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Report (3) Alt erC20Zo-O0t627 1 JOB: Ro ente Kitchen Equipment SHEET NO.: OF 1 CALCULATED BY: KG DATE 3//W20 581 6 SW Gillcrest ct ChECKED BY: DATE Portland, OR 9722 I Ph: 503.896.7712 PROJECT NO.: KG PROJECT INFORMATION OFFICE COPY Kitchen Equipment 13727 SW PACIFIC HWY #200, TIGARD OR 97223 Building Codes 20 15 IBC ASCE 7- IG 20I9 OSSC Design Parameters Exposure = B Wind Speed = 120 Roof Height = 30 Seismic Values Sds = 0.68 f Ip = I PFFS ��\y'14.RVSOy-v tT 4624PE' l O GbfN q'+ ARy j4L EXPIRES: 6/30/21 S. 1 oipprofflo Project: Sheet# L5816 SW GILLCBEST CT. ��' PORTIAND.OR 97221 TEL:503.8967712 Client: Job# Date: By: " 1/2" DIA OR GREATER ATR SUPPORT (6 L4x4x14 Ga w/(2)#12 SDS PLACES) TO STUD WALL EACH END OF HOOD /4 7 /jr V.1 7 iet N. (E) ROOF TRUSSES 0 � t I— 28' I I--, --- 28' I T , Q wei IV 12 12' , 0 HOOD INSTL PLAN VIEW i PRoress HOOD WEIGHT=4011bs ,,�`�' E. Ire£ i°�.� 4 5624PE f ;rr`} '" 01 CbN p' 0 �F Ip Of EXPIRES: 6/30/21 . iii V;,- -,.. Project: Sheet# 5816 SW GLU.CREST CT. .Location: 3 PORTLAND.OR 97221 Job TEL:503.896.7712 Client: ir Date: By: P1000 1 5/8" SINGLE STRUT 1/2" DIA OR GREATER ATR SPANNING (2) TRUSSES(MIN) SUPPORT (4 PLACES) CS14 STRAP W/#10 SDS TOP AND BOTTOM CHORDS I EACH SIDE OF TRUSS J� —/ L4x4x14 Ga w/(2)#12 SDS TO OF STU DWALL EACH END 0 // n / \\\ii: . \ (E) TRUSSES G 7 op PROppS ESu'I� Si 0��BACKSPLASH 80.00' HIGH 5.1624PE >r. 7 X 102.00' LONG ‘-.is._OREGON oom EQUIPMENT S HY p4, BY OTHERS EXPIRES: 6/30f21 ell IT l 0 HOOD INSTL SECTION HOOD WEIGHT=4011bs r Projxt: Sheet it 5816 SWGILLCREST CT. Location: ._..__ _._..._.._. 4 PORTLAND.OR 97221 Job tr TEL:503896.7/12 Client: Date: By: Exhaust Fan MUA Mounting Similar (4)#10 SMS /Side _ 14"x16" A1011 seem welded Grease (4) 1/4"x 6" LAG Screw/Side Duct wrapped in 2 layers of Morgan II■II Roof Deck Firewrap, as per code 2x Blocking w/LUS ea end jl!l__1AL=1111M11 2X4 w/#12 SDS @ 6"OC 0 HOOD/RTU INSTL VIEW ♦�4E� PROFESS 55624PE OREG©N $ EXPIRES: 6/30/21 3/18/2020 ATC Hazards by Location Hazards by Location 5 Search Information Address: 13727 SW Pacific Hwy,Tigard,OR 97223, USA Vancouver r---) 267 ft p , Coordinates: 45.420603,-122.7861987 'bwlCt land Htilsbvrao "`'k Gresham Elevation: 267 ft Beav non f l ze Mt Timestamp: 2020-03-18T21:37:33.489Z 431 i or Hazard Type: Seismic Reference ASCE7-16 O -<i Map data©2020 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 0.852 MCER ground motion(period=0.2s) Si 0.394 MCER ground motion(period=1.0s) SMs 1.022 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.681 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 CRs 0.885 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.388 MCEG peak ground acceleration FPGA 1.212 Site amplification factor at PGA PGAM 0.47 Site modified peak ground acceleration httpsJ/hazards.atcouncil.org/#/seismic?Iat=45.420603&Ing=122.78619878address=13727 SW Pacific Hwy%2C Tigard%2C OR 97223%2C USA 1/2 3/18/2020 ATC Hazards by Location TL 16 Long-period transition period(s) SsRT 0.852 Probabilistic risk-targeted ground motion(0.2s) 6 SsUH 0.962 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.394 Probabilistic risk-targeted ground motion(1.0s) S1UH 0.454 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer " Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website Is believed to be correct,ATC and its sponsors and contributors assume no responsibility -or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. httpsJ/hazards.atcouncil.orgi#/seismic?Iat=45.420603&Ing=122.78619878&address=13727 SW Pacific Hwy%2C Tigard%2C OR 97223%2C USA 2/2 V � ,,,,r- JOB: Rovente Kitchen Equipment 'g"'d t" SHEET NO.: OF 7 .00 CALCULATED BY: KG DATE .///W2O . 581 G SW Gillcrest ct CHECKED BY: DATE Portland, OR 97221 Ph: 503.896.77 12 PROJECT No.: KG . WIND LOADS ASCE 7-1 O Sec. 29.5. 