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Plans • 1. .. „.._,,,,......_ RECEIVED ri , , i - :ter CITY OF TIGA OCT 2 5 2006 Mechanical Conditionally Appro __ i Q �pgRp See Letter to: Follow., �I�SbN • Plumbing OooupartgTYpe .. .............. [ Electrical Load / k Attached ................ Truss Engineering c onstruct i on T ���' Permit Nu ber: t • _ iI , _ [ Shop Drawings _.. [ Rated Corridor • .. • f Ad 5, ,. -- Shop ...,..: Energy Code , 7 s ° : • , FICE ift CF COPY I 2a Rights 1f� RIalits ' 1 e ?a cs from ;ha L__J . a high 9 webs boas IQg1i6ng MOM ssi ti pig storage -n asot dome u,va • - 31 U p! °ghi5 - -'r Spag -IS Swoon - Ravi Materais storage le�elsdome - Am AREA - Cass Beams ' 9 D was Beans T.B.D. • r f it • • I. INBOUND a • A o== � Ip t.1 o o _ o ( . y c t,ct 4 of i tz 1 1 Eiti : • j C3 C toy CM .7.. o tn_ cerlegir_Z . 5151®® 1 -- D . ®5151® t I 15355115 51 ®5151 1 1 7 1 . o. 51®51® �.. i 1 I I I I I ® ® COMPONENT STOCK I 1 I I 1 f 1 i ,J ti 1 to ®tt 1 _ I I I I_ i 1 J o o , =IS= 2 . GEO ®` ,. teIIDIT000 / /nm /;n, �il61ii October 25, 2006 �`= CITY OF TIGARD OREGON Nike 15675 SW 72° Tigard, OR 97224 RE: RACK STORAGE @ RELOCATION Project Information Building Permit: BUP2006-00509 Construction Type: NA Tenant Name: Nike Occupancy Type: S2 Address: 15675 SW 72nd Occupant Load: NA Sprinklers: YES Hazard: Class I -IV Commodities The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2004 edition and 2004 Oregon Fire Code (OFC) as amended by TVF&R. The submitted plans are approved subject to the following conditions. 1. A sprinkler system analysis shall be submitted to the City of Tigard, Building Division prior to the request for final inspection. The analysis shall provide hydraulic calculations verifying that the existing sprinkler system has the required flow for the commodity being stored. OFC 2306.2(a) agile i6 fsed 2. In rack sprinklers are required provide design with # 1 above. ,(, 2307 2. / 3. Provide 2 -A rated fire extinguishers as required per table 906.3 (1) of OFC the extinguisher shall be located so that no usable space has a distance greater than 75 feet to the extinguishers. OFC 906.3 4. The clearance between the deflector and the top of storage shall be 18 in. or greater. NFPA 13 8.5.6.1 5. Flue spaces shall be provided and maintained in accordance with OFC table 2308.3. 6. The racks shall display in one or more conspicuous locations a permanent plaque not less than 50 square inches in area, showing the maximum permissible unit load in clear legible print. OSSC 1603 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 Approved Plans: 1 set of approved plans, bearing the City of Tigard approval stamp, shall be maintained on the jobsite. The plans shall be available to the Building Division inspectors throughout all phases of construction. 106.4.2 OSSC When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respect Val V, Senior Plans Examiner ■ EVERGREEN ENGINEERING • -'. • Engineering and Construction Services !"..r 7431 NW Erer9ea+ e w hap rS 210. ehoro. 09 97124 - 5831 • ■ (5 J 4,39-8777 Fex 439-8797 www.ere inp•com J REC EI VED STRUCTURAL CALCULATIONS OCT 2 5 200& BVI� WING D NW INDUSTRIAL SERVICES DIVISION NIKE STORAGE RACKS SEISMIC ANCHORAGE REF SKETCH 06093 -SK 011 PN Offt% 'w 60223PEO /1 t OREGON , BER fii Expires 6/30/2007 1 OCTOBER 24, 2006 TOTAL 10 SHEETS EXCLUDING COVER CLIENT PROJECT # EE PROJECT #06093 PERMIT # ' ' .' EVERGREEN ENGINEERING # o (ac Page of ..; :..