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Specifications • auP2n2o-ooOzi • OFFICE COPY OFFICE COPY i 5555 c($ ' Alr • STRUCTURAL CALCULATIONS Branch • ENGINEERING= • Since 1977 • civil - transportation structural geotechnical • DATE: January 14, 2020 SURVEYING • PROJECT: 19-444 Voluntary Seismic Upgrade • LDS Church • 15555 SW 98th Avenue • Tigard, Oregon "' i • BY: RICK HERNANDEZ, P.E., S.E. JAN 3 0 ZOZO • JOSH ANNETT �^.g _ • 1 0 V(. i i#i `a121rN 3l)!! "' CiViSk)N• FOR: John Stark, Architect • • • • PROJECT DESCRIPTION & SCOPE OF SERVICES: Structural design in accordance with the 2019 Oregon Structural Specialty Code for the above • referenced project as follows: • Seismic Load Analysis Seismic Connection Improvement Design • • Roof Diaphragm Improvement Design Snow Load Analysis • Framing Improvement Design • The analyses and designs contained within this report are for voluntary improvements proposed to • increase the seismic and snow load resisting capacity of the existing building to be completed in • conjunction with a proposed re-roof of the structure. The improvements are designed to bring certain • elements of the building into conformance with requirements of the above-referenced code, but are • not designed to do so for the entire lateral force resisting system or framing or foundation systems. • • �,�RuCTuA,g4 • ��:, .o PRQ • /I N�D� • � "w #s7o92P�� • DIGITALLY SIGNED • GOREGOO� N C' A °\FQ 3a za�� O� • �� HR�P • Renews:JUNE 30,2021 • EUGENE-SPRINGFIELD ALBANY • 310 51h Street, Springfield, OR 97477 I p: 541.746.0637 I www.branchengineering.com • • 1/87 • • • • branch DATE: 1/14/2020 • ENGINEERING._310 5th Street • since i9T/Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone. (541)7460637 BY'. Rick Hernandez,P.E,S.E • structural geotechnical SURVEYING • Loading Data Used in Design • SEISMIC LOAD DESIGN CRITERIA • OCCUPANCY CATEGORY III • SEISMIC IMPORTANCE FACTOR, IE 1.25 SHORT TERM MAPPED SPECTRAL RESPONSE ACCELERATION,Ss 0.849 • ONE SECOND MAPPED SPECTRAL RESPONSE ACCELERATION,SI 0.392 • SITE CLASS D SITE COEFFICIENT, F, 1.200 • SHORT TERM SPECTRAL RESPONSE COEFFICIENT,Sos 0.679 SEISMIC DESIGN CATEGORY D • BASIC SEISMIC-FORCE-RESISTING SYSTEM special and intermediate masonry shear walls • RESPONSE MODIFICATION FACTOR, R 5, 3.5 SEISMIC RESPONSE COEFFICIENT,Cs 0.170,0.243 • ANALYSIS PROCEDURE USED Equivalent Lateral Force Procedure • • WIND LOAD DESIGN CRITERIA • BASIC WIND SPEED- 3 SEC GUST(mph) 103 • OCCUPANCY CATEGORY III • WIND EXPOSURE C ANALYSIS PROCEDURE USED ASCE 7-16 Ch 27 Part 1 • • • SNOW LOAD DESIGN CRITERIA • ROOF SNOW LOAD(psf) 20 + drifts • • DEAD LOAD DESIGN CRITERIA • UPPER ROOF DEAD LOAD(psf) 21 LOWER ROOF DEAD LOAD(psf) 15 • HIGH MASONRY WALL DEAD LOAD(psf) 122 EXTERIOR LOW WALL DEAD LOAD(psf) 80 Except use 50 psf at 1983 addition • INTERIOR LOW WALL DEAD LOAD(psf) 48 Except use 50 psf at 1983 addition • PODIUM FLOOR DEAD LOAD(psf) 10 • • • • • • • • • • • • 2/87 • • • • • • • • LDS TIGARD • • •• Structural Calculations • EUGENE, OR • • • • • •• SCOPE OF WORK AND EXISTING CONDITIONS, • • • • • • • • • • • • (i }anch • • ENGINEERING.= • Since 1977 • civil • transportation structural • geotechnical • SURVEYING • www.BranchEngineering.com • • • • EXCERPTS FROM STRUCTURAL EVALUATION BY OTHERS INCLUDED HERE • FOR REFERENCE ONLY - NOT A PART OF THESE CALCULATIONS. 3/87 Structural Evaluation Report 15555 SW 98'h Ave.,Tigard, OR January 30, 2013 LDS Property No. 511-4705 • Page 8 • • 6. Recommendations • Table 6-1 • STRUCTURAL UPGRADE MEASURES Scope of work contained in this report 0 Upgrade Plan Sketch R commended Actual • No. Item R or B' No. No. pgrade Date Upgrade Date • • S-1 Install in-plane and out- R 6-3 SK-5, / of-plane roof anchorage SK-6 • around the perimeter of • the high roof diaphragm. • S-2 Install in-plane and out- R 6-2 SK-6, • of-plane roof anchorage SK-7 • around the perimeter of • the low roof diaphragm. S-3 Install in-plane and out- R 6-2 SK-8, Only west wall of cultural • of-plane roof anchorage SK-10 hall/ podium requires • at the low roof intermediate support for . diaphragm to high roof out-of-plane loads, so walls of the chapel / other low roof anchorage • cultural hall. is designed for in-plane only. • S-4 Install light gage metal R 6-2 SK-13 • shear reinforcing at diaphragm • discontinuities at • valleys. • S-5 Install steel reinforcing R 6-3 SK-16 dowels at the arched • glulam beams. • S-6 Install blocking, nailing R 6-3 SK-3 • and clips to connect the • arched glulam beams to the roof diaphragm. • S-7 Install anchorage to R 6-1 SK-9 Done without using a • transfer the roof shear collector. Diaphragm • load to the shearwalls connection to top of wall is at the high roof. adequate; no design for this. • • • • • Erickson Structural Job Number:120205 Erickson Structural Consulting Engineers,PC • 10000 NE 7th Ave.,Suite 130,Vancouver,WA, Phone(360)-571-5577,Fax(360)-571-5578,www.ericksonstructural.com • 4/87 • Structural Evaluation Report 15555 SW 98th Ave.,Tigard, OR • January 30, 2013 LDS Property No. 511-4705 • Page 9 • • Table 6-2 (continued) • S-8 Install additional roof R 6-2 SK-14 • joists above the foyer. • S-9 Install bracing at the B 6-2 SK-11 tops of interior CMU• shear walls • S-10 Repoint damaged B 6-2 SK-22 • mortar joints at interior • shearwall S-11 Install fiber-reinforced B 6-1 SK-23• polymer (FRP) along • lower sections of the • east CMU walls at the Cultural Hall. • S-12 Install blocking at R 6-3 - Also install straps I blocking • portions of the upper for diaphragm chord in case • roof diaphragm interior shear walls fails. • 1. R-Roof-indicates an upgrade item that should occur during a scheduled re-roof project B-Balance- indicates an upgrade item that should occur during a scheduled exterior or interior R&I • project • Comments: • • Installation of steel radial tension dowels into the arched glulam beams may require the use of epoxy, which could likely flow through the beam cracks to the exposed surfaces • of the beams. Allowances should be made ensure the appearances of the beams are • not impaired, which may require the beams to be stripped and re-stained after the . dowels are installed • • • • • • • • • • • • Erickson Structural Job Number:120205 Erickson Structural Consulting Engineers,PC 10000 NE 7th Ave.,Suite 130,Vancouver,WA,Phone(360)-571-5577,Fax(360)-571-5578,www.ericksonstructural.com 5/87 • • • • . .. tk _ -1' f Ji _+^ _y...._.1.__=."f.-F%il _�_ .- MRf7R2-1° - ..f0-n• �_._ T'8" �}AR/A -! I ` C.y, T { ''�� MR1/A2 I I V.#4@48 0.00073 iv-•, tp JAwr• 1 C� a i ggg '_I H:#5@4B 0.00114is a 11 ; �o..".x: ' I 1 A A ,14r5? I l V#5@32 000126 , S I , v ��' ;. -, —_ I l H#5@ae a oo1z1 w`���ryj�� l cuts c,oA'LJ, e era. .-L 1— 1 runideit , . 11 fE t — x 'a� 1 l' �7t .E-- SRMS' `k rai>•x .4' } v U' .Y mw.. 1 ttas a oo i� I QI • yams L.LI—�u i _1 _ '�ppl Ln ai•xn VyYk[ » E k In2 1 P✓ ✓ fr Y1 sa D uav r_ • �..- \�AV#5@32 000082 '1 h4f. .a__- I -- - [_ H (2)kR@4B 0015R '4.5 ]6 �I r 1 UORI[Y y /ip -_._- I •_.0 a MRS 1� SRMSW 1._A_.\L. ) 'yY+ MRilA2 III eji ` ,.. q'-__ -.-1— 01. 11IR 4 ��.. 'H:(2{#8@48.00158 _ F 6 u,:,,�.a. ■ — —_ i e ,y 1 <..,.:SW t 1 , �� !t I[RC0.[Y KO 11 _r- __.__. �. C1 1 t 1 9 % U .v'a+ua wa YItt si w MRGA2 ---- - a 1 8 ¢ .s M � 1. r 5 I J<•� (u l o q + ; ©..p Ri SR @ 0 00082 1^ t . 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L TOY R.,L_s,3j J M�J,7`\ I I i NMI/ • U r `1.� Ir • Rr[ i • _._ _I'iy 5 ®1 ;�' cam' \1C� {I �R cm[.anauc> �ij/ a_-i err-^-da`x� ,I ._._ -{I1 A �r --cpaR._.Jc, 0M A2 atat.MRIAAl 1 n —• „.4,R� ,side sa. ®" C012:0O2 I • 1 au m w^MR1N,, .�/ H:#5@a8 000188�I�- drawings show pnc.J p,aa ,AQ T 8"(sched le sa s12 brick,but draw MR1A,%2 ' d1_— Q T I v:a5®2a o ootae r R �� �11C{. a[e I t,'. r ; ; f' ` .,,,..P o I 1� a, sRMsw -+-e•— ' ' �It. 11111 MR1/42 40 1 1 MR1M2a,,,svaI ® 1d� '- 1 - } f-: 415 11 I �_�.�. •, 91aa0Y r_-7I ems cit. .e el y, C I p _ ,I. t f 91 L1_ ! �� _ t I 6 I - ,t 1 1 11 il- I I i - sae<sea m[u[i �'f-.Vf , , ', r. ;r�,a ;• Y'J ` t , +,,-,I .L...°' . (�'j�[ c :i" Jfa • Y� -- _ f CI;Aft1. �• ,mua I MR1IA2 I',vo. . l MRt/A2 I sul -➢ii ' "a i-, 'I 1 I 1 �A-u*i re , 115A I i Y ab» _ �,{{ O - s... 1 1-11 I -+- M.L 1?�'-1.. N-.-: ' --..I §. — *It'' Rl 1f-I�'L cT^4 / i^i .. 1 1 LMALL MEWL.i<,w5c 3) , v9l`ori^w 76 • _/1[- al AAA 11TE { ,Al (`YA1yt)LW. j I .[„ Mid,vw- cy`/(��; Al • j a I : { _- �-i la ;I. i Tall walls for N/5 loads all meet reinforcement i • i�] MA ,r. ,I J) .- } requirements for special reinforced masonry shear ' + 1 i . 1.Y i, --1- - walls,so use R-5 for WS loads at chapel,cultural hall, 1 �'}. _'''. a3Mr ...11 1j and podum. J'I � scIrI'l� R ea -4 I I 1 as 1, Tall walls for ENV loads may not all meet requirements for special ro nromedmasoney shear walla(uncertainty p • I I Iregarding MR2),se use intermediate reinforced mason �,--,-„-- _,_ ___ _ - -.. _ :, : �r _ _.�. sear walls with R=3.5 for EAN loads al chapel,cultural y ---- p I __ _ �- - hall,and padnan I _ _r yy F- All lower walls appear qualify only as Intermediate 1 i -- - -- _ eJ.. © 1 � -_ rein to forced masonry shear walk,so use R=3.5 for all ^I• lower portions of the structure in all directions.i I 1 1983 addhion is indicated as being constructed wth • 1 1 T 8 f lot framed wood walls sheathed wAh lywootl. However,V 24 a 0017 { due to continuity of newer and older portions of roof #� T + a'+ w f-+- iH (2)MS@4B 00017: i d ,use 3.5 far also. - SRMSW ••�� addrtiona aphm9m • f A I h - r T. r //`` • rwu p,w-' Jp. s �,, .. • • • • • • 6/87 • • EXCERPTS FROM ORIGINAL BUILDING DRAWINGS INCLUDED HERE • FOR CONVENIENCE ONLY - NOT A PART OF THESE CALCULATIONS. • • • • M1z M SONR? \FALL REiNFORCING SCHEDULE - WALL, Ei FORctN �h�►AR :S }t�1A+' K DES M PT1Q) NOOtZ�;� 4TAL IN/ERTt%c. L (itkr, � S O . kip It}315 XT 48KC•Cittet AT 48ac.,c, SCE SUPPLF-METAL -K ;.!OTLc. T i iluz(',tx Sy TWO 'MY i 4♦v DUB a-WAL SEE SUpPL.!A 4TAt. ;2 WALL AT :E.'° C. f NOTE AT FR®t!T SsDE WALLS A2 Of SEE 'OLAsii FOR a ' I`R.ONT END WALL ( A2 COt�t¢�tt' A T ION (2) 5 bT 4$ C.0 5 1'r 4 c.c t or c w pe L ,Jk JGK oFt Cr.& SF G1~NcRAt. AS p ' FOR ALL, WALLS cirri A2 , rm2rtrioNS NOTE Na ?9 REINPCRCtNCi 5 Dt0.ED OTHE4'4‘ SE $" SORRtt9OR �' e*LCCK ' 5 A ' 486C.6 CI. AT tg"C•C [ $42 PARTITION ; cONTIN4 ti t Forr S c1N 121 E+LOCK ; (2) i ATh8 C 455 A7 22�'CoC. ri $ ALW" �T A2 , poc► L—r 5 4 j" N�i{�3}�ay . At r)., C% A4Err - C ei A*5 Ate 3Z C,r REAR,WALL 0* •-,L.V 1L+1 ..aw. Y- iV.li its , NOTE SEE SUP:'t EMEINTM 310'i'.7.S UNDER GENCP taOTt NUMe*ER 28 FOR ADDiTrONaL r2EtJc( .c:04c, AND SETA; LS. • • • • • • • • 7/87 • EXCERPTS FROM ORIGINAL BUILDING DRAWINGS INCLUDED HERE • FOR CONVENIENCE ONLY - NOT A PART OF THESE CALCULATIONS. • • • C:4L`TiO,,` ' . ri'` , • LO.TRACTOR SHOULD CSANLIDLI. TIE LAIOVT OF'YHS.ROOF.S5'AT IING • p1:.,o 10 WSTAISQG Ups—Fs SO TdnT 1. LEAKK,�+tC.&S of - PALL PAWS-I CAN S„M 11.1L511,vN A GOi1 ,N J^I$•a.:J ITM TAE.AO lACeNT • 1 PANEL • 1 I • I • JS__NOT_f_ • ALL PLYWOOD rtoOF SHEAT'A NG.TO • SR LAN)ON THE UPPER,ROO!.FRAMING PLO&WITH THE LENGTH of TAR PLYNOOD IN THE i-5 HSIS.OF TOE • G.) tOILOIHG • PLYWOOD r2C0j SHEATHING INSTALLATION DIAGRAM • • G',.. - —_ 1- - '<� ' —T—T— .._-- • 1 — • rum I I I o - _ 1 1 0 till . ._....-1.... jI • /7 ii 1I1UMt�x� - - 1 "= !�IIII�i�11uf1,� v ie. e'."• II- le+lib • .-^..T T-'e t Sg i t i 1 p 1 -'� 11 nil L @ Pr,j 1j 'la 1 • 1 uea-ulxe xsT.t lal on oi.ea.H s ' n1 I .I me•R61' 1, -_'SI .e. :^M�`• • i 6 CULTURALlju HALL . j ..r .' MITI 11t aa -' Wiiilima `w - Ir - Rifux�;tiiiiieR I ' lu• niiulIRu -t ,tea. ./' • n ? AR LT • i" `,` �" t 1 1 • ' �1-1Nl I . 11 11-. CHAPEL [ •1■ • kr'al UM 4111 116 Oil — ' c l 1• �5 . l 1 • 1(447-vF n. ? ' 1 e../`. y'- '*/I 1II' .-.. 101.. 1°sliu tt , L • .°1 m� (E.I o _4) U f•P a P_ PO G F p.__g_i s 11 N: t,...., P 1 I I •I Nal I InPULE, A H _ S[rT1011 si sovcs E 4 26. Provide chi following as minimum naillntl. Additlo.al n<iltrig is noted on detail. wl+era required. k. Plywood decking; 5/8"thick with 2u cannon aeiis: ii" o.c. ar all supported edges and to r1L • blocklno on high roof: 6" ct all edges supported edger and to nil blocking on low root: and It" o.c. ell Interm..Jict supports. Nail: snail not e,o less than 3/E" frorl (toe of panel. Blocs unsupported • edge only as not•zd on plans. See d-tal t. • I • • 8/87 • • • 011ra nc h DATE: 1/14/2020 • ENtG!NEE RING_ 31o5ihstreet • Springfield.Oregon 97477 PROJECT: 19-444 Stark/LD5 Tigard vil trans uertaH on structural• geotechnical Telephone: (641)7460637 BY'. Rick Hernandez,P.E,S.E • SURVEYING • I Building Unit Weights Chanel Root• roofing 5.0 psf comp.shingles paper 0.3 psf 30# • sheathing 1.8 psf 5/8"CDX framing 2.1 psf 2x8 at 16"o.c. • blocking insulation 0.4 psf 2x4 at 4'c.c. 0.8 psf 8"batts framing 3.0 psf 7x24 glb at 12'c.c.S ceiling 2.8 psf CWB misc. 2.0 psf Misc • 18.2 psf .c».c:.