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Specifications ENWSTRUCTURAL O �2 S� ENGINEERS Engineers Northwest Inc., P.S. COSTCO WHOLESALE TIGARD, OR STRUCTURAL CALCULATIONS FOR FOOD SERVICE R ODEL 60491PE ; l}e i OREGON / f. KNE- !EXPIRES 6 -30 _I 7 I 2012 IBC AUGUST 24T", 2015 ENW Project No. 93085018 We get buildings bAJ I It. • • • 9725 Third Ave NE,Suite 207 •Seattle,WA 98115 • 206.525.7560 • fax 206.522.6698 www.engineersnw.com C. -rIccioke—o , or2- ,.. ' 1 3" / 10.-4" 10.-8" 2.-6" • FACE OF RIM JOIST FLUSH w/FACE OF 14.-0° SHEAR WALL , -, STUDS {.. PLAN VIEW \ ' 1 r , N,NICEEGIDLIMILWIMMEIMAX1111. liblaelb,",.•; _J WALL / <C D- 0 . 3 < , •"---'14:- 8' 16GA. x 2" CONT. DIAG. BRACING I,. STRAPS SEE DTL. A N. I cs, 41/Li0 ELI)T1-. / ' N`1 / / i. 8" x 15/8" x 16GA. b FRAMING (U.N.O.) ,c .: \ N ID ... JOISTS ,-- 0 b 16GA. x 2" x LLI 0 „.., 0 1 44.-6" CONT. a a_ -0 STRAP 0 TOP OF 7--END OF in .- JOIST CTIVD. ON 1 is % SHEAR WALL WALL SOUD BLKG. I t■ 1 a . BTWN. ALL JOISTS I cc La . -, ..., PER DTL 0 END 2 < co OF 2° STRAP ON DM. A. SCREW BLKG. X ur TO WALL TOP R 0 . •-,,,_ k ID S 1010/.6 k i „ 3 co '-3 1/2” 3-9. 1/2" k Kot nt It ...... \ ? DTL. G N 0 El5CIWO N q WALL ' / ,„ I / 0 DUCT I‘ 4's itAilid DUCT - 1 1 t JST. ON W 7 - `c ) N .c, POST w/JAMB & , 1 .. _ 111 ‘, ' ■4. 7 CRIPPLE STUDS & 1 . DucT I. .-0. ' C2 ST. b st- ;,) TRACK PER DTL. A' I 10.-10” 1111 ,------ - RI •ST WHERE.' • TIP. EA. END 0 " , , ."' NO DKG. OCCURS"' "1 (VFY.) Ift.,-* •1_ZS -0 .. , 1- i 6 i 0 - Q JST. cn ADD €Kit.6,& . ,., ! ff,wg , FACE OF L., HDR./WALL (EA. END) q •¢) - 20151. 1°e41,511 ta(--, ' -si ii fel-iiiikti-DTC:- ', Li-'°'1 FROM \ 4.-0" 0 CL 0 0 ][. , . , • 0 FAR END OF FRONT BACK WALL `,. MAX. ,,,,,s ODD JOIST SPACE: w -b ER - ' ,.. N ., -,... DBL. JOIST w/WEBS AWAY — /,/ 1,r' / .1_MOM (:••W% ; "'----„„ti \6t DBL. JST. ON WALL • FROM EA. OTHER THUS: i ADD 9 CANTILEVER OUT TO If XU 410 . ' REMOTE CONDENSER sh • PICK-UP RIM-JOIST/ (,,i ,orL. i wiL 1111410p . ...,, 0 100# MAX. EA. HEADER o 10, gi 1 E : w s 1 1.49$of S.74 rrA 0,'1 ,- WATER HEATER 0 0 , •11 I 1 '„) _DTL. F 0 0,0140'" ; • 10, ,,- 1,000# MAX. il 2 dr GUARDRAIL ".4- °3 „---' 6.1 ..1 -,,c misskok, 1st t ewe \ 1 1p: ‹ ,, 8” x 1%" x 16GA. ..„, a - 0 n kr ii' 1 0 -- JOISTS '11 / ftl. F-161,E) , ,,, 1.1 • , 11 1 t jr .'\.,- q ; I :H. a ..., 0 2.SWJA.T 4°Pi 11 „ . _- .1 ' ' 11 , i- b 1 , . ' -... „ 11/al irrDKG. 14.-0" x 19.-7"-- --- WALL howisaaarambastatmahmitm 5.-- :- -\I Q FRONT WALL----- . / . I -., .0- HOLD FACE OF RIM JOIST / , I , / 2° CLR. FLUSH w/FACE OF STUDS TRANSFORMER " 1 -0" EXTENT OF 1/8" , r „ -„ ORIENT THIS JOIST SO --" 0 350# MA X. FLANGES ARE FACING AWAY 3....4- 11.-5" 3.-10° 2.-5" 2.-6" " ---- RIM JOIST 0 DKG. R.O. FOOD SERVICE FRAMING PLAN 1/4- = v-0" rOP OF TAMING 0 12.-3" TYP. (U.N.O.) 2. WHERE 1 /6 DECKING OCCURS 0 PERIMETER PLACE 2x WOOD R OVER TOP IS 0 12.-6". , 3/16 PLYWOOD SHIM SO 3. WHERE DECKING & 18" FE OCCURS 0 PERIMETER PLACE 2x WOOD R OVER SO TOP IS 0 ELEV. 12.-6". 