•. By C -4 Date I0/1S1°G, .'; :" Project N1 KG STo IgArcYS 51 fa st l.F RES j Ty�cAL SkE�vl K16, ASSr� � I � ' 9)17P- Ff-Agme.s a Efry s 4/ D A 4; j. E . :+' 1. S ,5-„„),J L r �i ____;.. uN • lTs IE 3 Del-T-1 8 D1' A.f 1 nQ trc. ( a PS 10 ( TALL - \ti i I lo (A1 1 Le ' ,,,,,,„_,R. ,,.„ iALl.„,, Win ' p3 . gi -: Pt Jtrri e oR F v.,iss SQPWY2i rpt ){ -VVs o F3t�f}i 51 PE,-. S 1 " l'o r, f. -c-1:1 10, IYA-ostr.,- -mo t rr. : . WAA ° p_5E E.LEvA: -TIoN) LI, — loon i9 ist+-LF . . . 51±� ) PL. 15o. ti - A - 3 / ',1' . S';-rb lb' • t Nov,' e. ► err _ 1`R u�F, Dt_ - oo b ' 12 - 4 ` _. - - —1.9 S = b. `ice- - - . ©S . , 3 4 � s n �� rI►JNtp . ,,owcoTonl - . .gm E . C 5 = S C � , l l�u 'C Uhl • 1 Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon • EVERGREEN ENGINEERING # 0 (0 Page of By 0-LIA Date Ir)17. c Project NIKE S'wr2A -G . RA GL S C E N A f _ 1 0 1 : Au_ S gy v e S L k lob = 5 c 1•b (FR-v') W Is w ( two) -- Sap 00 Ltv L. - kt- I w. 1- • 0 (PAAw c) . 07—) t42` - JbO - U 6/5 1'0 Sera 2' -2 . 11-+1- • c ,v4 40 . ' 31-10 b,o • . • , 51 © - 1l \ 1 4 • 543 . 13 4 • W - (a 943'0 v.2 i . 21 • LS' - 12ela3 . 215. - _ .'40-1- - - - use - - o F . A7 0, 25ps \A/ d. !' (2.) e'to ; _ M _ 0 : V) Vr'IZ) = 8 cot f . . UPt_► F T Pew U ( 17, ----.-- � — VI 21 16 OEI5P-1•0 •0►r4c, — CotArte,S5 • vse 1.2.D+ E. Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon • - EVERGREEN ENGINEERING # 01 -' 0 1 - 5 Page of :•, :r B C l-LA rr Date 1 ° 12 0" • r� r ti•� •. `:''• Project NI -s 4,7oRACrG fe At° ,s SCC 2 l o 2 : Tor SELF F) L1 4 W - 7 5 OD I CrRAtAi /A1, Tv (� ISO IO G34 — ISO + t -o0 (1o4.73) = HS W = Z (A x = Z ZDO 110 = C -16 i <rip &TT e: - LEvt -L uox k lax>n,t, 3oa \CP' 3ucsc? . 0-11 — f - 4L. .lb 156 2` Z 3� d,ot3 S _ ? 15o 3.10 59.5 n ;o22 5 '3 15 5!.(„ �2'� 0. o 3 _!5c) 1 2.. 101 . 0.:0 4-'2- 11 • 1125 obt 2 C 115 ��_�� l�zo$'�.'` 28o_ _ ?51-3' _ use cD•t E_ or LIFT P L� � � ° fM � W1 rz \.25 d arMf vSC 1•'1 k 6 Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon . EVERGREEN ENGINEERING # 060 t3 Page of • ,•.. By GNP Date 1 0175 �c�. Project IP11 kE- STOY?A eAC . S Corn Pr? E :, (ti u D -t E (c e.r.)f io 1.) pU — S50•.. ) �, use 1. "2.b FLEE S AIL S orks,uve, FULL,-1 U D “ks0)3 -t- 1. [(o0000\l � 7. SS 20 L - Ll.- 3;r, b 2 ' s .1 `A 50 -EA -r. PER -� g o o 21(1n m + t 1 L • - - - 3009 • Ps Fc ■ 19,A - (15,o 0 —0, — 1 K \f ok - - Jr✓, ,c . � 4 -,Z t) — 31 ;h psf i-(4.(1 ) = o, 9 . 4 % 4 Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon EVERGREEN ENGINEERING # orafc!3 Page of :; :•`:. By C F Date to/7-5)c' ;• .'•.r ti'e'r Project Nike S or',( r7AC ANGee.S - (2) R 2 Loc AJAre. o L T7,„ =21Ib vt = v/ = 463 ! = 11 16 - 23z_ 16 -a v \i/ V, / )b 17: t 1 - 1 I K,w! E y 0 1 - 1 t , i/O `ra 5 Eugene, Oregon • (541) 484 -4771 • www.evergreenengineering.com • (503) 439 -8777 • Portland, Oregon • Concrete Anchor Strength per ACI 318 -05 Appendix D Capacity Check Applied Forces Tension Nua 563 lb S C yr/ 4 to 2_ Shear V 99 lb Capacity Comparison Tension 0.37 <_ 1.0 OK Shear 0.02 1.0 OK Interaction 0.39 < 1.2 OK Properties Anchor Anchor Type Post - installed Torque - controlled Failure type Ductile Built -up grout pad No Anchor Diameter d 0.5 in Anchor threads