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Specifications 1o2Wv NA& 41-wj 13(.719. ooi2 DAVID SANSOTTA Registered Professional Engineer In Partners with PYI IPPI PR STRUCTURAL EDGE ENGINEERING,PLLCISA all CA sa ENGINEERING STRUCTURAL EDGE ENGINEERING, PLLC RECEIVED NOV 1 2 2019 CITY OF TIGARD PLANET FITNESS REMODEL BUILDING DIVISION CIRCULAR SOFFIT TIGARD, OR SE PROJECT NO: SE19-434 OFFICE COPY AckSD PROp q40,, o't kr 'f1 0 Exp. 06/30/20 Or:1EGON 14,2 N SA ° 11/ 07/2019 PREPARED FOR: DK MULLIN ARCHITECTS CODE: 2014 OSSC /2012 IBC OFF1rr DATE: NOVEMBER 7, 2019 ,,Project Name: PF Tigard, OR SEProject No.:8E19'434 —�—T' � pi 0ate: 11/7/2O19 ' ���� 0&��| ���� �&��l m��� ��m� �� ��� By: KCS ENGINEERING PROJECT INFORMATION Project: Planet Fitness ~ _ 11540 SW Durnham Road Address: Tigard, OR 97224 Building Code: 2012 IBC SE Job No.: SE19-434 Designer: KCS Engineer of Record: David Sansotta TABLE OF CONTENTS DESIGN LOADS 2 SOFFIT SUPPORT ROOF FRAMING 3 - PARTIAL PLAN (NIS.) 4 - ' DETAIL(N.T.S.) 5 - SUPPORT CEILING FRAMING 6 - 10 ^ 1 Project Name: PF Tigard, OR SE Project No.:5E19-434 rri rig ris Date: 11/7/2019 Va L.611 L-JI By: KCS ENGINEERING DESIGN LOADS ROOF DEAD LOAD (WDL) ROOF LIVE LOAD(WL„) Roofing: 2.0 PSF Flat or Pitched 20.0 PSF Insulation: 2.0 PSF Decking: 2.5 PSF SNOW LOAD(WsL) Joists: 3.0 PSF Ground Snow Load, Pg: 10.0 PSF Girders: 3.0 PSF Flat Roof Snow Load, Pf: 7.0 PSF MEP: 2.0 PSF Exposure Factor, Ce: 1.0 Misc.: 2.5 PSF Importance Factor, I,: 1.0 Total: 17.0 PSF Thermal Factor, Ct: 1.0 • 2 5509 N. Glenwood St. Garden City, ID 83714 1 0: 208.501.2289 1 www.structuraledge.com Project Name: PF Tigard, OR SE Project No.:5E19-434 Date: 11/7/2019 By: KCS T.V.TRUSS FRAMING ROOF LOADS WDL= I'3t.: W1r= 20.0 PSF WSJ= 7.0 PSF TV Truss Member: Joist Trib Width: 4.0 ft Span: 143.5 ft fi Soffit = each side Location = 10.00 ft No. of Supports= 2 3` (At mid-span) (E) Moment= 24790 lb-ft (At TV Truss support) (E) Shear= 3219.0 lb 35967 lb-ft (At mid-span) (N) Moment= 26269 lb-ft (At TV Truss support) (N)Shear= 3366.9 lb Moment Increase = 2.74% < 5% OK Shear Increase = "o OK Per 2012 IBC,3403.3: Existing framing adequate to support new unit TV Truss Member: Girder Trib Width: 43.5 ft Span: 34.0 ft PLF TRUSS= 13 Ib Location= 10.00 ft T.V.Truss span= .43.50 ft No. of Supports= 2 232572.8 lb-ft (At mid-span) (E) Moment= 193140 lb-ft (At TV Truss support) (E) Shear= 27361.5 lb 234568.6 lb-ft (At mid-span) i(N) Moment= 195135.9 lb-ft (At TV Truss support) (N) Shear= 27561.1 lb Moment Increase= 0.86% < 5% OK Shear Increase= 0 OK 'Per 2012 IBC, 3403.3: Existing framing adequate to support new unit 3 5509 N. Glenwood St. Garden City, ID 83714 I o: 208.501.2289 I www.structuraledge.com • \\\\"./ ,.....