1 Rooftop Structures and Equipment for Building with h <_ 60 ft FSaslc wind design criteria: Wind Speed V = 120 mph Exposure category = B Mean roof height h = 30 ft Wind pressure formulas and input data: qh= .00256 Kz Kn ry V2 Eq. 29.3-I Topography factor K = I.0 Directionality factor Kd = 0.90 Table 26.6-I Exposure coefficient Kg= 0.70 Table 29.3-I note I Lateral force Eh = qh(GC,.) Af Eq. 29.5-2 Lateral (GCr) = I .90 Vertical uplift force F„ = qh(GCr) Ar Eq. 29.5-3 Uplift (GCr) = I .50 Compute K; Table 26.9-1 For selected exposure category exposure alpha zg zg = 7 5 7 1 200 alpha = 1200 G 9.5 900 D 1 1 .5 700 for h less than 15 ft ICI = 2.01'(1 5/zg)^(2/alpha) = 0.57 for h greater than 15 ft Kz = 2.01(zlzg)^(2/alpha) = 0.70 Design wind pressures: qh= 23.24 psf Eq. 29.3-I Lateral pressure, Ff/Af = 44.2 psf Eq. 29.5-2 Uplift pressure, F)A, = 34.9 psf Eq. 29.5-3 where Af = vertical projected area of equipment Ar = horizontal projected area of equipment 8 58 I G SW Gillcrest ct Portland, OR 9722I Ph: 503.896.77 12 Calculations KITCHEN HOOD, ROOFTOP EQUIPMENT Sheet i► !l.11 Project: 9 5814 SW GILLCREST CT. Locat1011:. _.. .. _. _ .. .. PORTLAND.OR 97221 TEL:503896.7712 Client: Job ft Date: By: 'go 0 S P rA-.J SS SFCc-, = 46 Roof) L.Jt = 4z) I ,S = CD , y x 't o I 4t- = 2 i 9 k _ 0,2 (I) o ,6,04 X 40 - cc J4-5 © ,-7 V r (Art__ c' {)vrz. T- - (4 ) " 0 A- At r Project: Sheet 5816 SW GILLCREST CT. Location: PORTLAND.OR 97221 TEL:503.8%.7712 Client: Job it Date: By: Fe = I5 f 1S '� x ti4 /t L 4 Cp732n tks F T�L /10211 e. I070 liter 144 We-.1 ii A t-s6 / 12_ sos s Ni--o u \AI = t4-7*71J = 145 6_* 15-;_ F, = d, 49 T (Z) 147 ('f 14S O Si 'I ' ,4 LJ a JOB: Povente Kitchen Equipment WIRINIII SHEET NO.: OF 1 1 CALCULATED BY: KG DATE 3//&/20 • 5816 SW Gillcrest ct CHECKED BY: DATE Portland, OR. 97221 Ph: 503.596.77 12 PROJECT NO.: KG EQUIPMENT DATA EFI Wp = 88 Ibs Curb dimensions Width (in) Length (in) L = 22.0 in 20.0 20.0 w = 22.0 in h = 50.0 in Location of center of gravity: hog = h/2 = 25.0 in (values adjusted to be from edge of curb) Xcg = I I .0 in Ycg = I I .O in Determine wind pressure areas: Af = L * h / 144 = 7.6 ft2 Ar = L * h/ I44 = 3.4ft2 JOB: Ro✓ente Kitchen Egwpment WNW. SHEET NO.: OF 12 CALCULATED BY: KG DATE ./lLY2O • 5816 SW 0dlcrest ct CHECKED BY: DATE Portland, OR 9722 I PROJECT No.: KG Ph: 503.896.77 12 EQUIPMENT DATA, MUA Fan Wp = 213 lbs Curb dimensions Width (In) Length (in) L = 21 .0 in 21 .0 2 1 .0 w = 21 .0in h = 46.0in Location of center of gravity: ticg = h/2 = 23.0 in (values adjusted to be from edge of curb) Xcg = 10.5 in Ycg = 10.5 in Determine wind pressure areas: Af = L * h / 144 = 6.7 ft2 Ar = L ' h/ 144 = 3. 1 ft2 JOB: Rovente Kitchen Equipment ..*.� *-I . .I SHEET NO.: OF 13 CALCULATED BY: KG DATE ,///t3/20 • 5816 SW Gil'crest ct CHECKED BY: DATE Portland, OR 9722 I PROJECT NO.: KG Ph: 503.896.7712 SEISMIC LOADS ASCE 7-I 0 Sec. 13.3 Seismic Demands for Nonstructural Components Air Side hVAC Equipment SEISMIC DESIGN FORCE FORMULAS Fp* = 0.4ap * Ip * Sds/ Rp * [ I + 2 * {z/h} ] * Wp * 0.7 Fp min = 0.3 * Sds * Ip * Wp * 0.7 Fp max = I .6 * Sds * Ip " Wp * 0.7 Vertical seismic = 0.2 * Sds * Wp * 0.7 0.7 factor for allowable stress design INPUT DATA ap: in-structure component amplification factor = 2.5 Sds: seismic coefficient = 0.68 Ip: importance factor = I .0 RP: component response modification factor = 6 z: component attachment elevation from grade = I h: structure roof elevation from grade = I 4* = / CALCULATIONS Fp* = 0.235 Wp Fp min = 0. 143 Wp Fp max= 0.763 Wp Fph = 0.24 Wp controlling Fp (A5D) Fpv = 0. 