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Specifications c,c-xo< ABHT STRUCTURAL ENGINEERS 1640 NW Johnson Street Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.a b h t-s t ru ct u ra 1.co rn March 21, 2019 c c RECEIVED APR 2 9 2019 Mr. Darwin Thomas CITY OF TIGARD Apex Labs BUILDING DIVISION 12232 SW Garden Place Tigard, OR 97223 RE: Apex Labs — Rooftop Unit Support & Anchorage Tigard, OR Dear Darwin, Attached are structural calculation sheets 1 through 34, the Roof Plan, the Floor Plan and drawings SK-1 through SK-5 dated March 21, 2019, which verify the structural adequacy of the existing roof joists and of the proposed angle framing for the Apex Labs — Rooftop Unit Support&Anchorage project located in Tigard, OR. Our scope of work is limited to the design of the rooftop unit supports and the floor supports for(2) new openings. The design was based on the 2014 Oregon Structural Specialty Code. Please call us if you have any questions. Sincerely, Sean Clark, P.E., S.E. Associate Attachments: Structural calculation sheets 1-34, the Roof Plan, the Floor Plan and drawings SK-1 through SK-5. 40141104 [k:\projects12019\11119\calcletter 3-21-19.doc] ��R�d PROFFSIf/ Nee. e � 1'4941101 , i�AdeA 1 R GON.\ e, • ta, v *loN heo EXPIRES 12-31-1 9 ,ad TeLa- -- tt.flo--'-{'"Ore (.),i,�-+-s jeb Na. 1 � Mint Location 11 " / - \ B I-I T Designed dY/,jQ C� , ��pate / —••M— Z-©I 1 i C. Pe of STRUCTURAL ENGINEERS \ Sheet description -- ____.._...I 1- 0o-F�-o_Ir IA....1-44,____-- 1----- I v -.„. 75c� 11-01/4,k/c.,4-6 -00+- ,6^,-1-- i `/t-" )c.' G 3 3/1`( r...-. G 5- 4 - -- 'C'L. --IQ ....14 z:'_.(..7.....!!_urs._ .- c_ ' 1 Ct--) -r--aa t3(ow �j-'S i L -T3 I i C ) I i) i ry I te-lar --z--- ( 6 S'1,- ..___ ___T ,r 1Pt IFci _ -oo ,4J,,-1- : 1 6 r- }C. ZI 6) -`( I I H Fes,) --- 31 I G.1, GSI, z I - — I f I Vii-N z , .--:7:- ( 5— I I ( o' - ,0' bottiatiosasamotaimailawmook- -r-$.0., I i • _....... .. .... I I I ; i 1 ( ' -I . 1 2 sean@abht-structural.com From: Peter Moberg <peter@insitegroup.net> Sent: Tuesday,February 26,2019 9:56 AM To: Darwin Thomas;clinton@abht-structural.com; sean@abht-structural.com Subject: RE:Order#1197945 Confirmation - (Copy) Sean and Clinton, We are showing three exhaust fans on the roof for Apex Labs. EF-1A and EF-13 are each 750 lbs., I would add estimated 100 lbs.to each fan for the roof curb,the exhaust stack with supports is estimated to weigh 200 lbs. EF-2 weight is 165 lbs.,estimated roof curb weight 75 lbs,, exhaust stack with supports approximately 150 lbs. Let me know if you hive any questions. Thanks, Peter Moberg, F.E. InSite Group, Inc. 15 82nd Drive,Suite 30 Gladstone,OR 97027 Ph: (503)222-2044 www.InSiteGroup.net 1 3 G/CANARM' SUBMITTAL HVAC Date: February 05, 2019 Page 1 of 2 Project No: Submitted by: Project Name: Location: Engineer: Architect: Reference: 2/5/2019 4:26:54 PM Equipment Tag I Contractor: Model Information Model: BI-36AW BHD CCW Part Number: 9110583 CFM: 14300 Shaft Diameter: 1.9375 Unit Weight: 747 SP: 3 Wheel Diameter: 36,5 �',., i•►.: • RPM: 838 Tip Speed: 8008 FPM BHP: 10.35 Static Efficiency: 65 Elevation: 0 Outlet Velocity: 1854 FPM Temperature: 70 Sound Data 63 125 250 500 1000 2000 4000 8000 (Hz) LwA: 87 Sound Power Level Frequency,reg 10^-12 Watts 96 95 90 85 80 75 71 67 (dB) SONES: 28.4 Ducted inlet or ducted outlet dBA @5 ft. 76 Ducted inlet and ducted outlet dBA @5 8. 56 Performance Curve DELHI Model BI-36AW CFM=14300 SP=3 BHP=10.35 S.Eff=65%RPIVt✓838 4 10 15 20 I-IP 7.,414400p5 G — to Opera tiny Pt. co d) _ 2 :p 1 a3H RPM System 1 t I I I f I I I I 1 I I I I 0 100 200 300 400 Volume(CFM)00's IPPr RIR efiltf0rusenot etc no.Hnmi Canarn certifies that the BUBI-RM Series Utility Blowers shown herein are licenced to bear the AMCA Seal.The ratings shown are based on tests and anecrromet procedures performed in accordance with AMCA Publication 211.and comply with lie requirements of the AMCA Certified Ratings Programme. e11as1imo1/ Performance certified is to instatlatton Type B:Free inlet,Ducted outlet.Power rating bhp does not Include transmission losses.Performance ratings do not HymnInlprlm.rnc.; include