4. WHERE NO DECKING OCCURS TER PLACE (2) 2x WOOD R OVER SO TOP IS 0 ELEV. 12.-6". 5. DO NOT USE ANY OF THIS CEIUNG FOR STORAGE OF ANY KIND, 6. SHEAR WALLS ARE SHOWN (CROSSED HATCHED === w/" ..- ON PLAN) PROVIDE X-BRACE STRAPS & MULTIPLE STUDS PER DETAILS B. C & D. 7.) WHERE JOIST ARE 0 16"o/c PLACE STUDS 0 16"o/c BELOW EA JOIST. WHERE JOISTS ARE 48"0/c SPACE STUDS 0 24"o/c w/STUDS BELOW EA. JOIST. ADD STUDS 0 ADDED & ODD SPACED JOISTS. O NON-BEARING WALLS SPACE STUDS 0 24"o/c. 8.) PROVIDE CONC. CURBS FOR ALL WALLS SHOWN. )TL. . .,, ,. . ElNWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS r-• 9725 THIRD AVE NE,SUITE 207,SEATTLE,WA 98115 (206)525-7560 FAX(206)522-6698 PROJECT 0317135(224 PROJECT Cr- STC,O;77aAR.0/ C.21Z. 46 iii DATE SUBJECT rooD salty 1c..6 Ret-iciDel- SHEET A OF BY 8 , , eat 0/f- oRiao../ 1=' 44e..rY CODE ( Z:L?12. A3c) se Ac: '7-/a : 1 ce i,..../Aia. A...".‘6. 4,440) : 2-4;611 1- prim.,7" cbg0 1 1 5& 510-/ PAkr/40 Lill/ g 472}23 : ! / o /V 4 , 4347Z- 14L -/24. 7SS2-73 s-`,5,-/tc-.' :re/5K! avra4-0*-1 II + I Ss.:= q•9/Z5 6Pk: 0, 123 : 4i 6 -q- : s • q)17 0 44 5 : I : , :R= 1-• : escAl7.7) - 0., -, L.. : _., , . . : : , . Design Maps Summary Report Page 1 of 2 3- Design Maps Summary Report User-Specified Input Report Title Costco Tigard, OR Fri April 3, 2015 16:17:18 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.4345°N, 122.75827°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III `�3=2mi11 �!�lana;���;�„ .�ili? '-r,ti1•;. ff��f f�:�a; � 1 1.4..6\1\ Il I5000m`I` ; .-8•averton ,: =:_:x _ x�•.-- ,i, ;;• -� "-� t �'(-"`jrf�"j am•_-•',� t '>. - r t f:.1 •(\� ,` -11 `. �..?{ i =_•` �/• Ali i ,,� .i •i rye.-_'ki 1 "^y`r nSs � f..r_, , __,ter.: -jai 21.3 •`• ,i •.-•r� tl 4t ., -/�X is '•"�•'�� i! 'ft• �lr;., �l,ez� e:�` ���r^ `i i- { 11 j -I 4- te T i' �� t� t f,• tf 1'._:s a �*v N,lR'c�tlria':.t7; ,J r-�_ _ • -df r' r'�'(11; ` `•'�O �l▪!• lit I jf -.i�• r". (;_ I ' Farmington I! :•�' •�� )� s.i 5` i' p ��c ;,y�r-� .4,,c �'} i if , (• ,l ;�r;f 's. ¢ , ,,�� n ;,r• 4i \ i"ygi ,.;,. ', Y° Mllwaukl@ =gym `-, ' ri pb.y. ,t��: "{�i .,. .. ��• '• _ !�-��' , . �V ^�' •. Sr �''r' , �._..i•t•�. r,. ,-t.-- �r a�,t;'�'t�a ri- -.r:r.fi_r..r }••` v.-':c-._.Q-•_ a0.; • • • • r 1 }i„i_•.`. • -`�^��•- . i \ " S , „i• v choHs j —. • U• .e King ciry� _ D •� . �� / M�� E pR+'� .• - '. L+'1' ,1�.-�r ___ .._ '1�_ '•� ! r.:v -u ..•may ,•. • • 11 • _ • P 4 • _, O.MapQuest USGS-Provided Output SS = 0.978 g SNS = 1.085 g S°s = 0.723 g S1 = 0.424 g SMI = 0.668 g S°1 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.22 110 080 0.99 0.72 082 064 0.77 0 56 s 066 C 042 y 0.55 y 0 40 0 44 0 32 0.33 0 24 022 016 0 11 0.08 0.00 0.00 0.00 0.20 0 40 0 60 0.20 1 00 1.20 1.40 1.60 1 80 2.00 0 00 0 20 0.40 0.60 0 80 1.00 1.20 1 40 1 60 1.80 2.00 Period, T(sec) Period, T(sec) http://ehp4-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitud... 4/3/2015 • • ENGINEERS-NORTHWEST,INC.P S.9725 THIRD AVE N E (SUITE 207)SEATTLE,WA.98115 SHEET 7 OF Property of Engineers Northwest, Inc., P.S.