•s, u:.. • Cultural Hall Roof roofing 5.0 psf comp.shingles • paper sheathing 0.3 psf 30# 1.8 psf 5/8"CDX framing 2.1 psf 2x8 at 16"o.c. • blocking 0.4 psf 2x4 at 4'o.c. insulation 0.8 psf 8"batts • framing 5.2 psf 9x36 glb at 13'4"o.c. ceiling 2.8 psf CWB misc. 2.0 psf Misc • 20.4 psf ,F-•11 x ,r, • Lower Roof roofing 5.0 psf comp.shingles • paper 0.3 psf 30# sheathing 1.8 psf 5/8"CDX • framing insulation 1.5 psf trusses at 24"o.c. 1.2 psf 12"batts ceiling 2.8 psf 5/8"CWB• misc 1.5 psf 14.1 psf t.,•, ?`Ai „ • • Chapel Walls veneer 40.0 psf 4"brick • framing misc 77.0 psf 8"CMU _LEE 119.0 psf Use 12O 'S,, . • Cultural Hall Walls framing 118.0 psf 12"CMU • furring paneling 1.1 psf 2x4 eS 16"oc 0.7 psf misc 1.5• psf 121.3 psf Use 122 Ka • Lower Exterior Walls with brick veneer • veneer framing 40.0 psf 4"brick 37.0 psf 6"CMU grouted 48"oc • misc 1.5 ps( 78.5 psf 11se 80..psi • • Interior masonry walls • framing 46 psf 8"CMU grouted 48"oc misc 1.5 psf • 47.5 psf Use 48:psf • Podium Floor finish 4 psf hardwood • sheathing 2.9 psf 7/8" framing 1.7 psf 2x6 @ 16"o.c. • 8.6 psf Use 10 psf • • • • 9/87 • OSH PD • • • LDS Tigard • 15555 SW 98th Ave, Tigard, OR 97224, USA • • Latitude, Longitude: 45.4080901, -122.7781622 • • Spy eoc Dr w • Hansen BBQ Pit ambl% e St 54,4 o • The Church of o . Jesus Christ of Latter... a • R 10 CD 3 • Marilyn And © D1 Irwin Gamelgaard T R.,et(etd `°o 0 Google o Map data©2019 • Date 10/11/2019,11:36:04 AM . Design Code Reference Document ASCE7-16 • Risk Category Ill • Site Class D-Default(See Section 11.4.3) • Type Value Description Ss 0.849 MCER ground motion.(for 0.2 second period) • Si 0.392 MCER ground motion.(for 1.0s period) • SMS 1.018 Site-modified spectral acceleration value • SM1 null-See Section 11.4.8 Site-modified spectral acceleration value • SOS 0.679 Numeric seismic design value at 0.2 second SA • SDI null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA • Type Value Description • SDC null-See Section 11.4.8 Seismic design category • Fa 1.2 Site amplification factor at 0.2 second • F„ null-See Section 11.4.8 Site amplification factor at 1.0 second • PGA 0.387 MCEG peak ground acceleration • FPGA 1.213 Site amplification factor at PGA • PGAM 0.469 Site modified peak ground acceleration TL 16 Long-period transition period in seconds • SsRT 0.849 Probabilistic risk-targeted ground motion.(0.2 second) • SsUH 0.959 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration • SsD 1.5 Factored deterministic acceleration value.(0.2 second) • S1RT 0.392 Probabilistic risk-targeted ground motion.(1.0 second) . S1 UH 0.452 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. • S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) • • • •• CHECK EXISTING TALL WALLS FOR OUT-OF-PLANE LOADING: 10/87 All except west wall at podium can span full height without out-of-plane • anchorage to lower roofs. •• branch DATE: 1/14/2020 • ENGINEERING=3105thStreet since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E structural • geotechnical • SURVEYING • CMU WALL:Existing Wall At N and S Sides of Chapel • WALL DATA: WALL HEIGHT: 18.67 ft • WALL THICKNESS: 8 in CMU GROUT SPACING: 24 in o.c. • UNIT WEIGHT OF CONC: 150 pcf • SLAB AT BASE: 12 ft SLAB THICKNESS: 8 in • LOAD DATA: SEISMIC LOAD(E): 41 psf • WIND LOAD(W): 1psf SUPERIMPOSED DEAD LOAD(D): 497 plf. SUPERIMPOSED LIVE LOAD)L): 0 plf • SUPERIMPOSED SNOW LOAD)S): 473 plf ECCENTRICITY OF LOADS: 1 in • • • • • III CMU DESIGN • f',,: 1500 psi VERTICAL WALL BAR: N5 at 24 in o.c. at d= 3.81 in • HORIZONTAL WALL BAR: 06 at 48 in o.c. • D+0.75(L+S+0.7E) D+0.75(L+S+0.6W) D+0.7E 0+0.6W M: 1019 91 1305 68• Fp: 675 675 675 675 • fh: 499 OK 44 OK 639 OK 33 OK Fs: 32 32 32 32 • f,: 23 OK 2 OK 30 OK 2 OK Fa: 225 225 225 225 • fa: 20 OK 20 OK 16 OK 16 OK Fa: 44 44 44 44• f,,: 3 OK 0 OK 4 OK 0 OK • Unity Check: 0.77 OK 0.09 OK 0.97 OK 0.07 OK • • • • • • • lb 11/87 • • • 0--t anch DATE: 1/14/2020 • • ENGINEERING_3105thStreet Since i477 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • structural geotechnical SURVEYING • CMU WALL:Existing Wall At N and S Sides of Cultural Hall • WALL DATA: WALL HEIGHT: 16.33 ft • WALL THICKNESS: 12 in • CMU GROUT SPACING: 32 in o.c. UNIT WEIGHT OF CONC: 150 pcf • SLAB AT BASE: 12 ft • SLAB THICKNESS: 8 in LOAD DATA: • SEISMIC LOAD(E): 41 psf WIND LOAD(W): 1 psf • SUPERIMPOSED DEAD LOAD(D): 903 plf SUPERIMPOSED LIVE LOAD(L): 0 plf • SUPERIMPOSED SNOW LOAD(5): 860 plf • ECCENTRICITY OF LOADS: 1 in • • • • • • CMU DESIGN • f',„: 1500 psi • VERTICAL WALL BAR: N5 at 32 in o.c. at d= 5.81 in HORIZONTAL WALL BAR: ff8 at 48 in o.c. • D+0.75(L+S+0.7E) D+0.75(L+S+0.6W) D+0.7E D+0.6W • M: 854 144 1042 95 • lb: 675 675 675 675 fy: 235 OK 40 OK 287 OK 26 OK • F,: 32 32 32 32 f,: 17 OK 3 OK 20 OK 2 OK • F,: 327 327 327 327 f,: 24 OK 24 OK 18 OK 18 OK • F,,: 44 44 44 44 • f,: 2 OK 0 OK 3 OK 0 OK Unity Check: 0.38 OK 0.09 OK 0.45 OK 0.07 OK . • • • • • • • • • • 12/87 • • • • : i _Iaaric1i. DATE: 1/14/2020 • E-NGINEERING. 3105thStreet Since len Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural • geotechnical • SURVEYING • CMU WALL:Existing Wall At West side of Podium • WALL DATA: WALL HEIGHT: 19.67 ft • WALL THICKNESS: 12 in CMU GROUT SPACING: 32 in o.c. • UNIT WEIGHT OF CONC: 150 pcf • SLAB AT BASE: 12 ft SLAB THICKNESS: 8 in • LOAD DATA: SEISMIC LOAD(E): 41 psf • WIND LOAD(W): 1psf SUPERIMPOSED DEAD LOAD(D): 903 plf • SUPERIMPOSED LIVE LOAD(L): 0 plf • SUPERIMPOSED SNOW LOAD(5): 860 plf ECCENTRICITY OF LOADS: 1 in • • • • • • • CMU DESIGN • fm: 1500 psi VERTICAL WALL BAR: fly at 32 in o.c. at d= 5.81 in • HORIZONTAL WALL BAR: 88 at 48 in o.c. • D+0.751L+S+0.7E) D+0.75(L+S+0.6W) D+0.7E D+0.6W M: 1181 151 1478 104 • Fe: 675 675 675 675 • ft,: 325 OK 42 OK 407 OK 29 OK F,: 32 32 32 32 • f,: 23 OK 3 OK 29 OK 2 OK F,: 305 305 305 305 • f: 25 0K 25 OK 19 OK 19 0K F,,: 44 44 44 44 • f,,: 3 OK 0 OK 3 OK 0 OK • Unity Check: 0.52 OK 0.10 OK 0.63 OK 0.07 OK • • • • • • • • • • 13/87 • • • • • • • • LDS TIGARD • • Structural Calculations • • EUGENE, OR • • • • • • SEISMIC LOADS AND UPPER ROOF DIAPHRAGMS • • Upgrades S-1 and S-12 • • • • • • • • • • • Branch • • ENGINEERING.= Since 1977 • civil • transportation • structural • geotechnical SURVEYING • www.BranchEngineering.com • • • • • • 14/87 • • • (1- ranch DATE: 1/14/2020 • ENGINEERING= 3105th Street Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard . civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E structural geotechnical • SURVEYING Vert Dist chapel NS • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for special reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 . R: 5 area increase factor: 1.03 S : 0.679 • v = 0.170•W • • BUILDING WEIGHT Unit Height(h„) Total Element Area(A) Weight to Level Weight(W) • Roof 3441 21 21.5 72255 • Walls 2670 122 325717 • Floor 0 0 0 0 W 397972 • BASE SHEAR,V 67576 lb • • VERTICAL DISTRIBUTION Weight(w„) . Roof Level to Level . Roof 72255 Walls 162858 • w, 235114 w,hck 5054946 • Weight(w,) • Floor Level to Level • Walls 162858 • Floor 0 w„ 162858 w,h„k 0 • • Zwihi 5054946 . Minimum Diaphragm Design Force(eqn.12.10-1) . VRoof 67576 lb 100.0% 39922 lb Vnoor 0 lb 0.0% 27653 lb • Vm<,i 67576 lb • • • • • • • • • • • 15/87 • • iIanc Ii DATE: 1/14/2020 ENGINEERING.= 3105thStreet Since f977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,PI,S.E • structural - geotechnical SURVEYING Vert Dist cultural hall NS • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for spedal reinforced concrete shear walk • Seismic Zone Coefficients Ss: 0.849 • F,: 1.20 k: 1 (EQ 12.8-12) I: 1.3 roof pitch: 3:12 • R: 5 area increase factor: 1.03 . Susi 0.679 V = 0.170"W • • BUILDING WEIGHT Unit Height(h„) Total • Element Area(A) Weight to Level Weight(W) Roof 3033 21 19.75 63683 Walls 1129 122 137763 • Floor 0 0 0 0 • W 201447 BASE SHEAR,V 34206 lb • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 63683 • Walls 68882 . w, 132565 w„h„k 2618161 Weight(w,) • Floor Level to Level • Walls 68882 • Floor 0 • w„ 68882 w,h,k 0 • Iw,hk 2618161 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vaoof 34206 lb 100.0% 22510 lb V;ioo, 0 lb 0.0% 11696 lb Vtof,i 34206 lb • • • • • • • • • • • 16/87 • • • • Branch DATE: 1/14/2020 • ENGINEERING_ 3105th Street Since/977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural geolechnical • SURVEYING Vert Dist podium NS • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for special reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 F,: 1.20 k: 1 (E012.8-12) • I: 1.3 roof pitch: 3:12 • R: 5 area increase factor: 1.03 Soy: 0.679 • V = 0.170*W • • BUILDING WEIGHT Unit Height(h„) Total Element Area(A) Weight to Level Weight(W) • Roof 711 21 21.5 14936 • Walls 629 122 76792 • Podium Floor 542 10 3 5420 Floor 0 0 0 0 • W 97148 • BASE SHEAR,V 16496 lb • • VERTICAL DISTRIBUTION Weight(w„) Roof Level to Level • Roof 14936 • Walls 38396 • Podium Floor 856 w„ 54188 w„h„k 1165033 • Weight(w„)• Floor Level to Level • Walls 38396 • Podium Floor 4564 Floor 0 • w„ 42960 w,h,k 0 • Zw;h,k 1165033 • • Minimum Diaphragm Design Force(eqn.12.10-1) Roof 16496 lb 100.0% 9201 lb • Vuao, 0 lb 0.0% 7295 lb • Vrofai 16496 lb • • • • • • • 0 17/87 • • i '. III branch DATE: 1/14/2020 • ENGINEERING:;'A 310 5th Street i Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,5.E • structural • geotechnical SURVEYING • Vert Dist chapel EW Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls • Seismic Zone Coefficients Ss: 0.849 • Fa: 1.20 k: 1 (EQ12.8-12) I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 . So,: 0.679 V = 0.243 *W • • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) Roof 3441 21 21.5 72255 • Walls 903 122 110166 • Floor 0 0 0 0 W 182421 411 BASE SHEAR,V 442501b • • VERTICAL DISTRIBUTION Weight(w„) • Roof Level to Level . Roof 72255 • Walls 55083 w, 127338 w„h„" 2737775 Weight(w,) • Floor Level to Level • Walls 55083 • Floor 0 • w, 55083 w,h,t 0 • Yw;h' 2737775 • Minimum Diaphragm Design Force(eqn.12.10-1) • VRoe 44250 lb 100.0% 30889 lb Vnoo, 0 lb 0.0% 13362 lb • Vro,,i 44250 lb • • • • • • • • • • • • 18/87 • • • • iIaiicIi DATE: 1/14/2020 • ENGINEERING.` 3105thStreet Sincel9n Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural geotechnical . SURVEYING Vert Dist cultural hall EW • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients . Ss: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 . R: 3.5 area increase factor: 1.03 5os: 0.679 • V = 0.243 "W • . BUILDING WEIGHT Unit Height(h,) Total Element Area(A) Weight to Level Weight(W) • Roof 3033 21 19.75 63683• Walls 1360 122 165920 • Floor 0 0 0 0 W 229603 • BASE SHEAR,V 55695 lb • • VERTICAL DISTRIBUTION Weight(w„) . Roof Level to Level • Roof 63683 Walls 82960• w, 146643 w,h," 2896208 • Weight(w,) • Floor Level to Level • Walls 82960 • Floor 0 w, 82960 w,h,x 0 • • Zwih,' 2896208 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vaoof 55695 lb 100.0% 35572 lb Vrioo, 0 lb 0.0% 20124 lb • Vro,,i 55695 lb • • • • • • • • • • 19/87 • • • iimaiic1i DATE: 1/14/2020 • ENGINEERING= 3105thStreet • Since1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E • structural geotechnical SURVEYING • Vert Dist podium EW Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 • F,: 1.20 k: 1 (EQ 12.8-12) . I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sos: 0.679 V = 0.243 *W • • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 711 21 21.5 14936 Walls 683 122 83272 • Podium Floor 542 10 3 5420 Floor 0 0 0 0 • W 103628 • BASE SHEAR,V 25137 lb . • VERTICAL DISTRIBUTION Weight(w„) . Roof Level to Level • Roof 14936 Walls 41636 • Podium Floor 856 . w„ 57428 w„h„k 1234700 • Weight(w,) • Floor Level to Level Walls 41636 • Podium Floor 4564 • Floor 0 • w„ 46200 w,h,k 0 • Zw;hk 1234700 • Minimum Diaphragm Design Force(eqn.12.10-1) • V5,,4 25137 lb 100.0% 13930 lb V5,,, 0 lb 0.0% 11207 lb • Vrp„1 25137 lb • • • • • • • • • • 20/87 • 4 , 1 ranch DATE: 1/12/2020 • \BEN'GINEERING=3105thStreet Row an Springfield,Oregon 97477 PROJECT: 19444 Wad/LDS Tigard • civil • s ansporsa„o„Telephone:15411746 0637 BY: Rice Hernande,.P.E,SE "feC°UR VEYIN ra' `h".G "1 For the case where the walls between the chapel and cultural hall are not effective shearwalls S • IDI tli4p.tlaPelaltwlha Diaphragm Design Diaphragm Diaphragm SUM OF Unit SUM OF Chad hail x6 Width I SHEARS Shear MOMENTS T606pn 0.00 51929 0 • L 07616 : Dft 108 9879 sv Add nailingfor 10d 2"o.c.at diaphragm L O'IWHG'T SPAN 'T R.O'NgHG SPAN: ]06 it 49829 109g99 Lim P 9 RI R2 R.D'HANG: Oh 3.34 46))9 163148 boundaries and 3"o.c.at other panel edges . L DATA 6. 