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I x•23 5.4....) Mcww S1 "B c.) i°o26ti 5- a3 7' -10 )5' UTILITY VAULT" '• �, — _ ._ 7.' Y4 PG BOX 3 S c ?IOT .— .. ._ (( ,. c:oNLwrlr: 2w nar s1aENcn. rc • 5.550 °s �II -Y0 . 7 :.D. ( w�SCNV�L�E6 OREGON 2. REBAR: AST 1, A -615 CRADE 60 .L I S � " 3 ' -:0 I 1 i: 1 3. NESN: A TY A -165 CRAM(. L+5 i � , AITN C - ( 5C 3 682 -284�L 4. DESIGN: A 40 .318 -99 LIUILOING CODE K57 NON sani:fuRAL CEscN � JI I ( 503 682 -2657 FAX I. a INc roR uNDCRCRauND PRECAST .*rj I !I 5. LOADS: w- T R U CK UilLITY STRUCTURES M ACl I v-v-v—v !-- -- -----;;-- 7 -1 # - ' ? C.7 • AINQAV %) • ` - - ; I 4 - SLAB 1 .,..y ! w cuSE ALUNINU16t. I .•:::. t.. ..4 tit, I I OR (42-04 DPENIN GALV. BOLT -ON LADDER 0 ^ • I , i I '' � I w /aLUNINLP4 EXTENSION I I r _ • • I f ` • i I I I I 4'- 8 -B s12 ° I I 1e l I 11 ' SLAB W /CN-$AL e ° ;r ( I i I s � (s)— FERRULE Iiiiiiiiiiiiiiiiiiiiiiiiiiii 676 TOP in LOOP ON$ER f5 W/42 BLOCKOUT I , ! . . . I k? ,,, �•` "; (4) - 2 tC► LIFT r15ERT5 (CENTERED) I - - - - t- - :$• I I I ii____ •__I 1 I 1 i :I II _ — — • PLAN : 876 WA NICOLE ., II 18 %24 KNOCKOUT II (I EaCi END) Lir PVC i +O DRAIN POPE i . MOW . ■II■B1 I ALL EXTERIOR SURFACES W /CRYSTAL SEAL COATING o i I • I 1 1 ! M : I N FIN11111 ( II p I • I - • - r ' I ! IN _� i Burn RESIN SEALANT w - -- •-• •- — - �r..,•..c — i .. _ -y _L. — I '� AT Jones - TYP. - {'--� .. - I _ i - , L"-" -- ' I I rs - - 6.11 1 _ . � ; ; 2 TON LIFT I T t — _1. _�1I 878 BASE I ' NSCRT ' r ' = - ' n. I I i (1 EACH C ORNER) 2' -4) 1• -8- 2• -4 )i N I I j 1 • o _ _ - - �, fl' 18-x18 KNOCKOUTS END I I ' aI ���� I V II �I II�II I ! (2 EACH 90E) I I OW., ' _ . !I.�ao . , 6o L�_ ^ - - ; a = Gay. PULL IRON 1 — — — _ (I EACH alum I BILL. OF MATERIAL U.V. MODEL / 676 -WA W/ CH - SAL : (4 Doc ream FCC) 12 - 0 Sump 00.0. AY °iR5 -20 -99 (6 DOC WITHOUT FDC 8 i I - -6 3• -5• I I.'6— I B I sa9oaw 06a � 1 OGL Iy.I 04e 0a .N. C 676 -WATER S IDE ° - ° y • pfd s oca ' r , II O a °"•w" . 0 I v .a w a.Mw 0 O1de P�LlIx. -- °.' • eat 00.60..01 •••• 9•10810.10 .01 rNe•wv ' 0 .•... _ .. - • _ . • .. • • . . • • 5 , -6 _ I :r4. .0,90N 1 C ! ( BY 6" . I ( -2 roN UTILITY VAULT • � J I KEPT ANCHORS PO BOX 323 .n S O.0 +NILSONVILLE, OREGON (503) 682 -2844 w � " ..... _ i _ , � ' (503) 682 -2657 FAX I I iYh.� `%i�i� I I • ` .1G: ..,,y. c 5" O.C. 1 1 1 Q 1 1 1 D T —9HD ; 1 1 A T I L..._ 1 r 7„ 1 CENTERED 1 • ..i .. • 1 1 1 i H -20 Rated i 1 I 1 4 $ =CTICN B —B 1 l 1 I 1 ` ;4 -%*.- z Z� b I I iJj" PVC DRAIN PIPE `i�.... „ , ,, , C — " - FRAME & DOOR 1 SYRACUSE CT -9HD LIFT ANCt10R 4 2 TON SPREAD PLAN 2 , St CR. 60 8 5' -3' STR. 14 1Jg' PVC GRAIN PEE 1 p4 GR. 60 6 5' -3 STR. 42 Y ---• _... -- CONCT'fE�1 PART ocscoaro+ o*-. s I . — V0L. :: .6667 Cu YD 3 BILL OF MATERIAL k. WT. = 2.700 LB I U. v. MODE# 5'- 6 "x5'- 5 "x!2" SLAB W/ DT -9HD • Y • j Q9 IrRA AV 24TE 5_11 _Di REBAR DETAILS CHECKED SCALE 1'_1• S.C. / 3882' Iv. LINE / 6 Or NO. REV. I n SALE SRERSON -4 s.EET or MS K ONELL CONSTR. C�,6666SLO12 -0T9HO r INT =NM s rNC aRO.ERrT Or • s (Nal= of SE CT'ON A —f:. A,ttE..ccasr.... i: is UTILITY VAULT' • .aR :NnvrCNa wRPC . ONLY ANO rkj. CO • Qldcastle Preps Inc. NOr BC Y20 n NNT r.�T dUUNI(L. 10 IBC _ V p 1b. . . ,.. 0070 c o ... 0S d BAS C 14,ou• _ - ]aa•am -ta4. r..: Ylrlbt -7%!1 An Kupe. Rears. ■ 44. .4 / M. P.& OR ) Cr..01.r1J i atr•Irw • r.. -n•• • SpM. • %r l... • .1..10.• C. 3 H _ ? 0 , ( i_► ID Designation: C 857 - 95 ( i E-1 Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures This standard is issued under the feed designation C 857; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (r) indicates an editorial change since the last revision or reapproval. 1. Scope such as used for roadways and walkways. 1.1 This practice describes the minimum live loads and 4.1.1 Live Loads —The vehicle and pedestrian load desig- dead loads to be applied when designing monolithic or nations are given in Table I. Live load wheel spacing is sectional precast concrete utility structures. Concrete pipe, shown in Fig. I. box culverts, and material covered in Specification C 478 are 4.1.2 Impact: excluded from this practice. 4.1.2.1 The live loads A -I6, A -I2, and A -8 should be increased as follows to sustain the effect of impact: Non I —For additional information sec AASHTO Standard Spei- 4.1.2.2 Live Load Increase: ficatioo for Highway Bridges, Fifteenth Edition. 0 to 12 in. (0 to 305 mm) below ground level, 30 % Nom 2 —The purchaser is cautioned that he must properly correlate the anticipated loading conditions and the field requirements with the 13 to 24 in. (330 to 610 rung) below ground level, 20 design loads used. 25 to 35 in. (635 to 889 mm) below ground level, 10 °'e 1.2 The values stated in inch -pound units are to be 36 in. (914 mm) or more below ground level, 0 % regarded as the standard. The values given in parentheses are 4.1.3 Dead Loads —Dead loads will consist of the weight for information only. of the roof, roadbed, walkways, earth fill, access opening 1.3 This standard does not purport to address all of the covers, and any other material that produces a static load. safety concerns, it any, associated with its use. It is the 4.1.3.1 Recommended unit weights of materials for de- responsibility of the user of this standard to establish appro sign calculations