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Specifications 22- s�g9 s 20D A€ RECEIVED OCT I. 0 2022 7650 S. W. Beveland St. CITY©F�"IGA D I'M TM RIPPEY ' °� � a Tigard,Oregon 4397223 39 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS PROJECT: PACTRUST—MOMO SUSHI EQUIPMENT LOCATION: 15985 SW 721VD AVE. PORTLAND,OR 97224 SjRUCTURg4 CLIENT: PACTRUST ���ED PROfFsf ��y9 DATE: SEPTEMBER 12,2022 l 8512PE PROJECT NUMBER: 22259 / X W ; OREGON 9 pU CIA 9, �yGg AIL E TABLE OF CONTENTS: EXPIRES: 6-30-24 ITEM SHEET NUMBER GENERAL NOTES N1 SITE PLAN SP1 DETAIL SKI —SK5 CALCULATIONS Cl —C10 DESCRIPTION: THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR INSTALLATION OF ONE (1)REPLACEMENT ROOFTOP MECHANICAL UNIT,ONE(1)NEW ROOFTOP MECHANICAL UNIT,ONE(1)ROOFTOP MAKEUP AIR UNIT,AND ONE(1) KITCHEN HOOD AT THE ADDRESS NOTED ABOVE.THE ROOFTOP UNITS WILL USE A NEW CURB.WEIGHTS OF CURB AND UNIT ARE TAKEN INTO ACCOUNT. GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019 OREGON STRUCTURAL SPECIALTY CODE, REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN: RTU WEIGHT(48FCCDA06): 686 LBS(UNIT+CURB) RTU WEIGHT(48TCD08): 1127 LBS(UNIT+CURB) MAKEUP AIR UNIT WEIGHT(A2-D.250-20D): 753 LBS(UNIT+CURB) KITCHEN HOOD(6030ND-2-PSP-F): 1082 LBS ROOF SNOW LOAD:25 PSF BASIC WIND SPEED(3-SEC GUST,ULTIMATE):97 MPH WIND EXPOSURE:B SDS=0.683 SEISMIC DESIGN CATEGORY:D ap:2.5 Rp:6.0 EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. CARPENTRY: SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION,LATEST EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19%AT TIME OF FABRICATION AND DRIED TO A MAXIMUM OF 15%BEFORE INSTALLATION OF GYP.BOARD AND VERIFIED BY THE GENERAL CONTRACTOR. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY(OR ENGINEER APPROVED EQUAL)AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND ATTACHED PER MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE. FASTENERS AND ACCESSORIES IN CONTACT WITH PRESERVATIVE TREATED WOOD MUST BE HOT DIPPED GALVANIZED OR HAVE ZMAX COATING. UNISTRUT: TYPICAL INSTALLATION AND ATTACHMENTS PER MANUFACTURER'S RECOMMENDATIONS. ACCEPTABLE VARIANTS INCLUDE'KO','HS','H3','WE,'T',AND'SL'SERIES. MECHANICAL: - THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTOF ELECTRICAL EQUIPMENT,MECHANICAL,PLUMBING,FIRE SPRINKLER, MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION(SMACNA),OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS,SHALL BE DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES,BY AN ENGINEER REGISTERED IN THE STATE OF OREGON,AND SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. TM RIPPEY 1 Y 11� Consulting Engineers By: KMJ Date: 7650 SW Beveland Street Suite 100 Chk By: Date: Tigard,Oregon 97223 Job#: 22259 Phone:(503)443-3900 Sheet: NI Of: rn i o RTU-2 '° RTU-1 MODEL: 48FCDA06 o O MODEL: 48TCD08 WEIGHT = 686 LBS WEIGHT = 1127 LBS SEE 1/SK1 FOR ROOF w c SEE 1/SK1 FOR ROOF FRAMING PLAN. �o N a z / FRAMING PLAN. 8U Cn P / -,,,,.. z MAU-1 o n It / MODEL: A2-D.250-20D ,e( . . WEIGHT = 753 LBS 41' • SEE 1/SK1 FOR ROOF • FRAMING PLAN. u y 40 . - LW - tYl Gb QV Q Wk.a o. �s. . ,. JO N ADDRESS: 5v I ®- _ 15985 SW 72ND AVE. PORTLAND, OR 97224 KITCHEN HOOD MODEL: 6030ND-2-PSP-F WEIGHT= 1082LBS SEE 1/SK1 FOR ROOF FRAMING PLAN. ‘±' 13, 2 .