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Specifications (47) �✓ RECEIVED ALLSTRUCTURE Engineering LLC JUN 24rtJ1I 7140 SW Fir Loop, Ste. 231 • Tigard, OR 97223 CITY OF TIGARD v: 503.620.4314 • f: 503.620.4304 BUILDING DIVISION www. al I structu re.com STRUCTURAL DOCUMENTS Project: Allstructure # 10193.00 RECEIVED TUALATIN VALLEY FIRE & RESCUE AUG 1 2 ?C 1 Q RAISED ACCESS FLOOR Tigard, OR CITY OF TIGARD BUILDING DIVISION June 14, 2010 TABLE OF CONTENTS: Sheet No. DESIGN CRITERIA 1- 2 CALCULATIONS 3 -5 REFERENCE R6 - R8 NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. 00P2C-) CD ■ ���p pRp 9 City of Tigard �� � N 9s % Ap • p roved Plans !... - E 9 By ,i i . DateP.1 11d u c ? OREGON ggY ''M s� 11 OFFICE COPY EXPIRES: (pilo,tZ 1 OtA DESI IJ. GKt-reRti; c.ve : sz,eig i c c. t,J/ Local_ AMendf)DIAe4+/T$ I.OGftrtoml T16401 bfZ .. • 5El5Nt l G ; SDS - b 12_ 0 - t,a t A I. 2 I. • Loac�1NC : LL !rise Z5 1'o or. LG. roe_ s SvN Lc vELG64T - Po EowtortLNT' I5 To BE Deare? tz- ©s, MAST 0E 11"DEQE.N DEN TL•,' bgAC.ED F�Ge Q. ilk re 62,c1560 P ows -i. u� r1 IAr ASier 4,064vt 7Ph - r Type -3 4EQE5rA -t-5 (5)5 X 0.156' BA5e w/ 04' LE) FtN►51-1 I✓ rz- , 1 ; IB ° MA XX EALLSTRUCTURE BY A14 DATE Engineering LLC _ c►+xBY DATE 77 40 SW Fir Loop, Suite 231 JOB NO 1 D t 3. o U Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 Srr_L_ OF • 2003 NEHRP Seismic Design Provisions Zip Code = 97223 Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SDI = 2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.706 (SDs) 1.0 0.390 (SD1) Period Maximum Sa (sec) (g) 0.2 0.720 (SDs) 1.0 0.394 (SD1) Period Minimum Sa (sec) (g) 0.2 0.688 (SDs) 1.0 0.386 (SD1) 2- • ACCESS FLOOR CALCULATIONS PROJECT: TUALATIN VALLEY FIRE & RESCUE TIGARD, OR CODE: 2006 INTERNATIONAL BUILDING CODE WITH LOCAL AMENDMENTS DESCRIPTION: 3Gf 18 FFH ACCESS FLOOR WITH TATE TYPEPEDESTALS AND 4' -0" STRINGERS ATTACHED WITH SEALBOND 95 ADHESIVE. INPUT SDS := 0.72 z := 0-ft R := 1.5 h := 1 . ft a := 1.0 Ip := 1.5 FOS := 3.0 W := (10.5•psf + 250•psf.0.25).2•ft•2•ft W = 292 Ib ANALYSIS 0 . 4 ap•SDS . Wp' 0 . 7 ( z 0.4a r z Fp Rp • 1 + 2. h J if RP I 1 + 2. h I ? .3SDS•I Ip ` - (0.3•SDS•Ip Wp•0.7) otherwise F F = 66.231b = 0.227 p M := F 18• in M = 1192.1 in- lb _ 4121•in•lb MRES • FOS MRES = 1373.7 in. lb > °12 o (� ‘) ? GF 3 • 1.‘,1 P CHEMISTS /ENGINEERS / INSPECTORS & BRO IN.DUSTRIAL HYGIENE SERVICES • misg#4 FOUNDED 1896 INC0 PEDESTA OVERT1.1ZNING MOMENT TEST P&B#: 70000669-05 Client: Tate Access Floors, Inc. Date: February 27, 2007 Base Type & Description: Type 3CF Base - 1-1/8" round tube fillet welded to a 5" x 5" x .157" base plate Pedestal Head Description: 7/8" diameter stud resistance welded to a 3" x 3" x 11 ga. plate Base Fastening Method: Seal Bond 95 Adhesive by Michigan Adhesives, Inc. The following test was performed in accordance with the - Recommended Test Procedures for Access Floors: Section 6 Pedestal.Overttin)ing Moment Test as published by the C1SCA organization and as described herziii. l'est Pnicediire 1. n base assemblies were secured to concrete blocks with Seal Bond 9.5 peck.stal adhesive. The adhesive covered the entire base plate and was in full contact with the concrete slab. The adhesive was allowed to cure. or a period of 7 days prior to testina. 2 fhe concrete block ki id) pedestathase and head assembly) was clamped to the center Ufa loading rig equipped with a horizontal loading cylinder and hydraulic punip connected to a digital force gauge. 3. A load was continuotisly applied to the pedestal head until failure of the pedestal assembly or the adhesive occurred OR until the loading cylinder reached the limit (if its stroke. 4. *lite height of the applied load was 30 inches above the concrete sill Results I, Load of 136;8 lb., x 3() in. 4104.0 in.-1h. —:Failure Mode: Adhesive Notes regarding test results: Adhesive coverage f 2. Load of 140.4 lb: x 30 in. 4212.0 in.