the effects of appurtenances(accessories). v.13 0.20 4 V/CANARM' SUBMITTAL HVAC Date: February 05, 2019 Page 2 of 2 Drive Information Motor Pulley Turns Open Blower Pulley Bushing Belt D8600 x 1-5/8"1 8500048 2.5 2B124(SK) 18500018 SK x 1-15/161 B7418200074(2) 8500074 Motor Data Motor Motor HP and Type Volts/Phase Frame RPM Position Canarm Part Number 15 TEFC 208-230/460/3 Phase 254 1750 1 3M221 Options Notes Fan set up for CCW315 Bottom Angular Up discharge Dimensions Model: BI-36AW BHD CCW (Inches) 1 r" G � I Oil TFRI I AU \ AT J[- H G � Bl-RM ---r- k---v I s--I K F A B C D E E G B K L N O P S _ V 70.875 25.5 66.1875 38.5525 28.6875 3.6875 43.3125 65.3125 44.3125 56.9375 1.9375 38.75 32.0 17.0 40.0 34.0625 Standard Features BI-AW Series Utility Sets (Aluminum Wheel) • Full AMCA CLASS 1 operation. • Aluminum Wheel on all sizes • Vented weather cover and 16 gauge or heavier housing with baked on textured green polyethylene powder coat finish. • Self aligning Pillow Block Bearings. • Rotatable housing for 8 different discharge positions. 5 G/CANHVAC ARM" SUBMITTAL Date: February 08, 2019 Page 1 of 2 Project No: Submitted by: Project Name: Location: Engineer Architect: • Reference: Feb 08, 2019 2:32:40 PM Equipment Tag Contractor: Model Information BI-16 Utility Blower- Backward Inclined [THD CCW] Model: BI-16 Part Number: 9110505 CFM: 4500 Shaft Diameter: 1,1875 Unit Weight: 162 SP: 2.5 Wheel Diameter: 16.5 RPM: 2151 Tip Speed: 9292 FPM BHP: 3.61 Static Efficiency: 49 Elevation: 0 Outlet Velocity: 2801 FPM Temperature: 70 Sound Data 63 125 250 500 1000 2000 4000' 8000 (Hz) LwA: 100 Sound Power Level(Q Frequency.re:10^-12 watts 105 108 104 94 93 88 84 78 (dB) SONES: 63.6 Ducted inlet or ducted outlet dBA @5 ft. 89 Ducted inlet and ducted outlet dBA @ ft.69 Performance Curve DELHI Model 61-16 CFN1=4500 SP=2.5 BHP=3.61 S.Eff=49%RPM=2151 5 I _ 2 3 5 7.5 HP 4 — _ _ 3 2 :DtInQ Pt. tII 1n 2151 RPM 1 System 0 I 1 1 1 I 1111 0 20 40 60 80 Volume(CFM)00's mR ratronmttnca smmtmin Canarm certifies that the BI/91-RM Series Utility Blowers shown herein are licenced to bear the AMCA Seal.The ratings shown are based on tests and eon ceiniwi procedures performed in accordance with AMCA Publication 211,and comply with the requirements of the AMCA Certified Ratings Programme. lenste os Performance certified is for installation Type B:Free inlet,Ducted outlet.Power rating bhp does not include trarsmission losses,Performance ratings do not rrrcnnntwasr..mc.` include the effect('of appurtenances(accessories). or 13.020 6 G/CANARM` SUBMITTAL Date: February 08, 2019 Page 2 of 2 HVAC Drive Information ,-- / Motor Pulley Turns Open Blower Pulley Bushing Belt ( 8670 x 1 1/8"/8500042 2 MBL57\8500002 H x 1-3/16 18500064 64218200042 Motor Data Motor Motor HP and Type Volts/Phase Frame RPM Position Canarm Part Number 5 TEFC 208-230/460/3 Phase 184 1750 1 3M218-V Options • Notes *****Set up for CCW315 Top Angular Up Discharge**** l Dimensions Model: BI-16 (Inches) L - B--- E — - P . ON n 111 0 —\,Ji 111% C CIF � A 0 H G 1 ' I 1----T I V 1- S---1 K — I- F - A B C C0 F G H R L N 0 P S T V 39.375 12.6375 29.875 17.625 13.12- 36.5 22.0 31.0 16.562' 26.975 1.1875 17.375 21.125 11.5 14.6875 16.375 Standard Features B1 Series Utility Sets • Full AMCA CLASS 1 operation. • Vented weather cover and 16 gauge or heavier housing with baked on textured green polyethylene powder coat finish. • Self aligning Pillow Block Bearings. • Rotatable housing for 8 different discharge positions. I 7 " Job No.ed rt 1?-06+4- tAot:t Client Location 7 I 1.11,1 A B F-I T Designed b Date (cr Page of STRUCTURAL ENGINEERS ( Sheet description •r. f, S 0 r-A 6v.e. r s+ ) 0 i- 0 _ _0k-ft) _ Loek-49 .- ?--Vt 1 I „ . _ re-94 it.; = 1 3-c4-e,-1 Li z-g 4 rrat,...e,ri etc...V(1 f,-1 - clar), • — 3 sr '••-r\r"- °if ) GL-es 1 ( 8 L--0"c — . s ) c.47 t 4.,44444.,s . [ 1 8,x1 lz-e4 . _. 4- SS ave.- rI • • . _ Job No. 8 P'ec244.. x_Lp...6.5 -1-7....00T-4-or LA.,-4-4.3 Client Location 11 " ABI-IT Designed byb...e...., Date ,649 I CI Pegs of STRUCTURAL ENGINEERS ( , Sheet description cAke_c_te_ 7A.A...t -..