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Plans (116) AmmilImmo 6c eko - 0 u -d AGILYX #AGIHZ-PW3020-10-06-0003 (Addendum) (See also, Original#AGIHZ-PW3020-10-06-0002) JACOBS` STRUCTURAL CALCULATIONS for RECEIVED agi ly}-4 NOV 2 0 2017 CITY OF TIGARD Tigard,OR BUILDING DIVISION PSV, HAT & TI Supports (IFC) (STYRENE CONVERSION PROJECT) JE Project No. 25PW3020 Nov 6, 2017 I hereby certify that these calculations were performed by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Oregon. Review of this proms is limited to information in these details and calculations only. These details and calculations are for the project and site referenced above, and do not apply to other similar configurations at this or at a different site. No responsibility and/or liability is assumed by, or is to be assigned to. the engineer for those items beyond those shown on these details and calculations. Kweku Graham, P.E., S.E. �t3 .1roj C- ' OTS" C'1�+r � `rte 477 REcoN I JACOBS ENGINEERING 5005 SW Meadows Road,Sine 100 Lake Oswego,OR 97035 JACOBS* 1 CALCULATION SHEET of PROJECT NO.: 25PW3020 CLIENT: Agilyx CALC.NO: 01 REV.NO.: 0 PROJECT: PSV HAT TI Suppt(Styrene Conversion) ORIGINATOR: KG DATE: 11-06-17 TITLE: Structural Calculations_IFC CHECKED BY: CRL DATE: 11-06-17 Table of Contents: Pages 1. Introduction 1 2. Calculations(New PRU Frame modifications) 1 —38 Appendix A- Reference Data Al -A3 Introduction: The following calculation is for the structural design of the PSV,HAT and Tars Injector piping supports. This forms part of the Styrene Conversion System,for the Agilyx facility located in Tigard, OR. The original project calculations,dated May 18,2017,were submitted for permitting,and subsequently approved for construction.This calculation re-analyzes the new frame over the PRU vessel,incorporating the additional loads introduced by the PSV, HAT and Tars Injector piping systems.Anchorage calculations are also re-evalinted for the revised reams loads. The design is in accordance with the 2014 Oregon Structural Specialty Code(2014 OSSC). Subject p - `t rx project 2_SP AJ tJ a 0 JACOBS �iG-v'Pry / ^ Sheet No 3 of Authored by x-4 Date 11:3 7 Checked by Date M,ro d-1 A r-414 t Q.J c Q nl c' ALA, -- 61A e-4-1-1-4 CA-,..1 A 'IJ co 4.6 r / 11 cF6 4-u ,-b :N,.= PS'v PAA,.. Cs $-r 7/a PS v 44.6-7 ,a I A)s;A-�c.� s ' a s�'rt�=p I?'' Pi, r4 PL*T 43• ,; ) tea" : 2.7 (9-to ) r, . r v. .2 ? ?2 4E) ot 14-F 4-P74-cm-E-6 Ri!A -1,6 s-1+;Apt, iham= , i244AZF 4$ Sl 4-14t A, etift- /'- 4.14-76 C. - 1/ i' ' 7) , -L , Eu.a 1.;' Pr' t.-019-411- ed b 3uj � Y ?roject 2 s'Aw�a 20 JACOBS (ti A. 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EmeSOAx ttMy'Sd+mai JACOBS SK-1 KG Ag lac v Frame ---orf HAT.PSY Tars Injector Nov---- at 3:07 PM __. 0__._. .._...._ 25PW3020 New Frame I�PRu PSV tial Ti.._ J,Y . z = . . 0000, .... A niff`b 14%,..,.. ,... 1111 :iip' . ! -wd •,, , 400Iff: . ! il'414tIkT.. 1 i , 1 . I ? 