6.48 47729 215162 DIAPHRAGM WIDTH: 47.33 ft 5.40 46679 266243 with added blocking OOA 45629 3I6069 7.56 445)9 - 36,801. Load Stan End Start Lnc End lx 8.64 43529 4123)9 V Dist.1 971 872 0 69.5 9.J3 924J� 456823 A D'm.1 888 888 69.5 108 10.80 41428 504133 • 11.68 40378 548306 11.% 39318 591350 14.04 38278 633257 • Existingdiaphragm is 5/8"unblocked sheathingwith 10d 15.12 37228 674031 16.20 36178 713670 @ 4"/12"o.c.(See Sheet A8 of original building 17.28 35128 751175 18.36 34078 789546• drawings) 19.44 33028 825783 Layout is Case 2 20.52 31978 800666 . Y 21.60 30927 894655 Add blockingand nailing for 10d 2 1/2"o.c. 22.66 28827 9276139 @ 23.76 ZBBD 959390 at diaphragm boundaries. Allowable unit shear=430/2/0.7=307 plf 24.84 27777 989956 0 Allowable shear over chapel=307(47.33')= 14537 lb 2592 26727 1019388 27.00 25677 1047667 Allowable shear over cultural hall=307(66.67')=20477 lb 2208 24627 1074851 • 29.16 235772 1100861 30.I4 z23] 1125777 31.32 21477 1146538 4111 32.40 10426 1172166 33.48 19376 1193660 D16•698GM RESULTS 34.56 1832 1214619 35.64 17276 1233245. R1 LeftRl Right Manimum R2 Leh R2 Right 36.72 16176 1251336 Design Shear(plf) 0 3097 1097 748 0 37.80 15l6 1268293 Z• 38.68 14126 1284116 39.96 130)6 1298805 4104 11016 1312360 j+4 Wall CV Wall Iglu 42.13 109 5192 lb 69652IS 101191 IS 43.20 9926 13247816 1336067 49.28 8875 1346220 • 05.36 7825 1355238 • 46u 6775 1363123 No Blocking req'd for this case,but . .� 47.51 S7z5 136%]3 is req'd for alternate cases in parts of 48.60 46J5 13]SM9 q, 49.68 3635 13]99]1 this zone.See subsequent pages. • • 3CgD.D7 - - -- 50.)6 25]5 1383319 52.94 3625 1385533 Therefore,no blocking allowable only p.Oj Sa: ,7s 1386612 between 38 ft and 50 ft and between • .OD 38655869 70 ft and 75 ft,measured from front of 55.08 1626 1369274 -'mm'a -- -_-- -- %.16 26]6 13R3Da> chapel so that roof diaphragm works 57.24 3726 9590 regardless of effectiveness of shear • • .900 0o • 58.3: °7]6 370�' walls between chapel and cultural hall. III 59.90 5616 1354422 {((pppp _..___-__ _._-.___ 60.48 7926 1362415 For consistency of construction,use 61% 916 54432 blocking at full area of upper roof. . 62.64 8976 135295 64.72 10026 1335034 6.80 IIO>6 1323638 . 65.88 12126 1311109 1400 .00 66.96 1311] 1297445 1200030.00 __ 68.04 14227 1282647 69.13 __lsxn )z6671s • lOJXCO.W -- 70.20 66.67 16268 244 1249670 187471 71.28 66.67 17228 258 1231582 18973• 72.36 66.67 1818) 373 1312458 18186 6woao.w 73.44 1/.7 19147 287 1192298 17884 74.52 66.67 20106 302 1171101 17566 V. 400006m _ 75.60 66.67 11066 316 1148868 12232A 76.68 66.67 22025 330 1125599 16883 206 00.00 77.76 66.67 21985 345 1101293 16519. 78.84 66.67 23944 359 1075951 16138 ow 79.92 66.67 24904 374 1049573 15743 • 81.00 66.67 82.08 66.67 25864 388 1022159 15332 26823 402 993708 14905 83.16 66.67 17783 417 964221 14463 • 84.24 66.67 _ 28742 431 933697 19005 85.32 66.67 29702 446 902138 13531 Check existing nailing(10d @ 4"/12"c.c.)with added 86.40 66.67 30661 460 869542 13042 • blocking in high shear zones,except add nailing at 6746 66.67 88.% 66.67 31621 474 8335910 12538 32580 489 801241 12018 diaphragm boundary for 2"o.c.spacing, 89.64 66,17 33590 503 765536 11482 • Layout is Case 2 90.72 66.67 34499 517 728795 10931 Add blocking and nailing for 10d @ 2 1/2"o.c. 91.80 16.6) 35459 532 691018 10365 at diaphragm boundaries. • Allowable unit shear=1280/2/0.7=914 plf 92.96 66.6793.% 66.6736418 546 652204 9783 > 32376 %1 612354 9185 Allowable shear over chapel=914(47.33')=43273 lb 95.04 66.7 38337 575 571467 8572 • 97.12 66.67 39297 589 52954 7943 97.20 66.6) 40257 604 986586 7268 98.26 66.67 41216 618 44259 6639 • 99.36 66.17 42176 633 397559 5963 Add nailing for 10d @ 2"o.c.at diaphragm boundaries and 190.44 66.67 42176 633 397559 5963 43135 647 35149 5272 • 3"o.c.at otherpanel edges with added blockingin high 101.52 66.67 45059 661 304386 35% 9 9 02.60 6667 45059 676 25624 3844 For alternate steel strap24 ga. shear zones. 103.68 66.67 46014 690 20707 3106 "blockin 9" • Layout I$Case 2 104.76 66.17 46933 719 10565 2353 straps with 14 ga.staples,recommend shear Y 05.89 66f7 47933 739 Os608 1584 per staple=68 lb 106.92 66.67 48692 733 5332 800 • Allowable unit shear=1460/2/0.7=1043 plf 00.00 66.677 0 0 0 S Close enough to max unit shear=1097 plf,so OK. 1030 66.67 9z0 0 0 1097(0.7)/68=11.3 staples/ft needed. • .01 107.99 66.670 49643 748 49 7 two rows at 2"o.c.provide 12/2*2=12 • staples/ft 21/87 • • BranchDATE: 1/28/2020 • EN�GINEERINGV • 310 5th Street Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID: diap.chapel-cult.hall chord • For the case where the walls between the chapel and cultural hall are not effective shearwalls • L. O'HANG: 0 ft L.O'HANG 1` SPAN 't` R. O'HANG SPAN: 108 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 34 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 972 972 0 69.5 • Dist. 2 888 888 69.5 108 Dist. 3 1 • Dist.4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 • Dist. 8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • • • Design Chord Force(lb) 40783 • (0.7)(40783)/3=9516 lb/strap. Use CMST12 straps at 9215 lb allowable(close enough) • • • • • • • • • 22/87 • (L( Branch DATE: 1/11/2020 • E-NGINEERING•3105th Street sl..r:977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LOS Tigard • civil • transportation Telephone:(541)746063] BY: Rick Hernandez.P.R.S.E structural ' �` n - r the case where the walls between the chapel and cultural hall are effective shearwalls • ID:l diap.chapel(aIt case)Diaphragm Oeslgn Diaphragm SUM OP Unit SUM OF x Width I SHEARS Shear MOMENTS 0.00 33788 0 • L.O'HANG: Oft O.JO 33112 13248 L.O'HANG T SPAN T R.O'XANG SPAN: 69.5 ft 1.39 32436 46026 P1 R2 P.O'HANG: 0 h 1.09 31761 68334 • 2.18 31085 901J3 DIAPHRAGM WIDTH: 4]A3 ft 3.46 30409 111542 LOAD DATA 9.31 29J33 132442 • 4.8729058 151811 3 Start End Start c End lo[ 5.56 26382 1)2832 Dirt_1 971 9J2 0 6.26MDMD 3))06 192322 Dist.2 6.95 27030 211343 • Dist.3 Dirt.4 ].65 26355 229894 8.34 25679 247976 01M.5 9.04 15003 265588 • Om_6 01,1.) 9.734 , 24327 182730 ]0.3 13651 299402 0161.8 11.11 22976 315605 • 014.9 11.822 1.21 11300 331339 Dist.10 12.51 21624 346602 Dist.11 13.1 20948 361396 Dlst.12 13.90 20273 375721 IIII 014.13 14.60 19997 389375 13Isl.14 15.29 18921 401961 0151.15 15.99 18145 415836 • 031.36 16.69 1]5)0 428322 17.38 16894 440298 Point1 18.07 16218 451804 • Point 18.T/ 15542 462841 POint3 19.46 14667 473408 Point4 20.16 14191 483506 • 20.85 13515 493134 501292 1t.55 11839 DIAPHRAGM RESULTS 22.24 12164 510980 11.94 11488 519139• R1 Leh RI Right Maximum 0.2 Leh P2 Right23.63 10832 526948 Design Shear(pg) 0 714 )14 714 D 24.33 10136 534118 . 25.02 9461 541038 15.72 HJ85 547378 Goa (:IIC H 26.41 8109 553249 • REACTIONS Eas[Wall p . TOtal 27.11 7433 556650 337881b 33]881b 6)5761b 21.80 6758 563581 28.50 6081 568043 apppppp 7 29,19 5406 572035 • • 19.89 4730 575557 • 3L000.00 ._.... --_-. -_.--_ 30.58 4055 576610 • 31.18 3379 581193 2 '% _ _-__-- • 31.97 2703 583306 • lmmm __.__ 31.67 1027 584950 • 33.36 1352 586124 D.QD 3406 6J6 586829 ID 0003.00 i35:5 6J6 586 064 No Blocking req'd 36.14 1352 586124 • -200 t --_- ._._ 36.84 2027 589950 • 3)53 1J03 583306 38.23 3379 581193 • 41031:000 -_--.__.._..__ --- _ ____ 38.92 4055 578610 39.61 4J30 575557 40 31 6406 568043• 41.01 E062 568043 _.____-_.. -_-!. 4170 6758 563581 • 42.40 7433 556650 6RmO0t -_._.. _--- - 43.09 8109 553249 43.79 8785 547378 • 44.48 0136 541038 45.18 1O136 534228 45B7 10812 526948 • 46.SJ 11488 519199 I!3L000D,00!- ------- 47.26 123W 510180 47.96 12839 502292 • 200000.00?- ' 48.55 13515 493134 m 49.35 14191 083506 I110M00, i- li 50.04 14867 473408 • I'.i 0A0 50.74 15541 462841 51.43 16218 451804 • 52.13 16890 4W2% 5383 17570 428322 53.52 18245 415876 54.21 1511 402961 54.91 19597 389575 55.00 20273 3]5]21 • 56.30 20948 361396 56.99 21624 346602 57.69 22300 331339• 58.38 239]6 315603 59.08 23651 299402 • 59.77 24327 282730 60.47 25003 265588 61.16 25679 247976 • 61.86 26355 229894 62.55 2]030 211343 63.15 17706 192322 • 63.94 28382172832 64.64 190% 152871 65.33 19733 132442• 66.03 30409 111542 66.72 31085 90173 • 68.41 31761 68334 %11 32436 46026 68.81 33112 23248 • 6.50 0 0 D .DO 33)68 0 69.50 0 0 • -0.01 0 0 69.99 33JJ6 338 • • 23/87 • R (Bunch D61 1/1212020 • `'ENtINEERING=3105thStreet • span;Spnng6eld,Oregon 97477 PROJECT: 19-444 Stark/LOS Tigard 4 iv it • I rates pot tarp on Telephone:1541)7460637 BY: Rick Hernandez,PE,S.E "'"`uw' :./`` " FsuN5 or the case where the walls between the chapel and cultural hall are effective shearwall:. • OH. ., DeH.n 2 't a _Diaphragm SUM Of Unit SUM OE •®' • din hall oh can) © Width SHEARS Shear MOMENTS 0.00 17103 0 L O'HANG' Oft 039- 16161 6519 L O'HANG.1 SPAN 'R.O'HANG SPAN: 3B.S ft 0.))- 16419 12906 • R1 R2 R.O'HANG: 0ft 1.16 160) 19161 L54- 15735 25285 DIAPHRAGM WIDTH: 66.67 ft 1.93 15393 31277 • 1010041A 231- 15050 37137 2.701111111 14708 42866 Start jnd Rallinc fnd log 3.08- 14366 48463 • Disc 1 1 3.47 14024 53938 Dist,3 8811 888 0 38.5 3.85- 1368E 59261 Dist.3 4.24- 13340 64463 Dist.4 4.62 12998 69533 • Dist.5 5.01 12656 74472 Dim 6 5.39- 12314 79278 • Dist.) 5.78_ 11972 83954 Dist.8 6.16- 11630 88497 Dist.10 6.93 10946 929097 • - 10946 01337 DM.12 .0- 10604 105333 DIst.12 7.708 - 10262D 105353 01st.14 8.4 9570 112992 D • ist.14 8.47- 95]8 31299E Dist.15 8.84- 9235 116613 Dist.16 9.24- 8893 110103 • 9.63 8551 123461 Pont 10.01- 8209 126688 Polnt2 10.•1- 7867 129782 Point3 10.78- 7525 132745 • Point4 11.17- 7163 135577 11.55 6841 138276 11.94- 6499 140844 41/DIAPHRAGM RESUITI 12.33- 333' 143281 1271- 5815 145585 RI Left RI Right Maximum R2 Left Ill Right 13.09- 5473 147758 •Design Shear MID 0 257 237 256 0 13.421 5131 14999 13.8611 4789 151709 • 14.25- 4447 153487 COep¢VC.H• Ctr Wall � 14 63- 4105 155133 R� ' To t 15.02- 3763 156647 • 17103 lb 17103 lb 3420616 15.40- 3411 158030 15.29- 309 159251 2000000 16.17 3)36 16000 • 1656- 239/ 161388 15PV.CU 16.94_ 205E 162244 37.33- 1710 162969 •� • IJ.JI- 1368 163561 stm.0_111111664. 16.10- 1026 164022 .IB 48- 684 1643510.0_, 1 I8.8)- 342 164549 925� D 164615 No Blocking req'd • 50mm ---_-- --_.--__ 19.64_ 344 164351 i 20D2- 2 164022 ""100.0 - -- 2041- 1026 I64033 • •-1500m ', 20.79- 1368 163561 21.18 1710 162969 2�ppp _. -11.56 1051 162244 • • 21.95- 1394 161386 22.330111111111111111. 2736 160401 22.72- 3079 159281 • 23.10- 3421 158030 _,._._ 33.49- 3763 156647 • 18000a00- ---- - - 23.87- 4105 155133 1400000 S-_.___.__.._..._ -_-_ _ 24.26 4447 153487 12000000 • 24.64 4789 151709 • 25.03 5131 149299 25.41- 5473 147758 25.90- 51115 145505 • 80000.011 - 26.18- 6157 143281 e000.D3--_ • 26.57 6499 140844 4WW.0_ __ 269s- 6841 138276 • 27.3411.11111111 7183 135577 120000.011 27.72111111 7525 132745 . • 0.0 28.11- 786) 129782 1._--- 28A9- 8209 126688 ............. _ . 28.88 8551 123461 29.26 8393 120103 • 29.65- 9236 116613 30.03 9578 112992 • 30.42 9920 109238 30.80- 1026E 105353 31.19 10604 101337 • 31.57- 10946 97189 31.96- 11288 92909 32.34- 11630 8849 • 32.7311111111111 11972 83954 33.11- 12314 79178 33.50111111 12656 7447E 33.88- 12998 69533 34.27_ 13340 64463 • 34.65- 13682 59261 35..•- 14024 53928 35.42- 14366 48463 0 35.81- 14708 42866 36.19- 15D5D 3713 36.55 15393 3127 • 36.96- 15735 2528 3].35- 1607 1916 • 37.73- 16419 12906 38.121.1111.11 16761 651 33.'MM. 0 . 0...- 17103 38.'