are as follows: safety and health practices and determine the applica- Concrete. plain, and reinforced ISO lb /P,r (2043 kg/m bility of regulatory limitations prior l0 use. Cast iron 4 50Ib /fur ( :23s kg/ms) Steel 490 Ib /flr (7850 kg/m Aluminum 175 lb/f1 (2804 kg/m . Referenced Documents Earth 5D (dry) 110 lb/f1 (1762 kg/m Macadam 1.0 lb /ft 1 ,1743 kg/m” 2.1 ASTM Standard: 4.1.4 Distribution of Wheel Loads Through Earth Fills: C 478 Specification for Precast Reinforced Concrete Man- hole Sections2 4.1.4.1 Wheel loads at ground level should be considered 2.2 AASHTO Standard: applied to a wheel load area as indicated in Fig. 2(A). Specifcation for Highway Bridges, Fifteenth Editions 4.1.4.2 Wheel loads should be distributed below ground level as a truncated pyramid, as shown in Fig. 2(B), in which 3. Terminology the top surface is the wheel load area and the distributed load area is equal to the following: • 3.1 Descriptions of Terms Specific to This Standard: lice( (iv+ 1.75 H) (L + 1.75 If) 3.1.1 dead loads —will consist of any other load that can affect the design of the structure. where: 3.1.2 live loads —will consist of any moving loads that can DLA = distributed load area, ft affect the design of the structure and their associated impact W = wheel load width, ft (m), and surcharge loads. L = wheel load length, ft (m), and 3.1.3 utility structure —a structure that is used by electric, H = depth of fill, ft (m). gas, communication, or similar industries. 4.1.4.3 When several distributed load areas overlap, the total load shall be considered as uniformly distributed over 4. Design Loads the area defined by the outside limits of the individual areas 4.1 Roof —The design loads for the roof of any structure as indicated in Fig. 2(C). When the dimensions of the at or below ground level consists of the live loads including com-posite distributed load area exceeds the roof area only impact and dead loads that can develop as a result of earth that portion of the distributed load on the roof area shall be pressure, hydrostatic pressure, and construction materials considered in the design. TABLE 1 Vehicle and Pedestrian Load Designations t This practice is under the jurisdiction of ASTM Committee C•27 on Precast Designations Maximum Loads Uses Concrete Products and is the direct responsibility of Subcommittee C 27.10 on A -16 (HS2044)" 16 NOW (71 172 N) /wheel heavy traffic e; -- — ZC ;.:; Gry Sweura A -12 (HS15-44)' 12 COOIbI (53 376 N)/wheel rncdiu:n traffic :tureen edition approved Nov. 0, 1995. Published February 1996. Originally A4 (H10 44)' 8 000IbI (35 586 N) /wheel fgnr traffic .'fished as C 857 — 78. Last previous edition C857 — 87 (1994). A-0.3 300 Witty (14.4 kPa) walkways Annual Book ofASTAI Standard', Vol 04.05. ) Available from American Association of State Highway and Transportation A The designatons in parentheses are to Corresponding AASHTO des ;nations. Officials ( AASHTO). 444 N. Capitol St.. Washington, DC I0001. ° Anbeipated designs other than those listed shou d be designated by purCh8SC1 513 el C 857 11. 2.3 UVE LOAD SPACING AASNTO 8 INTERSTATE .INTERSTATE • A•16 40001.6. 40001.8. A•16 40005.8. 400018. A • 12 300018 300016. A 12 200018. 30001.8. A• B 200018 200018. A• 0 200018. 20001.8. A1TO B a ti III � A9 INTERSTATE A- 16 40001.8. 40001.0. A 300018. 300018. A•8 200018. 200018. - E 0 a 61T. n _ 6FT. I r II.em.) ! (LB u. a err E t1.Bm.) : OIl 00 - -- 0 0 0 0 o £•161600018. 1800010 £ - 16 1600018. 1600018. e A -12 120001.& 1203018. n A 120001.8. 1200018. n A 8 800018. 800016. A• B 80001.6. 00001e. °• I 0 0 0 0 E A•161200018. 1200018. A• 16 1600018. 160001.8. ^ A - I2 600018. 80001.8. E • A 1200018. 1200018. ° A- 0 60001.8. 600018. ^ A • 8 000018. 000018. E . u. Y 00 0 0 6. . 00 00 I -L A• 10001.8. 160001.0. O O O A -12 2 12 1200018. 1200010. • A - 8 800018. 000018. A -16 1200018. 1200018. A-12 800058. 800018. £• 8 60001.9. 6.000188. • AASNTO a INTERSTATE 200018. 1902.241 300018. 11360.84) 400018. 11814.419 1 80001.8. t 362e By) 1200018. I S443241 1600010. 12232.641 I 1E11 Iii III 1'111 6FT ' 4FT. ( 6FT. .I . (1.9 m.) (1.2 Ai.) MB m. ) - FIG. 9 Ural Load Spacing 4.1.4.4 The distribution of wheel loads through earth fill a live load surcharge pressure of not less than 0.5 % of the may be neglected when the depth of fill exceeds 8 ft (2.5 m). wheel loading of the traffic involved should be taken as the 4.2 Walls -The design loads for the walls of any structure live load acting upon the wall of the structure. at or below ground level will consist of surcharge loads 4.2.1.2 Surcharge pressures for various live loads trans- resulting from live loads, dead loads that can develop as a (erred to equivalent horizontal fluid pressure are as follows: result of earth pressure, hydrostatic pressure, and construe- A -16 16 000 lbf per wheel x 0.005 = 80 Ibf /ft (3830 Pa) Lion materials such as used for roadways and walkways. Load per wheel -'.