______-- illr Ar ��yy 4 �� > \ N \ g9 7 ' i ,I1 Imo. 1 7 4, ..,,___, ,/// ,„_. .. ..„ _ ...J., a6—,9 ;,-+ 1 r I ><------,.., K\ ` / ! ` , i of,6A4� / —74 h r a 1 of-,t l8 ---- 11114111. 1 i ti'�Z► _ " ---- - — I I i I i 4 ',,, , L i 0 ,...1, W U @j . S� �— / Iy � / fA cr v // F— C7Z,L •. . . 77 aV—AL ao ��4 1 w) .0 That, -------- l Lu ,.. ) cnx 0,_ 40 � ' ,, , \\ CC w \ i I- \\ /// U0 .—` — \ / I. \ \ \ N Q It_-- \ / .. .err' �. \ / 0 \ / \ =2 Z!,Il ® . , _ ....a_ v . ./ S, 11 Vo i ., 4 3-5/8"x2OGA KICKER BRACE @ 48" O.C. SUPPORT WIRE FROM LAG SCREW 10-M, , 1-1/2"x16GA CHANNEL @ 4'-0" MAX O.C., DOUBLE WRAPPED TO HAT 12GA WIRES @ 24" O.C. CHANNEL W/ 12GA WIRE •Fir 7/8"x2OGA HAT CHANNELS @ 16"O.C. W/(2) #10 SCREWS INTO EACH TOP TRACK 20GA RADIUS TRACK, 11111110. 3-5/8"x2OGA FRAMING @ 24" MAX O.C., TYP. TYP. W/#10 SCREWS INTO STUDS l (4)#10 SCREWS EACH LAP, TYP. WEIGHT OF SOFFIT: STUDS = 0.89 LBS/FT/STUD x 2 FT x 4 STUDS/ 1 FT/2 FT= 3.56 PSF GYP. BOARD = 2.75 PSF x 6 FT/ 2 FT= 8.25 PSF TOTAL= 3.56 PSF+ 8.25 PSF = 11.81 PSF EFFECTIVE LOAD OVER SPAN OF HAT CHANNEL= 11.81 PSF x 1.333 FT/4 FT= 5.91 PSF LOAD TO EACH HANGER = 11.81 PSF x 2 FT x 2 FT/2 (WIRES) = 23.62 LBS Ui 0 ClarkDietrich BUILDING SYSTEMS (HAT) FURRING (F) CHANNEL SECTION PROPERTIES Desin Yield Strength, Gross Properties Effective Properties Section thicknessg Area Weight Ix Rx ly Ry Ix Sx Ma Va (in) FY(ksi) (id) (Ib/ft) (ins) (in) (in') (in) (in') (in') (ft-Ib) (Ib) 087F125-18 0.0188 33 0.072 0244 0.009 0.354 0.035 0.698 0.008 0.016 26.61 255 087F125-27 0.0283 33 0.107 0.365 0.013 0.351 0.051 0.693 0.013 0.027 45.20 381 087F125-30 0.0312 33 0.118 0.401 0.014 0.350 0.056 0.691 0.014 0.031 50.98 420 087F125-33 0.0346 33 0.130 0.443 0.016 0.349 0.062 0.689 0.016 0.034 56.23 464 087F125-43 0.0451 33 0.168 0.572 0.020 0.345 0.079 0.684 0.020 0.043 71.00 599 087F125-54 0.0566 50 0.207 0.706 0.024 0.340 0.095 0.678 0.024 0.059 128.85 1091 150F125-18 0.0188 33 0.095 0.324 0.031 0.572 0.052 0.742 0.029 0.034 56.73 261 150F125-27 0.0283 33 0.143 0.485 0.046 0.569 0.077 0.737 0.046 0.057 94.22 390 150F125-30 0.0312 33 0.157 0.534 0.051 0.568 0.085 0.735 0.050 0.064 105.92 429 150F125-33 0.0346 33 0.174 0.590 0.056 0.566 0.093 0.733 0.056 0.071 117.31 474 150F125-43 0.0451 33 0.225 0.764 0.071 0.563 0.119 0.728 0.071 0.091 149.70 613 150F125-54 0.0566 50 0.278 0.946 0.087 0.558 0.145 0.722 0.087 0.122 275.55 1117 Notes: I Calculated properties are based on AISI S100-12,North American Specification for Design of Cold-Formed Steel Structural Members. 