10 Wp (A5D) Iy ' JOB: Rovente Kitchen Equipment 1 a a . a SHEET NO.: or 14 CALCULATED BY: KG DATE 3/Ic3/20 58 I G 5W Gillcrest ct CHECKED CED BY: DATE Portland, OK 97221 Ph: 503.896.771 2 PROJECT NO.: KG WIND $ SEISMIC OVERTURNING ANALYSIS F pipmrnt data Curb# EF I Wp = 88 lbs �. curb w = 20 in Af = 7.6 ft` { r W Ar = 3.4 ft` c9,, Hc.g. = 25 in 1— / Xc.g. = I 1 in Yc.g. = 1 1 in r. C9x s Wind overturning analysis Fh = 44.2 psf(LRFD) * Af = 337 lbs • Fv = 34.9 psf(LRFD) * A, = 1 17 lbs , Mot = 0.6Fh * Hc.g. = 5060 in-lbs A5D load combinations used: Mr(min) = O.6Wp ' Yc.g. = 581 in-lbs 0.6D + O.6W Mr(max) = Wp* (w -Yc.g.) = 792 in-lbs D + 0.6W Max uplift, T = (Mot- Mr(min))/w +0.6Fv/2 = 259 lbs Wind controls Max compression, C = (Mot + Mr(max))/w = 293 lbs Wind controls Max shear, V = 0.6Fh/ 2 = I 0 I lbs Wind controls 9itismlr.rwvrturning analysts Fph = 0.24 x Wp(A5D) = 2 I lbs Fpv = O. 10 x Wp(ASD) = 8 lbs Mot = Fph * Hc.g. = 524 in-lbs A5D load combinations used: Mr(min) = (0.6Wp- Fpv) ' Yc.g. = 489 in-lbs 0.6D + 0.7E Mr(max) _ (Wp + rpv) * (w-Yc.g.) = 868 in-lbs D + 0.7E Max uplift,T = (Mot- Mr(min))/w = 2 lbs Max compression, C = (Mot + Mr(max))/w = 70 lbs Max shear, V = Fph/ 2 = 10 lbs JOB: Rovente Kitchen fgwpment SHEET NO.: OF 15 CALCULATED BY: KG DATE .3//6V20 5816 SW Gillcrest ct CHECKED BY: DATE Portland, OR 97221 Ph: 503.896.7712 PROJECT NO.: KG WIND $ SEISMIC OVERTURNING ANALYSIS egwpment data Curb# MUA Fan Y a Wp = 2 13 lbs I t curb w = 21 in Af = 6.7 ft` ( a w A, = 3.1 ft` tgv Hc.g. = 23 in ->�— Xc.g. = 1 I in Yc.g. = I I in C9x Wind overturning analy,i_ Fh = 44.2 psf(LRrD) ' Af = 296 lbs ry = 34.9 psf(LRFD) * A,. = 107 lbs Mot = 0.6rh ' Hc.g. = 4088 in-lbs A5D load combinations used: Mr(min) = 0.6Wp ' Yc.g. = 1406 n-lbs 0.6D + 0.6W Mr(max) = Wp ' (w-Yc.g.) = 2 130 n-lbs D + 0.6W Max uplift, T = (Mot- Mr(min))/w +0.6Pv/2 = I GO lbs Wind contmle Max compression, C = (Mot + Mr(max))/w = 29G lbs Wind controls Max shear, V = 0.6rh/ 2 = 89 lbs Wind controls Seismic overturning analysis Fph = 0.24 x Wp (A5D) = 5 I lbs rpv = 0.10 x Wp (A5D) = 20 lbs Mot = rph ' Hc.g. _ ! 168 in-lbs ASD load combinations used: Mr(min) (0.6Wp- rpv) ' Yc.g. = 1182 in-lbs 0.6D + 0.7E Mr(max) _ (Wp + rpv) ' (w -Yc.g.) = 2333 n-lbs D + 0.7E Max uplift,T = (Mot - Mr(mm))I w = -I lbs Max compression, C = (Mot + Mr(max))/w = 1 G7 Ibs Max shear, V = rph/ 2 = 25 lbs czwegitgilm Project -- -- Sheet 16 Locati S816 SW GLLLCMSY CT. on: .� PDRTtAND.OK 97221 TEL S03.896.7712 Client: Job tt Date: BY: 'C7 Vn 1 p XGt t. ut Sys I i Zo / 1 I r (T C,lM �� V h - (� /5 S (41 0 �S I '02- 259�- 1 o t 7 (y ) 1 /.5•-•s `' C O 2 - I101t X1 , 6 17b t- tt - O . d 4 / (2) 314 (7) '(16 6 IL- 17 58I G SW Gillcrest ct Portland, OR 97221 Ph: 503.896.77 12 REFERENCE 1100 .INFMRYATI° - ✓06140192 8 PATENT NUMBFeC HOOD MAX. EXHAUST PLENUM WOO Cpww, TAG MODEL LENGTH COOKING TYPE APPLIANCE DESIGN TOTAL RISERS TOTAL H® AC-PSP (United States) - US Patent 7963830 H2 NO, TEMP DUTY CFM/ft EXH. (FM WIDTH LEND.HEIGHT DIA �CFM VEL. SP. SUPPLY CONSTRUCTION END TO ROV AC-PSP Wall (Canada) - CA Potent 2820509 AC-PSP Island(Canada) - CA Patent 2520330 7224 430 SS 1 VHB-PSP-F 8' 6• DeB II N/A 200 1700 4' 16' 1700 1218 -0.174' 1545 0 ALONE ALONE 1 8 - II00.° INF2RNATION FLTER(S) LIGHT(S) _ uT1LIT'(�pH TC$) FIRE HOOD HOOD TAG EFFICIENCY FIRE SYSTEM ELECTRICAL SVITCHES _SYSTEMHANGING NO. TYPE QTY.HEIGHT LENGTH p 7 OTT, TYPE GUANO LOCATION SIZE TYPE SIZE MODEL I) QUANTITY PIPING VGHT MICRONS 1 3 L55 Series E26 NO N➢ 401 LBS Zjpp� OPTIONS HD®CORNER FULL LENGTH ��De-a m $ANGIIID Nla F re HHAA11Q141r ANN F Np, TAG OPTION ra o (HARDWARE BY INSTALLER) spa o (HARDWARE BY INSTALLER) 1 ACKSPLASH 80.00' Mph X 102.00' Lang 430 SS Vertical alp 55555 a Pa'Rr'DRA D SU PLYiLETS) ^"T^ Q� fl.M 1Owa .�i, 155. HOOD RISER S) �.- •• TAG POS. LENGTHVIDCpiT TYPE anus ION Na VIDTH LENG. IDIASE CFM S.P. ur-n Tn 1 MOM MUA 12' 28' 772 0.223' STEM STU 1 Front 102' 16 ' MlA 12' 28' 772 0.223• '• a aemmM u,-n m /// l/, e e 01111.206111 MOM MIX •• PM ® ® rat sa MT VWQ Pl. D '• �'-1 MT VAO[R —`_ K EOM aONA C Wr-n m / Tur WOW1 36' SrY 111.510 L.r-um ONO[5 MOM SIM MI MR ASSEMBLY INSTRUCTIONS ASSEMBLY INSTRUCTIONS ®.