- 0 -0.01- 0 • 38.49 12094 17 • • • 24/87 • iImaIIc• hDATE: 1/12/2020 ENGINEERING= 3105thStreet Since/977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E • structural geotechnical SURVEYING • Diaphragm Design • ID: diap. podium NS • L. O'HANG: 0 ft • L.O'HANG T SPAN t' R.O'HANG SPAN: 18 ft R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 34 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 916 916 0 18 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8• 1 Dist. 9 1 . Dist. 10 1 Dist. 11 1 No Blocking req'd • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 41 Point 4 • DIAPHRAGM RESULTS • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 243 243 242 0 • • • REACTIONS Ctr Wall West Wall Total • 82481b 82481b 164961b • • • • 25/87 • • Bra n c h DATE: 1/12/2020 • ENGINEERING_ 3105thStreet • Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez, P.E, S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap.chapel EW • L. O'HANG: 0 ft • L.O'HANG ')` SPAN ')` R. O'HANG SPAN: 42 ft • R1 R2 R. O'HANG: 0 ft II DIAPHRAGM WIDTH: 67.5 ft • LOAD DATA Load Start End Start Loc End Loc • Dist. 1 1054 1054 0 42 • Dist. 2 1 Existing diaphragm is 5/8"sheathing with 10d @ 4"/12"o.c. Dist. 3 1 Blocking will be added. • Layout is Case 4, Dist.4 1 • Dist. 5 1 Allowable unit shear=850/2/0.7=607 plf>328 plf,so OK. Dist. 6 1 Dist. 7 1 • Dist.8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 IP Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS II R1 Left _ R1 Right Maximum. R2 Left R2 Right • Design Shear(plf) 0 328 328 328 0 • • REACTIONS N.Wall S. Wall Total • 22125 lb 22125 lb 44250 lb • 0 0 • 26/87 • Ii \raI11i• DATE: 1/12/2020 E NAG I N E E R I N G= 310 5th street • since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. cultural hall EW • L.O'HANG: 0 ft • L.O'HANG 4. SPAN Is R.O'HANG SPAN: 60.5 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 44.125 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 921 921 0 60.5 Dist. 2 1 • Dist. 3 1 Existing diaphragm will be 5/8"sheathing with 10d @ 2 1/2" • Dist.4 1 at boundaries and 4"o.c.at other edges. Dist. 5 1 Blocking will be added. Layout is Case 4, • Dist. 6 1 • Dist. 7 1 Allowable unit shear=1280/2/0.7=914 plf>631 plf,so OK. Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS ' • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 631 631 631 0 • • REACTIONS N.Wall S. Wall Total • 27848 lb 27848 lb 55695 lb • • • • • • 27/87 • • *ranch DATE: 1/12/2020 • • EN�GINEERING_ 3105thStreet Since1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez, P.E, S.E • structural • geotechnical • SURVEYING Diaphragm Design 0 ID:J diap. podium EW • L. O'HANG: 0 ft 0 L.O'HANG T SPAN Is R. O'HANG SPAN: 34 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 17.5 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 739 739 0 34 • Dist. 2 1 Dist. 3 1 • Dist.4 1 • Dist. 5 1 Dist. 6 1 e Dist. 7 1 • Dist. 8 1 Dist. 9 1 Existing diaphragm will be 5/8"sheathing with 10d©2 1/2" • Dist. 10 1 at boundaries and 4"c.c.at other edges. • Dist. 11 1 Blocking will be added. Layout is Case 4, Dist. 12 1 • Dist. 13 1 Allowable unit shear= 1280/2/0.7=914 plf>718 plf,so OK. • Dist. 14 1 Dist. 15 1 • Dist. 16 1 . Point 1 • Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 718 718 718 0 • IP REACTIONS N. Wall S. Wall Total • 12569 lb 12569 lb 25137 lb • • • • • • • 28/87 • • • • • • • • LDS TIGARD • • •• Structural Calculations • EUGENE, OR • • • • • •• SEISMIC LOADS AND LOWER ROOF DIAPHRAGMS • Upgrades S-2, S-3, and S-4 • • • • w • • • • • (lihinch • ENGINEERING.= • Since 1977 • civil • transportation structural • geotechnical • SURVEYING • www.BranchEngineering.com • • • • 29/87 • Diaphragm ID's for N/S Loads • • • 11 • • _______. =-_-,,,__----__ ____ _________ 1 9- 2s_________,__ _____ _____ 1 as... • • • it i , . a .o- 7.1 5 j1.1_L 1,1,4111E 1ti1 , P "y ___ • - 1" 11 iIi I I. I,„7 ill ,i I I I I +ate-I_.r t { • FrH1111E111 I' III111111II1111II -=--:..--..--',-',_.L ,'.,.-_--. ,IIIIII111111111111 'III I1111111i,: lii ttjt f • .i1JllJ1iLIIII IIii 1141i11 = ]1 11111 _11 1111141ILL • - IIIII III lii4,ll Ik .- +- • 3 1_sf = rh735_ sf • 1 _ _ • _t..�. oTi' r) t •• r'^ s • 1 J a,,i 9 \J �A Y I I I I E I it a- 1,11 I I I I I I 1 I I I I2 11 � 11 III 'IIII II �IIII � 1 ; 1111 111 11 k- 0,1iiII j 1 1e2,1� 1 1 1 1 1 1 1 1 I I I 1 1 1 1i'1 f t _ 1 }i11f . -__ • Illlllfll + _j 1'l li t _11 1- ! i l ! IIII. H 1, 1 1 1 -1 L '1 1 i f11a'IC • y,7lllllH ' 11111111,1111� 1 ��fl[ �1.111 111 11111111- • -1II1111111H111tI T, 1 II • IIIIII11111 , � • • • • • • • • • • • • • • Diaphragm ID's for E/W Loads 30/87 • • C) ® ® ® 0 C) • • • _ ___ _____ r • • ----i— - ; - - -----=,-- - ------ • • -- .. Hz- , • ...1....--_-.......:. lz....e.,...,,-zdca. ,4.77:.‘:.,4 i:lIl kir,41,1,4,1_,,t 11 _, -:— • -t--- N • _A.nlyriiii Willi iii iiiiiii 11111 ' r __....._ . . "44-wii.r.1::•:; ;:;;;;;;: .:;; ;;;;•;; ::!:;;;; !i- ip _._ • :--7? 85* *lai'll'illillli Iiii11111 11 Hill I I t-1,1-1if . ._-- ---- ' ,w__ --, ;;1:' • --- --- - :1-='1 - *414141! ---- : ----- ----- -1 w i -- -- — - -• r'll II III j11111AIIIIIIIIII-111 ri .1±.111.1.11 I- • _. __ _ 1— II 4-_ • . --- ------..--t-_-_ 2?-.7,-7E_ --------- 1 :-,21.4-, --4-J---------..-- 11111 77 ' • ..,,,J,..._ Add intermediate "--,---'t------- --ti--r- ,_4_ reaction point to this —,----,-----------,1— , • diaphragm for west — --- -- - wall of podium. ='',--- ______ ::-.7 • C) ____ _ _ 1 2 ' 4-lbe _ _ _, 7=f4- -_-- -- C) • • • • Iii-r‘-1, 11111111. 111 , 1 : 1 !" • --Hill ; Ili . 11171iii ! ! ! - -------i ; ; • • • • • ; ; • r ; ; : • • r ; I! 1 1 1 1 vrjrtri iiil il iefli i • ' ' ! i-r-rii; • : ;;I• ; ; 1 • ;i ' i i i 1 ! ! i- 1- ! 11, 1 1 iiii 1: ! i y14 1 ; . • ---i,-Ii ! I 4 4 '" i 1H -'- , 1 1 ,,i_'.+, i , . A. 1 kir, 1--4 ic. ,,.2 .4.ty ., .. ! I • I 1 — -= I 1111 I 1 i' 1, I 1 I ! I, I ' 1: ;1:r ill ill i% riiirEn • , ---- ,, ijillIli-H,illtt_t_ti-4, 1 __ _- , ;r1 ^;",: r^-1 : f ' r r ; ; ;r1 r , ^ ,, I) IiII 1 41 I I 1 i-H I i I Ir II I i . , ,: : -- • . '1‘1 I ---,--71 ' 11 ' 1111111111111" tIlf .44,44414-' ..._)-i,,,. '.. ..4[,-.I-f --, -: ; ,'IiiiiiilimiiiiiiiiIIIIII 1011,1,11i,IIIIIIIIiill'l - .: . ; ; :,_., :,2,,: , J114 it: 1 ' -- 111iiiiiiiril 11 • • • • • __ _ -C) • • • • • • • ----7 N • • 31/87 • • • T K r n n c h • DATE: 1/14/2020 ENGINEERING= 3105thStreet • Since 19T7 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • structural • geotechnical SURVEYING Vert Dist 1 • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • S5: 0.849 • F,: 1.20 k: 1 (EQ 12.8-12) I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 SOS: 0.679 4111 V = 0.243'W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 1337 15 11.33 20054 • Ext.Walls 613 50 30625 111 Int.Walls 382 50 19106 Floor 0 0 0 0 • W 69784 • BASE SHEAR,V 16928 lb • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 20054 • Ext.Walls 15313 • Int.Walls 9553 w„ 44919 w„h„k 508933 • Weight(w„) • Floor Level to Level • Ext.Walls 15313 • Int.Walls 9553 Floor 0 • w, 24865 w,h„k 0 • IwMik 508933 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vfloot 16928 lb 100.0% 10896 lb VFloor 0 lb 0.0% 6032 lb • V.rot,i 16928 lb • • • • • • • • • • • 32/87 • • • anch • DATE: 1/14/2020 ENGINEERING= 3105thStreet • Stnce1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural • geotech n ical SURVEYING • Vert Dist 2 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls • Seismic Zone Coefficients _ Ss: 0.849 • F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sps: 0.679 V = 0.243 •W • • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 1337 15 11.33 20054 Ext.Walls 613 50 30625 • Int.Walls 499 50 24938 Floor 0 0 0 0 • W 75616 • BASE SHEAR,V 18342 lb • • VERTICAL DISTRIBUTION Weight(w,) Roof Level to Level • Roof 20054• Ext.Walls 15313 • Int.Walls 12469 w, 47835 w,h,k 541971 • Weight(w,) • Floor Level to Level • Ext.Walls 15313 • Int.Walls 12469 Floor 0 • w, 27781 w,h„k 0 • Sw,h," 541971 • Minimum Diaphragm Design Force(eqn.12.10-1) • V5„„i 18342 lb 100.0% 11603 lb VFioo, 0 lb 0.0% 6739 lb • Vro„i 18342 lb • • • • • • • • • • 33/87 • • • iraric1i • DATE: 1/14/2020 ENGINEERING- 3105th Street Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • trans portation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • structural • geotechnical SURVEYING • Vert Dist 3 Seismic Farce Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 Sos: 0.679 • V = 0.243 'W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 3322 15 11.33 49833 • Ext.Walls 453 80 36267 Int.Walls 992 50 49594 • Floor 0 0 0 0 W 135693 • BASE SHEAR,V 32915 lb • • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 49833 • Ext.Walls 18133 Int.Walls 24797 • w, 92763 w,h,k 1051005 Weight(w,) • Floor Level to Level • Ext.Walls 18133 • Int.Walls 24797 • Floor 0 w„ 42930 w„h„k 0 • Zwihik 1051005 • Minimum Diaphragm Design Force(eqn.12.10-1) • Veoor 32915 lb 100.0% 22502 lb • Vnoor 0 lb 0.0% 10414 lb Vtoczi 32915 lb • • • • • • • • • • • • 34/87 • • • Branch DATE: 1/14/2020 • ENGINEERING= 3105th Street Since1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural • geotechnical • SURVEYING Vert Dist 4 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls • Seismic Zone Coefficients • 55: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • SD,: 0.679 • V = 0.243 *W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) 411 Roof 758 15 11.33 11364 • Ext.Walls 150 80 12009 Int.Walls 300 48 14411 • Floor 0 0 0 Q • W 37784 • BASE SHEAR,V 9165 lb • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 11364 • Ext.Walls 6004 Int.Walls 7205 • w, 24574 w,h,k 278423 • Weight(w,) • Floor Level to Level • Ext.Walls 6004 Int.Walls 7205 • Floor 0 w, 13210 w,h,k 0 • • Zw;h;k 278423 • Minimum Diaphragm Design Force(eqn.12.10-1) • UNoof 9165 lb 100.0% 5961 lb Vnoa, 0 lb 0.0% 3204 lb • Vrorai 9165 lb • 41 • • • • • 35/87 • • • branch DATE: 1/14/2020 • • ENGINEERING. 3105th Street Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • structural • geotechnical SURVEYING Vert Dist 5 • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 ID 1.20 k: 1 (EQ 12.8-12) I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 Sos: 0.679 • V = 0.243 'W • BUILDING WEIGHT Unit Height(h„) Total • Element Area(A) Weight to Level Weight(W) • Roof 758 15 11.33 11364 • Ext.Walls 150 80 12009 Int.Walls 300 48 14411 • Floor 0 0 0 0 • W 37784 BASE SHEAR,V 9165 lb • • VERTICAL DISTRIBUTION Weight(w„) • Roof Level to Level • Roof 11364 • Ext.Walls 6004 Int.Walls 7205 w„ 24574 w„h„° 278423 • • Weight(w„) Floor Level to Level • Ext.Walls 6004 • Int.Walls 7205 • Floor 0 w„ 13210 w„h„° 0 . Ew,hk 278423 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vgvot 9165 lb 100.0% 5961 lb • Vnoor 0 lb 0.0% 3204 lb • Vz,ul 9165 lb • • • • • • • • • • • 36/87 • • Ckranch• DATE: 1/14/2020 • ENGINEERING..- 3105th Street Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural geotechnical • SURVEYING Vert Dist 6 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls • Seismic Zone Coefficients • Ss: 0.649 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sos: 0.679 • V= 0.243"W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 1245 15 11.33 18678 • Ext.Walls 325 80 25960 Int.Walls 369 48 17695 • Floor 0 0 0 Q • W 62333 • BASE SHEAR,V 15120 lb • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 18678 • Ext.Walls 12980 Int.Walls 8848 • w, 40505 w,h,k 458927 • Weight(w,) • Floor Level to Level • Ext.Walls 12980 Int.Walls 8848 • Floor 0 w, 21828 w,h,k 0 • • Ew;h;` 458927 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vr,of 15120 lb 100.0% 9825 lb Nano, 0 lb 0.0% 5295 lb • Vt,f,1 15120 lb • • • • • 37/87 • • 1 • * anch DATE: 1/14/2020 • E-NGINEERING= 3105thStreet • since tor Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • structural geotechnical SURVEYING • Vert Dist 7 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 • Fa: 1.20 k: 1 (EQ 12.8-12) I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 Sos: 0.679 • V = 0.243 `W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 510 15 11.33 7654 • Ext.Walls 155 80 12362 Int.Walls 155 48 7417 • Floor 0 0 0 0 • W 27433 BASE SHEAR,V 6654 lb • • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 7654 • Ext.Walls 6181 Int.Walls 3709 • w, 17543 wxh,' 198763 • Weight(w,) Floor Level to Level • Ext.Walls 6181 • Int.Walls 3709 • Floor 0 w, 9890 w,h,k 0 • Ew;h` 198763 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vsoor 6654 lb 100.0% 4255 lb • Vnoor 0 lb 0.0% 2399 lb V50,, 6654 lb • • • • • • • • • • • • 38/87 • • 0• Branch DATE: 1/14/2020 • ENGINEERING. 