•'igrams of live load surcharge and dead loads are shown in A -12 12 000 lbf per wheel x 0.005 = 60 lbf /ft (2873 Pa) 3. per wheel 4.2.1 Live Loads: A -8 8 000 lbf per wheel x 0.005 = 40 lbf /R (1915 Pa) 4.2.1.1 When traffic can come within a horizontal distance per wheel from the structure equal to one half the height of the structure, A -0.3 Refer to 4.2.2.1 514 t, C 857 1 • cs en a _ e34 7.67 I . • �LIo�ti i I L�zo�� I 1 1.254 vl 1.5011141 WHEEL LOAD AREA FIG. 2(A) Wheel Load Area WHEEL LOAD AA[A H DISTRIBUTED LOAD AA EA DISTRIBUTED LOAD AREA FIG, 2(8) Distributed Load Area 4.2.1.3 Surcharge pressures resulting from live loads may areas where the soil surface does not slope the horizontal be neglected when the distance from ground level exceeds 8 pressure acting at a point on the wall of the structure above ft (2.5 m). . ground water level will be: 4.2.2 Dead Loads: 4.2.2.1 The dead loads will consist of an earth pressure P ° K x wx H above ground water level and hydrostatic pressure plus a where: modified earth pressure below ground water level. The earth P = horizontal pressure, lbf /h= (Pa) pressure above ground water level and the modified earth X ° = coefficient of active earth pressure = (I — sin �) /(1 + (1436 Pa) horizontal pressure. . ' ressure below ground water level will be converted to a am 0) • �zontal pressure using Ranitine's Theory on active earth angle of internal friction of the soil, deg (rad), W = unit weight f rom ground Ib /ft (kg/m and - .ssure. No structure will be designed for less than a 30 JO (1436 = distance from ground level to the point on the wall are placed in und consideration, ft (m). 4.2.2.2 For the general case when structures a p 4.2.2.3 In special cases, when structures arc placed in 515 • . IS}) C 857 'te 11111,11"1"."1"11111111.1111 li. IM. 'fitff•fr Ake OAMfNAN "ua ��IiIIOl.Ii � •sr•!lr1����►. `ti��l�1��i � - �aa�t♦et 4011 -■ ■- ■a orta- ‚ FIG. 2(C) Overlapping Load Areas areas where the soil surface is sloping, the horizontal pressure 4, = angle of internal friction of the soil, deg (rad), acting at a point on the structure above ground water level is and as follows: H„ = distance from ground water level to the point P = cos 6 K. W, H on the wall under consideration, ft (m). where: NOTE 3—The coefficient of active cards pressure is used for the P = horizontal pressure, lbf /ft (Pa), 6eoer� where the soil surface does not slope. K. = coefficient of active earth pressu = 4.3 Base: cos b —Jcos b — cos' 4.3.1 Live Loads —The live loads transmitted to the base cos b consist of the maximum value possible of live loads that can cos 5 +Jcos b — cos ito be imposed on the roof. This includes the total number of os = angle of internal friction of the soil, deg (rad), wheel loads that can simultaneously be placed on the • • b = angle between the sloping soil surface and the hod- structure. zontal, deg (rad) 4.3.2 Dead Loads —The dead loads on the base consist of W, = unit weight of soil, lb /ft (kg/m and the dead loads imposed on the roof plus the weight of the H = distance from ground level to the point on the wall structure excluding the base, or the hydrostatic pressure under consideration, ft (m). acting on the base, whichever is greater. The horizontal pressure below ground water level resulting 4.4 Accessories Loading: from the weight of soil above ground water level is equal to 4.4.1 Cable Pulling Devices —Cable pulling devices in all the horizontal pressure at ground water level and will remain structures are designed for the working loads specified by the constant from ground water level to the base of structure. specific user. These working loads can be compensated for in 4.2.2.4 The horizontal pressure that can develop below the design of the structure and are considered in addition to ground water level will consist of a full hydrostatic pressure the design loads. plus horizontal pressure resulting from the weight of sub- 4.4.2 Lifting Devices— Lifting devices in all structures are merged soil. The hydrostatic pressure acting at a point on the designed for a load equivalent to three times the weight of wall of the structure below ground water level is: the structure, utilizing no more than three lifting points. The P.= w„ H. loads imposed at the lifting points are considered in the design where: of the structure. P„ = hydrostatic pressure, lbf /fl= (Pa), 4.4.3 Equipment Mounting Devices —The structure is de- W„ = unit weight of water, lb /f1' (kg/m'), and signed to accommodate loads induced by the equipment H., = distance from ground water level to the point on the installed on the mounting device, as required by the user. wall under consideration, ft (m). These loads are considered in the design of the structure. The horizontal pressure acting at a point on the wall of the 5. Significance and Use • structure below ground water level resulting from the weight of submerged soil is: 5.1 This practice is intended to standardize the minimum P, _ (W, — w,� K. H„ structural design loading for underground precast concrete utility structures. where: 5.2 The user shall verify the anticipated field conditions P = horizontal pressure from submerged soil, lbf /ft and requirements with design loads greater than those (Pa) specified in this standard. V/,— W = unit weight of soil less the unit weight of water, lb/11 (kg/m3), 6. Ke ywords . K. = coefficient of active earth pressure = (I — sin 6.1 minimum structural design criteria; precast concrete; 0) /(l + sin 0), underground utility enclosures 516 C 857 WALL LOADING DIAGRAM • TOTAL L010 ON wSIL 1 weal :coil. FRESSCIlt RESUIru.G r T TM[ Lr� ~ • SOIL eELOw Gave. o warm L[VEL. oROSTIf: Oq ESSUR[ = Z