per inch n 13 Anchor yield strength f ya 84,800 psi Anchor ultimate strength futa 106,000 psi Anchor effective section Ase 0.101 in` Per Mfg Info Bearing area of anchor head Ab 0 in` Applies to headed bolts only Distance from shaft to end of hook e 0 in Applies to hooked bolts only Geometry Edge Distances cal 12 in Perpendicular to Edge c 12 in Perpendicular to Edge Ca3 12 in Parallel to Edge c 12 in Parallel to Edge Minimum edge distance Ca,min 12 in Critical edge distance Cac 13 in Effective Embedment h 3.25 in Low sensitivity to installation and Anchor Category _ 1 _ high reliability Installation Condition B No supplementary reinforcement Concrete Thickness h 6 in Concrete Strength f 3,000 psi Concrete Type Normal Weight Cracked concrete region Yes Page 1 of 3 • Concrete Anchor Strength per ACI 318 -05 Appendix D Tension Steel Steel strength in Tension N 10706 Ib Reduction Factor 4 0.75 Factored Strength 4Nsa 8030 Ib Concrete Breakout Max proj. conc. failure area AN 95.0625 in` Act. proj. conc. failure area ANo 95.0625 in` Factor for edge effect `Fed,N 1 Factor for no cracking `I` 1 Factor for post - installed anchors in uncracked concrete without supplementary reinforcement. T N 0.923077 Anchor type coefficient k 17 Basic concrete breakout strength Nb 5456 Ib Nominal concrete breakout strength No 5036 Ib Reduction Factor 4) 0.65 Factored Strength 4)NCb 3273 Ib Pullout Nominal pullout strength (test) N 2340 Ib Nominal pullout strength (calc) N 0 Ib Factor for no cracking `t` 1 Basic pullout strength N 2340 lb Reduction Factor 4 0.65 Factored Strength ON 1521 Ib Concrete Side -Face Blowout Nominal side -face blowout strength N N/A Reduction Factor ¢ 0.65 Factored Strength oNsb N/A Tensile Design Strength IONn 1 1521 1Ib • Page 2 of 3 • Concrete Anchor Strength per ACI 318 -05 Appendix D Shear Steel Steel strength in shear V 6424 Ib Reduction Factor _ 0.65 Factored Strength 4V 4175 Ib Concrete Breakout Shear load direction _ Parallel to Edge Max proj. conc. failure area A vco 648 in` Act. proj. conc. failure area Avc 216 in Factor for edge effect 'ed,V 0.9 Factor for no cracking `I' 1 Load bearing length l 4 in Basic concrete breakout strength Vb 19522 Ib Nominal concrete breakout strength V 11713 Ib Reduction Factor 4) 0.70 Factored Strength 4)V 8199 Ib Concrete Pryout Coefficient k 2 Nominal concrete pryout strength Nip 10072 Ib Reduction Factor 4) 0.70 Factored Strength 01/0 7050 Ib Shear Design Strength 10V„ 4175IIb Page3of3 Page 6 of 11 ESR -1917 TABLE 3- DESIGN INFORMATION, CARBON STEEL KB -TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 1/2 5/8 3/4 Anchor O.D. de In. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective min. embedment' har In. 2 2 3-1/4 3 -1/8 4 3 -3/4 4 -3/4 (mm) (51) (51) (83) (79) (102) (95) (121) Min. member thickness hma In. 4 5 4 6 6 8 5 6 8 6 8 8 (mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) Critical edge distance cc, In. 4 -3/8 4 5 -1/2 4 -1/2 7 -1/2 6 6 -1/2 8 -3/4 6 -3/4 10 8 9 (mm) (111) (102) (140) , (114) (191) (152) (165) (222) (171) (254) (203) (229) In. 2 -1/2 2 -3/4 2 -3/8 3 -5/8 3 -1/4 4 -3/4 4 -1/8 c "" , (mm) (64) (70) (60) (92) (83) (121) (105) Min. edge distance In. 5 5 -3/4 5-3/4 6 -1/8 5 -7/8 10 -1/2 8 -7/8 for s? (mm) (127) (146) (146) (156) (149) (267) (225) In. 2 -1/2 2 -3/4 2 -3/8 3 -1/2 3 5 4 