1 ' 9 , . , Erw.Norae Onty Soutar* , JACOBSSK-2 . KG Agilyx New Frame 7, PRU wf HAT.PSV&Tars Injector Nov 6,2017 at 3:09 PM 25PW3020 New Fame PRUPSV HALM.: , — — 71f , . T7130 , Ti 1 .423 74131 , -77 • 9 4 .3i IS :71.44066,..7-- 1*-411' ; i , s .„..t . : .!,331 'Illt, . . . 4 , ,7 11.4“ 1% 1 low,ti '4 ;174140;416; , -1 CH i '!`',71.. ii 44‘i 28 -;77'4 1 , 711,94!, , .43:0-1 . ''2 -7,. . , , •453 4 , 1 , , . 1 i . , -w 1 , 1 . .. , \ 1:1 1 .41/2 1 1 " .., : 1 . . i . , . 1 i ,. 1 . i et-4, i i . . . , ... . i 16. . . , frAtetope tiriy Schnon JACOBS SK-3 KG Agilyx New Frame©PRU wf HAT,PSV&Tars Injector-Nov 6,2017 at 3:11 PM 25PW3020 New Frame(fg PRU PSV HAT IL. 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''' 1 il ,--'-"K" 9" 7 JACOBS Company : Nov 3.2017 j � � KG 12:59 PM v. 4 + Job Number : 265PPW 020 New Fri PRt!wl HAT b PSV Checked By' TE6NMclee , ES Model N� : ^y^7^ !Y Envelope Joint Reactions Joka X lk1 LC Y lki LC Z IkJ LC MX kft1 .. LC MYpi-tt1 ; LC MZ15411 _ LC 1 N1 nx. 3.85 24__, 11.72 27 ` 3.65 23 0 8 0 8 . 0 8 ;�2 ; mint; ; 27 2,15 ; 24 -3.31 ; 30 0 4 8 1 0 ; 8 0 8 3 _ N2 marc= 24 10.11 28 3.33 25 : 0 8 0 8 0 8 -_ 4 -3 'min; .72 ; 27 = , 25 -3,44 l 28 #1-0 8 # _. 0 1 8 0 , 8 1 5 N49� •max 2.6 22 ,e. 22 4 2.5 / 25 4 0 i 8 0 8 0 8 6 1 mini -2.11 ; 29 2.56 �.�29- 3.08 128 ; 0 ; 8 0 i 8 . 0 1 8 7 N50 MaX 2.89 22 11.4522 3.01 23 0 8 ; 0 1 8 0 8 1---6--J mit 1 2.18 29 -22 J.., _29 _ 2. 55 30 1 0 8 1 0 i 8 , 0 , 8 9 Totals: ' 12.62 ' 22 2225 8 12.19 23 10 min l -11.8 t 29 1 1206 11 1 -'� 47 _ 1 .__. RISA-3D Version 14.0.1 [G:t...V.1.1..1..ANew Frame @ PRU_PSV_HAT TI Mods110317.r3d] Page 1 ?tit, imillimairmil AnchorINw27.5 PFOrIS 1 Conon ......„ rcxr Page Pr(lieck Styrene sub-Proleof I Poe.No: .hilti.as Date: 111312017 Company:SPedfier: AddreSS: I Phone i Fax E-Mag. ...,pRli Struck"qa Specifier's canons/Ms:New Anchor ,...... 1 Input data 314 -in.) Noe.8.000 in.Moos'' type and dkuneter. pliT-HY 200+HAS-E ' embedment depth. 5.0 ESR-3187 Material: 12010 =0 750 - . some Report: 1201613n .,000 in.:t . in Evakla°3n 1111 ....a_08 i own plate):2.00;et,= •. Design method ACI 4' ; level(anchor Issued I Valid: restrd PrOOL instakdic": Wilh°Litsqu7X tH:ss1C2B4.01000.. scEllnanch:::::::1 :70.1.„4hi.01cip63n::00075:1-4939h.iliti.clxi:1(11:13c°111rnerild.60:0300:117TxelOnei platekl- *licitness.32132:n°t.v calculated Anchor plate: concrete. 00 shortltong 4000. present Profile: cracked seamiest Dry ineumagno .no splitting rein.memerd hammer drilled Base supptsmental material: B skim:cendClen a • *corkften B. ,No„4 bar htstagagon: Reinforcernent edge reinforcement none or yes(D.3.3-5) Seismic loads(cot C,D.E.or F) , Geometryon 4 nhki"n31&Loading.-- z lita PO Y si.eon o •-•'4"' .1',".''''",," 1.,..g r-13"r:VIVA",,,,,"*1:'1,,444, 1/-1'-.„,,1.,'-xri"IX,r4""af--,..", , 't.'4N-T.4-',4fi.:,-4-1.--,r- __--- ‘44,i-4,,,:v-'„... in,---5''' ----- '-",---,,,'• -f.,,,,,,,,,-,,P,,*.i. - - N ......