// HANGING ANGLE MUST BE SUPPORTED WITH 1/2' - 13 TPI HANGING ANGLE MUST BE SUPPORTED WITH 1/2' - 13 TPI GRADE 5 (MINIMUM) ALL-THREAD. SANDWICH HANGING GRADE 5 (MINIMUM) ALL-THREAD, SANDWICH HANGING 72' ew' y ANGLES AND CEILING ANCHOR POINTS WITH 1/2' GRADE 5 ANGLES AND CEILING ANCHOR HOR POINTS WITH 1/2' GRADE 5 4i//® (MINIMUM STEEL FLAT WASHERS AND 1/2' - 13 TPI (MINIMUM) STEEL FLAT WASHERS AND 1/2' - 13 TPI GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE GRADE 5 (MINIMUM) HEX NUTS AS SHOWN, MUST USE DOUBLED HEX NUT CONFIGURATION BENEATH HOOD HANGING DOUBLED HEX NUT CONFIGURATION ABOVE CEILING ANGLES AND ABOVE CEILING ANCHORS, MAINTAIN 1/4' OF ANCHORS. SINGLE HEX NUT BENEATH HANGING ANGLE IS U.L. Listed L55 Series E26 Canopy EXPOSED THREADS BENEATH BOTTOM HEX NUT, TORQUE ACCEPTABLE FOR FULL LENGTH HANGING ANGLES Light Fixture - High Temp Assembly ALL HEX NUTS TO 57 FT-LBS MAINTAIN 1/4' OF EXPOSED THREADS BENEATH BOTTOM O HEX NUT. TORQUE ALL HEX NUTS TO 57 FT-LBS. w 8'4+P•re --28' -- ---28' —84 16' 12' ' ; 12' MI 51' 51' — 25 1/2' I 51' 8' 6'Non,/8' 6,0013D - PLAN VIEW — Hood #1 8' 6.00n LONG 7224VHB—PSP—F ✓OBROVENTE PIZZARIA �� LOCATION PORTLAND, DR, 97281 ■. _ ' RE DATB 2/27/2020 JOB / 4019219 Marl k DIIC { 1 DR4 N BY 12d4! SC4Ld' 3/8' = 1'-0' SUPPLY PLENUM A w-n IP1 DINGING did F JJ- L55 SERIES E26 CANOPY LIGHT FIXTURE - y m Arem.l. (HARDWARE BY INSTALLEW HIGH TEMP ASSEMBLY, INCLUDES CLEAR THERMAL ;7— AND SHOCK RESISTANT GLOBE CLSS FIXTURE) WIT Widll 0 72' EXHAUST RISER e aTR ATTACHING SUPPLY RISE SIMSPAN xi-TMn+ HANGING ANGLE PLATES WITH VOLUME DAMPER SEE HOOD T LE ur-nm 23.5% OPEN STAINLESS C Gli Id IT adid L. -"moo_ STEEL PERFORATED PANEL aim GOYIM. to Ca Mad na / 6' r RATvro all Odd / _ I— na.e ..+ '�T 16• -� rut wan / 24' NDM. / 18' ar.,i.0 sno IT IS THE RESPONSIBILITY VOL WSta OF THE ARCHITECT/OWNER TO 1 ENSURE THAT THE HOOD CLEARANCE ASSEMBLY INSTRUCTIONS FROM LIMITED-COMBUSTIBLE HANGING ANGLE MUST BE SUPPORTED WITH 1/2' - 13 TPI AND CSMBUSTIMPL MATERIALH GRADE 5 (MINIMUM) ALL-THREAD. SANDWICH HANGING A CODEN REQUIREMENTS. WITH ANGLES AND CEILING ANCHOR POINTS WITH 1/2' GRADE 5 LOCAL CODE REQUIREMENTS. (MINIMUM) STEEL FLAT WASHERS AND 1/2' - 13 TPI GRADE 5 <MINIMUM) HEX NUTS AS SHOWN, MUST USE DOUBLED HEX NUT CONFIGURATION ABOVE CEILING ANCHORS. SINGLE HEX NUT BENEATH HANGING ANGLE IS ACCEPTABLE FOR PSP HANGING ANGLES, MAINTAIN 1/4' OF EXPOSED THREADS BENEATH BOTTOM HEX NUT, TORQUE ALL HEX NUTS TO 57 FT-LBS. / BACKSPLASH 80,00' HIGH X 102.00' LONG 80' EQUIPMENT BY OTHERS // F� �T_ LJ I I SECTION VIEW - MODEL 7224VHB-PSP-F HOOD - #1 ✓OB ROVENTE PIZZARIA LOCATION PORTLAND, OR, 97281 • [T�E'1 al - ■ BATS 2/27/2020 JOB i 4019219 A a��.Interlek BITG i 2 DR9)TN BY 1R8'V. SCALA' 3/8' = 1'-0' F H UST fIA& /yFORLATION - Jo !l4019 19 . UNITFAN ' DISCHAR WEIGHT CFN ESP RPM H.P. RKP, LT FLA TAG I FAN UNIT MODEL K 1700 L000 1302 0.750 OA330 bl 208 3.2 338 FPMVELOCI a 8 1 SEINES 14.5 MUA FAN(INFORMATION — Job#4019219 20 FAN MIN DESIGN WEIGHT UNIT TAG FAN UNIT MODEL 0 BLOWER HOUSING CFM CFM ESP, RPM HP. B.H,P, 0 VOLT FLA MCA KKR (LBS.) SINES NO. 2 Al-G10 GOOD Al 0 1545 0.750 1036 1.000 0.8810 1 208 6.1 8.3A 15A 213 24 FAN 9PTIQNS FAN UNIT TAG OPTION(Qty. - Descr.) NO. I - Grease Box 1 1 - ECN Wiring Package - Manual or 0-10VDC Reference Speed Control (TELCO Motor), CCV RotatIon 1 - Motorized Backdraft Damper for Size 1 Housing 2 1 - ECM WIr0Ig Package-Supply - Manual or 0-1OVDC Reference Speed Control CNIDEC Motor) FAN,4CCES,SORIES FAN E%HAUST SUPPLY UNIT TAG NO, GREASE GRAVITY WALL SIDE GRAVITY MOTORIZED WALL CUP DAMPER MOUNT DISCHARGE DAPPER DAMPER MOUNT 1 YES 2 YES ;URB ASSA'MRLIES ON NO. WEIGHT ITEM SIZE FAN 1 0 1 36 LBS Curb 23.000'W x 23.000'L x 20.000'H Vented Ifiged 2 • 2 29 LBS Curb 2L000'W x 21.000'L x 20,000'H ✓OBROVENTE PIZZARIA LOCATION PORTLAND, OR, 97281 �a Y P LATE 2/27/2020 JOB # 4019219 D ///u Intense `ex o DD'O ,# 3 DRAFN BY REV SCALE 3/8' = 1'-0' FAN #1 DU85HFA - EXHAUST FAN , VENTED 21FEATURES CURS-DIRECT DROVE C ISTIWCTDH O!1 BELTS/NU-EYES 31 7/D -N�1 E➢FANS 20'-RESTAUAND -762 Ileiip2/1, '� MIER -1L707 AND IL76H AND U.C-SN7 K/ -VARIABLE RP®LTNIIOL SS EGE EAU EL -INTERNAL WIPING CONSTRUCTIDN -WEATIEtBRI:EP DISCONNECT -H221 HEAT OVERLOAD PROTECTION(SINGLE P1ASD- / -GREASE ACA�CLASSIFICATION / "� ` 3' FLANGE BO WE111111 ILl.