3105th Street 5ince1971 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural geotechnical • SURVEYING Vert Dist 8 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls• Seismic Zone Coefficients • Ss: 0.849 Fa: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sm: 0.679 • V = 0.243 `W • BUILDING WEIGHT Unit Height(11J Total • Element Area(A) Weight to Level Weight(W) • Roof 710 15 11.33 10653 • Ext.Walls 203 80 16247 Int.Walls 203 48 9748 • Floor 0 0 0 0 • W 36649 • BASE SHEAR,V 8890 lb • VERTICAL DISTRIBUTION Weight(w,,) • Roof Level to Level • Roof 10653 • Ext.Walls 8124 1st.Walls 4874 • w, 23651 w„h„k 267964 • Weight(w,) • Floor Level to Level • Ext.Walls 8124 Int.Walls 4874 • Floor 0 • w, 12998 w„h,k 0 • Lw;h,' 267964 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vrtcor 8890 lb 100.0% 5737 lb Vnaae o lb 0.0% 31531b • V.rotai 8890 lb • • • • • • • • • 39/87 • • • (iranch DATE: 1/14/2020 • ENGINEERIN 3105thStreet • G since19n Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E • structural geotechnical SURVEYING Vert Dist 9 • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 5os: 0.679 • V = 0.243 'W • BUILDING WEIGHT Unit Height(h„) Total • Element Area(A) Weight to Level Weight(W) • Roof 2102 15 11.33 31526 • Ext.Walls 344 80 27550 Int.Walls 715 48 34331 • Floor 0 0 0 0 • W 93407 BASE SHEAR,V 22658 lb • • VERTICAL DISTRIBUTION Weight(w„) • Roof Level to Level • Roof 31526 • Ext.Walls 13775 Int.Walls 17166 • w„ 62467 w„h„° 707747 • Weight(w„) Floor Level to Level • Ext.Walls 13775 • Int.Walls 17166 • Floor 0 w„ 30940 w„h„k 0 • Fw;h k 707747 • Minimum Diaphragm Design Force(eqn.12.10-1) • VR,a 22658 lb 100.0% 15153 lb • Vn°°, 0 lb 0.0% 7505 lb • VT°t,i 22658 lb • • • • • • • • • 0 • 40/87 • • • Branch • DATE: 1/14/2020 ENGINEERING_ 310SthStreet • Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural geotechnical • SURVEYING Vert Dist 10 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls • Seismic Zone Coefficients Ss: 0.849 • F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sos: 0.679 V = 0.243 *W • • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 2085 15 11.33 31279 Ext.Walls 344 80 27550 • Int.Walls 715 48 34331 • Floor 0 0 0 0 W 93160 • BASE SHEAR,V 22598 lb • • VERTICAL DISTRIBUTION Weight(w,) Roof Level to Level • Roof 31279 • Ext.Walls 13775 • Int.Walls 17166 w, 62219 w,h,k 704944 • Weight(w,) • Floor Level to Level • Ext.Walls 13775 • Int.Walls 17166 floor 0 • w„ 30940 w,h,k 0 • Iw;hik 704944 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vgom 22598 lb 100.0% 15093 lb • Vnoo, 0 lb 0.0% 7505 lb Vror,i 22598 lb • • • • • • • • • • 41/87 • • • *anch DATE: 1/14/2020 • • ENGINEERING_ 3105thStreet • since/sr Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,SE . structural geotechnical SURVEYING Vert Dist 11 • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 Sos: 0.679 . V = 0.243 'W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 1337 15 11.33 20054 5 Ext.Walls 263 50 13125 Int.Walls 210 50 10500 • Floor 0 0 0 0 • W 43679 BASE SHEAR,V 105951b • • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 20054 • Ext.Walls 6563 Int.Walls 5250 • w, 31866 w,h,k 361045 Weight(w„) • Floor Level to Level • Ext.Walls 6563 • Int.Walls 5250 • Floor 0 w, 11813 w,h,k 0 • Lwihik 361045 • Minimum Diaphragm Design Force(eqn.12.10-1) • VRoot 10595 lb 100.0% 7730 lb . Vrioo, 0 lb 0.0% 2865 lb Vrotai 10595 lb • • • • • • • • • • 0 • 42/87 • • • (iranc1i DATE: 1/14/2020 • ENGINEERING= • 310 Sth Street since i977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,5.E structural geotechnical • SURVEYING Vert Dist 12 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls• Seismic Zone Coefficients • Ss: 0.849 f,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • SOS: 0.679 • V = 0.243 'W • BUILDING WEIGHT Unit Height(h,) Total• Element Area(A) Weight to Level Weight)W) • Roof 1337 15 11.33 20054 • Ext.Walls 263 50 13125 Int.Walls 228 50 11375 • Floor 0 0 0 0 • W 44554 • BASE SHEAR,V 10807 lb • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 20054 • Ext.Walls 6563 Int.Walls 5688 • w, 32304 w,h,k 366002 • Weight(w,) • Floor Level to Level • Ext.Walls 6563 Int.Walls 5688 • Floor 0 w, 12250 w,h,k a • • Zw,h;k 366002 • Minimum Diaphragm Design Force(eon.12.10-1) • VPoof 10807 lb 100.0% 7836 lb VFioor 0 lb 0.0% 2972 lb • V5,f,1 10807 lb • • • • • • • • • 43/87 • • • Branch DATE: 1/14/2020 • • • E N'G I N E E R I N G_ 310 Sth Street s • u<1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural geotechnical • SURVEYING Vert Dist 13 • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 Fa: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 Sos: 0.679 • V = 0.243'W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 1916 15 11.33 28743 • Ext.Walls 53 80 4200 Int.Walls 1028 50 51406 • Floor 0 0 0 0 • W 84349 BASE SHEAR,V 20461 lb • • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 28743 • Ext.Walls 2100 Int.Walls 25703 • w„ 56546 w,h,k 640670 • Weight(w„) Floor Level to Level • Ext.Walls 2100 • Int.Walls 25703 • Floor 0 w, 27803 w,h,k 0 • Fwih;k 640670 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vaoof 20461 lb 100.0% 13717 lb • Vcioo. 0 lb 0.0% 6744 lb • Vrmai 20461 lb • • • • • • • • • • • 44/87 • • • • ciIaIiC Ii DATE: 1/14/2020 ENGINEERING= 310Sth Street • Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,5.E structural geotechnical SURVEYING • Vert Dist 14 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls • Seismic Zone Coefficients Ss: 0.849 • F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sos: 0.679 • V = 0.243 "W BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 997 15 11.33 14951 Ext.Walls 298 50 14875 • IM.Walls 298 50 14875 Podium West Wall 422 122 51497. Floor 0 0 0 0 • W 96199 • BASE SHEAR,V 23335 lb IP VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level 5 Roof 14951 • Ext.Walls 7438 Int.Walls 7438 • Podium West Wall 25749 w, 55575 w,h,k 629666 • • Weight(w,) Floor Level to Level • Ext.Walls 7438 • Int.Walls 7438 Podium West Wall 25749 • Floor 0 • w, 40624 w,h,k 0 • Zw1hk 629666 • Minimum Diaphragm Design Force(eqn.12.10-1) Vaod 23335 lb 100.0% 13481 lb • VFbar 0 lb 0.0% 9854 lb • Vta,1 23335 lb • • • • • • III 0 45/87 • • • : Iiaiic h DATE: 1/14/2020 • • ENGINEERING= 3105thStreet • since 19n Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E . structural geotechnical SURVEYING Vert Dist 15 • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 • Fa: 1.20 k: 1 (EQ12.8-12) I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 Sos: 0.679 • V = 0.243 •W • • BUILDING WEIGHT Unit Height(h,) Total Element Area(A) Weight to Level Weight(W) • Roof 1918 15 11.33 28774 • Ext.Walls 53 80 4200 • Int.Walls 809 50 40469 Floor 0 0 0 0 • W 73443 • BASE SHEAR,V 17815 lb • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 28774 • Ext.Walls 2100 • Int.Walls 20234 w, 51108 w„h„k 579059 • Weight(w,) • Floor Level to Level • Ext.Walls 2100 • Int.Walls 20234 Floor 0 • w, 22334 w,h,k 0 • 1w;hik 579059 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vapor 17815 lb 100.0% 12397 lb • Vapor 0 lb 0.0% 5418 lb Vrwal 17815 lb • • • • • • • • • • • 46/87 • • • • ranch DATE: 1/14/2020 • EN1GINEERING_ 3105thStreet Since1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • c ivi I • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,5.E structural • geotechnical • SURVEYING Vert Dist 16 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls• Seismic Zone Coefficients • 5s: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sos: 0.679 • V = 0.243 `W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 1245 15 11.33 18678 • Ext.Walls 0 80 0 Int.Walls 308 48 14767 • Floor 0 0 0 0 W 33444 • • BASE SHEAR,V 8113 lb • VERTICAL DISTRIBUTION Weight(w„) • Roof Level to Level • Roof 18678 • Ext.Walls 0 Int.Walls 7383 • w„ 26061 w„h„" 295271 • Weight(w„) • Floor Level to Level • Ext.Walls 0 Int.Walls 7383 • Floor 0 • w, 7383 w„h„" 0 • 7w,h;" 295271 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vxaar 8113 lb 100.0% 6322 lb Vrm„, 0 lb 0.0% 1791 lb • VTa„i 8113 lb • • • • • • • • 411 47/87 • • • • -ranch DATE: 1/14/2020 . ENGINEERING` 3105th Street • since 1sn Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • structural geotechnical SURVEYING Vert Dist 17 . Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: D.849 • F,: 1.20 k: 1 (EQ 12.8-12) I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 SOS: 0.679 • V = 0.243•W • • BUILDING WEIGHT Unit Height(h,) Total Element Area(A) Weight to Level Weight(W) • Roof 1221 15 11.33 18322 5 Ext.Walls 0 80 0 • Int.Walls 327 48 15682 Floor 0 0 0 0 • W 34004 • BASE SHEAR,V 8248 lb • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level • Roof 18322 • Ext.Walls 0 • Int.Walls 7841 w, 26163 w,h„k 296428 • Weight(w,) • Floor Level to Level • Ext.Walls 0 • Int.Walls 7841 Floor 0 • w, 7841 w„h,k 0 • 2w;hk 296428 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vaom 8248 lb 100.0% 6346 lb • Vrmor 0 lb 0.0% 1902 lb VToul 8248 lb • • • • • • • • • • • 48/87 • • • • iIaaiichDATE: 1/14/2020 • ENGINEERING. 3105th Street Since tsn Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural geotechnical SURVEYING • Vert Dist 18 Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls • Seismic Zone Coefficients Ss: 0.849 • Fa: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 R: 3.5 area increase factor: 1.03 • Sps: 0.679 V = 0.243 'W • • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 2102 15 11.33 31526 Ext.Walls 587 80 46976 • Int.Walls 861 48 41324 Floor 0 0 0 0. W 119826 • BASE SHEAR,V 29066 lb • • VERTICAL DISTRIBUTION Weight(w,) • Roof Level to Level 4111 Roof 31526 Ext.Walls 23488 • Int.Walls 20662 w, 75676 w,,h,k 857412 • Weight(w,)• Floor Level to Level • Ext.Walls 23488 • Int.Walls 20662 Floor 0 • w, 44150 w,h," 0 • Fw,h,k 857412 4111/ Minimum Diaphragm Design Force(eqn.12.10-1) • Vaavr 29066 lb 100.0% 18357 lb • Vnoo, 0 lb 0.0% 10710 lb V,„ta, 29066 lb • • • • • • • • • • • 49/87 • • iiiaaiicIi DATE: 1/14/2020 •• ENGINEERING' 3105thStreet 5incr1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • structural • geotechnical SURVEYING Vert Dist 19 • Seismic Force Analysis,ASCE7-10 equation 12.8-1 for intermediate reinforced masonry shear walls Seismic Zone Coefficients • Ss: 0.849 F,: 1.20 k: 1 (EQ 12.8-12) • I: 1.25 roof pitch: 3:12 • R: 3.5 area increase factor: 1.03 Sos: 0.679 • V = 0.243 'W • BUILDING WEIGHT Unit Height(h,) Total • Element Area(A) Weight to Level Weight(W) • Roof 2085 15 11.33 31279 • Ext.Walls 587 80 46976 Int.Walls 755 48 36238 • Floor 0 0 0 0 • W 114493 BASE SHEAR,V 27773 lb • • VERTICAL DISTRIBUTION Weight(w„) • Roof Level to Level • Roof 31279 • Ext.Walls 23488 Int.Walls 18119 • w„ 72886 w„h," 825797 • Weight(w„) Floor Level to Level • Ext.Walls 23488 • Int.Walls 18119 • Floor 0 w, 41607 w„h,k 0 • 7%0,," 825797 • Minimum Diaphragm Design Force(eqn.12.10-1) • Vag 27773 lb 100.0% 17680 lb • Vrioo, 0 lb 0.0% 10093 lb Vro„5 27773 lb • • • • • • • • • • • • 50/87 • Branch DATE: 1/14/2020 E NAG I N E E R I N G= 310 5th Street • Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E, S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. 1 • L. O'HANG: 0 ft • L. O'HANG Is SPAN Is R.O'HANG SPAN: 30 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 39.33 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 564 564 0 30 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 215 215 215 0 • • • REACTIONS 1 2 Total • 8464 lb 8464 lb 16928 lb • 51/87 • • (Branch DATE: 1/14/2020 • ENAG I N E E R I N G.= 310 5th Street • since/977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E structural • geotechnical • SURVEYING Diaphragm Design • ID:I diap.2 I i L. O'HANG: 0 ft • L.O'HANG 'T' SPAN Is R.O'HANG SPAN: 30 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 39.33 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 611 611 0 30 • Dist. 2 1 Dist. 3 1 Dist.4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 • Dist. 8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 • I Point 3 Point 4 • • DIAPHRAGM RESULTS • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 233 233 233 0 • • • REACTIONS 11 2 Total • 9171 lb 9171 lb 18342 lb • • 41 • 52/87 • Branch • DATE: 1/14/2020 • E NAG I N E E R I N G= 310 5th Street • Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. 3 • L. O'HANG: 0 ft • L. O'HANG '1` SPAN 1` R. O'HANG SPAN: 26.25 ft R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 118 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 1254 1254 0 26.25 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14111 1 Dist. 15 1 Dist. 16 1 • Point 1 • Point 2 Point 3 • Point • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 139 139 139 0 • • • REACTIONS 2 3 Total • 16458 lb 16458 lb 32915 lb 53/97 • • (B).anch DATE: 1/14/2020 • ENGINEERING' 3105thStreet • Since1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical • SURVEYING Diaphragm Design • ID:I diap.4 I • L. O'HANG: 0 ft • L. O'HANG 1` SPAN Is R. O'HANG SPAN: 17.5 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 42 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 524 524 0 17.5 • Dist. 2 1 Dist. 3 1 • Dist.4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 • Dist. 8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left _ R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 109 109 109 0 • • • REACTIONS 3 4 Total • 4583 lb 4583 lb 9165 lb • • • • • • • 54/87 • i1.aI1.Ch• DATE: 1/14/2020 • ENGINEERING= 3105thStreet • Since1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. 