2 Minimum base metal thickness is 95%of design thickness.Design thickness used for determination of properties. 3 Effective properties are based on Fy=33ksi.For deflection calculations,use effective lx.Effective lx is based on Procedure 1 of NASPEC. 4 Effective properties are given as the minimum value for positive or negative bending. r t-ti4% �tJ I __.22:23132 /112.7--------4- J ft), 'r'--------_______4_ -2-Tfiti's^ 7 (HAT) FURRING (F) CHANNEL ALLOWABLE CEILING SPANS L/360 Yield Strength, 4 psf dead load 6 psf dead load 13 psf dead load Section Spans Spacing(in)o.c. Spacing(in)o.c. Spacing(in)o.c. FY(ksi) 12 16 24 12 16 24 12 16 24 087F125-18 33 Single 4'-5" 4'-0" 3'-6" 3'-10" 3'-6" Multiple 5-6" 5'-0" 4'-4" 4'-9" 4'-4" 3'-10" 5-8" 3-4" 2'-10" 087F125 27 33 Single 5'-3" 4'-9" 4'-2" 4'-7" 4'-2" 3'-8" 3'-6" 3'-3" 2'-10" Multiple 6'-6" 5-11" 5'-2" 5-8" 5'-2" 4'-6" 4'-4" 4'-0" 3'-6" 087F125-30 33 Single 5-5" 4'-11" 4'-3" 4'-9" 3' 4'-3" ' -9" 3-8" 3'-4" 2'-11" Multiple 6-8" 6'-1" 5'-3" 5-10" 5'-3" 4'-7" 4'-6 4'_1" 5-7" Single 5-7" 5'-1" 4'-5" 4'-10" 4'-5" 3'-10" 3'-9" 3'-5" 3'-0" 087F125-33 33 Multiple 6-11" 6'-3" 5'-6" 6'-0" 5'-6" 4'-9" 4'-8" 4'-3" 3'-8" 087F125-43 33 Single 6'-0" 6`_g" 4`_9 5`_3" 4'_9" 4`_2" 4'_1 3`-0" 3'_3" Multiple T-5" 6'-9" 5'-11" 6-6" 5-11" 5'-2" 5-0" 4'-7" 4'-0" 087F125-54 50 Single 6-5" 5-10" 5-1" 5'-7" 5-1" 4'-5" 4'-4" 3'-11" 3.5' Multiple T-11" 7'-2" 6-3" 6-11" 6-3" 5'-6" 5'-4" 4'-10" 4'-3" 150F125-18 33 Single 6-10" 6-2" 5'-5" 5-11" 5'-5" 4'-9" 4'-7" 4'-2" 3'-8" Multiple 8'-5" 7'-8" 6'-8" T-4" 6'-8" 5-10" 5-8" 4'-9" 3-8" Single 7-11" T_3" 6-4" 6_11" 6-4" 5-6" 5-4" 4'_11" 4-3" 150F125-27 33 Multiple 9'-10" 8'-11" 7'-10" 8'-7" T-10" 6-10" 6'-8 6'-0" 5-3" 150F125 30 33 Single 8'-2" 7'-5" 6-6" T-2" 6'-6" 5'_8" 5-6" 5,_0" 4'_5" Multiple 10'-1" 9'-2" 8'-0" 8'-10" 8'-0" 7-0" 6'-10" 6'-3" 5'-5" 150F12533 33 Single 8'-6" T-8" 6'-9" 7.-5 6'-9" 5'-10' 5'-9" 5-2" 4'-6" Multiple 10'-6" 9'-6" 6-4" 9'-2" 6-4" 7.-3" 7.-1" 6-5" 5-7" 150F125-43 33 Single 9'-2" 8'-4" T-4" 8'-0" T-4" 6'-4" 6-2" 5-8" 4'-11" Multiple 11'-4" 10'-4" 9'-0" 9'-11" 9'-0" 7-11" 7'-8" T-0" 6-1" i 150F125-54 50 Single 9'-10" 8'-11" 7.