- Use by others unlawful ASCE 7-10 Seismic Loads per ASCE 7-10-Chapter 12 Seismic Design Requirements for Building Structures Input Cells= Project Number: 00093085 Project Name: Costco Tigard,OR#111 Location: Food Service Design By: j 2012 IBC Section 1613/ASCE 7-10 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-10(U.N.O.) Input Basic Seismic Force Resisting System=A18. Light-frame(cold-formed steel)wall systems using flat strap bracing Basic Seismic Force Resisting System= BWS =Bearing Wall Systems Is diaphragm considered flexible?= YES Structural height,h„= 12 ft Ss= 0.978 spectral response acceleration at a period of 0.2s for Site Class B Si = 0.424 spectral response acceleration at a period of 1.0s for Site Class B TL= 16 Long-period transition period Site Class(soil)= D Risk Category= II Table 1.5-1 Top of wall elevation(parapet)= 12 ft Elev.of top of wall lateral support(max.)= 12 ft(roof high point-minimum parapet) Elev.of top of wall lateral support(min.)= 12 ft(roof low point-maximum parapet) Regular structure s 5 stories?= YES Section 12.8.1.3 Output ( Site Coefficient, Fa= 1.109 Table 11-4.1 Site Coefficient, F„= 1.576 Table 11-4.2 SMS= 1.085 Eqn 11.4-1 SM, = 0.668 Eqn 11 4-2 Sps= 0.723 Eqn 11.4-3 SD1 = 0.445 Eqn 11.4-4 Seismic Design Category(SDC)= D Section 11.6&Tables 11.6-1 & 11.6-2 To= 0.123 Section 11.4.5,0.2Sd 1/Sds T5= 0.615 Section 11.4.5, Sd1/Sds C1= 0 02 Table 12.8-2 Period,T= 0.129 sec,Section 12.8.2.1 (Eqn 12.8-7) S.= 0.723 Section 11.4 5(Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient, R= 4 Table 12.2-1 System Overstrength Factor, O.= 2 Table 12.2-1 Deflection Amplification Factor,Cd= 3.5 Table 12.2-1 Importance Factor, le= 1 Table 1.5-2,by Risk Category Detailing Reference Section= 14.1 Cs saic= 0.181 Section 12 8.1.1, Eqn 12.8-2 Cs max= 0 862 Section 12.8.1.1, Eqns 12.8-3& 12.8-4 Cs min= 0.032 Section 12.8 1.1, Eqns 12.8-5& 12.8-6 • Cs use= 0.181 Section 12.8.1.1, Eqns 12.8-2-12.8-6 V„= 0.181 *W (LRFD) Section 12.8.1, Eqn 12.8-1 V= 0.127 *W (ASD) E„= 0.145 *D=+/-SDs D(Eqn 12.4-4)- May be zero for proportioning foundations. ASCE7-10 Seismic LoadsEQ ENGINEERS-NORTHWEST,INC.P S SHEET FS - 1 OF 9725 THIRD AVE N.E.(SUITE 207) SEATTLE,WA 98115 � 1 COSTCO - Food Service w/X-Braced Walls Cs (USD) = 0.181 Cs (ASD) = 0.127 Low Seismic Cs=0.127 V=0.127 W Joist LL (Point load anywhere on span) 200# Joist DL w/GWB Ceiling 21'-6" 8 in.joists @ 16 in. o/c = 1.8 psf GWB Ceiling = 2.8 psf Misc. = 0.4 psf O Total = 5.0 psf Wall DL A r A- w/sheathing each side 0 0 v 5/8" GWB each side of wall = 5.6 psf O N � 3-5/8 in Studs @ 24 in. o/c = 0.7 psf "' Misc. = 0.7 psf ? i, Header#1 Total = 7.0 psf ;4- Wall DL w/sheathing one side 8x1-5/8x16Ga• `\ 5/8" GWB one side of wall = 2.8 psf @ 16 In o/c(typ) T 0 Framing EL.12'-0" 3-5/8 in Studs @ 24 in. o/c = 0.5 psf v Misc. = 0.7 psf 0— — Total = 4.0 psf PLAN f �\Direction#2 Notes 0=wall numbering system Direction#1 -Full height walls to underside of warehouse joists Lateral Directions at walls 2 and 3 4/8/2015 X-Braced Walls Copy of Cs Food Service (Dec 2012).xlsx