-- 40 -- ,- --- i x 4:ct . qw ard for.,- .,4,-- - PROFS (C)20 ' Schaal' end es iuits be mai AGformssem vot VI is a mogenid Trackandc°I InPut 133 MI I L•rir 1 ........ Profis Anchor 2.7.5 Company: Page: 2 ... Specifier Pfailat Styrene Conversion - Address: Sub-Project I Pos,No.. Phone I Fax: i Bahr 1113/2017 E-Mail: 2 Load case/Resulting anchor forces Y Load case:Design loads 3 .... 4 Anchor reactions Pill Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y T- 743 2 743 1000 0 1000 4.- `x 3 743 1000 0 1000 Tension 4 743 1000 0 1000 max.concrete compressive strait. -ra4 max.concrete compressive stress: -iladi resulting tension force in(x/y)=,(0.00W0.000): 2970 Pb) resulting compression force to(x/y)=(0.000i0.000):0 Pb) 1 . 2 -- 3 Tension load Load Nws Pi Capacity sti.pi Makatea jj„st Nas,tin Status Steel Stent3Of -743— 15762 Bond Strength** 2970 17558 17 OK Sustained Tension Load Bond Strength* NIA NIA NM NIA Concrete Breakout Strength" 2970 22423 14 OK anchor having the highest loading anchor group(anchors in tension) 3.1 Steel Strength Nn Pb) 4 4 aeretedie 4 Ka Pb) P4.10:4 24250 0650" "-1:0101- 15752 3.2 Bond Strength An.Pal tebtall Pei 4.Pm) c..a.rim) c..rill 471.66 WOW 24.000 21.324 T kenczirIPS1 t ace Ong 1273 Oct N[IN w otitis eaN Pn1 Ng*Gila V Wee Itiiria_ an see '"f000 'TOW- WOW- 'I ILeXi 'TOW 0:750 I.. Nu Pb) 4 4 I*1■04. #aerstaceet 4%Pb) Nee Pb) tot4 181103- 11550- 11750 MO 1n..m 2070- 3.3 Concrete Breakout Strength Ant En21 ANDS r1 ;MR[ EJ Cat[m.) t cif 1060:Ni 576.00 MOO- 21324 ft= ki taini tit @MN ecalt till go*MN in aell 40 US kW MO' INC -OW— 1.000 1.000 Ift 17 , Ne 104 4 4 SINSIRC 4_i* 4. 1P3b.) Kr Pb) 24321 0 050 11:7511 T - MO Input data and results must be checked ftx agreement widt the anning candiners and tar peattaber PROFS Anchor(c)21103-2009 FIN AG.FL-9094 Scheme RN is a impaired Trademark al Hit AG Schoen „ -- 10111 LINT I vAvw.hilaus Profis Anchor 2.7.5 Company: Page: 3 Specifier Protect Styrene Conversion _ Address: Sub-Project I Pos.No.. Phone I Fax: I Date: 11/312017 E-Mail: 4 Shear load Load v.pig Capacity iv,pi UtiNzaBors ihr a Va.V, Status Sfiet Wrii-nW MOO Steel failure failure(viNti lever arm) 1000 1551 65 OK Pryout Strength(Bond Strength controls)** 4000 37817 11 OK Concrete edge failure in direction y+” 4000 14967 27 OK •anchor having the highest baring "anchor group(relevant anchors) 4.1 Steel Strength V.lib) 4 4 eb 4.......ft 4 V,„lb] V.Ilbl ' fall& '0.000 0:600 "1:006- 4886 1600- 4.2 Steal failure(with lever arm) I Pn.] ar 1.750 VS Ns 1-N,,/*Ns Perm-I)) K. (1-KA Nagnibi 0.047 kW 2371004 22C01- V1=ciii•MsilsPb1 0 4•' .... 44 Pm v.lb] 2665 0:Nt) -IMF f581 1000 4.3 Pryout Strength(Bond Strength controls) Asa Col APING rin-21 CPIs Pn-I ;xi.PO cin-1 943.57 471.66 1-0150 24:000- 21.324 r i DNA t k a[Psi! 2327 173 es,).rat] w.c1... ea..ral V was TINE- 1.0004,sem 1.000 Nis Pa) * 4 Munk 4 mahime Mask 4 aVas] Pb] n.