-lb, — Failure Mode: Adhesive, the base plates was 100%. In addition, the test wcrs 3. Load of 140.1 1h. x 30 in. 4203:0 in.-lb: — Failure Mode: Adhesive conducted under the following environmental 4. Load of 137,7 lb. x 30 in. 4131.0 in.-lb: -- Failure Mode: Adhesive conditions. Field overturning moment test results Load of 127.2 Ib. x 30 in. 3S16.0 in,-lb, — Failure Mode: Adhesive may vary under different conditions. 6, 1 oad of 146.0 lb. x 30 i - 4380.0 in.-1b. — Failure :Mode: Adhesive I. The temperature and humidity of the environment 7. Load of i3i Ib. .x 30 th. - 4155.0 in.-1h. — Failure Mode: Adhesive during adhesive application and curing was 65-75° S load of 127%8 lb s 3 0 in, 3834,0in.-lb. --- Failure Mode: Adhesive and 65% RH. 9 Load of 139.2 Ib. x .30 in. - 4176.0 in.-lb. — Failure Mode: Adhesive 2. The surface temperature of the concrete floor was 10 load i(1140,0 lb: N 30 in. 4200.0 in.-Ih, Failure Mode: Adhesive 57-67°. 3. The concrete floor was smooth, clean, dry and Average Overturning Moment = 4121 in.-11). completely cured Respectfullx. Thoina,s C. Simon. Principal Fogineet 6252 Falls Rd. / P.O. Box.65309 / Baltimore. Maryland 21209-0509 Tel..4:10-825-4 13 I / Fax 410-321-7384 I www nantihinr enni ARCHITECTURAL & CONSTRUCTION DETAILS 5 ConCore® CC1500 Panel Detail Comer Detail )6• 6 d 1 b' c Ga 4 • e A 4 ► • • • Tile with Top Set Trim Tile with Integral Trim Performance Selection Chart for ConCore® CC1500 Static 'Loads 'Rolling toads System Impact Understructure Concentrated Top Surface Uniform Ultimate 10 10,00D Loads Weight (Loads Deflection Loads Loads :Passes Passes • • - 10.5Ibs/ft 1500Ibs • • 0.100" 7 3751bsfft 2 6000Ibs 12501bs 11000Ibs 1501bs Bolted Stringer • 52kg/m . •680kg 2.54mm 17.9 kPa 2270kg 567kg ! 454kg 68kg UniLock'" 2" Bolted Stringer/ 10.2Ibs/ft 1500Ibs 0.100" 3751bs/ft 6000Ibs 12501b- 1000Ibs 1001bs Unlocks" 2" Snap-On Stringer. 50kg/m 680kg . • . 2.54mm 17.9 kPa 2270kg 567kg 454kg 45kg Concentrated, Ultimate and Impact Load capacities are tested by impos g loads on a one square inch are.. Results indicate weakest point of panel. Permanent set after application of concentrated load shall be <0.010 ". �j r e9e,c7 Local and overall deformation after application of rolling loads shall be <0.040 ". Wheel (10 passes): 3" dia. x 1 wide -hard plastic Wheel (10, 000 passes): 6" dia. x 2 wide-rubber `/ (o ©, 0 315 et 5:07 5 Tate ACCESS FLOORS 5 ARCHITECTURAL & CONSTRUCTION DETAILS ;' Bolted Stringer Understructure Detail for ConCore® & All Steel Access Floor Panels 24" BOLTED STRINGER UNDERSTRUCTURE : ConCore° or All Steel Floor Panel = _ . 11/4° deep x 3/4' wide ro9 formed gale steel �® — — stringer with t factory applied coating - --- -. -- -- . Optional V: - 20x2 long, comedock screw for • combination bolted stringer /eomerioc k applications • bct.. Die formed galv. steel head \� ' projection welded to stud 3 ,4' 10 UNC steel stud _ / Y . • / Galv. rut with vibration proof locking device $ T /e' sq. galv. tube projection welded to base plate ' . : ,. `fir r 4' x 4' die formed galvanized base plate ; ' • v Pedestal Assembly • Steel stud shall be 3 /4 °- 10 UNC roll formed • Assembly up to 36° FFH shall provide a 6,000 ib. • Nut shall be 3 /4'- 10 UNC and hot dipped galvanized axial load without permanent deformation • Stud shall provide an anti- rotation feature when • Assembly shall provide a 2° total adjustment with a floor engaged with the pedestal base assembly height of 7° or greater • Standard finished floor heights of 6° to 36° Pedestal Base For other finished floor heights please contact the Tate • Base to be at least 16° square and hot dipped 5:22 Technical Hotline 800 231 7788. For seismic galvanized steel conditions, refer to seismic submittal details • Pedestal tube shall be 7 /e" square hot dipped • Overturning moment of 1,000 in.Abs. when Tate galvanized tubing recommend pedestal adhesive is utilized Stringers Pedestal Head • Heavy duty roll formed steel stringer will withstand 450 • 8 