-0,7s-(---- cl.. ..., rox;:-/-4 : 1 , Ciz-rs4-! 4--r---sr-t-If') .-7--,-- a-Q? t-r-- 1 i 1 i , ! ! Vrst i-- rz,. 1 o ! 1 r '" Oc-t-r_aft__ NI or-i-tv e-dje..- vt- i /c..-1..A4-. k. -) ,--,-- -4, Ipver-- cmoi 13/42we- ,s 1 s-erlet. ' r_ 1 1 .2_.+.____„4_ _1 5 kH hLv-ki----h. 0 "tfror-t-- 7-190 + w ..,. Cq / 1 Z 7 I (g) N (01_,•se,ct ok- -c._ 1, -.1- .. . 5 1 0 k CC) 0 VI=‘ Ymuk_17-r.Tc_et..k. '74 LI, 1 1 1C1:fa 1 OSSC, Z-0t11 j3103, 3 1 1 5." .6. it_0'.,-. t, --) r 1 I _[ r-e-_ 1 I 1 ( 1 , \A-Ce• M-41‘._ Se,,1!,frPr-i- F---1... 4-- c„...,,-/- . -- C-e.A...7*--erre4..•0/.._. clo l t......../L._ 0 Pi. 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Mor18. 2O1Sat12:42PyN | ' zud | L- -__� ,. 10 Company Mar 18,2019 DesRISA Job Nuerm 13 PM Job Number Checked By: Model Name Joint Reactions LC Jointlabel X[k] Y Lk] MZ[k-ft] 1 2 iN1 0 4,826 0 2 2 N2 0 4.987 0 3 2 Totals: 0 9.813 14 1 2 COG(ft): 1 X: 15.245 r Y: 0 Joint Coordinates and Temperatures abet X[ft] Y ft] Temp[F] 1 Ni 0 0 0 2 1 - N2 30 0 0 Basic Load Cases B scription Category X Gravity Y Gravity Joint Point Distributed 71— None ! 1 2 SL None 1 t 1 3 EF-1 None I 1 Load Combinations Descripicin Solve PDe!taSRSS BLC Fa...B...Fa...B..Fa...8.,.Fa...B...Fa...B...Fa..B...f_a..,.B. a...8...Fa...B...Fa... 1 ASD I Yes 1 1 1 2 1 2 ASD with EF-1 l Yes 1 1 12 1 3 1 1 1 1 Member Distributed Loads (BLC 1 : DL) Member Label Direction StartMeonitude[k/ft... End Magnitude(t,F]_.. Start Location[ft.%] End Location[ft,°%] 1 M1 Y _-_r -.12 -.12 . 0 0 1 Member Distributed Loads (BLC 2 : SL) Member Label Direction ._Start Magnitude[kfft., End Magnitude�ft-F]_. Start Location(ft.%] End Locat(onOft, 1 M1 Y 1 -.2 -.2 I 0 0_ Member Point Loads (BLC 3 : EF-1) Mert eaabel Direction Magnitude[k.k-ft] Locatian[ft.%1 1 I M1 Y r -.213 —._ 26.29 Member Section Forces LC Memberlabel Sec Axial[k]_,__ Shear[k] Moment[k-ft] 1 2 M1 1 _ 0 ___ 4.826 0 I 2 2 02.426 27.198 _ 3 0 .026 -36.395 1 4 r 4 0 -2.374 27.593 LSL . _ 5 0 -4.987 .-. — 0 RISA-2D Version 15,0.0 [K:1Projects12019\11119109-CALCS\Typ-Joist_B_3-4_WithEF-1.r2d] Page 1 Project A-�e./�- La—b,, ALO O r'+-O r Wl l -$ Job No. 1 Montt Location i t t 1 (ci. ///��\\ Designed by g,_ Date d� Page of ,� IEE3 I—I T .054.........„ �"ld-�� Ol � _ STRUCTURAL ENGINEERS Sheet description . i 1 4 I -- Ti© s k a �~ ���3''1..'x- �o c ate`" ^E'_F -f-c�..��•--- • .5 i r-0. --- q r-' t'.4.J. : �J i ; ,44 [ 1 Ar -... A_`J2- `�- L , b .• -j( J s O GC_. ' l 3 arr ' —o" I 1 Lt =-__.--- Lre--K..)-- - 1 "(5-`14.C1k., t/ptc_i ; Cz. z`/ '.Lc -e...n. e._) V440-- - &L 15. 0 (3 c_ G5. 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End Magnitude[k/ft.F] Start Location[ft%] End Location[ft.%] 1 M1 Y -.2 -.2 0 0 Member Point Loads (BLC 3 : EF-I) Member Label Direction Mag itude[k.k-ft] Location[ft%]____ I M1 Y -.213 I 26.29 2 l M1 l Y .213 i 3.71 Member Section Forces LC _._.-_ Mem�eryabel Sec Axial[k] Shear[k] Moment[k-ftl 1 2 M1 1 0 5.013 0 2 J_. [ 2 0 2.4 27.79 3 i 3 0 0 -36.79 4 4 0 -2.4 -27.79 I_5 5 _... 0 -5.013 0____ RISA-2D Version 15.0.0 [K:\Projects12019111119\09 - CALCS1Typ-Joist B_2-3_WithEFs_1a-1b.r2dj Page 1 1 Project k e-?C t-�b 5 — o--- `}_s Job No. 1 Client Location (t!1 l A B M T Designed by Date 00--s._ t t ct Page of STRUCTURAL ENGINEERS Sheet description f` I !-6X.1 -E if e _ 'TL o o-P'-. .Ft-a.-oiCi --- ----------- ^L. rIGr*-47. "t ersAt) _ is I I Fi: \l/ 1:11TA14:1. I 1) 4 42i ®d•- 6c)-1- _---9. rIlt.-t.S p A..c_t S tz-`O' L 1 ll- A- e-4-- 6-e-1t--t..e.....- � f k1'" Gt e` 6'. p `..it r C k .e.- $ v r-4-woe.,.. 6. 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DL None 1 . 2 SL None 1 3 I EF-1 None 2 Load Combinations Description Solve PDeItaSRSS BLC Fa...B...Fa...B...Fa...B...Fa....B...Fa.,.B...Fa...B.,.Fa...B...Fa...B...Fa...B...Fes. 1 f ; 2 ..i ASD with EF-la&EF-1b [Yes • 1 1 1 1 2 . 1 3 1 1 1 1 Member Distributed Loads (BLC 1 :DL) Member Label Direction Start Mag_oitke[k/ft... End Magnitude[klft.FJ Start Location[ft.%l End Location[ft.%] 1 1 M1 Y j...- _-.12 1 -.12 0 I 0 1 Member Distributed Loads (BLC 2: SL) Member Label Direction Start Magnitude[k/ft... End Magnitude[k/ft,F] Start Location[ft,%L.End Location[ft.