Loading...
Report 13���ors- UU3.� � DAVID SANSOTTA —7 TO / SCJ ���UGt ��•a����C � Rccistu'cd Professional Gnginccr ` J . In Partners with STRUCTURAL EDGE ENGINEERING, PLLC E� N0pi D�0.9 NO E N G I N E E R I N G STRUCTURAL EDGE ENGINEERING, PLLC RECEIVED NOV 17 2015 CITY OF TIGARD BUILDING DIVISION WINCO FOODS STORE #23 TIGARD, OR SE PROJECT NO: SE15-205 4PE 6603;, CAp,06/>0/16 OREGON IN S PREPARED FOR: PETERSEN-STAGGS ARCHITECTS CODE: 2012 IBC /2014 OSSC DATE: SEPTEMBER 9, 2015 683 N. Five Mile Rcl. Boise. ID 83713 1 o: 208.795.5105 1 www.structuraleclge.com Project Name:WinCo Tigard r SE Project No.: SE15-205 Date:9/8/2015 By: DNS E N C. I N E E R I N C. PROJECT INFORMATION Location: Tigard, OR Address: Building Code: 2012 IBC/2014 OSSC SE Job No.: SE15-205 Designer: DNS Engineer of Record: David Sansotta TABLE OF CONTENTS DESIGN VALUES 2 - 3 SUSHI BAR FRAMING 4 - 5 EXISTING FRAMING ANALYSIS 6 PLAN SHEETS 7 - DETAILS 8 - 11 683 N. FIVE MILE RD. BOISE, ID 83713 1 o: 208.795.5105 I www.structuraledge.com Project Name:WinCo Tigard SE Project No.:SE15-205 !-J p� IM P.M 17 Date: 9/8/2015 L= By: DNS E lil G I N E F_ al 1 al G DESIGN LOADS ROOF DEAD LOAD (WDA) ROOF LIVE LOAD (WLr) Roofing: 2.0 PSF Flat or Pitched 20.0 PSF Insulation: 3.0 PSF Fire Proofing: 3.5 PSF SNOW LOAD(WSL) Decking: 2.5 PSF Ground Snow Load, Pg: 10.0 PSF Framing: 3.0 PSF Flat Roof Snow Load, Pf: 25.0 PSF Ceiling: 2.0 PSF Exposure Factor, Ce: 1.0 Sprinklers 1.5 PSF Importance Factor, IS: 1.0 Mech. & Misc. 2.S PSF Thermal Factor, Ct: 1.0 Total: 20.0 PSF SUSHI BAR DEAD LOAD Box Beams 3.25 Soffit Framing 1.0 Soffit Gyp. 1.25 Ceiling 2.75 Misc./Elec. 0.75 Total: 9.0 psf SEISMIC(Ult) Risk Category: II Importance Factor, le: 1.0 Mapped Acceleration Ss: 0.980 g Parameters Sl: 0.424 g Site Class: D Design Acceleration SDs: 0.724 g Parameters SDl: 0.445 g Design Category D R: 3.5 Cs: 0.2069 683 N. FIVE MILE RD. BOISE, ID 83713 o: 208.795.5105 www.structuraledge.com 2 9/8/2015 Design Maps Summary Report ME&l1SGS Design Maps Summary Report User-Specified Input Report Title WinCo Tigard Tue September 8,2015 22:29:13 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.435220N, 122.753731W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ?miAloha.- �, . . .. . - 6�, 4 5000ni ,_ Beaverton -- _ 141 < d h e aFmiasgtrnre Mlilwau'kie 210 Tlayr - �5tt,alls ' QK(ng Cl tY '-- D Chard�. u A M E R I CA Tu latin - mapquest 492015 Map2915_Dp '� _� O MapQuest USGS-Provided Output SS = 0.980 g Sr,s = 1.086 g SDS = 0.724 g S1 = 0.424 g Sn,l = 0.668 g SDl = 0.445 g For information on how the SS and S1 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 0.88 1.10 0.80 0.59 0.72 0.8E 0.64-- 0.77 0.56 0.66 0 0.48 {n 0.55 {A 0.40 0.44 0.32- 0.33 0.24 0.22 0.16 0.11 0.02 0.00 t i 1 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 '2.00 Period, T(sec) Period, T(sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty,expressed or implied,as to the 3 http://ehpl-earthquake.cr.usgs.gov/des i gnm aps/us/sum m ary.php?tem pl ate=minimal&latitude=45.435223&)ongi tude=-122.753733&si tecl ass=3&ri skcategory=0... 