ga. die - formed hot dipped galvanized steel Ib. mid -span load pedestal head and projection welded stud with • Hot dipped galvanized stringer construction to prevent adjustment nut corrosion • Head and installed stringers shall provide full perimeter • Stringer shall be 1 deep x 3 /4" we and have a edge support for panel factory applied conductive coating • Stringers shall be attached with 1 /4'- 20 flat -head • Stringer grid pattern shall be 2' x 2', 2' x 4' or 4' x 4' screws Perimeter • Pedestal head shall be tapped for engagement of •Perimeter edestal shall ® • stringer screws P provide support for panels Tate around columns and at walls ACCESS FLOORS RA ARCHITECTURAL & CONSTRUCTION DETAILS 5 • 4'x4 Bolted Stringer Layout Detail -7TF',,-7--,r:::57-7-F,TT:r.7g tATfTe:P.W.' 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'.. :• ..:54 - 1:.7 4.. ".•.S.";' , ''' . . . - : '.....• ••• .; .: .'Z. - ::.: . '--' ••• • • :V .- ! •.' 4 ,..........., , ..,.:•.. . -. . , ..,:c;.41: - ;1._,:! , .,-,...-4, , I.Ai :- : .., .:...,.. -..:,.......j......,., _ •.. . .. .. , : • '.- 4; ' -.• :•••, .'... .."-:......;,:: ; :;.•• • .,,,''' iii ' - .._,‘',../. .,-, 4 .'•' ,; :' :::: . • .' ...... 7. _., ,, '4" ,.eS''' i! - .. . .. ' % it .,.: . : ' , - 1tk Nk,_ .,..-•'' AP . .. . - 1- ... .. ... .... . ., 41.4, ,,,, ''- -■ , „, N ts.mttitts ! : • ::. 4 '; '4'. T1, ...-":;:•"'N,.. ' • '41 tr , '•• 11 • .' 4, _,. . .., ,„•-- . ..._! ....., . . f ' • . • .,, ,-, Used for: • ConCore CC2500 panels '''.. '. 5:25 • Seismic zones 2A, 2B, 3 and 4 .,,...,......:_,.....,,,,::: • keas Mil heavy/frequent rolling loads • High floors • Laminated panels vt4th integral trim • Recommended for areas that may require removal of large quantities of adjacent panels • • 4" basket weave configuration helps to maintain installation squareness • Tate ACCESS FLOORS 5 ARCHITECTURAL & CONSTRUCTION DETAILS Seismic Pedestal Base Assembly Details . PEDESTAL BASE ASSEMBLIES FOR TYPE 2A SPECIFICATIONS SEISMIC CONDITIONS - - — Description For ConCore All Steel and Perforated Air Flow panels • 4" x 4" x 8 ga. hot dipped galvanized steel base plate with 3 /16" and 7 /16" holes Pedestal base type 2A • 7 /e" square hot dipped galvanized steel tube h , , • Resistance welded T ' Performance N: • Minimum 6,000 Ib axial load 13 36" FFH • Average 1,500 in/lb overturning moment capacity using 'A' sq. galy. tube Tate recommended pedestal adhesive on clean projection welded to j unsealed concrete slab base plate wF " Pedestal Head Options 4" x 4° galy. steel • Uses pedestal head with 3 /4" dia. steel stud base plate `- l:;r r,. e e TYPE 3A SPECIFICATIONS Description Pedestal base typ 3A • 5" x 5" x 8 ga. hot dipped galvanized steel base plate with 3 /is" and 7 /16" holes T`i Pr✓ `3 5 • 7 /a" square hot dipped galvanized steel tube r: • Resistance welded pr tube V projecec tion on welded _. - Performance to base plate i , • Minimu 6,000 Ib axial load © 36" FFH .. • Average 1,800 in/Ib overturning moment capacity using Tate recommended pedestal adhesive on clean i' unsealed concrete slab 5" x 5" gale. steel - - - - -- Pedestal Head Options base plate • Uses pedestal head with 3/4" dia. steel stud TYPE 6A SPECIFICATIONS Pedestal base type 6A Description 5:32 • 6" x 6" x 6" ga. hot dipped galvanized steel base — — plate with 3 /16" and 7 /16 ' holes • 1 dia. round hot dipped galvanized steel tube crimped to 1" dia at top • Fillet welded p t round gale. • Crimped tube shall prevent unwanted rotation of stud tube fillet welded to base plate (with detent) and shall interface with anti - rotation tabs on nut Performance 6" x 6" gale. steel - base plate • Minimum 8,000 Ib axial load Q 36" FFH U • Average 4,500 in/Ib overturning moment capacity using Tate recommended pedestal adhesive on clean unsealed concrete slab Tate' Head Options Note: See section 3a:22 for details on seismic conditions. n ate • Uses pedestal head with 7 /8" dia. steal stud R5 ACCESS FLOORS