%1_ 1 M1 Y 1 ______-,2 I -.2 1 0 ._L 0 I Member Point Loads (BLC 3 :EF-1) 1 I Member_Label Direction Magnitudefk k j Locat23 2fft.%) __. M1 1 Y -.098 26 1 Member Section Forces LC Member Label Sec Axial[kj Shear[kj_____ _ Moment[k-ft] 1 2 M1 1 0 4.836 i 0 2 2 0 2.436 1 =27,27 3 3 0 .036 -36.539 4 ...--__ __ 4 _ 0 -2.364 -27.809 _ ...---- - -_ 5 . _0 -4.96 I 0 RISA-2D Version 15.0.0 [K:\Projects12019111119\09-CALCS\Typ-Joist_F_4-5_WithEF-2.r2d] Page 1 1 I 7 Project , 1-4). — 1_,0-P-4-v, . A . ' , Job No. ! 4 Client Location 1 tlig ABI-1T Designed by2e....... Daleof tit"3,-. ze.t)/ Page STRUCTURAL ENGINEERS ( ..1 Sheet description . 1 . CIA.A,C.i(...._1 ----).(:-‘7,5 4— AI__ Gtr) ,"t.--5 ; I ii-e,V 414 crtlx— , 1 i 7' I f_l , t.....ct-4-eJs 4.-0 I 1 r-' i 1 1.....di-cy i ../ 1 01:-T-Si-r- 61,k,-Ve-a— (a4L-Ot L, ..-i"-- 0,' le-C-4-7 reikalejt„-_=._- { i I , 1 , . , -------> Qi$.5 t ›- WI. 1 6 1<-- 0 ;- C.2.7-1,7 `/0 'i - tit,Se,! Gvir-A-44- m.a.._y_-1-4.-te,..•e.- 0,44.,1"-friovve,l( 000,00000,00 ,4,000.0040sibookomaiiia.p. 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I . • I 1 . - -t 1 t- --1------- 3/18/2019 U.S.Seismic Design Maps 1 ^ \S{N OSHPD 6700 SW Sandburg St, Tigard, OR 97223, USA Latitude, Longitude: 45.4201243, -122.74751679999997 SW Sandburg St Tigard-Tualatin School District SW Tech Center Dr` '• .. (1se Crowne Plaza Portland-Lake Oswego r,rr Jacksons Food Stores ;� Google f Mapdata 02019 Google Date 3/18/2019,4:54:55 PM Design Code Reference Document ASCE7-10 Risk Category it Site Class p-Stiff Soil Type Value Description-!_ -A �---_-^--- -- �-- �— -� SS 0.974 MCER ground motion,(for 0.2 second period) S. 0.422 MCER ground motion.(for 1.0s period) SMS 1.081 Site-modified spectral acceleration value Shtf 685 Site-modified spectral acceleration value SDS 0.721 Numeric seismic design value at 0.2 second SA Dt .444 Numeric seismic design value at 1.0 second SA Tpe Value Description SDC D Seismic design category Fa 1.11 Site amplification factor at 0.2 second Fv 1.578 Site amplification factor at 1.0 second PGA 0.425 MCEG peak ground acceleration FPGA 1.075 Site amplification factor at PGA PGAM 0.457 Site modified peak ground acceleration ) TL 16 Long-period transition period in seconds SsRT 0.974 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.085 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 2.487 Factored deterministic acceleration value.(0.2 second) S1RT 0.422 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.484 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. SID 0.806 Factored deterministic acceleration value.(1.0 second) PGAd 0.912 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.898 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient ata period of 1 s https://seismicmaps.org 1/2 Project k Job No. 20 1.-- tp 5 —7...00 -4-0r tV ;4-5 Client Location 11 ((1 A B H "T" Designed by."Sc....„, Data .011 Page of STRUCTURAL ENGINEERS ( ) Sheet description i04C.,4"--e,r_1704_:'-'*__E=1)‹._korX,144+.1__FrOk...4,5_ i 1 0 V--e-r-- --r—ik.-7- : Vw-r.kot._ = + Le- ----=--- 1 1<-. ------7- 0 t 70 i 1 ; --e. o)(js--Xi Fo ) . _? i -r; cTrio_r-e- 1 , ) ,-. - -- CI,GOE-----,G I"-•-r-‘-- r-vicsi> •- •'.-- ttir-rs --(1 , 5)C.--4•0-1(.84u,.nit2-11.‘") ------ 370 14- [ i t 63 _____. . ek r ori.:------ 7 _.--7 k. 77 V ) — 1 Yr-Vr.._ i -----:-.:?fCt. . 5- fe....ii/L- - ___ (1--- -- r ..ki \fi-e-L '---.- 17- 8' = 9 0L 4 rt-p- 1 . . 1 _ ( ' , . 1 i 1 i 1 21 Proled A- , L,jc, — -Lot, , i.`-I- Client Location itilel A B I-I T Designed gyl)--e,/ Date i&oak—r-t r-42 t 1 Page of STRUCTURAL ENGINEERS •_ ( Sheet desalt:Alan I1--0'-oier.A.,/ — E X.ktSttLA,S+- raks C-0 A_A___e_F...,+-7-914._.5 ; A 5 s t,t,", - G-LA-rip _ try, L• I- ..., 'frr IT- 40. ?14- -- t-.) -/ t Clie_ts- 4,-'-(thl.c.6'4 =_ 0,77 .e.... ii 0 c, 6„tc_ 6- 1, as,,..e.1...•roe - 4-0 0 L) -I-or c --&-; .F---0 r- IC- --,) .S-4-7e--c_t --HiLrc-lc-fc.e.s: v& • 3/536,67` sz---- ‘-f 7 0 4.-• > 4 K---- . > ‘1°fXii-2 +-4°1%;-t-to =-4-- 0, VS- -- / i0 21C.i ( ) 1 ; _ 1 ‘Are- tok-s) T--t-- 0,C, CO 707 )C-V it,...s 7)C0.0 36"tl t( 1 ( ) to e.,,,*-7-i----cr- r 1 ; C-v-4-- a- S" 01 c via I 1&..DO it , ,,,,,,....