°,' 45(t) a Z " jl N 1 SITE PLAN ° (0 > D SP1 74 m * (E) 6 3/4"x27" I GL BEAM WITH - 8'CANTILEVER. I I (E) 5 1/8x24 GL BEAM (E) 4x16 PURLIN @ 8'-0"0/C, TYP. ' k . UNIT INFORMATION PER j I o 1/SP1. SEE 1/SK4 FOR I ' UNIT ATTACHMENT AND co HEADER FRAMING. 1-.--- - 25'- -� UNIT INFORMATION PER 1/SP1. SEE 1/SK2 OPP. (E) COLUMN HAND FOR UNIT ATTACHMENT AND HEADER FRAMING. (E) COLUMN 1 at "IV j 2 -ap I iTU-2 _ KITCHEN HOOD 0 686! `ao� INFORMATION PER 1/SP1. 4 SEE 1/SK5 FOR HOOD UNIT INFORMATION PER B'� — I -' ATTACHMENT. 1/SP1. SEE 1/SK2 FOR ' T 'KH-i I `,, ,'R2RS • :1` UNIT ATTACHMENT AND r ' KEF-1; 10821851 EF-2 HEADER FRAMING. - ! I l 1 � a - 2x6 SUBPURLINS M' PROVIDE (4) 4x4 DF#2 HEADERS WITH ONE EACH 2' 0"0/C, TYP. p-= I END OF HOOD AND THE REST SPACED EQUALLY IN I ; • BETWEEN. HANG FROM (E) (E) 5 1/8" x 25 1/2" � PURLINS WITH SIMPSON GL BEAM 'LUS44' EACH END. (E) 5 1/8x27 GL BEAM SISTER 1 3/4"x11 7/8" (2.0E) LVL FULL LENGTH TO r -EACH SIDE OF (E) PURLIN. ' OF PLAN (2) TOTAL PER PURLIN. ° I `S\�%ED PROFF M1 x Sfio SEE 1/SK5 FOR R ATTACHMENT TO PURLIN. • ROOF FRAMING PLAN + ell 9 OREGON �0 NCH 9, NOTE: MECHANICAL DRAWING SHOWN FOR REFERENCE ONLY. sy&q KVLE WE����� EXPIRES: 6-30-24 1MKTM RIPPEY BY KW DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 dos NO 22259 Tigard,Oregon 97223 Phone(503)443-3900 — SHEET SK1 OF (E) GL BEAM PER PLAN ALIGN CURB WITH (E) (E) PURLIN BEAM ON ONE LONG PER PLAN SIDE AND (E) PURLIN ON ONE SHORT SIDE. • 1 • RTU (BY I (E) SUBPURLIN, SUPPLIER) 1 TYP. Ty P. I ` CUT EXISTING SUBPURLINS AS NECESSARY FOR INSTALLATION. NEW 4x8 D.F.#2 HEADER HANG CUT END FROM NEW ALIGNED WITH CURB. HANG HEADERS WITH SIMPSON'LUS FROM (E) PURLINS OR NEW 26' HANGERS.TYP. HEADER WITH SIMPSON 'LUS46' HANGERS EACH END. .op PROfi5, 0GI NE4 �9 NOTES: l 8512PE - INSTALL ALL NEW FRAMING PRIOR TO INSTALLING CURB 1 wara •- ALL WATERPROOFING IS BY OTHERS RE �'f v - EXACT LOCATION PER MECHANICAL PLANS OGON - NAIL PLYWOOD SHEATHING TO ALL NEW FRAMING MEMBERS 'Of 9'�cif 9 W/ 10d NAILS t7a 6" 0/C. 41&4kYLEWt\-‘'‘% flTYPICAL FRAMING PLAN AT RTU EXPIRES: 6-30-24 SK2 N.T.S. TM RII'PEY CONSULTING ENGINEERS BY KMJ DATE CHK BY DATE 7650 S.W. Beveland St,Suite 100 22259 Tigard, Oregon 97223 JOB NO Phone(503) 443-3900 SHEET SK2 of 3..* itt EITHER EQ. SPACED OR SOTI-I ISJAYj TYP, '1 MECHANICAL UNIT BY OTHERS. 6\ �RIF� ► "y�' 16 GA. CLIP 16 GAUGE SEISMIC CUP NTS. 16 GA. CLIPS W/(8)#10 TEK SCREWS PER CLIP, (4) CLIPS REQUIRED. SEE PLAN _ VIEW FOR CLIP LOCATION. I ' v�� )i ,ir l'-0", TYF'. WOOD BLOCKING F CLIP LOCATION (4) TOTAL. REQUIRED. MECH. UNIT OUTLINE. FLASHING AND INSULATION NOT SHOWN FOR CLARITY. PLAN VIEW WATERPROOFING IS BY N.T,B. OTHERS. MIN. 1 1/2"THICK x 3 1/2" Il �_ WIDE P.T. LEVELING CURB. / PROVIDE#10 SCREWS @ 1'-0"O/C. (E) SHEATHING. / AND AT 6"FROM ENDS OF CURB. / \ MINIMUM 1 1/2"PEN. INTO STRUCTURAL MEMBER. (FOR CENTER CURB ON NEW RTU-1, WHERE