-9" 8`_7" T-9" 6'-10" 6 8" 6-0" 5_3" Multiple 12,_2" 11'-0" 9'-8" 10'_7" 9'-8" 8'-5 8'-2" T-5" 6-6„ Notes: - See table notes on next page 6 Pub.No.Furring Channel 10/17 The technical content of this literature is effective 10/20/17 and supersedes all previous information. clarkdietrich.com iII ClarkDietrich BUILDING SYSTEMS , t r . U-Cha' - U-CHANNEL (CRC) SECTION PROPERTIES Design Yield Strength, Gross Properties Effective Properties Sectinn thickness FY Area Weight lx Re Iy Ry Ix Sx Ma Va (in) (ksi) (in) (Ib;ft) (in) (in) (in) (in) (in I (in") (in-k) Oh) 075U050-54 0.0566 33 0.087 0.296 0.007 0.289 0.002 0.156 0.007 0.019 0.459 315 50 0.680 496 150U050-54 0.0566 33 0.130 0.441 0.039 0.549 0.003 0.146 0.039 0.052 1.230 840 50 1.821 1292 200U050-54 0.0566 33 0.158 0.537 0.080 0.711 0.003 0.137 0.080 0.080 1.883 1190 50 2.789 1822 250U050-54 0.0566 33 0.186 0.633 0.140 0.868 0.003 0.130 0.140 0.112 2.648 1540 50 3.921 2353 Notes: 1 Calculated properties are based on AISI 5100-2012,North American Specification for Design of Cold-Formed Steel Structural Members. 2 Minimum base metal thickness is 95%of design thickness.Design thickness used for determination of properties. X A 1 " l Y F 1 >Y ari N _ :. 1 -Jr- xe"' X "✓ Web Depth 3/4", 1-1/2", 2", or 2-1/2" `.' U-Channel(CRC) e�" '� U-CHANNEL (CRC) ALLOWABLE CEILING SPANS L/240 Yield 4 psf dead load 6 psf dead load 13 psf dead load 15 psf dead load Section Strength, Spans Channel Spacing(in)o.c. Channel Spacing(in)o.c. Channel Spacing(in)o.c. Channel Spacing(in)o.c. FY(ksi) 24 36 48 60 72 24 36 48 60 72 24 36 48 60 72 24 36 48 60 72 Single 3-11" 3'-5" 3-1" 2'-11" 2'-9" 3-5" 3-0" 2-9" 2-6" 2-4" 2'-8" 2'-4" 2-1" 1'-11" 1'-9" 2'-6" 2-2" 2'-0" 1'-10" 1'-8" 33 Multiple 4-10" 075U050-5q Single 3-11" 3'-5" 3-1" 2'-11" 2'-9" 3'-5" 3-0" 2'-9" 2'-6" 2-4" 2'-8" 2-4" 2-1" 1'-11" 1'-10" 2'-6" 2-2" 2-0" 1'-10" 1'-9" 50 Multiple 4'-10" 4-2" 3-10" 3-7' 3-4" 4'-2" 3'-8" 3-4" 3-1" 2-10" 3-3" 2'-9" 7-4" 2'-1" 1'-11" 3'-1" 2'-7" 2-2" 2-0" 1'-10" Single 5-6" 4'-10" 4-5" 4'-1" 3-10" 4'-10" 4'-3" 3-10" 3-7" 3'-5" 3-9" 3'-4" Em2'-9" 2'-7" 3-7" 3-2" 2-10" 7-7" 2'-5" 33 Multiple 7'-1" 6'-2" 5-8" 5-3" 4'-11" 6-2" 5-5" 4'-11" 4-7" 4-4" 4'-10" 4-2" 3-9" 3-4" 3'-0" 4-7" 4'-0" 3-6" 3-1" 2-9" 1500050-54 Single 5-6" 4'-10" 4'-5" 4'-1" 3-10" 4'-10" 4'-3" 3-10" 3-7" 3-5" 3-9" 3-4" 3-0" 2-10" 2-8" 3-7" 3-2" 2-11" 2-8" 2-6" 50 Multiple 7-1" 6-2" Single 5-10" 5-1" 4'-8" 4'-4" 4'-1" 5-1" 4'-6" 4'-1" 3-10" 3-7" 4'-0" 3-6" 3-2" 3'-0" 2'-10" 3-10" 3-4" 3-1" 2'-10" 2-8" 33 Multiple 7'-5" 6'-6" 5-11" 5-6" 5-2" 6-6" 5-8" 5-2" 4'-10" 4'-7" 5-1" 4'5" 4'-0" 3-9" 3'-6" 4'-10" 4'-3" 3'-10" 3-7" 3-2" 200U050-54 Single 5-10" 5-1" 4'-8" 4'-4" 