- __ _ _I / I. TFIPERATINE TEST I"�"I VHLEDRIAU FAN T2 AIR ATE DRl U49 C) / V110.E EXHAUSTING AIR AT 300'F 049'0 ROOF OPENING INrrIL ALL FAN PARTS NAVE REACHED 2 22 1/2 DIMENSIONS TRONAL FN.®RDN,AND WRIGDT ANY 22 1/2�' - DEIE]OOIATDfi of PA.iS TB TIE FM MGMI I GREASE DRAIN WOULD CAUSE UNSAFE OPERATION 3Mar EBNVSr AREAP TEST PITCHED ARE RVAILAHL�p. 2 IIII EXHAUST FAN RUST C FOR PITLFED ROOFS I I 14]Ai VICE ODA18TNG BURNING GREASE WIQ AT 600'F C3161D FOB A PERIOD IT SPECIFY PITCHY ID' 15 10111TES VR HE{OUT T FAN BECOME DOMED TO ANY EXTENT THAT COULD D CAUSE EXAMPLE7/l2 PITCH . 30' SLOPE AN UNSAFE CRIDTT®R I 221/2 JIPTTFBJS L M 3/4� GREASE BOX. �\ ECM WIRING PACKAGE - MANUAL OR 0-10VDC REFERENCE SPEED DUCTWORK BETWEEN CONTROL (TELCO MOTOR), CCW EXHAUST RISER ON HOOD ROTATION. AND FAN (BY OTHERS) JOB ROVENTE PIZZARIA ( O LOCATION PORTLAND, OR, 97281 ( C , i f DATA' 2/27/2020 JOB Fie 4019219 RD(er19k ,OW' 4 DRA/TN BY REV. SCALA' 3/8' = 1'-0' FAN$2 AI-G111-SUPPLY TAN 1.D19ELT DOVE"Mean SUPPLY MS VITN D'WIPER Da SUE B1 FOU ING WI111 SPEED maxi-,DID:YIBECT SWITCH /II GREASE DUCT Ac.CHIMNEY SPECIFICATIONS, 2.DOWN N®�H Q�1 W RIGHT PROVIDE GREASE DUCT EQUAL TO CAPTIVEAIRE SYSTEMS MODEL 'DW' 2 DOWN -AR FLOW RIGHT CF LEFT 4,ETT3217ED BACK'DRIFT DWPEA 16'S Zr FOR SIZE I WI1ENYERED UNITS V/ESTENDED SINFT,STNAIMRD GPLVMUUED ROUND 20 GAUGE 430 STAINLESS STEEL DUCTWORK. MODEL 'DW' CORSTR5 ECM�PSCNA[ .Al NEPA m ABGE.rn LEMAGE.�FBI aUPPLr ROTORS.INCLUDED Rnn CONTROLLER..ADG NIT BIDER UNDER IS LISTED TO UL-1978 AND IS INSTALLED USING 'V' CLAMP LOCKING WARRANTY,SEE PART LARDER SCH-VCU-RTCOR CONNECTIONS SEALED WITH 3M FIRE BARRIER 2000 PLUS. MODEL 'DW' CIE.SUPPLY DUCT!MIST E INSTALLED TO WET DWDNN STANDARDS A NNW"STRAIGHT DUCT LENGTH MUST DE MADETSDED DOES NOT REQUIRE WEL➢ING PROVIDING IT HAS BEEN INSTALLED PER 22 1119114SWENI Li FAILURE TO PRROPERLY DICEV DESCHARGE MDNCD D DI ANCA CA SYSTEM LI eCTSS AOm REDUCE PERM DO NOT :141 EnIPIoON UTOT TV SIPPORT°UCT rr.IN ANT VAT. • THE MANUFACTURES INSTALLATION GUIDE. SUGGESTED STRAIGHT DUCT SIZE ID 14'.14• PROVIDE RATED ACCESS DOORS AT EVERY CHANGE IN DIRECTION AND EVERY 12' ON CENTER. PEAR mATwMR PER MANUFACTURES LISTING MODEL 'DW' HORIZONTAL RUNS LESS THAN 75 FT, CAN BE gm SLOPED 1/16' PER 12', HORIZONTAL RUNS MORE THAN 75 FT. CAN BE SLOPED 3/16' PER 12'. DUCT SHOULD BE SLOPED AS MUCH AS POSSIBLE TO REDUCE THE CHANCE OF GREASE 11/4• ACCUMULATION IN HORIZONTAL RUNS. N. i IF THE DUCT OR CHIMNEY IS WITHIN 18 INCHES OF COMBUSTIBLE MATERIAL, PROVIDE FailT Ir I UL-2221 OR UL-103 HT LISTED DOUBLE WALL GREASE DUCT OR DOUBLE WALL CHIMNEY ✓� L4 II--_j I EQUAL TO CAPTIVEAIRE SYSTEMS MODEL 'DW- 2R, 2R TYPE HT, 3R, OR 3Z' ROUND 20 GAUGE 3 T/W en ■ 430 STAINLESS INNER DUCT INSULATED WITH A 24 GAUGE 430 STAINLESS OUTER SHELL. CUSTOMER APPROVAL TO MANUFACTURE: RM.O MMR AIP.N.w C MI ME ,PPw...1 r.•..M.. C WWII 1.1..e Am.. C C.I.D. M,e WY ..s SB• 27 SYe —{ SE VW Ur=LAD _ --. r 293/4' i % 3 33/4' IGIIIIIIIIIMIIIMO 7 11 V NDIDIM sTAAB:H DUCT SY EMMERT CURB PEA AIC I—S•—I S• ROOF OPENING 2'MILLER THAN CURS DDEIamL II L—J I111tM14' PORED CUM TM AVA6AR2�Y FCC PACED ROOM POT RIMY 111511.1.6.Mt PITCH•if ARM 41�t IngaT.1 =`vr 1� �.:. 1=7 �, JOB ROVENTE PIZZARIA LOCATION PORTLAND, OR, 97281 tit E�J ! , r /I BATE 2/27/2020 ✓OB # 4019219 .