SELOw (,AOjyIO waTER LEVEL ; R 110 T:N6 FROF s 10 iT Or 5011 190 ¢ OROta[O MAZER L[KL. • en (asp' mai I ISO uvc L01O SUacscwoc S 1 1 � W 1 W J FIG. 3 Load Diagrams of Live Load Surcharge and Dead Loads The American Society for Testing and Materiels takes no position respecting the validity of eny patent rights asserted in connection with any item mentioned in this standard. !hers of this standard are expressly advised that determination of the validity of any such patent rights, end the risk of infringement or such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every live years and K not revised either reapproved or wdhdrawn. Vow comments are invited either for revision of this standard or for additional standards end should be addressed to ASTM Headquarters. Your comments will receive careful consideration at a meeting of the respcnsibte technical committee. which you may adend 11 you feel that your comments have not received a lair hewing you should make your views known to the ASTM Canmi tree on Standards, 100 Bari Harbor OnVa. West Conshohocken, PA 19428. • 317 Concroto 8 AC Crus:ing _____--. Wood r< Brush Grinding /\ ----- — ...{ _-=-___•---.. \ / \ :.: _ . 1 •.: i . . . _ : ! . . . . 2 .. 'IA ,.. \ 03rnolition f. Sito Proparalion (,nclorground Wailing K--- ' /IF . 1 i p f . 11- ll'iMS11)11Tid , . _._._•,_ • .. . •• • ; ‘; , , 10: . 1 , . . , .:‘, ,,,., ,,, Date: (,.: • ; . i . -, @ ,- •. s ../ • , l l : k Fax /1: 1 .- c :.(,' /- • '-: ' R e: , : .-, .. ,/ - ,.... , -,,.. /. Page(s) sent including this cover sheet: i Original sent via mail? I ., 1Yes 1:11 No .__._ 0Urgent El • • I-oi your review JJRepiy requested El . Pei your request NOTI.:.S: f ' ' ‘ • • 1 , '• 1 I -.. ( ., : ,,- • _ ,• . , ' . ' V \ \ f .. t , t ...' k . \ 't. \ 'I :', ; 1 - /.._ (" t . - -„ -, -- _ --r-__. • ." •• • •-- I \ I '.- 1 t • • 1 il. • I i . :> ,. ') .. '' '. 1 % ' 1 I. 1 ( r . _ - ----- - - 1 ..., . I- ‘,.. \‘'.-•/,' \„' 1 -\ ., i. -. \ - 1. i . • ! r '<, ..\-- I - : .- l . -') C : ''- ..% I. 1 t - N \ . -: -(- I / '', i ( C j L./ .. ) ,-• , • . ,. ; CC: K '-::\ :. \ ..\ f\ ,C.', . `.:(,, i , Signed: ID .L.t: C.C.. i .,-; '.c- ;; 36000 S.E. Industrial Way , Sandy, Oregon 97055 Office (503) 668-3516 CCI3410122459 FAX (503) 668-3518 ` ... Spring Assisted Chevron Grate with Locking Latch* `. . .�,~—~, Lifting Inserts 5 /8" dia. P ''''.." L;El VE C COVER . 1170 lbs. ' 0 0.... „ 4 11. 4 f k,r.: . ' k.../iLt )1 r,f 141N4 .-. ,,.:. . I ll . _ ___ _�__ _ . eags ° VAULT ' �� �GO� ' ~ �p � ' --______� p ^yuo/u" "m � � ' . r'xu.Knockouts ' x each ,me ' Sump o^ uia.x» 3 /4 ^ deep `` - ' .r` � .` � ik .~ � . 6'-0" ,' • ' ^ ,/ 4'-0" . `` /' • ` '' DPT|�wAL�0vERS `' ',~ '/ • T • .. "�'^ `~+° ' • • • ' ^ :::3„.;::;.::::::::.,:::::,:ii.:.:::: 6 mex:::';;:xxv ° m � ' �00�W � ��� I . • ' . . ' , • ^ Solid Concrete Hinged and Spring Hinged No. 64-S Assisted Diamond Assisted Double Locked Steel Plate Locked Chevron Grate Locked Steel Plate 1440 lbs. Plate and Pad Mount Diamond Plates No. 64-222P No. 64.332 No. 64-332P _ . 1,080 ) us. No. --- 1460 lbs. lbs. lbs. — — — F•---r^r----� ^`n 5%0" | |i - I I — i . » . . ~ . �_ ' ^ . • / �| | � J � _� � ' � ' .. 32" . . —_~ � . � • • • . . —I._ � ,r ', '�_��__' � . Center Hole Pad Mount Pad Mount Pad Mount No. 64-34: No. • 1.060 ma 1,270 ma 980 lbs. 1440 lbs. ` ;:..M ' For details see reverse side. *For details and specifications of Gratings and Access Covers see Grating Section. �\+� �} , � -- /��� | - • -- - ' --�'�. 7 7� For Vault Extension see Riser Section. Conyright 1970 19 issue: reoruary 1935 `~' - ' - - ~ � ^^ �� ... 660-LA . . ....,..-, . .v .-N., _ . __ . ,-."..,::.. -. •-.. ..:. -..1 ...:. 6 LIFTING INSERTS 5/8" DIA .-\ 1 ... . • I 5- 5 -1 .. •.- ,-- L_. - --40—i_____I , I 0,' . is f ;.( - —,:,-•,--)•••; .r. d , . momalimmanmimmwono•■■sm= 'H k s i '• ri ......=—__===...... • ..... _,... _==.' .'' .1" ......"....... _ i 1 • 1 immilamonsamme■■■■•••anpre I I MEMNIBMINIMMININIIMMIIIMM ONIM1Mill=1.1■1•31111.IRMIMMIIIIIMINAMIMILSI I . .0 V I IMMIMMMINMMOIMIM=MMENe 'C' 1 _____. 9 1. I Tr Tr j. =MII=Mill=1/■■■■■■■•••••110=1,AM 1 1 A ri — .11::1111. 1 A .. • . ; ; . • • • i • ' • , : • .... K t— 'hi — 1 I • . • -; WI t 1 . .. „, , 1 •1.- ..- , k SUMP 8” DIA.X 2 3/4" DEEP 7 .. .:- • - ! _ -- - 1 7 •:•',.. :f3r,::- - ..•:,.:.:•:;:: ..._;._,_;,•,/ .,;;:,.....„:.:::- • ,.•:',•; .,1 6-0 Section A-A 2 LIFT HOLES N/2" DIA • . 1 1--1 . 1°1 111151.1111M111 _i_ • • / . • . - -- . r -------- 1 ; . 2-"C" CHANNELS 63" LG7 . 2 "C" CHANNELS 24" LG.- I 0 =:=7....T- = 1 fn. _ / ■•■■•■•■■■■•■•■ ri n r --- )r - / -- ,‘......„ a \-.I../ 32- 4 3/4 DIA. KNOCKOUTS % 1 it %-._-i %_-..1 I "0 0.1 1 *, 410,0) I I* * * %t-.- / S. . I .111MEIMMIIMMINIMI ' . I I 901 6" 54" 1 1 6" 1 9" to NI MN 30" . i I I ' - I egt, eigit 1 8-7" DIA. KNOCKOUTS AO ' ,.. I W 11W I • I .• I . ! I I I ' .411MMINIMIMLWWMIPIIMIWW_K . 2-2" DIA. GROUND ROD KNOCKOUTS • SCALE: 1/2" = • 19.1 ES- A- C300a/C300Na TM Colt Series C300a/C300Na A M E S FIRE &WATERWORKS" Double Check Detector Assemblies Sizes: 21/2" — 6" (65 — 150mm) - N' 411. 