ENGINEERS-NORTHWEST,INC P S SHEET FS-2 OF b 9725 THIRD AVE N E (SUITE 207) SEATTLE,WA 98115 COSTCO - Food Service w/X-Braced Walls Cs(USD)= 0.181 Low Seismic Cs=0.127 CODE= 2012 IBC Cs (ASD) = 0.127 V= 0.127 W (ASD) IBC Section 2211 no= 2.0 ASD V=0.127W p= 1.0 Direction#1 w wt 1 =5*(44)+7*((12/2)+10 75)=338 plf w eq 1 = 0 127*338=43 plf E V= 0.93 kips Direction#2 w wt 2=5*(21.5)+7*((12/2)+10 75)=225 plf w eq 2= 0 127*225=28.6 plf E V= 1.26 kips Wall Brace L V top Wall self-wt V wall wt. E V E v Diagonal Strap Tension #screws Gross up 1 14.00 ft 0.630 k 1.70 k 0.22 k 0.74 k 0.053 klf 0.95 kips 8 0.598 k 2 11.67 ft. 0 630 k 1.70 k 0.22 k 0.74 k 0.063 klf 1.03 kips 8 0.717 k 3 32.00 ft 0 465 k 3.48 k 0.44 k 0.69 k 0.021 klf 0.73 kips 6 0.243 k 4 14 17 ft 0 465 k 3 48 k 0 44 k 0.69 k 0048klf 0.88 kips 7 0.549k controlling screw #8 screws gage values Required#of screws @ 16ga. Diagonal strap to 16ga. Plate= 8 16 ga 0.268 k Required#of screws @ 16ga. Plate to 20ga.end studs= 9 20 ga 0 164 k Required#of screws @ 16ga. Plate to 16ga.Top Track= 6 16 ga 0 268 k Required#of screws @ 16ga. Plate to 16ga. Bot.Track= 6 16 ga 0 268 k Wall Self Perp.Wall Sum Walls Net Wall DL x 0.6 DL x 0.6 DL x 0.6 uplift 1 0 30 kips 0.50 kips 0 80 kips 0.00 kips 2 0.25 kips 0.51 kips 0.76 kips 0 00 kips 3 0.68 kips 0.60 kips 1.28 kips 0.00 kips 4 0.30 kips 0.60 kips 0.91 kips 0.00 kips Max. uplift= 0.000 kips Area of 6 in slab to resist the net uplift @ holdowns=(0/(0.6*0.075))^0.5=0 ft. square-O.K.by inspection w/slab reinf. slab Mu= 1 4*0 075*(0)1'2/2=0 k-ft/ft b= 12", t=6" fb=0*6/(6)2=0 ksi @ 2 ksi concrete(4 ksi specified) (pfr=0.9(7.5(2000)^0 5)/1000=0.302 ksi 0 302>0 O.K For Holdown try( Simpson S/LTT20 w/1 2 k capacity) No Holdown Required Diagonal Straps needs to be a minimum of 16 gage and 1.5 inches wide Diaphragm Chord T=C= 0.484 kips 4 screws required in chord connection 4/8/2015 X-Braced Walls(2) Copy of Cs Food Service(Dec 2012)xlsx V 2007 NASPEC Project: C.Tigard Oregon a\ C(?) '7[ Date: 4/3/2015 Model: P2opvS€D ( ) J P1P3 P2 w \V >M x'415 _wN e. '''' : ,:y-,-.'-'.;'i'� .cw'< n•.: Unif Ld t t R1 LL •'U(." R2 _�---_ N-- 20.50 ft Point Loads P1 P2 P3 Load(lb) 250 250 200 X-Dist.(ft) 9.83 11.33 10.25 Section : (2) 8005162-54 Back-to-Back C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 6131.8 Ft-Lb Moment of Inertia, I= 11.200 inA4 Va= 4182.6 lb • Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio • Center Span 4450.6 0 726 4450.6 Third-Pt 4450 4 1.000 0.893 L/275 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 246.0 5468.6 0.814 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft-Lb) Value Req'd ? R1 547.0 1.00 2855.3 5710.7 0.0 0.08 No R2 563.0 1.00 2855.3 5710.7 0.0 0.09 No P1 250.0 1.50 3846.0 6345.9 4406.6 0.46 No P2 250.0 1.50 3846.0 6345.9 4324.1 0.46 No P3 200.0 1.50 3846.0 6345.9 4450.6 0.46 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 547.0 0.0 1.00 0.13 0.00 0.02 NA R2 563.0 0.0 1.00 0.13 0.00 0.02 NA P1 351.0 4406.6 1.00 0.08 0.72 0.52 NA P2 379.8 4324.1 1.00 0.09 0.71 0.51 NA P3 108 5 4450.6 1.00 0.03 0.73 0.53 NA t • C,OSrco : T766QR.Q , of tt//l Fbob seRV,c.E MODE St oPa or kro/Z,t _ v CEID JO M U (SVN]NC NPEA PUNT ?Mc LU%) CONS�ew.r STRAPS TOP• 10'-.' to'-B• a FACE OF RM JOIST roam DECK PER SCHEDULE BELOW FAST. TO[PAWING ,pCATXINe�PUpNCPW LAP STRAPS RUSH./FACE Or Otto w/SCREWS o4i L4%to 00 0 OSLO 0 wETD TO F «G./yy'.PUDDLE won a z.'MIN•/ROWS OF surcws e �HE,DEa��• PUN V. �.