4'-1" 5-1" 4'-6" 4'-1" 3-10" 3-7" 4'-0" 3-6" 3-2" 3-0" 2'-10" 3'-10" 3'-4" 3'-1" 2-10" 2'-8" 50 Multiple 7-5" 6'-6" 5-11" 5-6" 5-2" 6'-6" 5'-8" 5'-2" 4'-10" 4'-7" 5-1" 4'-5" 4'-0" 3'-9" 3-6" 4'-10" 4'-3" 3'-10" 3-7" 3-2" Single 6-1" 5-4" 4'-10" 4'-6" 4'-3" 5'-4" 4'-8" 4'-3" 4'-0" 3-9" 4'-2" 3-8" 3-4" 3-1" 2-11" 4'-0" 3-6" 3-2" 3-0" 2-10" 33 Multiple 7'-9" 6'-9" 6-2" 5-9" 5-5" 6'-9" 5'-11" 5-5" 5-0" 4'-9" 5-3" 4'-7" 4'-3" 3-11" 3-9" 5-0" 4'-5" 4'-0" 3-9" 3'-7" 250U050-54 Single 6-1" 5-4" 4'-10" 4'-6" 4'-3" 5-4" 4'-8" 4'-3" 4-0" 3-9" 4'-2" 3-8" 3-4" 3-1" 2-11" 4'-0" 3-6" 3'-2" 3'-0" 2'-10" 50 Multiple 7-9" 6-9" 6-2" 5-9" 5-5" 6-9" 5-11" 5-5" 5-0" 4'-9" 5-3" 4'-7" 4'-3" 3'-11" 3-9" 5'4" 4'-5 4'-0" 3'-9" 3-7" Notes: 1 Allowable ceiling spans are based on effective properties. 2 Multiple span indicates two or more equal spans with channel continuous over center support. 3 Bearing length r 0.75-inches. - 4 Table values are based on the compression flange laterally unsupported. 7 Pub.No.U-Channel 10/17 The technical content of this literature is effective 10/12/17 and supersedes all previous information. clarkdietrich.com 0 Clark®ietrich Product Submittal Sheet Technical Services: 888-437-3244 Sales: 800-543-7140 Engineering Services: 877-832-3206 clarkdietrich.com 09.22.00(Support for Plaster&Gypsum Board) Hanger Wire & Tie Wire Wire support for drop ceiling assemblies Hanger Wire is available in 8,9 and 12 gauge and is galvanized for corrosion resistance.Hanger Hanger Wire 5 wire is suspended from the underside of the floor structure to provide a structural support for drop, a gypsum wallboard or plaster suspended ceilings. Tie Wire is 18-gauge galvanized soft annealed wire used in drywall and plaster construction to tie 0 furring channels to main runner U-Channels. It's also used to tie metal lath to channels in plaster construction,attach expansion/control joints to lath and tie the lath overlap between rows of CO fasteners. 18ga tie wire is not recommended for suspension. CO In a drop ceiling assembly U-Channel is suspended from the overhead structure using hanger Tie _ wire.Drywall furring channel is wire-tied perpendicular to the underside of the U-Channel at appropriate intervals for screw-attaching drywall.Assemblies are installed per the project specification or ASTM C754 requirements.Wire ties are required for firerated and multi-layer assemblies. Product Data&Ordering Information: Material: Soft Annealed Wire-Tensile range 50,000-65,000 psi Coating: Regular zinc coating(galvanized) Special