THERE ARE NO OR EXISTING SvRUCTUN, HEADERS FASTENERS CAN GO STRUCTURAL MEMBER. THROUGH PLYWOOD ONLY). `,a9 PROFFsf �c�V� ��GI NEti? /Dp9 l 8512PE OREGON N. SECTION AT C,� q °� RTU Ot fy�q�li 9' 7'�c(k SCALE: II/2' I'-m EXPIRES: 6-30-24 IMIkTM RIPPEY BY KMJ DATE CONSULTING ENGINEERS 7650 SW Beveland.Suite 100 c1lx BY DATE Tigard,Oregon 97223 JOB NO 22259 Phone: (503)443-3900 Fax:(503)443-3700 SHEET SK3 OF (E) GL BEAM �►� PER PLAN ALIGN CURB WITH (E) (E) PURLIN PURLIN ON ONE LONG SIDE PER PLAN AND STRADDLE (E) BEAM. /4—44" MAX.—7/ I � r RTU TYP. I r (E) SUBPURLIN, (PEY SUPF LIER) 17—TYP. I - - I NEW 4x8 D.F. #2 HEADER ALIGNED WITH CURB. HANG FROM (E) PURLINS OR NEW HEADER WITH SIMPSON r r 'LUS46'HANGERS EACH END. I r r I I CUT EXISTING SUBPURLINS AS NECESSARY FOR INSTALLATION. HANG CUT END FROM NEW HEADERS WITH SIMPSON 'LUS 26' HANGERS.TYP. \‘•op P R OftSfjO 85I2PE NOTES: - INSTALL ALL NEW FRAMING PRIOR TO INSTALLING CURB 4, OREGON - ALL WATERPROOFING IS BY OTHERS 11)0 11 s - EXACT LOCATION PER MECHANICAL PLANS sy�q KYLEW E����� - NAIL PLYWOOD SHEATHING TO ALL NEW FRAMING MEMBERS WI 10d NAILS @ 6" 0/C. EXPIRES: 6-30-24 C) TYPICAL FRAMING PLAN AT RTU SK4 N.T.S. TM RIPPEY BY KMJ DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB No 22259 Tigard, Oregon 97223 -- Phone(503)443-3900 SHEET SK4 OF UNISTRUT 4=11=I=Ir UNISTRUT.P1281'ANGLE EA. MIIIIMIIIMIA;; SIDE OF HEADER WITH 3/8" :_i _- MIN. BOLTS TO UNISTRUT AND WI4x HEADER 3/8"THRU BOLT TO HEADER PER PLAN. O SECTION (E) SHT'G (E) SUBPURLIN (E) PURLIN PER PLAN 40 PER PLAN [I�, 4 ' LVL PER PLAN. ATTACH 1\ TO (E) PURLIN WITH (8) 10d (0.148x3") NAILS AT EACH END AND 10d NAIL @ 1'-0"0/C STAGGERED MIN. 1/2" DIA. ALL / IN BETWEEN. THREAD ROD ATTACHED /' TO UNISTRUT AND HOOD. 4. (6) MINIMUM AT HOOD. k sii•..•.•... I UNISTRUT'P1001' FULL :„.., .:. LENGTH OF KITCHEN HOOD. Ji!, ATTACH TO 4x HEADER PER IV SECTION A. CV 4, � � - ATTACH HOOD TO 5'-0" WALL WITH#10 SMS EACH STUD. KITCHEN HOOD PER 1/SP1 1 co siRUCTURgt FULL HEIGHT `° y:6 .\,3�O PROffssi METAL STUD WALL / � 1NEE� �9� BY OTHERS. (6"33 MIL STUDS @ 2'-0" EQUIPMENT 8512P� 0/C MAX. WITH BY OTHERS / X 7 It DEFLECTION TRACK vV AT TOP BY OTHERS) OREGON iiailin�)t _S 0 94,CII 9, �° \. yG4 O L E'N i.`' HOOD SECTION DETAIL EXPIRES: 6-30-24 N.T.S. NOTE: - NUTS REQ'D BOTH SIDES ALL THREADED ROD CONNECTION rMTMRIPPEY BY KMJ DATE ..LL �� CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 22259 Tigard, Oregon 97223 Phone(503)443-3900 SHEET SK5 OF 1 r •1 )of 1r—a 1.111 • . i'ot_ - `)(; ('S (12 t,�:,: 61) 4)u.r I It :) Original vuriin ' w; �,t1_, y,ft. 3i i•y0 11 E TwI lY1 1. s -9.-3.1Ao V -rl .-` ri,2% i oc. 4 yot(n t V ' 1 1 $o" Af-cipv\tes -to vu(tkvl acktxl> 1pm ioA 211D1.k?.cwCl. ,{d11Y11Y1 '` t �.`i �• M 2y.10 k••ft- -�1-t.2'7u,tnly. s 57. 132 9L-I-1 SoSI. - - lUl pi i 2o,tS4, 1_ Paullh CV_ t0°I t �( 'ream_f 4,14,6L 1 P ?,(') 4 EXtCil,lho 10A.Y tl111 O:.` '_ ..^. 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'Puctin -i LVL le: ;A -..Ittx is( r 6t.$) a " y.,,t -iJD 4 x m.,-17o/'?