41111 - :.. , w C300a0SY — a: C300aBFG - Features The Colt C300a/C300Na Double Check Detector Assemblies are used to • Extremely Compact Design prevent backflow of pollutants, that are objectionable but not toxic, from entering the potable water supply system. The Colt C300a/C300Na may • • 70% Lighter than Traditional be installed under continuous pressure service and may be subjected to • Designs backpressure. The Colt C300a/C300Na are used primarily on fire line • • • 304 (Schedule 40) Stainless Steel sprinkler systems when it is necessary to monitor unauthorized use Housing & Sleeve of water. For use in non - health hazard applications. • Groove Fittings Allow Integral Pipeline Adjustment • Patented Bi -Link Check Provides Specifications Lowest Pressure Loss The Colt C300a/C300Na Double Check Detector Assemblies shall consist • Unmatched Ease of Serviceability of two independent Bi -Link Check modules within a single housing, sleeve access port, four test cocks and two drip tight shutoff valves. Bi- • Available with Grooved Butterfly Link Checks may be removable and serviceable, without the use of Valve Shutoffs special tools. The housing shall be constructed of 304 (Schedule 40) • May be Used for Horizontal, stainless steel pipe with groove end connections. Bi -Link Checks shall Vertical or N Pattern Installations have reversible elastomer discs and in operation shall produce drip tight • Replaceable Check Disc Rubber closure against the reverse flow of liquid caused by backpressure or backsiphonage. The bypass assembly consists of a meter which registers • in either gallon or cubic measurements, a double check valve assembly and required test cocks. Assembly shall be a Colt C300a/C300Na as manufactured by the Ames Company. Job Name Contractor Job Location Approval Engineer Contractor's P.O. No. Approval Representative Ames product specifications In U.S. customary units and metric are approximate and are provided for reference only. For precise measurements, please contact Ames Technical Service. Ames reserves the right to change or modify product design, construction, specifications, or materials without prior notice and without incurring any obligation to make such changes and modifications on Ames products previously or subsequently sold. www.amesfirewater.com L Configurations Available Models • • Horizontal • Suffix: • Vertical up OSY - UL/FM outside stem and yoke resilient • "N" pattern horizontal seated gate valves BFG - UUFM grooved gear operated butterfly valves Materials with tamper switch . • Housing & Sleeve: 304 (Schedule 40) Stainless Steel • Elastomers: EPDM and Buna 'N' Pressure — Temperature • Bi-Unk Checks: Noryl ®, Stainless Steel Temperature Range: 33 °F - 140°F (5 °C - 60 °C) Maximum Working Pressure: 175psi (12 bars) • Check Discs: Reversible EPDM • Test Cocks: Bronze Body Nickel Plated • Pins & Fasteners: 300 Series Stainless Steel • Springs: Stainless Steel Dimensions — Weights rN11 Al I I -, CI dilliiirk � �' -MI _ C (open) n ,,, © ,,_ t 1 op .._ .. . ail D • . I H :A G P C300a /C300Na • :SIZE (DN) DIMENSIONS WEIGHT A C (OSY) D G H 1 J P C300a C300Na In. mm in. mm In. mm in. mm in. mm In. mm In. mm In. mm in. mm lbs. kgs. lbs. kgs. 2'1 65 31 787 16% 416 31/2 89 291/26 738 22 559 151 393 8 223 13 335 139 63 147 67 3 80 31 11 /6 805 181/23 479 3 "/6 94 30'/ 768 22% 578 17% 435 9 233 1412 368 159 72 172 78 4 100 33 "/6 856 22 578 4 102 33 838 24 610 _ 181/2 470 9 /s 252 15 386 175 79 198 90 6 150 44 1118 301/2 765 51/2 140 44 1137 33% 857 23 589 131/26 332 19 483 309 140 350 159 w • Pa J � i , — 'Mil • l i l .• i � - " _ L =�r ]r�l� einT � A I I H —1 P G C300aBFG /C300NaBFG SIZE (DN) DIMENSIONS WEIGHT • A C D G H 1 .1 P C300aBFG C300NaBFG in. mm in. mm in. mm in. mm in. mm in. mm In. mm In. mm in. mm lbs. kgs. lbs. kgs. 21/2 65 28 711 8 203 31/2 89 29 759 22 559 14 379 8 223 13 330 70 32 78 35 3 80 28 724 8 211 3 "/6 94 30 "/s 779 22 578 15 392 91/26 233 131/2 343 68 31 81 37 4 100 29 741 9 227 3"/6 94 31 811 24 610 16 412 , 9 252 14 356 75 34 98 44 6 150 361/2 927 10 254 5 127 43 1097 33% 857 19 "/6 500 13'/16 332 141/2 368 131 59 171 78 Noryl® is a registered trademark of General Electric Company. f. Approvals e c.o. C® 41rt* ,. . s� Approved ' 1048 Listed B64.4 28S6 For additional approval information please contact the factory or visit our website at www.amesfirewater.com Capacity UUFM Certified Flow Characteristics Flow characteristics collected using butterfly shutoff valves. See literatue S -Colt- 200/300 for gate valve flow characteristics • • = Rated Flow '• = UL Tested • Horizontal Vertical N - Pattern - . • • 2/Z„ - 4 „ _ kPa psi * ** kPa psi * ** 96 14 - 138 20 N 83 12 I , N 110 16 I V 55 108 �_., V 83 12 1 ! ,+: .' H • 41 6 55 8 . _ �.� 28 4 28 4 14 2 i'"-.14:.. 0 0 0 0 1 0 50 100 150 200 250 300 350gpm 0 100 200 300 400 500 600 700 800gpm 0 190 380 570 760 950 1140 1330 Ipm 0 380 " 760 1140 1520 1900 2280 2660 3040 Ipm 15 fps 15 fps 4.6 mps 4.6 mps 3" 6" kPa psi * ** kPa psi * . 83 12 83 12 2rieN I 69 10 - H 69 10 H I V . 55 8 N 55 B 41 6 V 41 6 . 28 4 �� 28 4 14 2 f 14 2 0 0 L 0 0 i , , . 