5 • L. O'HANG: 0 ft • L.O'HANG '(' SPAN Is R. O'HANG SPAN: 17.5 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 42 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 524 524 0 17.5 Dist. 2 1 • Dist. 3 1 • Dist. 4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 109 109 109 0 • • • REACTIONS 3 7 Total • 4583 lb 4583 lb 9165 lb • • • • • • 55/87 • • I', BranchDATE: 1/14/2020 • ENtINEERING_ 3105thStreet • ' Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical • SURVEYING Diaphragm Design • ID:I diap.6 • L. O'HANG: 0 ft • L.O'HANG '' SPAN ')` R. O'HANG SPAN: 41.25 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 29.25 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 367 367 0 41.25 • Dist. 2 1 Dist. 3 1 • Dist.4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 • Dist.8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 258 258 258 0 • • REACTIONS 4 5 Total • 75601b 75601b 151201b • • • • • • 0 • 56/87 • • -Branch DATE: 1/14/2020 • E NAG I N E E R I N G= 310 5th street • Since1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. 7 • L. O'HANG: 0 ft • L.O'HANG 'r SPAN 't` R. O'HANG SPAN: 17 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 28.67 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 391 391 0 17 • Dist. 2 1 Dist. 3 1 • Dist.4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 • Dist. 8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 . Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 116 116 116 0 • • • REACTIONS 7 8 Total • 3327 lb 3327 lb 6654 lb • • • • • 57/87 • DATE: 1/14/2020 ••(ianch EN�GINEERING_ 3105thStreet • Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E, S.E • structural • geotechnical • SURVEYING Diaphragm Design • ID:I diap.8 I • L. O'HANG: 0 ft • L. O'HANG 1` SPAN I' R. O'HANG SPAN: 24.25 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 28.67 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 367 367 0 24.25 • Dist. 2 1 • Dist. 3 1 Dist.4 1 • Dist. 5 1 • Dist. 6 1 Dist. 7 1 • Dist. 8 1 • Dist.9 1 Dist. 10 1 • Dist. 11 1 • Dist. 12 1 Dist. 13 1 • Dist. 14 1 • Dist. 15 1 Dist. 16 1 • Point 1 • Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear (plf) 0 155 155 155 0 • • • REACTIONS 8 9 Total • 4445 lb 4445 lb 8890 lb • • • • • • • 58/87 • • Branch DATE: 1/14/2020 • E NAG I N E E R I N G.= 310 5th Street • Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design 1 • diap.9 • L. O'HANG: 0 ft • L. O'HANG '1` SPAN 'r R.O'HANG SPAN: 36 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 50 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 629 629 0 36 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 227 227 226 0 • • REACTIONS 5 6 Total• 11329 lb 11329 lb 22658 lb • • • • • • 59/87 • -Branch • DATE: 1/14/2020 • ENGINEERING_ 3105thStreet • Since/977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E, S.E • structural geotechnical SURVEYING • Diaphragm Design • ID:I diap. 10 I • L. O'HANG: 0 ft • L. O'HANG 4' SPAN '1` R. O'HANG SPAN: 36 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 50 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 628 628 0 36 • Dist. 2 1 Dist. 3 1 • Dist. 4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 • Dist. 8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 226 226 226 0 • • REACTIONS 9 10 Total • 11299 lb 11299 lb 22598 lb • • • • • • • • 60/87 • • Branch DATE: 1/14/2020 • E NAG I N E E R I N G= 310 5th street Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:1 diap. 11 • L. O'HANG: 0 ft • L.O'HANG T SPAN j` R. O'HANG SPAN: 34 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 30.25 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 312 312 0 34 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist.8 1 • Dist.9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16 1 • Point 1 Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 175 175 175 0 • • REACTIONS C F Total• 5298 lb 5298 lb 10595 lb • • • • • • 61/87 • BranchDATE: 1/14/2020 • ENGINEERING A = 310 5th Street • Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design L ID:I diap. 12 • L. O'HANG: 0 ft • L.O'HANG t SPAN T R. O'HANG SPAN: 34 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 30.25 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 318 318 0 34 • Dist. 2 1 Dist. 3 1 • Dist.4 1 • Dist. 5 1 Dist. 6 1 41 Dist. 7 1 • Dist.8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 0 Point 1 I, Point 2 ,0 Point 3 Point 4 0 0 DIAPHRAGM RESULTS 0 0 R1 Left R1 Right Maximum R2 Left R2 Right ., Design Shear(plf) 0 179 179 179 0 • 0 REACTIONS G K Total .! 5404 lb 5404 lb 10807 lb • 0 41 0 0 0 • 62/87 • Branch • DATE: 1/14/2020 EN�GINEERING= 3105thStreet • Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E, S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. 13 • L. O'HANG: 0 ft • L.O'HANG 'P SPAN T` R. O'HANG SPAN: 39.33 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 46.25 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 520 520 0 39.33 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist.5 1 • Dist. 6 1 • Dist. 7 1 Dist.8 1 • Dist.9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16• 1 Point 1 • Point 2 Point 3 • Point 4 41 • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 221 221 221 0 • • REACTIONS B E Total• 10230 lb 10230 lb 20461 lb 41 63/87 Branch DATE: 1/14/2020 0 ENAG I N E E R I N G.= 310 5th Street H Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard 41 civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez, P.E, S.E ,/ structural • geotechnical SURVEYING 41 Diaphragm Design I N ID: diap. 14 41 L.O'HANG: 0 ft ,P L. O'HANG '1` SPAN 4' R. O'HANG SPAN: 34 ft 41 R1 R2 R.O'HANG: 0 ft N DIAPHRAGM WIDTH: 29 ft N LOAD DATA 41 Load Start End Start Loc End Loc 0 Dist. 1 686 686 0 34 • Dist. 2 1 Dist. 3 1 0 Dist.4 1 41 Dist. 5 1 Dist. 6 1 41110 Dist. 7 1 0 Dist. 8 1 Dist. 9 1 0 Dist. 10 1 41 Dist. 11 1 Dist. 12 1 0 Dist. 13 1 • Dist. 14 1 Dist. 15 1 00 Dist. 16 1 0 Point 1 IP Point 2 ,0 Point 3 Point 4 0 • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Max unit shear at valley for • Design Shear(plf) 0 402 402 402 0 structural upgrade S-4. • Use LS90 clips with 12 PH6121 • screws (value from A35 = 420 Ibs). • REACTIONS E H Total Req'd spacing = 4201[0.7(402)] (12) • 11668 lb 11668 lb 23335 lb = 17.9" o.c. Use 16" spacing. • 64/87 • LB!• DATE: 1/14/2020 • ENGINEERING = 3105thStreet • Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E structural • geotechnical • SURVEYING • Diaphragm Design • ID: diap. 15 • L. O'HANG: 0 ft • L.O'HANG '' SPAN '' R.O'HANG SPAN: 39.33 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 46.25 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 453 453 0 39.33 Dist. 2 1 41 Dist. 3 1 • Dist. 4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 Dist. 13 1 Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 193 193 192 0 • • • REACTIONS H L Total • 8908 lb 8908 lb 17815 lb • • • • 65/87 • Branch • DATE: 1/14/2020 • EN�GINEERING3105thStreet • Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 7460637 BY: Rick Hernandez, P.E, S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID: diap. 16 I • L. O'HANG: 0 ft • L. O'HANG Is SPAN Is R.O'HANG SPAN: 26.33 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 41.33 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 308 308 0 26.33 • Dist. 2 1 Dist. 3 1 • Dist.4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 • Dist. 8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 • Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 98 98 98 0 • • • REACTIONS B D Total • 40561b 40561b 8113lb • • • • • • • 66/87 • iI.aI.I.ch• DATE: 1/14/2020 mi EN G IN E ER IN G. 310 5th Street • Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E, 5.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. 17 • L. O'HANG: 0 ft • L. O'HANG t SPAN 1` R.O'HANG SPAN: 26.33 ft • R1 R2 R.O'HANG: 0 ft • DIAPHRAGM WIDTH: 41.33 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 313 313 0 26.33 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 100 100 100 0 • • • REACTIONS J L Total• 41241b 41241b 82481b 67/87 • iaflCDATE: 1/14/2020h • • ENAGINEERING., 310 5th Street • Since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 746 0637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • L_ Diaphragm Design • diap. 18 • L. O'HANG: 0 ft • L.O'HANG T SPAN 1` R. O'HANG SPAN: 50 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 41.33 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 581 581 0 50 • Dist. 2 1 Dist. 3 1 • Dist. 4 1 • Dist. 5 1 Dist. 6 1 • Dist. 7 1 0 Dist. 8 1 Dist. 9 1 • Dist. 10 1 • Dist. 11 1 Dist. 12 1 • Dist. 13 1 • Dist. 14 1 Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 . Point 3 Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right • Design Shear(plf) 0 352 352 351 0 • • REACTIONS A M Total • 14533 lb 14533 lb 29066 lb • • • • • • • • 68/87 • branch DATE: 1/14/2020 • E NAG I N E E R I N G = 3105thStreet • Since 1977 Springfield, Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541) 7460637 BY: Rick Hernandez, P.E,S.E • structural • geotechnical SURVEYING • Diaphragm Design • ID:I diap. 19 • L. O'HANG: 0 ft • L.O'HANG T SPAN 'r R.O'HANG SPAN: 50 ft • R1 R2 R. O'HANG: 0 ft • DIAPHRAGM WIDTH: 41.33 ft • LOAD DATA • Load Start End Start Loc End Loc • Dist. 1 555 555 0 50 Dist. 2 1 • Dist. 3 1 • Dist.4 1 Dist. 5 1 • Dist. 6 1 • Dist. 7 1 Dist. 8 1 • Dist. 9 1 • Dist. 10 1 Dist. 11 1 • Dist. 12 1 • Dist. 13 1 Dist. 14 1 • Dist. 15 1 • Dist. 16 1 • Point 1 • Point 2 Point 3 • Point 4 • • DIAPHRAGM RESULTS • • R1 Left R1 Right Maximum R2 Left R2 Right Design Shear(plf) 0 336 336 336 0 • • • REACTIONS N P Total• 13886 lb 13886 lb 27773 lb • • • • • 69/87 • • • • • • LDS TIGARD • • Structural Calculations • • EUGENE, OR • • • • • WALL AND DIAPHRAGM CONNECTIONS � Upgrades S-1 , S-2, S-3,and S-6 - • • • • • • • • • • Branch • E'NtGINEERING= •• Since 1977 • civil • transportation • structural • geotechnical SURVEYING • www.BranchEngineering.com • • • • • • 70/87 • • • (-- anch WE! 1/14/2020 • E.�I1(GINEERINGm3105th5treet souSpringfield,Oregon 97477 PROJECT:19444 Stark/LDS Tigard IPstrum - a..pvrrai to v Telephone:[541)7460637 BY;Rick H .E emandea.P.E.S t ral' Pa Lnicel SIIPVEV In I CINU WALLTOP CONNECTIONS u['t"Y c. a;Gss£dn ' J!EI)M .. RI • Son: 0.679 • 1r: 2.W,: 122 oaf Tap Walls We Locution Service In-Plane Load Service Out-ol-Plane Load In-Plane Out of Plane Out of Plane In Plane L kg. 4 47, 0.7Fr Seismic IRep'd Anchor Spacing..Req'd clip Spacing Seismic I Rep'd Anchor Spacing Req'd Nail Spacing I Read Clip Spacing l Red SO55paung l Req'd SOS Spacing) Fast 42 24h 4216 142 588 412 865p1 19 ingc. 9in0.[. 494p x.11 13 in O 2 ino.c. 17 in .. 10 in _ 6 ino.[.• North 67.5 18.67h 108h 2.00 829 58.0 229 pH Jlin pc. 331n O.C. 384 p11 17 in ex. Bin qt 361n 131n 23 N0.[. South 6).5 18.6)fl 100* 200 Bt9 SBD 229 p8 )lire oc. 331nq[. 384 p11 1)in ox. Bin O.c. 361ngc. 13 in ox. 231n o.[. • Chap/CN 20.5 16.67ft 60.5k 1.61 66.5 465 1738 pH 91n 3.[. 304 p8 1]1n c.c. lire o.c. 23 ino.c 13 in cu. 31n q[. CH North 38.75 16.5fl 108ft 2.00 829 58.0 503 pH 33 in o.c. 151n e.c. 310011 19 in ox. 3 in 0.c. 41 in qc. ]S In p.c. 10 in qc. CN South 3L)5 16.5fl 100* 2.00 82.9 SBA 503 p11 31 in0k 15 in q[. 340 Of 17 in lax. 3 in ex. 23 In o.c. 15 in q<. 10 ino.c. • Center 30.1 20 ft 803It 1.61 66.3 46.5 1333 p11 12 in o.c. Sin o.c. 412 WI in ox. lire p.c. 31 ino.c. 13 in o.c. Yin o.c. P OtliuorN 18 20k IBk 1.18 48.9 34.2 489 p1f 331n o.c. SS In o.[. 412 ell Ifi In ex. 41n o.[. 331no.c. ]31nox. IC In o.[. P atllum5 le 20h Ieh 118 489 362 409 pH 33 in qr. 151n o.c 412 WI16 in ox. Yin c.c. 33 in Etc_ 131n o.<. 10 in o.[. • Went 34 24ft 34h 1.34 555 38.9 17Cp0 97in o.[. 451ne[. 494p11 13 in ex. II in ex. 17 inq[. 10 ine.[. 31 inq[. • VS"AB.in2 PIF0[PBidee l6drmila in20OF erwi1C 031860=13)616 parallel 18416 11.61420-672 lb perpendicular • 5/ NGA100Fanvitle 1165 lb R"A 8 pmbpdded 5 Vt with 061.3?adhesive or0vide4 14351b parallel 435 orovidc 6501h • mmnn 363lb perpendicular um 23/4'edge distance and 8'spacing S[JS SrMWF in Xfo l+provide 448m In or • 10d soils in 5/8"sheothino to 06 orovid1 165 lb • 370orovidc 74016 • I • • Continuous cross ties at upper roof diaphragms • • Chapel roof: 0.7V = (384 plf)(12') = 4608 lb • Cultural hall roof: 0.7V = (340 plf)(13.33') = 4553 lb • Use CMSTC16 strap with 10d x 3 1/4" nails all holes. • • • • • • • • • • • • • • • • 0 71/87 • • • Ianch DATE: 1/144,01 • E GINEERING 3105th9H..t • ,r.