s"'"' (mm) (64) (70) (60) (89) (76) (127) (102) Min. anchor spacing In. 3 -5/8 4 -1/8 3 -1/2 4 -3/4 4 -1/4 9 -1/2 7 -3/4 for c (mm) (92) (105) (89) (121) (108) (241) (197) Min. hole depth in concrete he In. 2 -5/8 2 -5/8 4 3 -7/8 4 -3/4 4 -5/8 5-3/4 (mm) 2 (67) (67) (102) (98) (121) (117) (146) Ib /in 100,000 84,800 84,800 84,800 Min. specified yield strength f, (N/mm (690) (585) (585) (585) Ib /in' 125,000 106,000 106,000 106,000 Min. specified ult. strength f„ ( 2) (862) 731 N /mm ) ( ) (731) (731) Effective tensile stress area A„ 2 0.052 0.101 0.162 0.237 (mm) (33.6) (65.0) (104.6) (152.8) Steel N, Ib 6,500 10,705 17,170 25,120 teel strength in tension (kN) (28.9) (47.6) (76.4) (111.8) Steel strength in shear V, Ib 3,595 6,405 10,555 15,930 (kN) (16.0) (28.5) (47.0) (70.9) Steel strength in shear, Ib 2,255 6,405 10,555 14,245 seismic' V :e' (kN) (10.0) (28.5) (47.0) (63.4) Steel strength in shear, Ib 2130 3,000 4,945 4,600 6,040 concrete on metal deck' V (kN) (9.5) (13.3) (22) (20.5) (26.9) NP NP Pullout strength uncracked Ib 2,515 5,515 9,145 8,280 10,680 concrete N °' "" NA NA (kN) (11.2) (24.5) (40.7) (36.8) (47.5) Pullout strength cracked Ib 2,270 4,915 NA NA NA NA concrete N P '" (kN) (10.1) NA (21.9) Putout strength concrete on Ib 1,460 1,460 2,620 2,000 4,645 metal deck NP ' deC ' '" (kN) (6.5) (6.5) (11.7) (8.9) _ (20.7) NP NP Anchor category 1 Effectiveness factor km, uncracked concrete 24 Effectiveness factor k cracked concrete' 17 W k 1.41 Strength reduction factor y for tension, steel 0.75 failure modes" Strength reduction factor 0 for shear, steel failure 0.65 modes" Strength reduction 0 factor for tension, concrete 0.65 failure modes, Condition B Strength reduction 0 factor for shear, concrete 0.70 failure modes, Condition B For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 'See Section 4.1.6 of this report. 'See Section 4.1.4. NP (not perrnitted) denotes that the condition is not supported by this report. "See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design. 5 See Section 4.1.3 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Values are applicable to both static and seismic load combinations. "See ACI 318 -02 Section D.4.4. 'See ACI 318 -02 Section D.5.2.2. "See ACI 318 -02 Section D.5.2.6. "The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1. 10 For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 -02 Section D.4.4 is not provided, or where putout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 9 N � Its. �' A. ,�,�,,�,��) s • USGS science for a changing world LOCATION 45.507 Lat. - 122.827 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10 %PE in 50 yr 2 %PE in 50 yr PGA 19.04 41.03 0.2 sec SA 44.87 97.16= 1.0 sec SA 15.73 35.20 SEISMIC HAZARD: Hazard by Lat/Lon, 2002 STORAGE RACK BY OTHERS � 20' TALL x 10' WIDE (16' TALL x 9' WIDE AT SIM) : \ 1 c: 1 1 - : 1 P t i t j ' : $ SHELVES AS SHOWN %�EO PBU ff�� M MAX 1000 LBS vS fi r' z N E. X 02 w 60223PE'I" 0 ry I OREGON o o"' ti 3 %ER " �� o (2) 1/2"0 HILTI KWIK BOLT TZ O E. G%N o EXP ANCHORS EACH LEG, — Expires 6/30/2007 k EMBED 3 1/4", MIN 6" SLAB z NIKE • ^+ STORAGE RACKS EVERGREEN ENGINEERING LLC 0 so STRUCTURAL R E n g lneere P lann er 06093 — S K a DETAILS Portland and Eugene Oregon o REV DESCRIPTION BY DATE 6 0 ISSUE FOR CONSTRUCTION CEG 10/25/06 PROJECT: 06093 FILE:06093 —SK