1/2 Project Name:WinCo Tigard SE Project No.: SE15-205 Date: 9/8/2015 By: DNS DROPPED CEILING FRAMING ANALYSIS SUSHI BAR DEAD LOAD )�LENGTH � Box Beams 3.25 Soffit Framing 1.0 Soffit Gyp. 1.25 N Ceiling 2.75 o Misc./Elec. 0.75 Total: 9.0 psf ROOF LOADS WDA= 2.0.0 PSF WIDTH 14 ft Wer= 20.0 PSF LENGTH 14 ft WSJ= 25.0 PSF DEAD LOAD 9.0 psf TOTAL LOAD 1764 lbs Dropped Ceiling DL @ CORNER 441 lbs Box Beam Joists Unistrut support beam Span 14 ft Joist 131001 Trib 5 ft Span= 5.0 ft Dead Load 45 plf PT load @ joist= 4411b USE:6005162-54 CFS Box Beam Moment= 551.3 Ib-ft (per AISI calculations provided) Allowable M 11189.0 Ib-ft Use: P1001 support beam between Box Beam joists @ hanging Truss Conn. Span 14 ft Trib 7 ft Dead Load 63 plf USE:6005162-54 CFS Box Beam (per AISI calculations provided) DROPPED CEILING LATERAL ANALYSIS SEISMIC LOADS(ULT) ap= 1.0 0.4*ap*Sds*W SDS= 0.724 (RP/IP) z/h = 1 Rp= 2.5 IP= 1.0 Fp= 0.348 Total load (ASD) 429.1 Ib Load @ Ea.Corner 214.61b Tension (45deg.) 303.4 lb USE: UNISTRUT SPF 400 CABLE BRACE @ EA.CORNER,OPPOSING DIRECTIONS Tallow= 1650LBS 683 N. FIVE MILE RD. BOISE, ID 83713 o: 208.795.5105 www.structuraIedge.com 4 SCAFCO Steel Stud Mfg. O 2007 North American Specification [AISI S100]ASD DATE: 9/8/2015 Sushi Kiosk SECTION DESIGNATION: 60OS162-54 [50] (2) Boxed Section Dimensions: Web Height= 6.000 in Top Flange = 1.625 in Bottom Flange= 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Properties: Fy= 50.000 ksi Fu = 65.000 ksi Fya = 55.318 ksi ALLOWABLE UNIFORM LOADS INPUT PARAMETERS Deflection Limit: L/360 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Member Configuration: (2) BOXED MEMBERS Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing: NONE TOTAL ALLOWABLE UNIFORM LOADS Iib/ft) SPAN LENGTH (ft) 14.00 14.00 14.00 Without Web Stiffeners 91.1 91.1 91.1 With Web Stiffeners 91.1 91.1 91.1 ,I 5 .Project Name:WinCo Tigard SE Project No.: SE15-205 Date: 9/8/2015 By: DNS EXISTING FRAMING ANALYSIS Dropped Ceiling Member: Joist Trib Width: 6.0 ft Span: 34.0 ft PT LOAD = 441 Ib Location= 10.00 ft No.Joists Support= 2 39015.0 Ib-ft (At mid-span) (E) Moment= 32.400 Ib-ft (At support) (E)Shear= 4590.0 Ib 40571.5 Ib-ft (At mid-span) (N) Moment= 33956.5 Ib-ft (At support) (N)Shear= 4745.6 Ib Moment Increase= 14.80% <5% Shear Increase= 13.39% <5% Per 2012 IBC,section 3403.3: Existing framing adequate to support new unit Dropped Ceiling Member: lGirder Trib Width: 34.0 ft Span: 146.0 ft PT LOAD = 1764 Ib Location = 12.00 ft No. Gird.Support= 1 (E) Moment 404685.0 Ib-f2 (At mid-span) = 312120 Ib-ft (At support) (E)Shear= 35190.0 Ib 420330.9 Ib-ft (At mid-span) (N) Moment= 327765.9 lb-ft (At support) (N)Shear= 36493.8 Ib Moment Increase 15.01% >5% Shear Increase= 3.71% <5% Per 2012 IBC,section 3403.3: Existing framing not adequate to support new unit Unistrut support beam Joist P1001 Span= 5.0 ft PT load @ joist= 441 Ib Moment= 551.3 Ib-ft Allowable M 11189.0 Ib-ft Use: P1000 support beam between joists @ hanging Truss Conn. 683 N. FIVE MILE RD. BOISE, ID 83713 1 o: 208.795.5105 I www.structuraledge.com 6 1/2" DIA. A.T.R. AT CORNERS, _ _ _ _ _ - _ - - . TYP. (4) LOCATIONS- - - - -- - _ _ _ _ _ _ __ _ _ _ _ _ _ - - - - ::::: UNISTRUT P1001 BETWEEN JOISTS, TYP (4) LOC. - - - - - - - - - - - _ -} _ _ _ - - - - - - - - - - - - - - - - . 