- -- C�i�s lbs. � I.I.x� Incadkr Cx etteFi lOe\ =l?,S tbs inflil —> Y.t--t•I(t.Q Y\ nooa Oefi k1( —)Rvvvtrk . t htiI ( ev1t sZRUCTU844 I �10�t @ 1`% 6< P ` ��pPROF P1n)c Iva(S = ti7�S ih�� 1YlM�1 tel. ev1r(• �`\E rs1NE fss/O `Se° kv10.01rA rvr ,Gatti c4(c 4 8512 E4 9l t�li'r 1 O;'131 ,A(6)jr . 61, . 0,162" OREGON ,.. "� ��K��' 11(rtGtLis. i0 NCH 9, 2 • fy�gKYLEWE•\��%�. I TM RIPPEY EXPIRES: 6-30-24MI‘ BY Kty DATE CONSULTING ENGINEERS CHKBY DATE 7650 S.W. Bevefand St, Suite 100 Z�Z�J�Tigard, Oregon 97223 ___._.. ..__. . . __.._ JOB NO • Phone(503) 443-3900 _ SHEET Ct OF Project Title: PacTrust- Memo Sushi Engineer: K. Jaycox Project ID: 22259 Project Descr:RTU and Kitchen Hood Printed: 9 SEP 2022,11:12AM Wood BeamFile:22259 Momo Sushi.ec6 Ltc,#;KWOfi002bfi2 Software copyright ENERCALC,INC.1903-2020,Build:12.20.10.31 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION: RTU-1 Header CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Pt Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575.0 psi Density 31.210pcf D(0.212)S(0,2) s D(0.012)oS(0.025) 4x8 e4 Span=7.708 ft 1. 1.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0,2120, S=0.20 k @ 4.167 ft,(hdr load) Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK` Maximum Bending Stress Ratio = 0,309 1 Maximum Shear Stress Ratio = 0.098 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 415.32psi fv:Actual = 20.30 psi Fb:Allowable = 1,345.50psi Fv:Allowable - 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.164ft Location of maximum on span = 7.118 ft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 3113>=360 Max Upward Transient Deflection 0,000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 1691>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 • Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span M V Cd CFN Ci Cr Cm C t CL M lb F'b V fv F'v +D+S+H - Length=7.708 ft 1 0.309 0.098 1.15 1.300 1.00 1.00 1.00 1,00 1.00 1.06 415.32 1345.50 0.34 20.30 207.00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0547 3.939 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.332 0.365 Overall MINimum 0.188 0.204 +D+S+H 0.332 0.365 D Only 0.144 0.161 S Only 0.188 0.204 CI Project Title: PacTrust-Memo Sushi Engineer: K. Jaycox Project ID: 22259 Project Descr:RTU and Kitchen Hood Printed: 7 SEP 2022, 3:27PM Wood Beam F e:22259 Momo ustti.ec6 Software copyright ENERCAI_C,INC,1983-2020,Build:12,20.10.31 Lic.#:KW-06002562 TM RIPPEY CONSULTING ENGINEERS DESCRIPTION; Kitchen Hood header - CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pull 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing : Completely Unbraced D(0.i705) D(0.2705) X X oX X oillk 4x4 Ah Span=7.750ft Applied Loads Service loads entered.Load Factors will be applied for calculations, Point Load: D=0.2705 k @ 1.50 ft Point Load: D=0.2705 k @ 6.