[III " BYO f 5 DRAIIN BY REV S I4Ld' 1/4' = 1'-0' cv- Exhaust Fan Wiring JOB 4019219 - RHVEN... DRAWING NUMBER EXH4O19219-1 SHIP DATE 2/27/2020 MODEL DU86HFA Installed Ootlons --- o0-10V • OPTIONAL 0-1OVDC °24 MOTOR ' SPEED REFERENCE _2 VAC CO 3R0L: INPUT BK -01 1 BK H 2 o- TR-01 �,, - - -- 1-- R 4- ----- MT-01 L —J ■ AVG WHITE MOTOR R • R SG-01 ROTATION WIRE, EMI 7� 16 pWG Component Ideritiflrntlon 3 ————z BLACK WIRE TO REVERSE ROTATION Jabel Descrlotlon Loratlon 4 MT-OS Fan Motor C2] NT-02 Damper Motor I2] 5 SC-01 RTC-FSC-1 Ell SV-01 Main disconnect switch I2] TR-01 24VAC 20VA Transformerlll 6 7 8 9 10 11 12 13 14 15 MOTOR INFU 16 EXHAUST 0.75HP-208V-1P-5.2FLA 17 18 MOTOR%CM_ MCA. INFORMATION MOTOR/CTRRLL MMMOIAP. 1155AA 19 20 NOTES -——- DENOTES FIELD WIRING 21 DENOTES INTERNAL WIRING W 22 WIRE COLOR BK - BLACK YW - YELLOW BL - BLUE GR - GREEN BR - BROWN GY - GRAY 23 PR - PURPLE RD - RED WH - WHITE AirHandler Wiring JOB 4019219 ROVEN... DRAWING NUMBER A4019219-2 SHIP DATE 2/27/2020 MODEL AI-G10 • (ATTENTION ELECTRICIAN( OPTIONAL 0-10VDC RL Installed Options DROP FOR DISCONNECT CONNECTION SPEED REFERENCE �0-�V Motorized Back Draft Damper IS FACTORY SUPPLIED INPUT — MOTOR °� • CONNECT POWER TO THE DROP - 24 VAC CONTROL P2 0/ Rt BK SC-01 1 1✓TR-06 BK WH 'REMOVE ORANGE JUMPER FOR 230/240V APPLICATIONS -- 11(---- awl • • OR CR_——— J Component Identification 3 Lohel. jlrscrlotloR Location BK BK b✓ TR-01(40va.J-box nounted)CMPU=200va Panel Mount) 4 BK liSV R VH 5 Supply 1 0..2_ _ MT-02 Damperp motor I5I 6 MT-02 7 8 SC-01 RTC-FSC-1 I1l 9 10 SV-01 Main disconnect switch 123 11 12 TR-01 Power transformer(40va)I3I MPU RequFes 200va Panel Mounted Version Instead of 40va 13 TR-06 24VAC 20VA TransfornerIll 14 15 MOTOR INFO. 16 SUPPLY IHP-208V-1P-6.1FLA 17 18 MOTOR/CTRLT CIRCUI T MCAT 8.3•N MOTOR/CTRL CIRCUIT MOP 15A 19 20 NOTES 21 -——- DENOTES FIELD WIRING 1IENOTES INTERN WIRING 22 WIRE COLOR BK - BLACK YW - YELLOW BL - BLUE GR - GREEN BR - BROWN GY - GRAY 23 PR - PURPLE RD - RED VH - WHITE System Design Verification (SDV) • If ordered, CAS Service will perform a System Design Verification (SDV) once all equipment has had a complete start up per the Operation and Installation Manual. Typically, the SDV will be performed after all inspections are complete. 25 Any field related discrepancies that are discovered during the SDV will be brought to the attention of the general contractor and corresponding trades on site, These Issues will be documented and forwarded to the appropriate sales office, If CAS Service has to resolve a discrepancy that Is a field Issue, the general contractor will be notified and billed for the work. Should a return trip be required due to any field related discrepancy that cannot be resolved during the SDV, there will be additional trip charges. During the SDV, CAS Service will address any discrepancy that is the fault of the manufacturer, Should a return trip be required, the general contractor and appropriate sales office will be notified, There will be no additional charges for manufacturer discrepancies. • ✓OBROVENTE PIZZARIA A ® LOCATION PORTLAND, OR, 97281 l "'"I DATA' 2/27/2020 JOB 1 4019219 Intent* — -- - � - DWG y 8 BRAWN BY REV. =WA' 3/8' = 1'-0' P1000 & P1001 Channels UNISTRUT" P1000-BEAM LOADING P1001 -BEAM LOADING 26 Deli.at 75 Uniform Loading at Deflection Dell.at Uniform Loading at Deflection __ Max.Allowable Uniform Max.Allowable Uniform r Span Uniform Load Load Span/180 Span1240 Span1360 Span Uniform Load Load Span/180 Span/240 Spanl360 :5 In Lbs In Lbs Lbs Lbs - In Lbs In Lbs Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 24 3,500' 0.02 3,500* 3,500' 3,500' =6;7 36 1,130 0.13 1,130 1,130 900 36 3,190 0.07 3,190 3,190 3,190 151.51 v:.y 48 850 0.22 850 760 500 48 2,390 0.13 2,390 2,390 2,390 "'-" 60 680 0.35 650 480 320 60 1,910 0.20 1,910 1,910 1,620 72 560 0.50 450 340 220 72 1,600 0.28 1,600 1,600 1,130 e� 84 480 0.68 330 250 160 84 1,370 0.39 1,370 1,240 830 96 420 0.89 250 190 130 96 1,200 051 1,200 