6005162-54 CFS BOX BEAM, 5 TYP. 8 � :r. ,. .� S 11:KIOSj } •' ''%� , - - - - -- - - - - -- - - - � � - - - - - - - - - - - - - - 5 G - - - - - - -- - - - -- - - - - - - - - - - - - - - - - - - - _ _ - - _ -- _ _ .. __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - _ _ __ _ ... ... �. _ ... ... _ _ ...(...! tet.—i i 7 RE.ARCH. ' EQ. EQ. . EQ. i I 'I I I 2'-0" 600S 162-54 BOX BEAM TYP. { I I AROUND PERIMETER,TIP. I I I CABLE BRACE TO STRUCTURE AT --------------------- -------------- ------------- EA.CORNER,30°MIN.,60'MAX., PL.1/4"x5"x8"W/ v F l I (8)#10 SCREWS, (4)EA.BOX BEAM, TYP.(4)CORNERS 600S162-54 MTL.BRACE, 16 ga 5 1/2x 5 1/2"x 5 1/2" NOTCH LEGS&BEND CLIP ANGLE(6)EA.SIDE WEB FLAT AGAINST OF BOX BEAMS W/(4) 1 BOX BEAM W/(3)#10 SCREWS #10 SCREWS EA.LEG,TYP. AT EA.CONNECTION,TYP. 6005162-54 BOX BEAM I i AROUND PERIMETER,TYP 600S 162-54 BOX BEAM JOIST PL.I/4"x5"x8"W/ (8)#10 SCREWS, 1 n TYP.(2)LOC.ALIGN W/GIRDER TRUSS — i— i ABOVE �^ — ---------------------------------------------- ------------------------------------------------ �--I— o� l .. '------------------------------------------------ -�- e------------------------------------------------ --- ' CABLE BRACE TO STRUCTURE AT Qr OPP.CORNER,30°MIN.,60°MAX., co SUSHI BAR FRAMING PLAN P1001 BETWEEN OWSJ JOISTS OWSJ JOIST, RE:PLAN O UNISTRUT SPP 400 ' TOP&BOT. � 1 1354A I/2"O BOLT I'YP. P 1000 STRUT 3/16"0 AIRCRAFT CABLE BRACE OWSJ JOIST, RE:PLAN r UNISTRUT P1001 - -- ----- - ------- -- -- 1/2"0 ALL 1/2"0 BOLT 1/2"O ALL THREAD ROD THREAD ROD 3/16"0 AIRCRAITI'CABLE BRACE 1 SUPPORT ATTACHMENTS TOP CHORD !► CONCENTRATED LOAD PANEL PT GREATER THAN 3" CONTRACTOR PROVIDED AND APREINFORCfNG NSTALLED L2x2x3/I6 ANGLE FROM CONCENTRATED LOAD TO PANEL OINT A7'OPPOSITE C14ORD I TYP. I/6 -CONCENTRATED BOTTOM CHORD / ,GREATER THAN 3"-{ LOAD PANEL POINT 9 RE:ARCH. 3/16"0 AIRCRAFT CABLE BRACING,EXTEND TO ROOF STRUCTURE,RE:S3.4-I UNISTRUT SPF400,TYP. ll%lx�— ---------/ i I 6005 I62-54 600S 162-54 BOX BEAM BOX BEAM AROUND PERIMETER T � i g (2)#10 SCREWS 16 a 5 1/2x 5 1/2"x 5 1/2" u 24"O.C. CLIP ANGLE(6)EA.SIDE OF BOX BEAMS W/(4) #10 SCREWS EA.LEG,TYP. 362S 162-43MTL.STUDS u 24"O.C. SECTION AT SUSHI BAR FRAMING 10 �--— 600S 162-54 BOX BEAM TYP' 1/4 1 UNISTRUT SPF400,TYP. PL. 1/4"x5"x8" A (R) P2682 o , — — — — — (4)410 SCREWS, TYP. ------------------�--moi o 16 GA. BENT PL. W/ (4)410 SCREWS EA. 5 1/2" ' SIDE - 3/16"0 AIRCRAFT CABLE 1/2"0 THREADED ROD TO BRACING,EXTEND TO ROOF STRUCTURE, RE:S3.4--I STRUCTURE, RE:S3.4-1 UNISTRUT SPF400,TYP. UNISTRUT P2682 3 2 SIDE 1/4 1 PL. 1/4"x5"x8" 600S 162-54 BOX BEAM SECTION A 1/2"0 THREADED ROD TO STRUCTURE, RE:S3.4--I 3 SIDE 1/4 V I = UNISTRUT P2682 PL. 1/4"x5"x8" 6005162-54 BOX BEAM SECTION B �BAR BOX BEAM ASSEMBLY 11