-1--c,k- c- ria, 44A-ZcAceLe.45 r Cit.1.-c. L,4904.. S Ci---Te_w.s ; Ir 10 X__, Z-1( , 1 -4 ( ' ---a- t, .= 1 A,,e.ot, \\V Screw and Weld Capacities Screw Capacities SSMA - ." Table Notes 1. Capacities based on AISI 5100 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), maybe obtained b ific manufacturer, y screw. specifying screws from a spe Allowable Screw Connection Capacity(lbs) ,f�'t'�` w�l�yp�.�� .a"�inr�� +w.5'9'��'�'': svrk" Y'�,�� �" S 5 '' :�'x �'� �r'�p�' ,y� .+�N'�P y�;Gy -+' '§ �i! 41* � y wE . -! VWSO �i �n t iegt;4,i T IG . {2 4M►� 211 F .?" 'S t } p . Ilii 3 zifi� at (Pas,8431151 pt :419lba► se i'1761b6,=Pta58 1 wi84416a PEa=11 be a21 ,i)l„..t,„4 :,,,,%,..,-.,....,t,_; 44- -i'•tk'ad46'ili ti F e.t ; x�r;ey (p' ( 1 I�aa-'i_a3o u,�,Pta�s . '�'4 j8e A,xie t+R � 0138":dia,0,272"Head ',.'1164'dia,b.272"1{ead' .0.190R�Iaa0.3g0'geid 0.216 dl 'o:d4p Hgae( ri at11;t_ro10 '4raf`4 "+ ,:Y ....n n ,.. ,.. ......,s... 1. sa :.i: Ott. .S.` ,, „xax . N .,. Shear Pull-Out Pu140ver Shear Pull-Out Pull-over Shear' PVI Qi,t Pull-Over Shear Pull Out irull•Oper 6liear {,idl-out pull-Over 18 0.0188 _ 33 33 44 24. 84 ' 48 29 84 52 33 105 55 38 105 60 44 127 7. 7 ._ .6.0283 33 33':,: 82 37 127 t19 43 127: 9. .:. i 9 ,t02 :57 ,.159 113 :740.::. . 19'1 30 0.0312 33 33 95 40 140 103 48 140 118 63 175 127 73 211 .:: :3.3 . ..-9,0448...::::P. . ..45 151_,.., :: 61... :; ,14.0.., ;::1.84_ 72. _195 177;... 84 :. 2650 265 .203 110. :_318 .,. 43 0.0451 33„ 45. 214 79 140195 � 244 _94 3 109. -, ,345 280 124 345 _302 i44 415_.._ '..:',IX-l.''....'.,0.4566 33 45`_ 214 _.Aga :j410 :344 . 11`8 '45' 894 .7150 ;,4m3• 4244 . ¶8©,....T07:•:. 68 0.0713 33 45 214 125 140 426 149 195 523 _ 173 _ 386 557 196 545 600 227_ 656 . 7 .0,1fr:.. .33 _ 45:`. 214 140 14.8_: . 426 ,_ 145 1$5�. 548:.`-.. 146 : 38g :180 ,1775 1016 :=12;r: ' 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 .::54. __ 9.4564 ,,;50_: 85 214..,. 14.¢ :. .•:140.. .;42e . .177. . ..:5 5. ..534. : ,.:.:/9.0 386 s 569..:::,225 - <<825_ -,:613 .. 2$1'2.,f 752.:,, 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777284 775 865 328 , 948 .=.:� ,¢101! _ . 50;.,,.,65 ;: 214 ',14Q , .%54¢' 426 X195. i'93' 548_ 356 __ 386._:. ..; 777 ::=4C8 _:7:75 _1;016 4§81,06`7. 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 filet 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 1 in, 412Atic t * ,1y dT4 '8 , :�f9, r ` xs2 4 PT M�Xh - 4±', �:� ,i ae . ' 4-tea »�.�7 ,.,..7..,..•,-,-:.-•.--..7.-:,4r:---.,.,;:,-- 'x . ' 5', .4144.--;,4, s f :.- ,,: r ' s 4; . 05 ' 1 900:diiW Anrigvi i4.R • LorrgitOilnli1 t.vr.00ifse_ 43 .. 0.0451__ _. 499_ 864 544 663 64: 0.6566:: -' : 33..:. ... .4s.. s. `" 82fi- ,4.084 . . • ; . :632 68 0.07'3 3345 789 1365 859 1048 97: - ,: .,. 0.101T> 13-� .. '45 1'12§ '' "a269 ::;' • -r ,. . 54 0.0566 50 65. 905 1566 985 1202 : .--- $8....'.. ,. .0.0713:.: 50.: .. 65::_' .... ..; '' ' ;448. -• _: :1572 - _, -: :141.. ,. . - 1514 97 0,1017 50 65 1269 1269 _ - 1 Weld capacity for material thidrness greater than 0.10"requires engineering judgment to determine leg of welds.WI and W2. ipiZ- Th aau'FZF•.�-a'„8+ -s � fi�a 'khrj' T ✓+� n TK - 4V71,7 .. ". x t i 1 $ci: u1aciu _ .:;+2• ksdi.;;afic: -Lliry cTZ.i,. ,a3�^ tii. !,4YL%i;:.., w; r:=1 z 1"5' r r 23 ESR-2196 I Most Widely Accepted and Trusted Page 6 of 10 DRILLING/ LENGTH NOMINAL PIERCING NOMINAL NOMINAL DRILL OF LOAD DESCRIPTION SCREW HEAD CAPACITY DESIGNATION , DIAMETER HEAD POINT BEARING COATING2 (Size-7PI) (inch) LENGTH' STYLE DIAMETER (Number) (Inch) AREA" (Inch) Min. Max. (Inch) 6 X 2 PBH SD Zinc #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.825 Z',nc-3 6 X 2 PBH SD Zinc Collated #6-20 0.138 2 PBH 0.322 1 0.033 0.088 1.625 Zinc-3 8 X 23/0 PBH SD #8-18 0.164 29/0 PBH 0.330 1 0.033 0.112 2.000 BP 9 X 29/0 PBH SD Zinc #8-18 0.164 23/0 PBH 0.330 1 0.033 0.112 2.000 Zinc-2 8 X 29/0 PBH SD #8-18 0.164 25/0 PBH 0.330 1 0.033 0.112 2.250 BP 8 X 25/s PBH SD Zinc #8-18 0.164 29/0 PBH 0.330 1 0.033 0.112 2.250 Zinc-2 8 X 3 PBH SD #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 BP 8 X 3 PBH SD Zinc #8-18 0.164 3 PBH 0.330 1 0.033 0.112 2.625 Zinc-2 8 X 11/4 PWH SD CMT BD #8-18 0.164 1'/4 PWH 0.421 1 0.033 0.112 0.875 Tufcoat 8 X15/6 PWH SD CMT BD #8-18 0.164 15/0 PWH 0.421 1 0.330 0.112 1.250 Tufcoat For SI: 1 inch=25.4 mm. 