•-o•SPEW WALL sous x.'oh ro Au MIAIAc frog s[cumM ipP{E`.&smlrJ°4 ) �/ 7 12•SC SCCTAS NO 011 MALL ✓ NFD O DECKING OCCURS ii — u ' •/e ST SE O SNOW OH TOP O<.IO4KS. �\\SWE HEIGHT AS •• (5°R�'LICI uL TL .. 41rAti TRAM TO JA.PER 011• ][SEE°TL iGMMNGR ryND) �1 ,P,I'1• EWE CORER OR .\\► I' , �I `1 �`iw 9 wm ONE WEB OF STUD Fes. 1 ` ryI5 ' u'-e'cog q BELOW(i'IP eLL JOISTS) : �\�4111 z..1 1 .Nii 4.�'COHG / '4 '. °P��!• _ UNR,ruKm sou.m \1�,\•�� eGA Tw TacK Tw PLAN VIEW WALL i com'o a°f CsNF1prw°r..at oEVr /,snas TD mI7�� yam, PT.ALL JOISTS IST _ -y- 1 C siNJ O an m �� W \ TO BE,2'FROM TOCFn KC /``` �`�.DID DDTL A.SCREW E.0 I \ $ SCREWS O /.y,(4 (//��`r•I/�I PANS FM BLO°�`Tlpls)ai OVER•.0(SCE ``` OF 2.STRAP ON TO WALL TOP t O I I fz)SORM /'�:,41'/ 11P OF STUDS. .x415 THAT ARE COM OVER NEWER OR II O.. 7 ,I..' I WU..0 Cr,E JOIST WEI OVER WEB OF LO 1 �, q wRAAffD §ROW HAL ,.►Ew e _ (. III II % j �, SCREAM e N A e on MOS w/ —_ f Ducrz•II -__! t _ / 1`Q, t � .✓ zocP�imou INTERMEDIATE`sim solos)EDGES•e•P/L /y/ Aad SO4 S�J C PCPLE urallineamilil-/ II --. HEADER^'�I% �' (SEE NDIE,l) �/ "t �VV/ aouDx I .713 aIPPLE snm e OPNO [� .�RafJ•f [� ' w 1oii WERE. a F i 1z•./= \ K iJ�; \ I E m " '' um ot�_ j■ SCREWS END ' �F ; a D STL�) e11' -- --M B BACK 1(411 000 JOIST SPACE SILL IAKT: '/ I+'•EOG ■ CW f7 ^IM - \ ■ ___ N 1 SCREW MT STRIP R 1 NJ ■■ (DBL.m OR M EA STUD(TOP IOISf ■0 LMF Ox ` le RETgiE CONDONER Øøjir ... WALL e O[ACM END M WALL W ROr TO/ I I �' 'I O,oM YA)L EA PIELS O�y STUDS•166/5 OR t.•P/F PALE CAM N.C. II ONE STUD MN DIRECTLY BELOW EACH AKm I \ OCTER MUTER o^ n 25 '��iL �' ,.DIM Au y BSPUCCEE*/2 SC .jl% UM,I OBNC'gYO)TOP zo SCREWS ilAM / HK 46'II I) \ it,,.„:,L, ALLS ELAYHERE fO %l�/ MCA TRICK Mxot TO SID 1e EEL M‘55 �ti �/.e/ 1 :TY/11111ti. 'rte, lLiti s , :_ CO .. .•�• �(,) s» Vi�LT l/"1�J , 1;;111111111 i ,�; •�I DOLES r o .. e %� t uO�r MN ►.glll IIII r___,� \ ' ADNESeE(sPEaAL IxsPErnox , � ���n m`�D .0 ti 1 r!'' I ) _. _J 111 I' _ 4 REWRfb ' .41'1! CVRB SLAB MOM T ��11 CURB WY BE EASE SEP4U,E OK' -O•.15'-T' . 1 �'I RDM WALL L _ . ..... Z Yom_.: _ - - •,=� -- �• MOLD FACE OF RICO J(MS'f n M �x nrt RUSH./FA.a ORIENT THE JOIST So ►. TYPICAL CEILING FRAMING DETAIL A imminst! /�D I__- � RANGES R"0 �� 04 O�• z t.M.H O ME NCI S TO BE PER A5 s BOTTOM TRMC.. -. �••'•_o- v b.fA1.'L FOOD .ERVICE FRAMING PLAN ��� rP„OF SHOWN ALL AND".STRUCIVRAL^B EDWIRN.( OR STUDS .) CONCRETE MUST ROE BE PLACED OVER AM or THE rd1mDECK snow ON M4 SHEET •2) E1K ery"M'CNHSC 0004015 O I•UEAWTER PUCE 21 WOOD 1 MA 1}•PL,N000 SHIM SO CEILING PARTS SI TOP] WHERE INC n 1-I OCCURS 0 PERIMETER RILE 24 WOOD t N.ER SO TOP 4 O.REV 12 o �� e• WERE DECNNG OCCURS•PERIMETER PLACE(2)z..00 t OVER SO TOP 4 e E. 1Y / Nmw PROPEK DO USE A.M MS CORING FOR STORAGE OF AM KMD V ■`ICI o EW ST £'RL. ` ��•'t�'/�.