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.439: 1 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 4x4 Section used for this span 4x4 fb:Actual = 681.38psi fv: Actual - 33.12 psi Fb:Allowable = 1,552.50psi Fv:Allowable - 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5,148ft Location of maximum on span = 0.000 ft Span#where maximum occurs - Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0,000 in Ratio= 0<360 Max Upward Transient Deflection 0,000 in Ratio= 0<360 Max Downward Total Deflection 0,252 in Ratio= 369>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+S+y - - 0.00 Length=7,750 ft 1 0.439 0.160 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.41 681.38 1552.50 0,2700 ,277 33.12 2077.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.2515 3.903 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.271 0.271 Overall MINimum 0.271 0,271 +0+S+11 0.271 0.271 D Only 0.271 0.271 C9J • l c)lhl6 ' Me;, �m rv1 H)kx),(t'6( 1J+,s. cont. I)e rl) /e't x .-d`6 c- �i��e&( �‘,tr lin tO(AA : ?1.0 V 1)1. (wIa h(!cAl t'.\U'heo( 104(A) ki tr►`\ 1'tavvl: M = -(-t (OriO nal) • • • Nc�} beam moryo_ri-m ►21.s v.-(k _� 1;7°4 -thC. K. SY,. • v= ICI vct L v ?70 a i O.K.. • • 19ea ) • 'Pectwt Z- (Cartrl. \Owvt (tv\rt` ) toy,/ 2.-1" ei • ....�.ko?, ykA( kV�. octet i 7J.Vr,.. pl.. •'I rje Vlr %t. twja nto, {aa-C13� 5c1s1 ivt-5 btorvt : t1 —ICA. 4 y.-f , (e ove-rilem t ?. )_,f v•& (w\tl NCw tit ow) YnOYYt,t.V1-1 t.4 _. NA. .•C t -&.?)% 1nG. < `/o C7.1(. Tv- t0 'psi < 177-v o, Exi<-�in3 uf_a+rn 0. _.. ` a-urn ?. (4 c V)(0,r).t") 614 x 2-i"(IL. 1,4t'flri ()ad : 2.04 tn.- axis{ t3 bea H - i9)?,>.1 N(,w 19e4 0v',-t.e n l ; •(PI Ci 1#.2)7, l v►C, < cs 4‘v 12C; >s t < -'v U le. • 1:\ TM RIPPEY BY K Mg DATE iI 11 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 29-9.-CJ1. Tigard,Oregon 97223 - Phone(503) 443-3900 SHEET e Lf_OF • Wind and Seismic Loads on Mechanical Unit 48TC- D08 Based an ASCE 7-16 Section 29.4.1 and 13.3.1 Seismic Parameters SE s= 0.68 Spectral acceleration Ip= 1.00 Importance factor Rp= 6.0 Component response modification factor ap= 2.5 Component amplification factor Wind Parameters V= 97.00 mph Ultimate Wind Speed 3-Second Gust B Exposure Category Building Parameters Mechanical Unit Parameters Curb Parameters h = 15.0 ft Wt= 1127,0 lbs Height= 14.00 in Building Depth = 90.0 ft Height= 41.25 in Width = 50.00 in Building Width = 200.0 ft Width = 59.50 in Length = 78.25 in Length= 88.13 in Loading Summary(all values in ASD) W Uplift =402 gas Ark t Wt= 1127 lbs E=269 lbs cv m �" ' W =459 lbs li nj _U II 4.17 ft T Net Wind = 116 lbs T Net Seismic=-98 lbs TCONSMTRG ENGINEERSRIPPEY CC Wind and Seismic Loads on Mechanical Unit 48FC-06 Based on ASCE 7-16 Section 29.4.1 and 13.3.1 Seismic Parameters SDS= 0.68 Spectral acceleration IP= 1.00 Importance factor Rp= 6.0 Component response modification factor a = 2.5 Component amplification factor Wind Parameters V= 97.00 mph Ultimate Wind Speed 3-Second Gust B Exposure Category Building Parameters Mechanical Unit Parameters Curb Parameters h= 15.0 ft Wt= 686.0 lbs Height= 14.00 in Building Depth= 90.0 ft Height= 33.38 in Width = 37.25 in Building Width = 200.0 ft Width = 46.63 in Length = 67.38 in Length= 74.38 in Loading Summary(all values in ASD) W Uplift =264 lbs Wt=686 lbs E= 164 lbs kn $ W =331 lbs . c v_ it E zs vn c .y .3 3.1 ft T