950 630 Iv) 108 380 1.14 200 150 100 108 1,060 0.64 1,000 750 500 120 340 1.40 160 120 80 120 960 0.79 810 610 410 5,t' 144 280 2.00 110 80 60 144 800 1.14 560 420 280 R - 168 240 2.72 80 60 40 168 680 1.53 410 310 210 r 192 210 3.55 60 50 NR 192 600 2.02 320 240 160 216 190 4.58 50 40 NR 216 530 2.54 250 190 130 '=' 240 170 5.62 40 NR NR 240 480 3.16 200 150 100 `,m r 0 7 ca c;,. P1000-COLUMN LOADING P1001 -COLUMN LOADING Max.Allowable Maximum Column Load Applied at C.G. Max.Allowable Maximum Column Load Applied at C.G. - Unbraced Load at Unbraced Load s, a.,... Height Slot Face K=0.65 K=0.80 K=1.0 K=1.2 Height at Slot Face K=0.65 K=0.80 K=1.0 K=1.2 ;,ti. In Lbs Lbs Lbs Lbs Lbs In Lbs Lbs Lbs Lbs Lbs t b 24 3,550 10,740 9,890 6,770 7,740 24 6430 24,280 23,610 22,700 21,820 36 3,190 8,910 7,740 6,390 5,310 36 6,290 22,810 21,820 20,650 19,670 o-,- 48 2,770 7,260 6,010 4,690 3,800 48 6,160 21,410 20,300 18,670 16,160 60 2,380 5,910 4,690 3,630 2,960 60 6,000 20,210 18,670 15,520 12,390 e 72 2,080 4,840 3,800 2,960 2,400 72 5,620 18,970 10160 12,390 8,950 84 1,860 4,040 3,200 2,480 1,980 84 5,170 16,950 13,630 9,470 6,580 96 1,670 3,480 2,750 2,110 1,660 96 4,690 14,890 11,190 7,250 5,040 108 1,510 3,050 2,400 1,810 108 4,170 12,850 8,950 5,730 3,980 120 1,380 2,700 2,110 " 120 3,690 10,900 7,250 4,640 " 51 144 1,150 2,180 1,660 " 144 2,930 7,630 5,040 " .L> -. vi - P10001P1001 -ELEMENTS OF SECTION Notes: M 'Load limited by spot weld shear. , „, Parameter P1000 P1001 "KL/r>200 .... Area of Section 0.555 In' 1.111 In' NR=Not Recommended. 1.Beam loads are given in IQLL uniform load(W Lbs)not uniform load(w Ibslft or Axis 1-1 w Ibsfin). u '? Moment of Inertia(I) 0.185 In4 0.928 In° 2.Beam Toads are based on a simple span and assumed to be adequately laterally V,-' Section Modulus(S) 0.202 Iri3 0.571 Ina braced.Unbraced spans can reduce beam load carrying capacity.Refer to Page 56 Radus of Gyration(r) 0.577 In 0.914 In for reduction factors for unbraced lengths. Axis 2-2 3.For pierced channel,multiply beam loads by the following factor Moment of Inertia(I) 0236 In4 0.471 In° "KO"Series 95% "T"Series 85% Section Modulus(S) 0290 Ire 0.580 Ina "HS"Series 90% "SL"Series 85% ^a=, Rados of Gyration(r) 0.651 In 0.651 In "H3"Series 90% "DS"Series 70% _ 4.Deduct channel weight from the beam loads. 5. For concentrated midspan point loads,multiply beam loads by 50%and the m. corresponding deflection by 80%.For other load conditions refer to page 18 T,- 6.All beam loads are for bending about Axis 1-1. - 1`z" Framing System '''�"s ,- Wit, Hardware UNISTRUT SQUARE NUTS HEXAGON NUTS FLAT WASHERS 27 W8100 pcs Wt1100 pcs Wt1100 pcs , Part No. Size Lbs(kg) Part No. Size Lbs(kg) Part No. Size Lbs(kg) ;mac'-, y ___ 'A' 0.9(3'.4, A' 0.6(G-3) 0.8(0.4) HSQN031EG 5A6' 1.6(0.7) ix:N031EG '/is' 1.2(95) HFLW031EG 5A6' 1.0(05) c HSQN037EG 3/4' 2.7(1.2) t:HXN037EG 3/4' 1.6(0.7) HFLW037EG 3/4 ' 1 5(0 7) ce.a HSON050EG IN 5.8(2.6) HHXN050EG h' 4.8(2.2) HFLWOSOEG 'h' 3.5(1.6) z`n HSQN062EG 5/4' 10.7(4.9) 11HXN062EG 5/4' 7.3(3 3) 11FLW062EG 3/4' 7.7(3 5) = HSQN075EG 4 15.4(6 9) HHXN075EG 1/4' 11.9(5.4) HFLW075EG 1/4' 11.0(5.0) w.o HSQN087EG 1/4' 24.9 CH 3) H1-1XN087EG 1/4' 19.0(8.6) HFLW087EG 1/4' 15.3(6.9) c HSQN100EG 1' 36.3(16.5) HHXN100EG 1' 28.3(128) HFLW100EG 1' 18.8(8.5) `" a STEEL THREADED ROD LOCK WASHERS =rI' a', - Low Carbon Steel Grade 1006-1010 ..