0 1 00 200 300 400 500gpm 0 ' 300 600 900 1200 1500gpm 0 380 760 1140 1520 1900 Ipm 0 1140 2280 3420 4560 5700 fpm , • 15 fps 15 fps 4.6 mps 4.6 mps I • • IMPORTANT INQUIRE WITH GOVERNING AUTHORITIES FOR LOCAL INSTALLATION REQUIREMENTS. ' 5 -V ' • • T4 RECE " f» roduct' YerhaeUS&BUSineSS MAR 0 9 2005 Package CITY OF Crown CarpeP I 9' ll�vt�it7N .Tigard, .OR • TJ Number: 05- 000319 • Reference Documents: 3/7/2005 Title By Date 'Rev. # Sheets • Architectural Drawings CIDA - 1/18/2005 t.i. premit full set Structural Drawings Mechanical Drawings If you have questions, please call the following: ShAr Your Trus Joist Technical Representative: Dave Schubert `��' , = ' atsk • • (503) 520 -7106 t 11 Or the Project Coordinator: / Mo Paz (503) 520 -7131 s €79.4 ices c, advA.6 Or our Engineering Department: Melisa Snyder (503) 520 -7130 Calculations pp. 1 to 5, Material List p. 1, Drawings pp. 1 to 3 Our engineering responsibility is limited to the design of Trus Joist products in accordance with the above referenced documents based on design loads specified by the engineer of record. IMPORTANT (Please Read) • Installation of the materials is the sole responsibility of the installer. • Refer to Installation Information sheets for more detailed instruction. • All materials shall be furnished by others unless specifically noted by TJ herein. • Truss bearings, bracing, bridging, pre notched plates, etc., must be properly installed as installation proceeds. • USE PROPER SIZE NAILS TO FILL ALL NAIL HOLES IN BEARING CLIPS, BRIDGING CLIPS, BRACING, ETC. APPROVED FOR CONSTRUCTION (Based on the previously submitted Approval Package as signed by the Purchaser) • Trus Joist, A_ Weyerhaeuser Business 8285 SW Nimbus, Suite 105 • Beaverton, OR 97008 • Mail: 8285 SW Nimbus, Suite 105 • Beaverton, OR 97008 Ph: (503) 520 -5025 • Fx: (503) 526 -1937 • • 4 Material List TJ Number 05- 000319 Sales Representative Dave Schubert p Vr Project Name Crown Carpet T.I. Engineering Office Portland �I� Location Tigard, Oregon Project Coordinator Mo Paz Design Technician Melisa Snyder Delivery Dl: Crown Carpet T.I. - Floor Plant Stayton Report Title Approved For Production Status Approved For Production Report Type Check Latest Revision : TJI Products Joists Quantity Type Series Depth Length Profile Bevel Lt W.S. Lt Bevel RI W.S. Rt Footage Notes Notes 1 1 0 44 A10 TJI/L65 11.88 10' -6.00° None None 462.0 _ 1 1 0 22 All TJI/L65 11.88 11' -6.00° None None _ 253.0 _ 1 1 0 31 B15 TJI/L65 14 15' -0.00° None None 465.0 _ 1 1 0 29 B16 TJI/L65 14 16-0.00° None None 464.0 _ 66 • • • TJI/L65 11.88 Total 715.0 - 60 • • • TJI /L65 14 Total 929.0 Hangers Quantity Type Model Top Face Member Slope Skew Fig. Slope Fig. Angle Fig. Offset Netl Notes Notes 1 1 0 132 1 MIT311.88 4 -10d 4 -10d 2 -N10 1 1 0 22 2 ITT314 4 -10d 2 -10d 2 -N10 1 1 0 98 3 MIT314 4-10d 4 -10d 2 -N10 Hardware Quantity Type Description Notes Notes 5 lb _ N10 (10dx1.5) Nails 28 lb 10d (10dx3) Nails TeamBuilder v1.35 Dl: 05- 000319 Crown Carpet T.I. 1 of 1 05- 000319.xls • Approved For Production 3/7/2005, 2:35 PM • 441 1 1:4t A10 7,1-Sawa 6.18 Serial Number. 00 o;a6es'� 11 7/8" TJ I ®/L65 @ 16" o/c < 3 !1(0 User 4 3/1/20059:04:21 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 1.16.5 FOR THE APPLICATION AND LOADS LISTED • 2[7:=2 El' ' d 10' 10 112" ---� Product Diagram is Conceptual. LOADS: Analysis Is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 125.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 • Plate on steel beam 5.50' Hanger 906 / 109 / 0 / 1015 1 11.88' 3.00' Top Mount Hanger None 2 Plate on steel beam 5.50' Hanger 906 / 109 / 0 / 1015 1 11.88' 3.00° Top Mount Hanger None HANGERS: Simpson Strong - Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 O Top Mount Hanger MIT311.88 0/12 0 N/A No 0 Douglas Fir 2 Top Mount Hanger MIT311.88 0/12 0 N/A No 0 Douglas Fir 4 - Nailing for Support 1: Face:,210d , Top 4-10d , Member: 2 -N10 • • - Nailing for Support 2: Facer 10d , Top 4-10d , Member: 2 -N10 / 4 DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1000 1000 1925 Passed (52 %) Rt. end Span 1 under Safe loading Vertical Reaction (Ibs) 995 995 1885 Passed (53 %) Bearing 2 under Safe loading Moment (Ft -Lbs) 2314 2314 6750 Passed (34 %) MID Span 1 under Floor loading Live Load Defl (In) 0.101 0.249 Passed (U999 +) MID Span 1 under Floor loading Total Load Defi (In) 0.113 0.498 Passed (L/999 +) MID Span 1 under Floor loading TJPro 62 45 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:11240). - Deflection analysis Is based on composite action with single layer of 19/32° Panels (20' Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance Information and is based on a GLUED & NAILED 19/32' Panels (20" Span Rating) decking. The controlling span Is supported by beams. Additional considerations for this rating Include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.85 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crown Carpet Mellsa Snyder Tigard, Oregon Phone : (503) 520 -7130 melisa.snyder@trusjolst.com Copyright 0 2004 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist', Pro° and TJ -Pro° are trademarks of True Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \CA42D - Schubert \05 - 000319 \designs \05 - 000319- A10.sms / TJ Bearr�6.16 Serial Number/6414t Al 1 !Al"' 70�0 0 468�6� 11 7/8" TJI ® /L65 @ 16" o/c �� Uaer :4 3r1rz0058:04:48AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 1.16.5 FOR THE APPLICATION AND LOADS LISTED ==r 0; '© A 11'9112" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 125.