Net Wind= 137 lbs T Net Seismic=-38 lbs CONSULTING PPEYRS Ct� Wind and Seismic Loads on Mechanical Unit MAU for kitchen hood Based on ASCE 7-16 Section 29.4.1 and 13.3.1 Seismic Parameters SOS= 0.68 Spectral acceleration, Ip= 1.00 Importance factor Rp= 6.0 Component response modification factor ap= 2.5 Component amplification factor Wind Parameters V= 97.00 mph Ultimate Wind Speed 3-Second Gust B Exposure Category Building Parameters Mechanical Unit Parameters Curb Parameters h = 15.0 ft Wt= 753.0 lbs Height= 20.00 in Building Depth = 90.0 ft Height= 36.75 in Width = 31.00 in Building Width = 200.0 ft Width= 37.38 in Length= 79.00 in Length = 135.88 in Loading Summary(all values in ASD) W Uplift =389 lbs lk Wt= 753 lbs E=180lbs N n � � u G -0 c 2.58 ft T Net Wind= 553 lbs T Net Seismic=33 lbs TM �� C©NSULTINNGPPE ENGINEERS Ci� _-RTU Header Lateral Design All values are in (ASD) Based on ASCE 7-16 Lateral Design Summary of Lateral loading(See Lateral Report) Wwlnd uplift(ASD) = 389 lb E(Aso) = 269 lb Wwind(ASD) = 638 lb TWlndTotal(ASD) = 553 lb Tselsmic(ASD) = 33 lb Cd 1.6 Lateral Hardware Analysis Shear #10 x 1-1/2" Emb.Screw = 141 lb Shear #10 x 1-1/2"emb.Screw into 18 ga. = 263 lb Tension #10 x 1-1/2" Emb. Screw = 217 lb Long Side Shear Demand = 319 lb Short Side Shear Demand = 162 lb Overturning Demand = 553 lb Required Screws Per Short Side of Curb(Shear) = 2 #w/CD Required Screws Per Long Side of Curb (Shear) = 1 #w/CD Required Screws Per Long Side of Curb(Tension) = 2 #w/CD Required Quantity of Screws For Seismic Clip (2 Clips Per Each Long Side of Curb) 2 See Attached Lateral Analysis • KlceIi1:�1 3t e) } Cpo, - Ody,S? L6 f — o,Ll �2,5 (o,� �f 1,�, (t t 2 - 0,? mil. ,c.1) C-.roVevvK (,.o/I,o) Vev►A 0,1, (D,lag2j)(ISO) ((c)p 0,Wc., I.0p (0.?).1.2)(1087 S10 lbr,. (ut,T) - 2-a (bs ( � :1t Screws itAlI 4 W £SW 1tir, Z 71-1-7 1 ke, • '(e-Akkk @ 91 (el)) tviln ) . 01v)(? Lk) �, i?,i.�.��. l°� 'j�- D le, (hoot - (i4c,1/I(9')�.17) r.,,�,�, 13.70w` . � � �� a 5E Ib•j'•l/C'4-- �. �vlojvtP.n•� iodct.r2r3 b Cctie Yvtim. irvir-fur mil stud (@ c,ee,c 141-c„ ) :' poax - I 1 oa _y -no-cat TM RIPPEY BY Y11A-1 DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 � 91 Tigard, Oregon 97223 foe No )__1•..a • Phone(503) 443-3900 OA OF A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. OTC Hazards by Location • Search Information METZGER Trader Joe, Address: 15985 SW 72nd Ave, Portland,OR 97224, (tat) • USA SW sattfr r st [53 ft Is. ncJPrit,Pali ,;uric Coordinates: 45.4043442,-122.7497599 Elevation: 153 ft s4N uurtwod Timestamp: 2022-09-01 T20:52:26.023Z r 'I 6 .lt+;r«tad Hazard Type: Seismic Cook Park ..i.. `%0 Reference ASCE7-16 Gor,gle p0 Map data©2022 Google; Report a map error Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.853 MCER ground motion(period=0.2s) Si 0.39 MCER ground motion (period=1.0s) SMs 1.024 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value Sots 0.683 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11,4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CR8 0.886 Coefficient of risk(0.2s) cfo