„i MOOS 0:700 0.750 -TWO— if.750 l 4.4 Concrete edge failure in direction y+ I. in-1 dm Pn-1 to KI Art rwl-2i Aft•raLl 0.750 1T1000- 576-.00- 115200 et.v PRI ir.v to cv v 0, ruty war 0:0W -131011- MN- f_540 Vb pb) 4 4 mi.", 4 irealie 0 Via,[Ibt__ y,,,pbt 37193 AMU 0150 tow- -"fA7 41950- - 5 Combined tension and shear loads PR PvMinion Nov IN Status 0.169 -0.04I 43 54 OK Ow=Pie+Aii 4.=1 Input dale and moults must be checked fa apemen'bah Oa fabling cardilions ard ltrplantatil PROF*Maur I C)21333-2009 151 AG FL-9491 Saban Mil is a gegialwed Today's*of Hi AG Schaan 1■■IILair I wrw,r lhi ire Profis Anchor 2.7.5 Company: Page. 4 = Specter: Prolect Styrone Conversion Address: Suis-Project I Pos.Na. Phone I Fax: I Date: 11/32017 E-Mal: 6 Warnings •The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulators(ETAG 001/Annex C.EOTA TR029.etc.).This means bad re-distribution on the anchors due to elastic deformations at the anchor plate are not considered-the anchor plate is assumed to be sunder r stiff.in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plats thidcness with FEM to knit the stress of the anchor plate based on the assumptions explakied above.The proof if the rigid base plate assumption is void is not carded out by PROFIS Anchor.Input data and results must be checked for agreement with the existing condIons and for plasslrl • Condition A applies when suppiernerdary reinfanoemer►t is used.The @ factor is increased for non-steel Design Strengths except R lout Strength and Pryout strength. Condition B appies when supplemertary reinforcement Is not used and for Putout Stengel and Pryout Strength.Refer to your local standard.. • AC!318 does not spedficaiy address anchor taming when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-of exists and includes the results as a shear Design Strength! • Design Strengths of adhesive anchor systems are influenced by the dearig metod.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and Catenation instructions • The ACI 318-08 version ofthe software does not account for adhesive anchor special design provisions corresponding iD overhead applicationns. • Checking the transfer of loads into the base material and the shear resistance we required to ahxadaroe w iih ACI 318 or the relevant standard! •An anchor design approach for structures assigned to Seismic Design Category C.D.E or F is given in ACt 318-08 Append'0,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be killed by ductile steel tenure.['this is NOT the case.Part 0.33.5 requires that the attachment that the anchor is connecting be the structure shall be designed so that the attachment wit undergo ductile yielding at a load level corresponding to anchor forces no greater than the swathing design length.kh leu of D.3.3.4 and 0.3.3.5,the=nine=design strength of the anchors shall be mutt pled by a reduction factor per 0.3.3.6. An alternative anchor design wroath to ACt 318-08,Pat 0.3.3 is given