'Refer to Section 3.0 and Figures 1 through 11 for head configuration abbreviations. 2For coating abbreviations,BP=Black phosphated per EN ISO 3892;DGP=Dark Grey phosphate per EN ISO 3892;Zinc-2=EN/ISO 4042 A3F;Zinc-3=electroplated zinc coating,Cr3+passivated;Kwik-Cote=Proprietary organic zinc coating;CRC=Proprietary Duplex Coating; Tufcoat=Tufcoat forest green similar to ISO 10683. 'An'S'in the thread designation indicates a double thread. Listed thread pitch is for one thread only. 'Refer to Figure 12 for nominal screw length(L)and load bearing area(LBA)description. TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS(PNoT/2),pounds-force'"2''" Steel F„.46 ksi Applied Factor of Safety,n=3.0 Nominal Design thickness of member not in contact with the screw head(in.) Screw Diameter Description (in.) 0.015 0.018 0.024 0.030 0.036 0.048 0.060 0.075 0.090 0.105 0.135 Self-diiling Screws for Steel-to-Steel Connections' #7-18 0.151 - - - - 89 92 116 144 173 202 260 #8-18 0.164 - - - - 75 100 125 157 188 220 282 i #10-12 #10-18 0.190 - - - - 57 116 145 182 218 254 327 #10-18 #12-14 0.216 - - 99 132 165 207 248 289 373 #12-24 _ 1/4-14 0.250 - - - - 153 191 239 287 333 430 Self-piercing Screws for Steel-to-Steel Connections #8-18S 0.164 37 49 68 86 109 - - - - - - #10-12S 0.190 44 53 77 102 117 150 - - - - - For SI: 1 inch=25.4 mm,1 Ibf=4.4 N, I ksi=6.89 MPa. 'For tension connections,the lower of the allowable pull-out, pullover,and tension fastener strength of screw found in Tables 2,3,and 5, respectively must be used for design. 2Unless otherwise noted,load values are based upon calculations in accordance with Section E4 of S100.ANSI/ASME standard screw diameters were used in the calculations and are listed in the tables. 3The allowable pull-out capacity for intermediate member thicknesses can be determined by interpolating within the table. `To calculate LRFD values,multiply values in table by the ASD safety factor of 3.0 and multiply again with the LRFD rb factor of 0.5, 5For F„>_65 ksi steel,multiply values by 1.44. 'Load values are based on testing in accordance with AISI S905. 24 ESR-2196 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4A-ALLOWABLE SHEAR(BEARING)CAPACITY OF STEEL-TO-STEEL CONNECTIONS USING HILT!ASTM C1513 SELF-DRILLING SCREWS,pounds-force1'2a,•,6 Steel F4=45 ksl Applied Factor of Safety,0..3.0 Design Nominal thickness of Design thickness of member not in contact with the screw head(In.) Screw Diameter member In Description ' (in.) contact with I screw head, 0.038 0.048 0.060 0.075 0.090 0.105 0.135 1 (In.) 0.036 167 220 220 220 220 220 220 0.048 167 257 294 294 294 294 294 0.060 167 257 360 367 367 367 367 #7-18 0.151 0.075 167 257 360 459 459 459 459 0.090 167 257 360 459 550 550 550 0.105 167 257 360 459 550 642 642 0.135 167 257 360 459 550 642 826 0.036 174 239 239 239 239 239 239 0.048 174 268 319 319 319 319 319 0.060 174 268 373 400 400 400 400 #8-16 0.164 0.075 174 268 373 497 497 497 497 0.090 174 268 373 497 597 597 597 0.105 174 268 373 497 597 697 897 0.135 174 268 373 497 597 697 897 0.336 168 277 277 277 277 277 277 0.048 188 289 370 370 370 370 370 #10-12 0.060 188 269 403 463 463 463 463 i! #10-16 0.190 0.075 188 289 403 563 577 577 577 #10-18 0.090 188 289 403 583 693 693 693 0.105 188 289 403 563 693 807 807 0.135 188 289 403 563 693 807 0.036 200 309 315, 315 315 315 Vallp 0.048 200 308 420 420 420 420 0.060 200 308 430 523 523 523 523 #12-14 0.216 0.075 200 308 433 800 857 657 657 #12-24 0.090 200 306 430 600 787 787 787 0.105 200 308 430 600 787 920 920 0.135 200 308 430 600 787 920 1180 0.036 215 34C 363 363 363 363 363 0.048 215 331 467 487 487 487 487 0.060 215 331 463 607 607 607 607 11,-,4 0.250 0.075 215 331 463 647 750 760 760 0.090 215 331 463 647 850 910 910 0.105 215 331 463 647 850 1060 1060 0.135 215 331 463 647 850 1080 1370 25 Project >�p�> s — p_O©--4-01.