\�� ALLS ARE SHOWN(CADS STUDS 0®./4aC•M PUN)ERE OE TS RACC SITARS \��// VVV WW_rI•• KKK I� ��\/ _ °E" -' COIL'.') sON'1 n PLE MOS PERD AILS B.C eD T) wN E JOIST ARE O 70b//FSTPUVLCMOW u JOIST`.0 STUDS•.MD•000 JOISTS ACED WS1S NON-BUVBDK MAILS sP.E STUDS e.P/F TSU CERND . ^e-.01'•, S. ,-. Iv c-1 /4t"�J JotsT £eTOJ sia�� U c4 O • r Go GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE — ASTM'S NOTED ARE TO BE LATEST EDITION 1. DESCRIPTION Building Name & Site Location — Costco — Tigard, Oregon on Dartmouth Rd. & Pacific Hwy. 99 Metal Building Supplier's Name — Varco Pruden Buildings Building Official — Mark Burrows (Plans reviewer) (503)639-4171 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) 1991 niform Building Code Code supplement & Date — (Non- (MBMA Code will not be used in this project) 3. DESIGN LOADS a. Roof Live Load 25 (psf) b. Snow Load Basic ground snow load = 25psf Basic roof snow load = 25psf Importance factor 1.0, snow exposure factor 1.0 snow is required in the design. c. Seismic Zone 3, Importance factor 1.0. Me . & Refrigeration unit loads will be picked up at the point of the units & transferred into e lateral system. Sprinkler lines will be braced to bottom of main frame or bottom chord of steel truss, by the sprinkler contractor. Metal Building Supplier will pick up these loads at this point & transfer them into the lateral system. d. Wind Load Basic wind speed 80 (mph). Exposure B. Importance factor 1.0. Collateral loads were not included in uplift design e. Collateral Load (not including mechanical units or draft curtains) Joist 8 psf or 6.5 psf plus sprinkler concentrated loads whichever is more critical. Frames 4 psf. f. Dead loads Weight of roof structure by Metal Building Supplier. g. Special Loads The following special loads are to be considered: Mechanical equipment on roof. Sprinkler lines, canopy & other reactions as noted on structural drawings. h. Load Combinations All Code required load combinations are to be used in the building design. Column reactions from these load combinations are to be given to the foundation engineer. i. Lateral building drift at all points is to be limited to Eave Height/100. 4. VERIFICATION 51 Varco—Pruden is to verify all design information listed above and notify Engineers Northwest of any discrepancies O prior to metal building design. U' 11 7 10 Project Name: New WorkSpace Page 1 of 1 Model: Beam/Stud-1 Date.08/17/2015 Code. 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designers" 1.4.0.0 IP2 P3 Pi i i / 6.65 • WAN NMI R1 R2 17.00 I-► X Point Loads P1 P2 P3 Load(lb) 200 100 100 X-Dist.