����`, Fy=36,000 psi minimum m ``��`��� F=58,000 psi minimum `, ui Wtl100 Ft WU100 pcs Part No. Size Lbs(kg) Part No. Size Lbs(kg) w k'x20 13(5.0 0.25(01) _- ;>w 5/15 x18 20(91) Uwr� ?rLb 5/6 0.41(02) HTHR037 ,4'x 16 30(13 6) HLKW037EG 3N 0.63(0 3) Standard Length 12'(3.7m) _ 3 HTHR044 1/46'x14 30(136) HLKW050EG h' 1.32(0.60) _ HTHR050 le 13 53(24 0) HLKWO62EG 5/4' 2.20(1.0) c HTHR062 5h'x 11 84(381) .. HLK W075EG 1/4' 3.80(1.7) HTHR075 1/4'x 10 124(56.2) HLKWO87EG 1/4' 6.00(2.7) k =nc« HTHR087 '/4'x 9 170(77.1) HLKW100EG 1' 8.80(4 0) •-- HTHR100 1'x 8 223(1012) c;" c LOAD CARRYING CAPACITY OF THREADED HOT ROLLED STEEL STEEL COUPLER NUTS 'J CONFORMING To ASTM A575 AND A576 Threaded Rod Loads Threaded Rod Loads for Piping Applications for Structural Applications (based on MSS SP-58) (Based on AISC,Steel Construction Manual, o> ASD,9th Edition. Per AISC,Allowed -=,,Max.Safe Load Wt/108 Tensile Stress=0.33*F� Nominal Root Area at 650°F(343° Part Length p C) ) Dia. InZ(mm2) Lbs(kN) Allowed Number Size In(mm) Lbsc(kg) 3/4 0.068(439) _ 730(3: Nominal Nominal Area Tension Load ( )) ( ) HRCNO31 /a"-20 h'(22) 1.9 t, h 0.126(81.3) 1,350(6 CI) Dia. InZ mmZ Lba kN - s a 6 /a 0.049/31 6 930(4141 NO31 /16'-18 1/4'(45) 7.5(3 4) ,4 0.202(1303) 2,160(9 61) 3 HRCNO37 3/4'-16 13/a'(45) 9.0(41) 3/4 0.302(f 94.8) 3,230(14.37) h 0110(71.0) 2,110(9 39) _ _ 3 'he 0.150(96 8) 2,870(12 77j HRCNO44 h6 14 1/a (45) 10.4(4.7) /a 0.419(270.3) 4,480(19 93) HRCNO50 ih'-13 13/a(45) 10.0(4 5) 1 0.552(3561) 5,900(26.24) k 0.196(}26.5) 3,750(16 66) s 54 0.307(1982) 5,870(26.11) HRCN062 /4 11 2/4 (54) 18.0(8 2) 3/4 0.442(2854) 8,450(37.59) HRCNO75 3/4-10 21/4'(57) 28.0(12 7) • 1 0.601(388 0) 11,500(51.15) HRCN087 1/4'-9 21/4'(64) 55.0(24 9) 1 0.785(506 8) 15,030(6(- 1'-8 23/a(70) 73.0(33.1) -c Nuts&Hardware >yam/ .; -III _ Screw and Weld Capacities Back to Table ofCon1entra SSMA Screw Capacities 28 Table Notes . 1. Capacities based on AISI S100 Section E4. 6. Pull-out capacity is based on the lesser of pull-out capacity in - 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths, use the lowest values.Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design(ASD) and 8. Values are for pure shear or tension loads. See AISI Section E4.5 include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used, screws are assumed to 9. Screw Shear(Pss), tension (Pts), diameter, and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note (F701-12). diameter(d). 10.Screw shear strength is the average value, and tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed in CFSEI Tech Note (F701-12). dimension of at least 1.5 times the nominal diameter(d)of the 11.Higher values for screw strength (Pss, Pts), may be obtained by screw. specifying screws from a specific manufacturer. Allowable Screw Connection Capacity(lbs) 106 Screw 118Screw IRO Screw #12 Screw YY Screw Thickness Design Yied Tenldle (�=643 lbs,Pts=419 Ibs) (Pss=1278 Ibs,Pts 566 lbs) (Pss=1644 lbs,Pts 11581bs)(Pss=2330 lbs,Pts=2325 On)(Ps s=3048 lbs,Prs=3201 Ibs) (Mils) Thickness ( ) lam) 0.138"die,0.272"Heed 0.164"dia,0.272'Head 0.190"dia,0.340"Head 0.216"dia,0.340"Head 0.250"die,0.409"Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 117 71 211 33 00346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 1.1,0 318 43 00451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0,1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 - 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 868 328 948 97 01017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds, the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design (ASD). 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, 4. Weld capacities are based on E60 electrodes. For material E2.4 2, and E2.4-4 was used. thinner than 68 mil, 0.030"to 0.035"diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10.For longitudinal flare groove welds, a minimum value of of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity(lbs/in) Thickness Design FY Fu Filet Welds Flare Groove Welds (Mils) Thickness Yield Tensile (ksd) (ksi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 - -' 54 00566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 -' -' 'Weld capacity for material thickness greater than 0.10"requires engineering judgment to determine leg of welds, WI and W2. Copyright©2013 by SSMA www.SSMA.com , 60 mi..