-•nn 56463061d,Oregon 97477 PROJECT:16444 Stark/LDS nerd clall • ha nv 60rrati a n Telephone:13411 7460637 DV:Rick Hemandes,P.E.3.E • structural• peote choice SURVEYING CMU WALL TOP CONNECTIONS Sn, 067, • W,: 81 ps1 • Low[MM e Walls • Low lornlb8 Service In-Plane Pla Load Se Out-of-Plane Load-PeIn Out ofof Plane OutPb n Plane In Plane I h. 4 Sr F. 0.7F, Seismic !Rend Anchor Spacing Reed 435 Spacing, Seismic I Reed Anchor 660616gIn-PhoneA Reed Nall Spacing I Reed clip Spacing I Reed SOS Spacing J Reed IDS 5pad031 21 12311 34k 1.34 36.4 25.5 212 gal 76100.6. 36In0.c. 162p1f 4116o.6. 91nas. 341n.... 33 In o.c. 25 Ino.c. . 49 11.l5k 39.95 k 1.39 3] Y 9 36.5 IpR 33in0.e. 161nnc. 11161( F1016,2. 4ino.c. 50 in0.6. 48 in el, ll In As. 323 8.6711 SO It 1.50 40.8 28.5 407611 bin o.c. 19160.e. 110;If 61in6.6 4ino.6. 10 In0.e. 481n0.c. 13 ine.e. 31 6.671t 50k 1.50 40.6 28.5 333p01 l0ino.c. 33in3G 110 01 61 ino, 8in o<. 10 in0.6. 481no.2 23 in6.4 • 193 hell. 50 0O. c 0.50k 1.50 40.8 28.5 711611 231n 101n0.c. 11061( 61In . 2in os. 70 In 46 inc. 71n0.c. 1 343 8.6711 30k 1.50 40.6 28.5 126 pH 721n0.c. 34 inc.c. 110011 61 in o.s. Bin o.c. 70 in o.c. 48 Twos. 31no.c. 1 24 1L311 34k 1.34 36.4 25.5 229611 72 ina.c. 341n o.c. 162o1f 41 in0.6. 8in o.c. 34 in o.c. 33 in o.c. 23 In o.c. • 25 123k 36k 1.36 36.9 25.9 407611 401na.c. 191n o.c. 159 plf 42 in0.c. 4ino.6. 48 in o.c. 33 In o.c. 13 in0.6. 70 0.6713 n.3k 1.40 33.1 26.7 163111 1151n oz. 54 In 6.6. 110 pH 611n o.c. 13 In o.c. 10 In o.c. 49 In 0.c. 37 In0.6. 30 4.31. 3111t 1.30 35.3 21.1 124p11 133 in0.0 631n as. 11161f 60180.6. 16 In0.c. 50 In o.c. 403,e.c. 431ne.c. • 23 3 5. 8. k 30k 1.30 35.324.7 144 Of1141n es. 54 as me.1n a.c. 111 plf 601n . 13 1. 50 In o.c. 48 1n0.c. 31 in.., 25.3 1.311 3011 1.30 35.3 14.7 111 611 112 in os. 53 Tw os 111 611 60 in o.c. 13 in 0.c. 50 in o.c. 48 1n o.1. 36 in 0, 30 8.311 3011 130 35.3 24.7 126611 130in os. 61 in0.c. 11361f 60 in o.c. 15 i410.C. 50 in o.c. 48 In0.c. 42 In0.c. • 70 4.67k 20. k 23 1.26 343 24.0 130611 1261n o.c, 59 in6.c. 11061f 61 in a.c. 15 n o.c. 7C In6.6. 481n0.c. 41 in o.c. 25 12.511 36k 1.36 36.9 25.9 Mpg 42 in0.6. 20 in1.c. 169611 42in c.c. 6in o.c. 4E in o.c. 33 in0.c. 19 In o.c. • 5/8'A.S.in?Jr NF Ororvrk3 26d naffs in 2v OF provide (1.6)360=13761h parallel las lb • (1.6)420=6721b perpendicular HGA10KFprovide 11651b 5/t A9.embedded 55/8'with SET-NP adhesive provides • 14351b parallel A35 provide 650 lb 5651b perpendbular minimum 23/4'edge distance and 8"spacing SF1c Screws In 10 to 20 provide • MA lb In DF lad nails In 5/e'Sheath/mg noOF 0mvi00 • 165 lb 670orovIde 740 lb • Ai.ora0de 465 lb • • • • • At lines 5 and 8, existing 1/211 thru bolts provide (2)(640)(1 .6)(12)/32" = 768 plf, so no • additional anchors required for in-plane loads. • • • • • • • • • • • • • • • • • • 72/87 • • ��[` • B 1, ranch DATE: V15/1020 • "ENGINEERING=330s656ve., i+n Springfield,Oregon 97477 PROJECT:19-444 Stark/LDS Tigard civil • lranepe es alien Telephone:0411 746 0637 EY:Rick Hernandez,P.E.S.E • "DAMP ral.geole[M1nital Sunvevl96 I 6Iu LY WAIL TOP NINErn0NS 1• Soi 0.679 • 1.25 W.: bp5f Interior Wails fan In-Plane only • Yee la[pNon Servicein.,Izne Lvad gPlane In-Plane -.in Plane I. h.., I, k Fa 0.7Fa Seismic IRep'd Anchor Spacing Re0d ABS Spacing Re4d Nall Spacing I Repel for 45Wcing 3 34 'AR 1.34 36.4 25.5 528 Of 3O1n o.[. 14 in c.c. Sin o.c. 14 In o.c.• 4 13 654 p11 241ncc. 11 In cc. 3 In o.[. 11 In o.c. 7 13 426 gait 381n o.c. l0ln o.c. e.[. 17 Ines. • 8 20 272PII 59 in e.c. 28 in o.c. 7In o.c. 27 in o.c. 0 41 69 p1f 233 in o.c. 112 in e.t 28 no.c. 104 inns. E t].5 Slo plf 181ne<. Bln c.c. 2in o.c. 8in e.s. H 17.5 323 plf 19 in es. 91ne.[. 21n o.[. 9ine.c. • 1 41 5]plf plf 2301n c.c.. 110 in o.c. 38 In o.c. 106 in e.[. M 24.5 35 451ne.t. • 21 in ex.. Sln o.c. 21 in o.c. . u 24.5 301 plf 47ine.c. 22 in o.c. 5in o.c. 21 in o.c. 5/6"A B.in 2e He erpvldts 156 nods in 2e Oprovide • (1.6)464 a 1376 lb parallel Sy lb (1.6(Qp a 672 lb perpendicular H6A20,Trorocdde 11651b. 5/M 4.1.embedded 5 5/0"wim 5Ei.1 adhesive provides 1350 lb peralbl .435 provide 650 lb 565 lb perpendicular • minimum 23/4"edge distanee and 8'spacing OW provide 6251b • l0dn011 15/8"L1.4fhin0 to OFurovide 1651b • 1700mvid6 74014 • • At wall line 3, design for in-plane and out-of-plane loads: • Existing 5/8" thru bolts at 3x ledger to CMU wall provide • (1170)(1.6)(12)/32" = 702 plf > 528 plf, so OK for in-plane loads. • Max out-of-plane seismic reaction at low roof = (25.5)(24'/2) = 306 plf • For anchors at 4 ft o.c., reaction = 1224 lb • Use DTT2Z hold downs with 1/2" threaded rods • Embed 4 1/211 min with SET-XP adhesive. Allowable tension = 1825 lb • • • • • • • • • • • • 73187 • • • • • • • LDS TIGARD ! • Structural Calculations • • EUGENE, OR • • • • • • FRAMING DESIGN FOR SNOW LOADS • • Upgrades S-5 and S-8 • • • • • • • • • Branch • E-NtINEERING.= • Since 1977 • civil • transportation • structural • geotechnical SURVEYING • www.BranchEngineering.com • • • • • • v v 74l87 • • Structural Engineers Association of Oregon • Special thanks to PRISM CLIMATE GROUP at Oregon State University. Launch Snow Load Map • Oregon Snow Loading • The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the • boxes below.The tool provides the design ground snow load (pg in ASCE7*)for your site.The design ground snow load values can also be viewed on the online map.Users are strongly recommended to review the Map Usage Notes. • Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). • *ASCE Standard(ASCE/SET 7-10)Minimum Design Loads Mr Buildings and Other Structures published by the American Society of Civil Engineers • Latitude - Longitude Lookup • Results • Latitude: • 45.4081 Longitude: -122.7781 • n•w L•.d: et . Modeled Elevation: • 295 ft • Site Elevation versus Modeled Grid Elevation • Site elevation refers to the elevation(above sea level, in feet)of the location for which the snow load is required.The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles)grid cell that was used in the snow load modeling. In relatively flat terrain,the two • elevations will likely be the same or very similar. In sloped or mountainous terrain,the two elevations may be quite different. • The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near • the top of a hill. • Oregon Design Ground Snow Load Look Up Results • It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when • interpreting and using the results reported by this tool. The user is recommended to review the online map,to gain a better understanding of the variations and range of magnitudes of the ground snow loads In the vicinity of the site location. • In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas.The ground snow load values on the map are based on extrapolation,and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. • It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. • The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration,etc. Only the properly adjusted loads can be used to design roof structural elements. • Oregon requires a minimum roof snow load of 20 psf(pm in ASCE7*)for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, • resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. • ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for buildings and Other Structures published by the American Society of Civil Engineers. • Website policies • ®Copyright 2010-2013 seao.org All rights reserved. 9220 SW Barbur Blvd.#119,PMB#336,Portland,OR 97219• p:503-753-3075 I f:503-214-8142 For help or questions regarding the Snow Load application,contact snowloadhelp{at}seao.org • • • • • • • • • 75/87 • • • branch DATE: 1/14/2020 • ENAG I N E E R I N G Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • Since 1977 Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E • civil • transportation structural geotechnical Sheet: Snow • SURVEYING ASCE 7-10-CHAPTER 7 SNOW LOADING&DRIFTS ( • Risk Category III Pr 30 psf • Terrain Category C • Exposure Category Partially Exposed Ce 1 • Roof Pitch Type Pitched Roof Pitch Width 23.67 ft Roof Pitch 3:12 14.0 deg Roof Type Structure kept just above freezing or cold roof R-25 ceilin Roof Surface Type All Other Surfaces Roof Drainage NOT Constrained • Rain on Snow Surcharge 0 psf C, 1.1 • Is 1.10 Pr 8.47 psf le C, 1.000 Fig.7.2b-Cold Roofs-All Other Surfaces-Roof Slope=3:12 • ps 8.47 psf P„,d. 20 psf Design Snow Load Summary • y 15.3 pcf USEP= 20psf • DRIFTS ON LOWER ROOFS . Vertical Separation Roof Elev,h 9.5 ft h, 8.95 ft he 0.55 ft • Leeward Drift Windward Drift • Length of Upper Roof,li 47.34 ft Length of Lower Roof,l„ SO ft • Drift Height,ha 1.79 ft 1.39 ft Design Drift Height,h'd 1.79 ft 1.39 ft Drift Intensity,Pa 27.38 psf 21.23 psf Drift Pressure above Pmin,P'd 15.85 psf 9.699 psf Drift Width,W 7.16 ft 5.55 ft • Drift Width above Pmin,W'd 4.14 ft 2.54 ft • Windward/Leeward Controlling Drift Summary Max Drift Intensity,Pd 35.85 psf • Min Drift Intensity,Pm;,, 20 psf Drift Width above Pmin,W'd 4.14 ft • • • • • • • • • • • • • • 76/87 • • iiIaaric 11 DATE: 1/14/2020 • ENGINEERIN& 3105thStreet since 1977 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard • civil • transportation Telephone: (541)7460637 BY: Rick Hernandez,P.E,S.E structural • geotechnical • SURVEYING SHEET: S-8 rafters span 1 • Wood Beam Design MEMBER ID: S-8 rafters span 1 • MEMBER DATA PROPOSED MEMBER: 2 x 6 • SPECIES/GRADE: DF 42 MULTIPLE MEMBERS?: 1 • SPAN: 9.75 ft T SPAN t O'HANG OVERHANG: 0 ft • RI R2 CONTINUOUS SUPPORT OR I,,: 1 ft DL 15 psf SERVICE CONDITION: dry LL 0 psf REPETITIVE MEMBER FACTOR: 1.15 SL 35.85 psf FLAT USE FACTOR Cr,,: 1 • s 12 in INCISED?: no LOAD DATA LL REDUCTION FACTOR: 1 • Load D start D end L start L end S start S end E W Start Loc End Loc ID SUniform 1 15 — 0 — 36 — — 0 9.75 • Uniform 2 — — — — — 0 1 Uniform 3 0 1 • Uniform 4 — — — — — 0 1 Uniform 5 0 1 • Uniform 6 — — — — — 0 1 • Point 1 — — — 1 — Point 2 1 — 0 Point3 — — — 1 — Point 4 1 • Tapered 1 — — 0 1 • Tapered 2 — — 0 1 • Frame Moment — — — — 0 0 — — (+for load to right) I DEFLECTION REQUIREMENTS • Allowable Deflection D+L L/ 240 • Allowable Deflection D+S L/ 180 Allowable Deflection L L/360 Allowable Deflection S L/ 240 • Allowable Deflection W L/ 180 • MEMBER RESULTS • Design Moment 625 lb-ft Unity: Design Shear 233 lb Unity: • Allowable Moment 968 lb-ft OK 65% Allowable Shear 1139 lb OK 20% • SPAN Design Deflection D+L 0.10 in.= L/ 1143 OK • Design Deflection D+5 0.32 in.= L/ 364 OK • Design Deflection L 0.00 in.= L/ N/A Design Deflection S 0.22 in.= L/ 534 OK • Design Deflection W 0.00 in.= L/ N/A • JOINT REACTIONS R1 R2 D 82 82 • L 0 0 • S 175 175 W 0 0 • E 0 0 D+L 82 82 • D+S 256 256 • D+0.75(L+S) 213 213 Uplift • • 77/87 • 1 anch DATE: 1/14/2020 Eit I N E E R I N G= 310 5th Street • sincetyn- Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E • structural • geotechnical SURVEYING SHEET: S-8raftersspan2 Wood Beam Design MEMBER ID: S-8 rafters span 2 41 MEMBER DATA PROPOSED MEMBER: 2 x 6 • SPECIES/GRADE: DF#2 • MULTIPLE MEMBERS?: 1 SPAN: 8.5 ft • t SPAN 'r O'HANG OVERHANG: 3 ft Rl R2 CONTINUOUS SUPPORT OR I,,: 3 tt • OL 15 psf SERVICE CONDITION: dry LL 0 psf REPETITIVE MEMBER FACTOR: 1.15 SL 35.85 psf FLAT USE FACTOR CI,,: 1 • s 12 in INCISED?: no . LOAD DATA LL REDUCTION FACTOR: 1 Load 0 start D end L start L end S start S end E W Start Loc End Lot ID • Uniform 1 15 - 0 - 36 - - - 0 11.5 • Uniform 2 - - - - - 0 1 Uniform 3 - - - - - 0 1 Uniform4 - - - - - 0 1 • Uniform 5 - - - - - 0 1 Uniform 6 - - - - - 0 1 41 Point 1 - - - 1 - • Point 2 - - - 1 - Point 3 - - - 1 - • Point 4 - - - 1 - Tapered 1 - - 0 1 • Tapered 2 - - 0 1 41 Frame Moment - - - - 0 0 - - (+for load to right) • DEFLECTION REQUIREMENTS • Allowable Deflection D+L L/ 240 Allowable Deflection D+S L/ 180 • Allowable Deflection L L/ 360 Allowable Deflection S L/ 240 • Allowable Deflection W L/ 180 • MEMBER RESULTS • Design Moment 438 lb-ft Unity: Design Shear 228 lb Unity: • Allowable Moment 945 lb-ft OK 46% Allowable Shear 1139 lb OK 20% • SPAN O'HANG • Design Deflection D+L 0.04 in.= L/ 2451 0.02 in. = 2L/ 2915 OK Design Deflection D+S 0.17 in.= L/ 607 0.17 in. = 2L/ 430 OK • Design Deflection L 0.00 in.= L/ N/A 0.00 in. = 2L/ N/A • Design Deflection S 0.13 in.= L/ 807 0.14 in. = 2L/ 504 OK Design Deflection W 0.00 in.= L/ N/A 0.00 in. = 2L/ N/A • JOINT REACTIONS Rl R2 • D 62 130 L 0 0 • S 152 279 • W 0 0 E 0 0 • 0+1 62 130 D+S 215 409 • D+0.75(L+S) 177 339 Uplift • • • • iImiflCIi 78/87 • DATE: 1/14/2020 • ENGINEERING= 3105th Street since 1971 Springfield,Oregon 97477 PROTECT. 