zinc coatings(e.g.Class 1)are available by special order. . Shipping: Available by 50 lbs.hanks(bundles) - Han.er Wire Product Gauge Diameter Length Ft'Lb. Wt./Ctn. Approx. Max. X - code breaking strength* recommended load HWB8 8 0.162" 12' 14.3 50 lbs 880 lbs 220 lbs HWB9 9 0.148" 12' 17.1 50 lbs 740 lbs 185 lbs HW12 12 0.1055" 12' 33.7 , 50 lbs 375 lbs I 94 lbs Tie Wire • Product Gauge Diameter Length Ft./Lb. Wt./Ctn. Approx. Max. code breaking strength` recommended load* 3 TW18 18 0.047" 30 166.2 25 lbs 75 lbs 19 lbs . ' *Approximate Breaking Strength(lbs.without safety factor)-Recommended Safety Factor=1/4 -;. Max. Recommended Load is for each wire. 18ga tie wire is not recommended for suspension "w ASTM&Code Standards: •Material:Wire is manufactured in accordance with ASTM A641 • Installation:ASTM C754 •SDS&Product Certification Information is available at www.clarkdietrich.com/SupportDocs Project Information Contractor Information Architect Information 'Name: Name: Name: Address: Contact: Contact: Phone: Phone: Fax: Fax: Wire©10/2018 ClarkDietrich Building System$ Design Method[Allowable Stress Design (ASD) • Connection Type Lateral loading • Fastener Type Lag Screw • Loading Scenario Single Shear • Main Member Type Douglas Fir-Larch • Main Member Thickness 2.5 in. • Main Member:Angle of Load to Grain90 Side Member Type Steel • Side Member Thickness 12 gage • Side Member:Angle of. ,wm. Load to Grain Washer Thickness L_' in. • Nominal Diameter 1/4 in. • Length{ 1.5 in. • Load Duration Factor C D = 0.9 V Wet Service Factor C M = 1.0 • End Grain Factor C_eg = 1.0 • Temperature Factor I C_t= 1.0 • • Connection Yield Modes Im 13081bs. Is 363 lbs. II 129 lbs. IIIm 146 lbs. IIIs 106 lbs. IV 134 lbs. Adjusted ASD Capacity 106 lbs. • Lag Screw bending yield strength of 70000 psi is assumed. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance,edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in.thick,and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in.thick. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University.Support for development of the Connection Calculator was provided by American Wood Council. 9 \a---- .. Screw Capacities SSMA • Screw Capacities 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), may be obtained by screw. specifying screws from a specific manufacturer. Allowable Screw Connection Capacity(lbs) #6 Screw #8 Screw #10 Screw #12 Screw 1/,Screw Thickness Design YFeld TenFu sile (Pss=643 Ibs,Pts=419 lbs) (Pss=1278 lbs,Pts=586 lbs) (Pss=