(ft) 8.50 2.00 5.00 Section : 800S162-54 Single C Stud Fy=50.0 ksi Maxo= 3065.9 Ft-Lb Moment of Intertia,I=5 60 in^4 Va=2091.3 lb I Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1440 2 0.470 1440.2 Full 3065 9 0.470 0.411 U496 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 204.0 2734 3 0 527 Combined Bending and Web Crippling Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required? R1 315.3 1 00 574 6 1005.5 0 0 0.29 NO R2 197 7 1 00 574.6 1005.5 0 0 0.18 NO P1 200 0 1.50 1377.7 2273 2 1440.2 0.36 NO P2 100 0 1 50 1377.7 2273.2 618.6 0 16 NO P3 100.0 1.50 1377 7 2273 2 1193 3 0 27 NO Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffened Stiffened R1 315 3 0.0 1.00 0.15 0.00 0.15 N/A R2 197.7 0.0 1.00 0.09 0.00 0.09 N/A P1 141 3 1440.2 1 00 0.07 0.47 0 47 N/A P2 3021 618.6 100 0.14 0.20 0.25 N/A P3 182.2 1193.3 1.00 0 09 0 39 0.40 N/A c_' SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com ii DESCRIPTION DATE A A PLENUM PROTECTION Q NOZZLE _� A DUCT PROTECTION �r / u DETECTORS V DETECTION LINE /u —- IIIIIIII1• �- - APPLIANCE PROTECTION > AGENT LINE I NOZZLE I SII Hoods hung against partial wall. IIIIIIlI NOTES - THIS FIRE SYSTEM COMPLIES WITH U.L. 300 REQUIREMENTS 11111 11 Rem." Nen m 4 SPECIFICATIONS illif 11}WITH REMOTE,MOUNTEDM AUTOMAN THE RESTAURANT TIRE SUPPRESSION SYSTEM SHALL BE THE PRE-ENGINEERED ru SYSTEM CONTROL AUTONAN REMOTE TYPE WITH A FIXED NOZZLE AGENT DISTRIBUTION NETWORK. IT SHALL BE LISTED MANUAL WITH UNDERWRITERS LABORATORIES,INC.(UL) .�'� OQ ^ WITH AGENT TANK ENCLOSE➢ PULL STATIONTHE SYSTEM SHALL BE CAPABLE DF AUTOMATIC DETECTION AND ACTUATION WITH LOCAL OR REMOTE MANUAL ACTUATION. ACCESSORIES SHALL BE AVAILABLE Zo FOR MECHANICAL OR ELECTRICAL GAS LINE SHUT-OFF APPLICATIONS. .. THE EXTINGUISHING AGENT SHALL BE A POTASSIUM CARBONATE,POTASSIUM Finished Bock aM¢ - Finished Back ACETATE-BASED FORMULATION DESIGNED FOR FLAME KNOCKDOWN AND SECUREMENT OF GREASE RELATED FIRES.IT SHALL BE AVAILABLE IN PLASTIC CONTAINERS L —_ Duct o WITH INSTRUCTIONS FOR LIQUID AGENT HANDLING AND USAGE. Job#:1137475 Job Name Costco - New 30' Pizza Proto THE REGULATED RELEASE MECHANISM SHALL HE COMPATIBLE WITH A FUSIBLE m Drawn By: LINK DETECTIONACCDINGSYSTEM. THE FUSIBLE LINK SHALL BE SELECTED AND System Size: ANSUL-1S Totot FP required:4 INSTALLED ACCORDING TO THE OPERATING TEMPERATURE IN THE VR BRACKET/ C yroGu SYSTEM.THE FUSIBLE LINK SHALL HE SUPPORTED BY A DETECTOR BRACKET/ Hood# 1 6'i e..10'Long x 66'Wide x 30'High LINKAGE ASSEMBLY. 1 I Riser # 1 Size: x 14' Hood# 2 6' 6:00'Long x 66' Wide x 30' High Riser # 1 Size:10' x 14' � O J.RGRND- WALL MOUNTED ANSUL SYSTEM , IA 1.5 GALLON TANK G 1B 3,0 GALLON TANK 1, W 2 AUTOMAN RELEASE . 3 3 GALLON TANK ENCLOSURE Pion View for hoods hung 3A 6 GALLON TANK ENCLOSURE ® front-to-front. ® 4 5 REGULATED ACTUATOR ANSULEX LIQUID AGENT (3 GAL.) I 111 1111111 (———1 I— —1 6 ANSULEX LIQUID AGENT (1.5 GAL.) 7 CARTRIDGE (101-20) rl— 8 CARTRIDGE (101-10) L J 1 i_-__S1 9 CARTRIDGE (101-30) ®O ` ®_ 9A CARTRIDGE(LT-A-101-30) g8 ' 9BLTANK CARTRIDGE ® lip 19 ® 0 OTEST LINK 11 DOUBLE MICROSWITCH 2W DUCT NOZZLE (419337) 1W NOZZLE ASSEMBLY (419336) 1 IF NOZZLE ASSEMBLY (419333) 1N NOZZLE ASSEMBLY(419335) 1/2N NOZZLE ASSEMBLY (419334) 3N NOZZLE ASSEMBLY (419338) 245 NOZZLE