- tA4 1C+3 Job No. dent k Location ,tt i c\ ABHT Designed by DatePage of .r , Zof� STRUCTURAL ENGINEERS Sheet description L--- L+-374 - w`.;-4--� w i.,.c.G�( rU Cs 1 PG-. e c..f Ex t. —_ t3, Z_rs-C-- r-3-0_____L....C.i-____jc yr.." -] ....z__ et -pt-; tt i /41—,/- 7:.--- 117' t Li 3/a-) t G. 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'a 4" rl Att,„ 4lit-4 1.A_ V r+7 ca.,/ ( .e._!„ : CA Tia 5 Ice-i-ck,....,;--o - -tit_ * C-ale...1 a•fl, .1 sTA!'•T1)Yir. -v----- C) ' 7-cr-- ---- - ------------ ( •z------> O. Z-1 " il 3(tE " / g-- 1 ( ) ( eiti!_t) -t--i.4 z i C ) 5c-r--L -kvS -" --'? t•---,=-- 36i3P1 ) =-=' ti -e---crO _1 "-r).1' er 1 ic .4‹._ t:p _i_ , e-ctir_ 1 frt , 1 1 C Lt) 3 c.r---eio S •=-- Li (.6-t P'w) =: 1) 1 e.-0:- ''' 1;G r.,9''' " Ar,-...„ - - --.=-•-- Va _•k_._ i L--Q (-- 1 V; x PI —"i It w/ C3) kti'' ,t..i-•-e-wf 1 OltL€ )CafX 1/0, X 0 fS"V/C 4) Y`f'1 SC.47e4 ---- — i NOTES: \011111:411 1) PERIODIC SPECIAL INSPECTION REQUIRED FOR \cc-0 PROFFssi WELDS. kv� 4'I Ne,i, 1'495PE 'r WOOD ANGLE PLATE, 2x4 DF � /` '- No. 2 MIN. DEPTH (THICKNESS) -- OF PLATE TO MATCH (E) JOIST 4NR CON NAILERS, FIELD VERIFY w/#10 !� ip 18 191 aS``` x 2" @ 8" o.c. MAY NEED ETON J. to TO PRE-DRILL '� III 'C EXPIRES 12-31—19 REF. 1/SK-2 FOR griiiingRAUNIT CURB -1 (E) ROOF SHEATHING ATTACHMENTS L4x4 PERP. ANGLE, REF. L4x4 SUPPORT PLAN ANGLE, REF. PLAN (2) 5/8"0 A307 THRU-BOLTS AT TAB MID-DEPTH SHEARTAB: PL1/4x3x0'-9 1/4" TYP. A36 (IF ATTACHING TO (MAY BE FIELD OPPOSITE SIDE, USE 5 1/2" WELDED) 1/4 V ANGLE TO ANGLE CONN. LONG PLATE) WOOD ANGLE PLATE, 2x4 DF REF. 1/SK-2 FOR UNIT CURB 1", TYP. No. 2 MIN. DEPTH (THICKNESS) ATTACHMENTS OF PLATE TO MATCH (E) JOIST 1/2" MAX. NAILERS, FIELD VERIFY w/#10 3" I, GAP x 2" @ 8" o.c. MAY NEED TO . PRE-DRILL INIIM __I e- A J ,, (E) ROOF SHEATHING L4x4 ANGLE, REF. {E} OWJ TOP FLANGE PLAN {E} OPEN WEB JOIST(OWJ) WI (E) NAILER, FIELD VERIFY (2) 5/8"0 A307 THRU- DEPTH BOLTS AT TAB MID- DEPTH NEW SHAP14 . LENGTH ASEARTRT 'D, L 7"/m4 xi & A36 8" TYP. MAX. 1/4 , ANGLE TO (E) OWJ CONN. TYPICAL ANGLE CONNECTIONS 0 Sheet title: TYPICAL ANGLE CONNECTIONS Scale 1"=1'-0" Drawing No. A B H T APEX LABS Project No. 11119 Mlle,YNAL NNII1 1640 NW JOHNSON STREET Drawn by: SC S K-1 PORTLAND OR 97209 ROOFTOP UNIT SUPPORT& ANCHORAGE Ret.sht, Tel 503 243 6682 Fax 503.243.6622 6700 SW SANDBURG STREET Rev: Date: 03.21.19 wvnv.abht-structurel.com TIGARD, O R E G O N NOTES: ��ut. fRED PRQFFS 1) REFERENCE MECHANICAL DRAWINGS (OR c�L 3j MANUFACTURER'S INSTRUCTIONS) FOR ALL ' 495NPEc- . $ FLASHING AND WATERPROOFING DETAILS ; — >I CON e f 0k• �� m,4�c�, EXPIRES 12-31-19 #10 METAL SCREWS @ UNIT, REFERENCE 8"o.c. AROUND PERIMETER MECHANICAL PLANS OF UNIT TO ATTACH COLD-FORMED STEEL #10 METAL SCREWS @ 8"o.c. AROUND PERIMETER OF UNIT L TO ATTACH COLD-FORMED STEEL #10 x 2" @ 8" o.c., CURB TO ANGLE PLATE. MAY NEED TO PRE-DRILL UNIT CURB FOR EXHAUST j" Mil FANS, 12"TALL MAX. 1 NO CURB FOR STACKS (E) ROOF SHEATHING ---------------- WOOD ANGLE PLATE, 2x4 DF No. 2 MIN. DEPTH (THICKNESS) OF PLATE TO MATCH (E) JOIST NAILERS, FIELD VERIFY #10 x 2" @ 8" o.c., ANGLE TO ANGLE PLATE. MAY NEED TO L4x4 SUPPORT ANGLE PRE-DRILL SHOWN. (E) GIRDER TRUSS SIMILAR (DOUBLE ANGLE TOP FLANGE, TYP.) ROOFTOP UNIT SUPPORTS Sheet title: ROOFTOP UNIT SUPPORTS AND CONNECTIONS Scale 1"=1'-0" Drawing No. ABH T APEX LABS Project No. 11119 ,64°NW.I°"N52ROOFTOP UNIT SUPPORT& ANCHORAGE Drawn by: SC SK-2 PORTLAND,ORR979720909 Tel 503.z43.6682 Ref.Sht. Fax 503.243.6622 6700 SW SANDBURG STREET Rev: Date: 03.21.19 www.abhbstructural.com TIGARD, OREGON NOTES: ottoutof 1) PERIODIC SPECIAL INSPECTION REQUIRED FOR \ 70 PROP WELDS. \C- ‹.. conte /e. 0 1 495PE 4-111,1; CON "TON a Ak�� EXPIRES 1 2-31-19 TYP. EA. CONCENTRATED LOAD END OF 1/8 1 ANGLE 1/8 1 \\, , /\ \ \\ \\ \\ \\\ \\\\ \\ ADD (2) L2x2x1/8 STRUT (ONE EA. SIDE OF CHORDS) WHENEVER CONCENTRATED LOAD IS MORE THAN 6" FROM PANEL POINT NiI (E)oOPEN WEB JOIST (OWJ) STRUT DETAIL Sheet title: (E)OPEN WEB JOIST(OWJ)STRENGTHENING Scale 1"=1'-0" Drawing No. A B H T APEX LABS Project No. 11119 ,6a°NWJOHNSON STREET PORTLANDOR 97209 ROOFTOP UNIT SUPPORT& ANCHORAGE Drawn try: SC SK-3 , Tel 503.243.6682 Ref.