19-444 Stark/LDS Tigard . civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E structural • geotechnical • SURVEYING SHEET: S-8 rafters span 1 no drifts • Wood Beam Design MEMBER ID: 5-S rafters span 1 no drifts • MEMBER DATA PROPOSED MEMBER: 2 x 6 • SPECIES/GRADE: DE#2 MULTIPLE MEMBERS?: 1 • SPAN: 9.75 ft '(` SPAN ')` O'HANG OVERHANG: 0 ft . RI R2 CONTINUOUS SUPPORT OR I,,: 1 ftDL 15 psf SERVICE CONDITION: dry . LL 0 psf REPETITIVE MEMBER FACTOR: 1.15 SL 20 psf FLAT USE FACTOR CC,: 1 • s 24 in INCISED?: no LOAD DATA LL REDUCTION FACTOR: 1 • Load D start D end L start L end S start S end E W Start Loc End Loc ID • Uniform 1 30 — 0 — 40 — — — 0 9.75 . Uniform 2 — — — — — 0 1 Uniform 3 0 1 • Uniform 4 — — — — — 0 1 Uniform 5 0 1 • Uniform 6 — — — — — 0 1 . Point 1 — — — 1 — Point 2 1 — . Point 3 — — — 1 — Point 4 1 — • Tapered 1 — — 0 1 • Tapered 2 — — 0 1 . Frame Moment — — — — 0 0 — — (+for load to right) • DEFLECTION REQUIREMENTS ill Allowable Deflection D+L L/240 • Allowable Deflection D+S L/ 180 . Allowable Deflection L L/ 360 Allowable Deflection 5 L/ 240 • Allowable Deflection W L/ 180 • MEMBER RESULTS • Design Moment 853 lb-ft Unity: Design Shear 318 lb Unity: • Allowable Moment 968 lb-ft OK 88% Allowable Shear 1139 lb OK 28% • SPAN Design Deflection D+L 0.19 in.= L/ 603 OK • Design Deflection D+S 0.44 in.= L/ 267 OK . Design Deflection L 0.00 in.= L/ N/A Design Deflection S 0.24 in.= L/ 479 OK • Design Deflection W 0.00 in.= L/ N/A • JOINT REACTIONS R1 R2 D 155 155 III L 0 0 . 5 195 195 W 0 0 • E 0 0 D+L 155 155 • D+S 350 350 . D+0.75(L+5) 301 301 Uplift • • 79/87 • ranch DATE: 1/14/2020 • ENGINEERING= 3105thStreet • since 197 Springfield,Oregon 97477 PROJECT: 19-444 Stark/LDS Tigard civil • transportation Telephone: (541)746 0637 BY: Rick Hernandez,P.E,S.E • structural • geotechnical SURVEYING SHEET: S-8 rafters span 2 no drifts • Wood Beam Design • MEMBER ID: 5-8 rafters span 2 no drifts MEMBER DATA PROPOSED MEMBER: 2 x 6 • SPECIES/GRADE: DF#2 • MULTIPLE MEMBERS?: 1 SPAN: 8.5 ft 1' SPAN 1' O'HANG OVERHANG: 3 ft • R1 R2 CONTINUOUS SUPPORT OR I„: 3 ft • DL 15 psf SERVICE CONDITION: dry LL 0 psf REPETITIVE MEMBER FACTOR: 1.15 SL 20 psf FLAI USE FACTOR Cf,,: 1 • s 24 in INCISED?: no • LOAD DATA LL REDUCTION FACTOR: 1 Load D start D end L start Lend S start S end E W Start Lot End Loc ID • Uniform 1 30 — 0 — 40 — — — 0 11.5 • Uniform 2 — — — — — 0 1 Uniform 3 — — — — — 0 1 Uniform 4 — — — — — 0 1 • Uniform 5 — — — — — 0 1 Uniform 6 — — — — — 0 1 • Point 1 — — — 1 • Point 2 — — — 1 — Point 3 — — — 1 — • Point 4 — — — 1 — Tapered 1 — — 0 1 • Tapered 2 — — 0 1 • Frame Moment — — — — 0 0 — — • (+for load to right) DEFLECTION REQUIREMENTS • • Allowable Deflection D+L L/ 240 Allowable Deflection D+S L/ 180 • Allowable Deflection L L/ 360 Allowable Deflection S L/ 240 Allowable Deflection W L/ 180 • MEMBER RESULTS • Design Moment 579 lb-ft Unity: Design Shear 311 lb Unity: • Allowable Moment 945 lb-ft OK 61% Allowable Shear 1139 lb OK 27% • SPAN O'HANG • Design Deflection D+L 0.08 in.= L/ 1293 0.05 in. = 2L/ 1538 OK Design Deflection D+S 0.22 in.= L/ 464 0.21 in. = 2L/ 349 OK • Design Deflection L 0.00 in.= L/ N/A 0.00 in. = 2L/ N/A Design Deflection S 0.14 in.= L/ 723 0.16 in. = 2L/ 452 OK • Design Deflection W 0.00 in.= L/ N/A 0.00 in. = 2L/ N/A • JOINT REACTIONS R1 R2 • D 118 247 L 0 0 • S 170 311 • W 0 0 E 0 0 • D+L 118 247 D+S 288 558 • D+0.75(L+S) 246 480 Uplift Ilk • • 80/87 THIS SHEET NOT A PART OF THIS REPORT - INCLUDED FOR REFERENCE ONLY. \\,' illit ' MN T. V 111 V EXISTING ARCHED NEW EPDXIED STEEL RADIAL GLULAM BEAMS TENSION REINFORCING I st<� DI- TAL 16 COPYRIGHT2013 THIS DESIGN IS FOR SLOPING AND COST ERICKSONSTRUCTURALCONSULTINGENGINEERS,P.C. ESTIMATING PURPOSES ONLY. ERICKSON STRUCTURAL PROJECT No. 120205 FINAL DESIGN MAY VARY. itigERICKSON STRUCTURAL Structural Evaluation Report CONSULTING ENGINEERS,PC THE CHURCH OF of the Meetinghouse at 15555 SW 98th Ave. 10000 NE 7TN AVE. • SUITE 130 J E S US C H RI S T 97224 VANCOUVER,WA • saws Tigard, No.Oregon51 97224 P • 360.571.5577 F • 360.571.5578 OF LATTER-DAY SAINTS Building W • ERICKSONSTRUCTURAL.COM • January 30,2013 81/87 • • •Y MODEL OF (E) GLB FOR MOMENT DUE TO SELF WEIGHT • .x Figure 5C Double-Tapered Curved Bending • Member • • l e w2 w2 c • 41111 7 ©imilltall11111111111000 • d`1L 1'1 P.T. Rm • R p R REFER TO THE ABOVE DETAIL IN 2015 NDS FOR CALCULATIONS TO FOLLOW • • • 40'DOUBLE-TAPER CURVED GLB w/ SELF-WEIGHT LOAD ONLY • • M3 63.8021b/ft • 37 2941b/ft 37.294 • 29.25Ib/ft 129.251b!ft • 60'DOUBLE-TAPER CURVED GLB wl • SELF-WEIGHT LOAD ONLY • • M1 113.751'b/ft • 68.251b/ft 68:251b/ft • 45.51b/ft 45.51b/ft • • • • • • a • • • • a • Loads. BLC 1, self weight unit a BRANCH ENGINEERING,... • JOSHUA ANNETT Jan 15, 2020 at 2:02 PM GLB MODEL.r2d S • a • 82/87• ANALYSIS FOR MEMBER FORCES ONLY • Beam: M3 • • 0at20.616ft • A lb • -211.887 at 0 ft • • • .002 at 20.616 ft • V — lb 0at20.616ft • fa ksi • -.026atOft • -847.549 at 0 ft • • • 15.771 at 20.616 ft 9938.947 at 20.616 ft • • • fc ksi M lb-ft • • • I 102.023 at 20.616 ft • ft ksi • • D in • -15.771 at 20.616 ft • • • • • • • • • • • • • • • • 83/87 • ANALYSIS FOR MEMBER FORCES ONLY • Beam: M1 • • 0 at 30.923 ft • A lb • -535.591 at 0 ft • • • .003 at 30.923 ft • V ( . - lb • 0at30.923ft �- fa ksi • .065atOft i • -2142.364atOft • • 60.635 at 30.923 ft 38212.771 at 30.923 ft • • • • fc ksi • M Ib-ft • • • 879.958 at 30.923 ft • ft ` ksi 1111111111111 • • D • — in • -60.635 at 30.923 ft 1 • • • • • • • • • • • • • • • • • • Rranch310 5th Street • -Oft I N E E R I N G_ Springfield, OR 19-444 Stark LDS Tigard 10/11/2019 84l87 • (541)746 0637 GLB Radial Reinforcement Design Joshua Annett le.al. gaulroho„ai 5 ll R 5 C R I N G (E) 40FT GLB • GIVEN: Double-Tapered Curved Glue-Laminated Timber Beam. Fgure5C Double-Tapered Curved Bending • PROVE: Radial tension reinforcement design. Member • REFERENCES: 2015 NDS&AITC 404 1 -- di s • Design Loads -- — a a., a TT ez _j • DL:=15 psf SL:=20 psf RII r--GD-- a • Sg16:=12 ft+0 in Lgib:=41 ft+2 in GLB spacing& length • w:= (DL+SL) •sgib=420 plf UDL applied to beam • Mglb:=9938.9 lb•ft=9.94 kip•ft Moment from self weight of beam • 2 • M:= w•Lg1b +Mgib=98.91kip•ft Total bending moment • 8 • dc:=3 ft+7.625 in=3.64 ft dP7-:=25.5 in b:=6.75 in Depth&width at peaked section of member • d R:=48 ft+0 in Rm:=R+`=49.82 ft Radius of curvature • 2 • Lc:=20 ft L9m =2.06 Length between tangent points L, • 111 Pr:=atan(-3 ) 12 =14.04 ° Angle of roof slope in degrees d 2 1.2 Krs:=0.29•(_i..) +0.32-tan (07-) =0.06217 Emperical bending stress shape factor • m • C,s:=0.27•In (tan (cpT)) +0.28•In(Lglb -0.8• di. +1=0.77 Emperical load-shape radial d• ` 1 JR m stress reduction factor. • Crs:=if(`<0.3,min(Cr,,1) ,1 =0.77 • Rif., F Jr =Kr5'Cry 6•M =26.52 psi Radial tension stress • b•d`2 • Allowable Radial Tension Stress CD:=1.15 CM:=1.0 Ct:=1.0 • • Frt:=15 psi Fri':=Fri'CD•CM•Ct=17.25 psi Allowable radial tension stress • Radial Tension Reinforcement Check • ReinforcementCHECK:=if(fr<Frt,"NO RADIAL TENSION REINFORCING REQUIRED","PROVIDE REINFORCEMENT") • 5.2.8 Radial Tension,Fri • For curved bonding members.the following refer- ReinforcementCHECK="PROVIDE REINFORCEMENT" once radial tension design values perpendicular to • grain.F,,.shall applr RADIAL STRESS REINFORCEMENT REQUIRED PER 2015 NDS 5.4.1.3 Table 5.2.8 Radial Tension Design Values, • F,,,for Curved Members Southern Pine all loading F„=(lid lF„C„ • /ondlllons Douglas Fir-Larch. vind or F„=;I/3iI,C„ Douglas Fir.Snulh, earthquak• e.I-Iem-Fir,Weslem loading Woods and Canadian other Ivlxs I-„-15 psi • softwood species oloading • 40:\2019\19-444 Stark LDS Tigard\Curved GLT Radial Tension Reinf 40.mcdx • (I3ranch310 5th Street • E NAG I N E E R I N G__Springfield, OR 19-444 Stark LDS Tigard 10/11/2019 85/87 • (541)746 0637 GLB Radial Reinforcement Design Joshua Annett (E) 4OFT GLB • • Radial Tension Reinforcement Design • flbrt:=1 Quantity of fasteners per spacing • t . fr•b =179 lb UDL tension force along length of beam • • nbn in to be resisted by radial reinforcement • T58:=3485 lb T34:=5265 lb T78:=7330 lb T1:=9555 lb T:=T58 • W58:=380 1b Wsa:=436 1b W78:=490 !b W1:=541 !b W:= •W58 • in in in in • • W':=W•Co=437 1b Adjusted allowable withdrawal in • b':=6 in=0.75 in Lag bolt diameter — """` • 8 • d d, 43.63 . d:=dc a:=2 in c:=`=21.81 in d:= 28 in = 28 in 2 i • dvr 25.5 _ I I z z z 22.34 c:= • b•d —b •c +b a = 14.18 in Distance to neutral axis from bottom face III 2- 12.83 3 3 2000.07 •• S b• (d—c� +b•c3 —b'• (c—a� = 839.46 in3 Section modulus reduced for lag hole logged°= 3• • c 702.32 20.3441 de:=c—a= 12.18 in Lag embed for radial tension S 10.83 • W'•de 49.65 T sembed:= = 29.73 in ssr1:=—T=19.47 in Max spacing for embed & steel strength • t 26.44 tr • s Floor min(s s 0.5•d ,0.5•d 1 in) =12 in Radial tension reinforcement spacing • n:= embed> su c ar (not to exceed 0.5*member depth) ( • Q�B:=atan O.R5 L` =11.35 ° Angle between P.T. m ) • Sc:=2•Rm•08=19.74 ft Arc length between P.T. • S n,,,;,,:=cell(s(\ — +1=21 Min number of reinforcement • •sit • 1 • • • Z:\2019\19-444 Stark LDS Tigard\Curved GLT Radial Tension Reinf 40.mcdx • • 13)-anch310 5th Street 19 444 Stark LDS Tigard 10/11/2019 86(67 • ENGINEERING Springfield, OR g ri , n (541�746 0637 GLB Radial Reinforcement Design Joshua Annett • v . iu nodrail-.a,,,,,,"m,,erlr„:roa'I (E) 60FT GLB • U HI( YIN(, GIVEN: Double-Tapered Curved Glue-Laminated Timber Beam. Figure5C Double-Tapered Qlrved Bending Member • PROVE: Radial tension reinforcement design. • REFERENCES: 2015 NDS&AITC 404 — - — — • Design Loads —,_ _ bY, • DL:=15 psf SL:=20 psi � a. • sglb:=13 ft+4 in Lglb:=61 ft+2 in GLB spacing & length • w:= (DL+SL) •sgob=466.67 pif UDL applied to beam • M,,b:=38212.8 ib•ft=38.21 kip•ft Moment from self weight of beam • w•Lg2 • M:= m 8 +Mgob=256.46 kip-ft Total bending moment • dc:=4 ft+11.5 in=4.96 ft dpi:=3 ft b:=8.75 in Depth &width at peaked section of member • d • R:=64 ft+0 in Rm:=R+`=66.48 ft Radius of curvature 2 411 L,:=24 ft=24 ft Lib =2.55 Length between tangent points c • 3 ri1T:=atan =14.04 ° Angle of roof slope in degrees • (1241 ) d 2 1.2 Kr5:=0.29• +0.32•tan (4T) =0.06224 Emperical bending stress shape factor • Rm Cf5:=0.27•In (tan ((PT))+0.28•In( -- —0.8• d` +1=0.83 Emperical load-shape radial • d L, JJ Rif, stress reduction factor. • Crs:=if ` <0.3,min(Crs,1) ,11=0.83 Rm• 6•M • fr'=Krs•Crs b•d =30.72 psi 2 Radial tension stress • • Allowable Radial Tension Stress CD:=1.15 CM:=1.0 Ct:=1.0 O Frt:=15 psi Frt':=Frt•CD•CM•Ct=17.25 psi Allowable radial tension stress • • Radial Tension Reinforcement Check • ReinforcementCHECK:=if(fr<Frt,"NO RADIAL TENSION REINFORCING REQUIRED" ,"PROVIDE REINFORCEMENT") • 5.2.8 Radial Tension,Fit . For curved treridrng neemberri rho follorrurig refer-refer- ence radial tension design values perpendicular to gram,F,"shall apply RADIAL STRESS REINFORCEMENT REQUIRED PER 2015 NDS 5.4.1.3 • Table 5.2.8 Radial Tension Design Values, Fn,for Curved Members e Southern Pine all loading Fa=(l/3)F„C„ conditions • Douglas Fir-larch. windor Fn-(ll3)F„C„ Douglas Fir South, dingearthquake Hem-Fir,Western loading • Woods.and Canadian ether raper F„=it psi softwood species of loading • • •Z:\2019\19-444 Stark LDS Tigard\Curved GLT Radial Tension Reinf 60.mcdx • branch 310 5th Street 19 444 Stark LDS Tigard 10/11/2019 a�is� 0 ENGINEERING Springfield, OR • ,a ,,, (541)746 0637 GLB Radial Reinforcement Design Joshua Annett (E) 60FT GLB IP • Radial Tension Reinforcement Design • nbrt'—1 Quantity of fasteners per spacing • t . fr•b =269 ►b UDL tension force along length of beam • • nbrt in to be resisted by radial reinforcement • T58:=3485 lb T34:=5265 lb T78:=7330 lb T1:=9555 lb T:=T34 • • W58:=380 lb Wsa'=436 —lb W78'=490 lb Wl:=541 I6 W:=W34 in in in in • W':=W•CD=501.4 lb Adjusted allowable withdrawal in b':= 8 in Lag bolt diameter ° r - do d` II d:=d a:=2 in c:=—=29.75 in d:= 3.5 ft 2 dpT 1 z z 30.33 c:= • b•d —b •c +b a2, = 21.31 in Distance to neutral axis from bottom face • 2• (b•d—b'•c+b'•a) 18.15 • 3 4882.85 • 5 '= b• (d—c) +b•c3 —b'• (c—a) Slagged 3 = 2452.54 in3 Section modulus reduced for lag hole • 3.c 1816.71 28.33 • de:=c—a= 19.31 • in Lag embed for radial tension • 16.15 • W,•d 52.84 T Sembed:= e = 36.02 in sst/:=—=19.59 in Max spacing for embed &steel strength • tr 30.13 tr • s =Floor min(s s 0.5•dv 0.5•d 1 in)=18 in Radial tension reinforcement spacing • rt' embed stl PT (not to exceed 0.5*member depth) 0.5•L • 08:=atan( 1=10.23 ° l Rm Lc) Angle between P.T. • Sc:=2•Rm•On=23.74 ft • Arc length between P.T. • 5 nm;,,:=ceil ` +1=17 sn Min number of reinforcement • 1 • • • • • • Z:\2019\19-444 Stark LDS Tigard\Curved GLT Radial Tension Reinf 60.mcdx •