ASSEMBLY (419340) 230 NOZZLE ASSEMBLY (419339) 2120 NOZZLE ASSEMBLY(419343) • ' 290 NOZZLE ASSEMBLY (419342) 260 NOZZLE ASSEMBLY (419341) 28 DETECTOR BRACKET 29 LOW TEMP FUSIBLE LINK 30 HIGH TEMP FUSIBLE LINK Hoods will be turned front to front MGV MECHANICAL GAS VALVE EGV ELECTRICAL GAS VALVE 34 REMOTE MANUAL PULL STATION S SWIVEL ADAPTOR 0 L 0 d // /%/ /0-P Size of system will depend on N type of oven and number of N conveyors. A O Duct and Plenum piping provided by Captive Aire, re System Informckion FIRE INSTALLATION CY) NW SYSTEM TYPE SIZE Appliance drops, addtional detector brackets, links, POINTS SYSTEM LOCATION ON HOOD Ansulex, gas valves, and final hookup provided by others. Msul BOOR L5 4 Voll Mount Left N/A N z /19 a System Parts Gist Key FIRE OTT.BY QTY.BY I SYSTEM KEY NUMBER-PART DESCRIPTION FACTORY GIST. NO. 1-1-AT-15 TANK(01A)-1.5 Gallon SS Tank(for use with 1Autonon Release,Actuator,or SS Enclosure(UL)) 0 1 0 i 2-2-AP-AR AUTOMAN RELEASE-Ansul Autonan Mechanical 0 I U ld Release(UL)Tank soseparately �L' 1 6-6-LID-1.5 AGENT-Ansulex Low PH Wet Chenicai Agent,1.5 0 I I Gallon CUL) ill 8-8-101-I0 CARTRIDGE-Carbon Dioxide,101-10,1.5 Gallon 0 I Cartridge(R-IO2,PIRANHA) 0 1 (0(- 1 10-10-TLINK LINK-Test Link Package o 1 -1 k 11-11-MICRO-SDA MICROSWITCH-Shale Dual Electrk Switch,One I Standard Switch,One Alarm Duty Switch 0 1 1 14-14-419336 NOZZLE-IV Nozzle,Duct/Appliance 2 0 DATE: 5/21/2010 1 16-16-419335 NOZZLE-IN Nozzle,Plenum/Appliance 2 0 DWG.#: 1 26-26-ASA-3/8 MIK SEAL-3/8'(L) 4 0 1137475 1 27-27-APSA-1/2 PULLEY SEAL-I/2'Hood Seal(W. 5 0 DRAWN 28-28-S-DET DETECTOR-Series(Scissor Linkage) BY: 1 NEW0435547/435548(OLD0417369/434480) 2 0 I 30-30-ANS-500FL FUSIBLE LINK-500deg F,R-102 and PIRANHA 2 D SCALE: 1 34-34-RPS-A REMOTE PULL STATION-Aluminum(without We rope) 0 1 1/24 ' 35-35-PE-LT PULLEY ELBOW-Low Temp Pulley Elbow,Set Screw TYpe 4 o MASTER DRAWING 36-36-PE-HT PULLEY ELBOW-High Tenp Pulley Elbow, • - 1Compressn Type 5 0 io SHEET NO. 3 1 .,. ,ii..1. //,if„: ' ‘,/,, ' ,,n ,,. ------6—""`"'''..-****"--------""--""--]1‘, .,,,,‘, —-,, ,•'' .,,,,','''',,,,, .,. , .,, ..-- . ....,, „.., .„ ......,. .,,. •i.' / : i '-V , • ,., •••: , i ,.' i (.. , -.;., — \ , • ). to4 \,..... ,. . , . ......, .. \ 1 ‘ I. „.'„, :\..... f / 11,4.11(:,t.t,‘, , - \.' \ ,..•—eg- li,''' ''. . , ,,,, t!..1,e. : Njt**'t / <:,..Z.:',Vil'',..,1 -.4'.,- 0 y , ,;:fh''f''''''''2 4 y , i.- ...f / _ 1. .-- . ..., ,„ 't.s.!.:,... ..-,‘,,,,t'-.0., . , . . ...„ . „,... .. ,r,-. : . . .,.., .., . . , . , ..,. . ...„ ,...,„ .., • r- ., -. ..„ .. , ..., - . ...„...,.., . . ..„,, ,...,,, ... . ., . . . . , . , • ,,,,kk. 1:1e; ' , • , .., .... . ..,,.. . -. „„... . .„ - .*:"?...','-',:i4i.,, / ., . „ 111” ' • ,,• , „,• ,,, F; .,,.: , ••7 7 ' • •'•40'•'' 7• ,,74•''' ''' '' ' 7' '''' 4.••7•77, ,. •,4, • t 7 " H : 7' 1 • , ''''''' 1, ' . '' ' '' ' ' '..7 44 • • / 77 • 74 ' I i 7.4) i 4 'i CD c: 1.1 6..4 . •'? .,.. .. - ' - - . . ,.:'.' : ii, .... . M II . • , II CD .,, 1,•Aonf , ci -, . , —41, # : . , '... ©II • DD Oa . CI)