check:Grid 10-9 Diaphragm Capacity check:Grid 9-7 L= 22.5 ft,diaph length L= 44 ft,diaph length B= 58 ft,diaph depth B= 67.5 ft,diaph depth v= 101 plf,w*L/2/B v= 171 plf,w*L/2/B vALL= 300 plf,unblocked 6/12 diaph VALL= 300 plf,unblocked 6/12 diaph DCR= 0.34<1.0,OK v/vALL DCR= 0.57 <1.0,OK V/VALL Chord check: chords at Grids A and D Chord check: chords at Grids A and E T/C= 571 lbs chord force:w*L2/8/B T/C= 1876 lbs chord force:w*L2/8/B A= 8.25 in2 (1)2x6 A= 8.25 in2 (1)2x6 Ft= 675 psi Ft= 675 psi CD= 1.6 CD= 1.6 Ft'= 1080 psi Ft*CD Ft'= 1080 psi Ft*CD T/CALL= 8910 lbs A*Ft' T/CALL= 8910 lbs A*Ft' DCR= 0.06<1.0,OK (T/C)/(T/C)Au. DCR= 0.21 <1.0,OK (T/C)/(T/C)ALL Project Tigard Senior Housing By RP Sheet No. lqjff Location Tigard,OR Date 09/02/21 L--7-4 Client SERA Revised Job No. Lateral Design Date 1002200723 Diaphragm Shears in Transverse Direction at L4 example-South Wing(worst case at south wing) V= 45359 lbs diaphragm load at L4 Lt= 97 ft total length w= 468 plf V/Lt CO 1 ww ,€ P , # - 1.4, :,,i1,7 + i 4 ,,,. :F., 1- Ti F^ Ft . ii■ a `ls;lo ;"_i� WIN it AM-- ■+, _I IH � idr ll° — .. �P 1 ,_, Mom. -7 ; m ' I 1 i i Diaph.Shear Diagram Diaphragm Capacity check:Grid 6-2 Diaphragm Capacity check:Grid 2-1 L= 75 ft,diaph length L= 22 ft,diaph length B= 58 ft,diaph depth B= 58 ft,diaph depth v= 302 plf,w*L/2/B v= 89 plf,w*L/2/B vALL= 300 plf,unblocked 6/12 diaph vALL= 300 plf,unblocked 6/12 diaph DCR= 1.0 <1.0,OK w/i 5% DCR= 0.30<1.0,OK v/vALL Chord check: chords at Grids A and D Chord check: chords at Grids A and D T/C= 5669 lbs chord force:w*L2/8/B T/C= 488 lbs chord force:w*L2/8/B A= 8.25 in2 (1)2x6 A= 8.25 in2 (1)2x6 Ft= 675 psi Ft= 675 psi CD= 1.6 CD= 1.6 Ft'= 1080 psi Ft*CD Ft'= 1080 psi Ft*CD T/CALL= 8910 lbs A*Ft' T/CALL= 8910 lbs A*Ft' DCR= 0.64<1.0,OK (T/C)/(T/C)ALL DCR= 0.05 <1.0,OK (T/C)/(T/C)ALL Project Tigard Senior Housing By RP Sheet No. 1<lif L--8-1 Location Tigard,OR Date 09/02/21 Client SERA Revised Job No. Lateral Design Date 1002200723 North Stair Tower-Seismic Design Roof Typ Floor 1 19.5 psf I 25.4 psf Interior Walls Exterior Walls E 12 5 psf F 20.2 psf Seismic Weights at North Stair Tower Areas,sf Floor Wt,psf Ext Wall,LF Int Wall,LF Story Ht,ft Trib Wall HT,ft Weight,lbs rl Lower Roof= 205 19.5 41 9 - 5 8,673 Floor 3= 205 28.4 41 9 10 10 15,186 Floor 2= 205 28.4 41 9 10 11 16,123 4 Floor 1= 205 28.4 41 9 12 11 16,123 Floor 0= 10 E 56,105 Use Cs= 0.114 I north wing Wt= 56,105 lbs V= 6,396 Base shear,Cs*EWt p= 1.0 structure is regular in plan,plus see note below 0.7V= 4,477 Base shear in ASD,0.7*V*p Load Distribution,section 12.8.3[ASD] k= 1.000 per Section 12.8.3 Floor Elevation Floor Wt. Level Height h„ w, w„h„k Cvx F, V„ OTM Roof - 42.00 ft 8,673 lb 364,284 0.267 1,194 lb - - 3 10.00 ft 32.00 ft 15,186 lb 485,946 0.356 1,593 lb 1,194 lb 11,938 lb*ft 2 10.00 ft 22.00 ft 16,123 lb 354,707 0.260 1,162 lb 2,786 lb 39,802 lb*ft 1 12.00 ft 10.00 ft 16,123 lb 161,230 0.118 528 lb 3,949 lb 87,188 lb*ft 0 10.00 ft 0.00 ft 4,477 lb 131,960 lb*ft Ew„h„k 1,366,167 1.000 4,477 lb Governing load combo for end uplift:(0.6-0.14SD5)D+0.7QE SDs= 0.743 (0.6-0.14SDs)= 0.496 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs I 11.3 15.0 80 11938 0 11223 0 49 823 11.2 15.0 186 27864 11938 11223 11223 1148 1922 11.1 15.0 263 47386 39802 13468 22447 2339 3268 11.0 15.0 298 44772 87188 11223 35914 2314 3088 Wall ID L,ft vi,plf Mo,lb-ft Mo above MR,lb-ft MR above Uplift,lbs Compress,lbs C.3 5.5 40 2189 0 1509 0 136 438 C.2 5.5 93 5108 2189 1509 1509 720 1022 C.1 5.5 132 8687 7297 1811 3018 1375 1737 C.0 5.5 149 8208 15984 1509 4828 1340 1642 ( a Project T1L,Ae9 st ►.ttt a- etOtxs+►Jt,., By 1¢, Sheet No. ''t litarrff Location T(A Art D ott., Date qlz,/24 Job No. 1 Client 3.0 Q A{ Revised 9 Portland,orogon Date r t l { -Fn sQttcE f j[( (9' ' E C 4 V totkOS., r ..; (SAC ri t. f ef h., !Si G(fr. .a-' (4Cr - 1.4t, i. z t st.�1kT ?Au ?arr.,. 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GO k-1,6 st.,pc. ,s,r (tt ea IA- G,.- 'f\l k• •-' - •/ - -- •- i ALI ow ....5,1-4.4.kr EA 44e rib./..\ it.,,af or '.r,Li- ((414. .3 ioic,Le_ cLiAt...1,4sr capp, . 1)(- T v -'' 7-Z5 Ar, T— - 0-s(11-§)(zood0-,7 2..tqy'7 7,-, „c..= sso ,4\ cr.-,----t--- , s-s3 9 700- ' •= 2 5q3'r v c r 0:7.4 aJ-7 .., e).7,‘.(.,..7)(3-to,Dp6) = 1-5cle. ?1,144 - _ Pc_tt 1 e....45._ ,chk QC. Pelt 4 AACtil.Or Pit Idy JA-siacct, . 1 , _l_ _i______ , , r , I _ _....._ _ I I