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Plate on steel beam 5.50° Hanger 983 / 118 / 0 / 1101 1 11.88° 3.00° Top Mount Hanger None 2 Plate on steel beam 5.50° Hanger 983 / 118 / 0 / 1101 1 11.88' 3.00° Top Mount Hanger None HANGERS: Simpson Strong - TIe® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 O Top Mount Hanger MIT311.88 0/12 0 N/A No 0 Douglas Fir 2 I Top Mount Hanger MIT311.88 0/12 0 N/A No 0 Douglas Fir - Nailing for Support 1: Face:110d , Top 4-10d , Member: 2 -N10 - Nailing for Support 2: Face 10d , Top 4-10d , Member: 2-N10, DESIGN CONTROLS: Maximum Design Control Control Location Shear (ibs) 1015 -1015 1925 Passed (53 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1015 1015 1885 Passed (54 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 2760 2760 6750 Passed (41 %) MID Span 1 under Floor loading Live Load Defl (In) 0.137 0.272 Passed (U955) MID Span 1 under Floor loading Total Load Defl (in) 0.153 0.544 Passed (L/853) MID Span 1 under Floor loading TJPro 60 45 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL•L/240). - Deflection analysis is based on composite action with single layer of 19/32° Panels (20' Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 8° o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32° Panels (20° Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating Include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.85 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are In accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The Input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crown Carpet Melisa Snyder Tigard, Oregon Phone : (503) 520 -7130 melisa.snyder@trusjoist.com Copyright O 2004 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ-Prom are trademarks of True Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \CA02D - Schubert \05 - 000319 \designs \05 - 000319- A11.ams ti 4 ego thi B15 — /ill t�I ✓ - A ens r Bum TJ -Beam 6.16 Serial Number: 7003014666 User.4 2/17/200511:49:54AM 14" TJINL65 CO 16" O/C Paget Engine Version: 1.18.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Lr ©' :© 6 15' 4 412" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 125.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length LIve/Dead/UplIft/Total Depth 1 Plate on steel beam 5.50' Hanger 1281 / 154 / 0 / 1435 1 14.00° 3.00' Top Mount Hanger None 2 Plate on steel beam 5.50' Hanger 1281 / 154 / 0 / 1435 1 14.00' 3.00' Top Mount Hanger None HANGERS: Simpson Strong - Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 , Top Mount Hanger MIT314 0/12 0 N/A No 0 Douglas Fir r 2 •r, Top Mount Hanger MIT314 0/12 0 N/A No 0 Douglas Fir - - Nailing for Support 1: Face: 2 -10d , Top 4-10d , Member: 2 -N10 . - Nailing for Support 2: Face: 2 -10d , Top 4-10d , Member: 2 -N10 '- DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1349 -1349 2125 Passed (64 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1349 1349 1885 Passed (72 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 4878 4878 8030 Passed (61 %) MID Span 1 under Floor loading Live Load Defl (in) 0.267 0.361 Passed (L/649) MID Span 1 under Floor loading Total Load Defl (in) 0.299 0.723 Passed (L/579) MID Span 1 under Floor loading TJPro - 56 45 Passed Span 1 - Deflection Criteria: STANDARD(LL• J480,T L/240). - Deflection analysis is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated bad requirements for standard non- residentlal floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance Information and is based on a GLUED & NAILED 19/32' Panels (20' Span Rating) decking. The controlling span Is supported by beams. Additional considerations for this rating Include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.94 ADDITIONAL NOTES: - IMPORTANT! The analysis presented Is output from software developed by Trus Joist (TJ). Allowable product values shown are In accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The Input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design .professional for the project. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crown Carpet Melisa Snyder Tigard, Oregon Phone: (503) 520 -7130 melisa.snyder@trusjolst.com Copyright O 2004 by Trus Joist, a Weyerhaeuser Business TJIO and TJ -Beam® are registered trademarks of True Joist. e -I Joist °,Pro° and TJ-Pro° are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S: \CustomEng \Production \CA02D - Schubert \ - 000319 \designs \05 - 000319 -B45. ama //l c • CWAI,Ditit B1 6 • �� TJ -Beam® 6.16 Serial Number 688 User.4 2/17/2005 11:37:40 AM 14" TJI ®/L65 @ 16 o/c Page, Engine Version: ,.,s.s THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • N\ a 'p d 16' 5 5/16 4 Product Diagram is Conceptual. LOADS: Analysis Is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 125.0 Live at 100 % duration, 15.0 Dead e" SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Glulam or solid sawn lumber beam 5.13° Hanger 1388 / 164 / 0 / 1532 1 14.00' N/A Top Mount Hanger None - 2 Plate on steel beam 5.50' Hanger 1373 / 165 / 0 / 1538 1 14.00' 3.00' Top Mount Hanger None - HANGERS: Simpson Strong - Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT314 0/12 0 WA No 0 Douglas Fir ' 2 ri Top Mount Hanger MIT314 0/12 0 N/A No 0 Douglas Fir ' - Nailing for Support 1: Face: 2 -10d , Top 4-10d , Member: 2 -N10'' - Nailing for Support 2: Face: 2 -10d , Top 4-10d , Member: 2 -N10 • DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1452 -1452 2125 Passed (68 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1452 1452 1885 Passed (77 %) Bearing 2 under Floor loading ,Moment (Ft -Lbs) 5847 5647 8030 Passed (70 %) MID Span 1 under Floor loading Live Load Defl (in) 0.348 0.389 Passed (L/537) MID Span 1 under Floor loading Total Load Defl (In) 0.390 0.778 Passed (U479) MID Span 1 under Floor loading TJPro 53 45 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis Is based on composite action with single layer of 19/32' Panels (20° Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and Is based on a GLUED & NAILED 19/32° Panels (20' Span Rating) decking. The controlling span Is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.94 ADDITIONAL NOTES: - IMPORTANTI The analysis presented Is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. TJ Engineering has verified the analysis. The Input bads and dimensions have been provided by others 1 ) and must be verified and approved for the specific application by the design professional for the project. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product fisted above. PROJECT INFORMATION: OPERATOR INFORMATION: Crown Carpet Melisa Snyder Tigard, Oregon Phone : (503) 520-7130 melisa.snyder@trusjoist.com Copyright 0 2004 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist.,prom and TJ-Pro. are trademarks of True Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 1 S: \Customt:ng \production \CA020 - Schubert \05 - 000319 \designs \05 - 000319 -816. ems • • ® o 4 / 81613 YA K TJ- BearraD 6.16 Serial Number. 7003014686 - User: 4 2/17200512:01:47 PM 14" TJI ® /L65 @ 16" o/c Pagel Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 ' _ ,® d 16'Slir Product Diagram is Conceptual. LOADS: • - Analysis is for a Joist Member. Primary Load Group - Office Bidgs - Offices (psf): 125.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail • Other Width Length Live/Dead/Uplift /Total Depth 1 Plate on steel beam 5.50° Hanger 1372 / 165 / 0 / 1538 ' 1 14.00' 3.00° Top Mount Hanger None • 2 Plate on steel beam 5.50° Hanger , 1372 / 165 / 0 / 1536 ' ., 1 14.00° 3.00° Top Mount Hanger , None HANGERS: Simpson Strong - TIe® Connectors • Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges' Offset Slope Species 1 _ Top Mount Hanger MIT314 - 0/12 0 N/A No 0 Douglas Flr • 2 Top Mount Hanger MIT314' 0/12 0 'N/A - No 0 Douglas Flr • - Nailing for Support 1: Face: '2 -10d , Top 4-10d , Member: 2 -N10 • - Nailing for Support 2: Face' 2 -10d , Top 4-10d , Member: 2 -N10 ' DESIGN CONTROLS: • Maximum Design Control . Control Location Shear (Ibs) , 1451 -1451 2125 Passed (68%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1451 1451 1885 Passed (77%) Bearing 2 under Floor loading Moment (Ft -Lbs) 5836 5638 8030 Passed (70 %) MID Span 1 under Floor loading Live Load Defl (in) 0.347 0.389 Passed (L/538) MID Span 1 under Floor loading Total Load Defl (In) 0.388 0.777 Passed (L/480) MID Span 1 under Floor loading TJPro 53 45 Passed Span 1 - Deflection Criteria: STANDARD(LL1/480,TLU240). - Deflection analysis is based on composite action with single layer of 19/32' Panels (20° Span,Rating) GLUED & NAILED wood decking. - Bracing(Lu); All compression edges (top and bottom) must be braced at 4' 4° o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non- residential floors have been considered for reaction and shear. TJ -Pro RATING SYSTEM • -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32' Panels'(20 °Span Rating) decking. The controlling span Is supported by beams. Additional considerations for this rating Include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.94 • ADDITIONAL NOTES: • -IMPORTANT! The analysis presented Is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted values. TJ Engineering has verified the analysis. The Input loads and dimensions have been provided by others ( ) and must be verified and approved for the specific application by the design professional for the project. • -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable'Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product fisted above. PROJECT INFORMATION: OPERATOR INFORMATION: Crown Carpet Melisa Snyder Tigard, Oregon Phone : (503) 520 -7130 melisa.snyder@trusjoist.com Copyright O 2006 by True Joist, a Weyerhaeuser Business • , TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of, True Joist. I.► Simpson Strong -Ties Connectors -is a registered trademark of Simpson Strong -Tie Company, Inc: L � S:, \CuatomEng \Production \CAO2D - Schubert \05 - 000319 \designs \05 - 000319- B16.sms • 7.23O v0O - ,JAN 20 2005 CROWN CARPET TENANT IMPROVEMENT CITY or ., ' BD 10 Div 1S10 STRUCTURAL CALCULATIONS 12230 SW MAIN STREET TIGARD, OREGON Mezzanine Design Sheets M 1 - M 13 • • January 19, 2Q0.5 • PROJECT N JIVIBER� 04 ••.. • • • • • ..• ...... • . • , •• .• ...... • . PR �s�0 O fF ... . • czN G 6 • ••.• •REGON ti 41 O \ " 11 1 ,4) . 0 J� y FN A. lo 4445 SW BARBUR BOULEVARD, SUITE 200 ! PORTLAND, 6(o�e� I PORTLAND, OREGON 97201 TEL: (503) 226 -1285 FAX: (503) 226 -1670 E -MAIL: info @cidainc.com ARCI IITECTURE. • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE ‘ 4,841 =7 .0 1 0001. 4a. , k 4445 SW BARBUR BLVD., SUITE 200 PROJECT NAME: PROD. 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