$ht. Fax 6°3.2°'6622 6700 SW SANDBURG AVENUE Rev: Date: 03.21.19 TIGARD, OREGON oltiffitiot NOTES: �R,p PROre 1) REFERENCE MECHANICAL DRAWINGS (OR �cZ / MANUFACTURER'S INSTRUCTIONS) FOR ALL GUY `yCI� NF,.,©� WIRE INFORMATION/DETAILS. ALL INFORMATION `1 1'495PE IN THIS DETAIL ARE MINIMUM REQUIREMENTS. 401101;f / adR CON yjQ,v J. 0 GUY WIRE CLIP EXPIRES 2-31 FOR 6"VERTICAL LEG: L6x4x3/8 x 0'-4" LLV w/(3) 1/40 A307 THRU-BOLTS, GALV., w/ 1" MIN. GAGE (DISTANCE INTO THE PAGE). PRE-DRILL HOLES FOR BOLTS AND UPSET THREADS BEYOND NUT AFTER INSTALLATION. FOR 8"VERTICAL LEG: GUY WIRE: 7-GAGE MINIMUM L8x4x7/16 x 0'-5" LLV w/ (4) 1/4"0 (3/16"0) GALVANIZED (ASTM BOLTS A641 OR ASTM A363). WRAP FOR 10"VERTICAL LEG: 5-TIMES. BENT PLATE L10x4x1/2 x 0'-6" REFERENCE STACK w/ (5) 1/4"0 BOLTS r� MANUFACTURER FOR OTHER REFERENCE STACK WIRE REQUIREMENTS MANUFACTURER FOR OTHER / CLIP REQUIREMENTS 1. _311 '1 WOOD ANGLE PLATE, DF No. 2 MIN. WIDTH OF PLATE =4" (E) ROOF (OVERSIZE AND RIP TO FIT). SHEATHING DEPTH (THICKNESS) OF PLATE 2" TO MATCH (E) JOIST NAILERS, A FIELD VERIFY #10 x 2" @ 8"o.c., ANGLE TO ANGLE PLATE. L4x4x3/8 ANGLE SHOWN. MAY MAY NEED TO PRE-DRILL. NOT BE SHOWN ON PLAN. SCREWS NOT REQ'D WITHIN MAY BE ADDITIONAL. 3" OF GUY WIRE CLIP (E) GIRDER TRUSS OR OPEN (ABOVE) WEB JOIST SIMILAR (DOUBLE ANGLE TOP FLANGE, TYP.) C1) ROOFTOP UNIT SUPPORTS Sheet title: GUY WIRE CONNECTIONS TO ROOF Scale 1"=1'-0" Drawing No. A B H T APEX LABS Project No. 11119 1840 NW JOHNSON STREET Drawn by: SC S K-4 PORTLAND,OR 97209 ROOFTOP UNIT SUPPORT& ANCHORAGE Tel 507243.6682 Ref.sht. Fax 503.2476622 6700 SW SANDBURG STREET Rev: Date: 03.21.19 www.abM-structural.com TIGARD, OREGON 4041414, NOTES: CEO PRO,- 1) PERIODIC SPECIAL INSPECTION REQUIRED FOR �Z4` s�/ WELDS. Neet 4�p `kl, t',495RE ��1� :� R CON ,:, *ION d xe EXPIRES 12-31 -1 9 Ay (E) FLOOR DECK. REF. PLAN FOR ORIENTATION L4x4 ANGLE, REF. PLAN. ANGLE SHALL BE TIGHT L4x4 ANGLE, REF. PLAN. TO FLOOR ANGLE SHALL BE TIGHT TO FLOOR (2) 5/8"0 A307 THRU-BOLTS AT TAB MID-DEPTH SHEARTAB: PL1/4x3x0'-9 1/4" TYP. A36 (IF ATTACHING TO (MAY BE FIELD OPPOSITE SIDE, USE 5 1/2" WELDED) 1/4 V ANGLE TO ANGLE CONN. LONG PLATE) 1", TYP. 1/2" MAX. 3" GAP 4-1 (E) FLOOR DECK. REF. PLAN FOR ORIENTATION (E) OWJ TOP FLANGE L4x4 ANGLE, REF. PLAN. ANGLE SHALL BE TIGHT (E) OPEN WEB JOIST (OWJ), TO FLOOR GIRDER OR WF BEAM (2) 5/8"0 A307 THRU- BOLTS AT TAB MID- NEW SHEARTAB: PL1/4x3 A36. DEPTH LENGTH AS REQ'D, 7" MIN. &8" MAX. TYP. 1/4 , ANGLE TO (E) OWJ CONN. C, ANGLE CONNECTIONS - FLOOR 1"=1'-0" Sheet title: TYPICAL ANGLE CONNECTIONS AT FLOOR Scale 1"=1'-0" Drawing No. A B H T APEX LABS Project No. 11119 MDMA°""`"1111' Drawn b SC C 1K' F 160 NW JOHNSON STREET �' �J 1\��J PORTLAND,OR 97209 ROOFTOP UNIT SUPPORT& ANCHORAGE Ref.sht. Tel 503 243.6682 Fax 503.2436622 6700 SW SANDBURG STREET Rev: Date: 03.21.19 .bht-structurel.com TIGARD, OREGON NOTES: ��' S PROFS 1) REFERENCE MECHANICAL DRAWINGS (OR c�F- S� MANUFACTURER'S INSTRUCTIONS) FOR ALL w �G IY Oy FLASHING AND WATERPROOFING DETAILS 4941101111)fr 5PE c' GON 1 v18 /*TON j101,0a EXPIRES 12-31-19 #10 METAL SCREWS @ UNIT, REFERENCE 8" o.c. AROUND PERIMETER MECHANICAL PLANS OF UNIT TO ATTACH COLD-FORMED STEEL #10 METAL SCREWS @ 8"o.c. AROUND PERIMETER OF UNIT TO ATTACH COLD-FORMED #10 x 2" @ 8" o.c., CURB STEEL TO ANGLE PLATE. MAY NEED TO PRE-DRILL (E) ROOF SHEATHING ,..a UNIT CURB FOR EXHAUST tin FANS, 12" TALL MAX. NO CURB FOR STACKS rs WOOD ANGLE PLATE, 2x4 DF (E) 2x6 SUBPURLIN, AS No. 2 MIN. DEPTH (THICKNESS) OCCURS. CUT OF PLATE TO MATCH (E) JOIST SUBPURLIN AS REQ'D NAILERS, FIELD VERIFY ADD SIMPSON LB26 TO WOOD ANGLE PLATE L4x4 SUPPORT ANGLE SHOWN BEFORE BOLTING -THIS RUNS NORTH-SOUTH ANGLE INTO PLACE PERP. UNIT SUPPORTS - (E) SUBPURLIN 1"=1,-0" Sheet title: ROOFTOP UNIT SUPPORTS AND CONNECTIONS Scale 1"=1'-0" Drawing No. A B H T APEX LABS Project No. 11119 TYYCTYYAL MOM 1640 NW JOHNSON ROOFTOP UNIT SUPPORT& ANCHORAGE Drawn by: SC SK-6 PORTLAND,OR 972097209 Tel 503.243.6682 Ref,sht. Fax 503.243.6622 6700 SW SANDBURG STREET .bhhshucturol.com Rev: Date: 03.21.19 TIGARD, OREGON