in MC 2009,Section 1908.1.9.This=poach contains"Exceptions" that may be appied In lieu 010.3.3 for applications involving"non-strcctura components"as defined in ASCE 7.Section 13.4.2. An alternative anchor design approach to ACt 318-08.Part D.3.3 is given in NEC 2009,Section 1908.1.9.This approach contains"Exceptions" that may be awned in lieu of D.3.3 for applicators involving"wail out-of-plane faces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsthaty of the user when inputting values for brittle reduction factors(c aadudhe)dtarr=than those noted in ACI 318-08.Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318.08,ASCE 7 and ea governing bulking code. Selection of rimme,=1.0 as a means of satisfying ACt 318-08.Part 0.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yiekling at a force level c=the design strergts calculated per ACI 318-08.Part 0.3.3.3. Fastening meets the design criteria! Input data and masts est W did Barr agraarna loth am wising contliOns ash torginemb int_. PROFlS Anchor I C)2003-20061 Hilti AG FL-9494 Sawn HO is a ragiYaed Rodents*of i/ilm AG Sdhann trz 10E4111 L11".I www.hilti.us Profis Anchor 2.7.5 Company. Page: 5 Spector: Project Styrene Conversion Address: Stb-Project I Pos.No.: Phone I Fax: I Dale: 1113/2017 E-Mat 7 Installation data Anchor plate,steel:- Anchor type and diarneksr:HIT-HY 200+HAS-E 314 Probe:Square HSS(AISC);6.000 x 6.000 x 0.250 in. histblatkin torque:1200.002 in.b Hole diameter in the fixture:d,=0.813 in. Hale diameter in the base material:0.875 in. Plate Itackness(Input):0.750 in. Hole depth in tie base materkt 8.000 in Recommended plate thickness:not calculated Ithnkiken thickness of the base material:9.750 in. Miffing method:Hamner dulled Cleaning:Compressed air cleaning of the&led hole according W instructions far use is required 7.1 Recommended accessories Drging Setting • Suitable Rotary Hammer •Compressed air with required accessories Dispenser including cassette and mixer • Properly sized dal bit b3 blow kom tie bottom of the hole • Torque wrench Proper iformeter wke brush Ly 6.000 6.000 § 3 4 7 v:i rov ai 8 ai 4•4: 1.500 9.000 1.500 -4- -4, Coordinates Anchor in. Anchor x y c. c1 c-r cor -4:1110 -4:560 24.000 33.000. 24 33.tRY1 2 4.500 -4.500 33.000 24.000 24.000 33.000 3 -4.500 4.500 24.000 33.000 33.000 24.000 4 4.500 4.500 33.000 24.000 33.000 24.000 input Ma anb mulls must be chucked kw areernent we Me wilting amdbuns and tiMpbbabilyt- • PRORS Anchor c)2003-2009KM AG F1-0494 Schain P.M is a mit' wed Tradammit MI6 NG Schoen JACOBS ENGINEERING AGILYX CORPORATION NOVEMBER 2, 2017 STYRENE UNIT REVISION : 1 SPRING SUPPORT LIST TAG III NUM ANVIL VERTICAL MOVEMENT HOT COLD SPRING HORIZ, (in. ) LOAD LOAD RATE MVMNT ROD FIG. NO. ( UP/ DN) (1t . ) (1b.) (1b./in. ) (1n) LINE No. LOCATION / LINE DESCRIPTION 0 g11111111111111111111 0 0.087 1/1130 11111114"-SRG-KEA-005 SRG LINE TO CONDENSERS 0 121111111111 268-F 4 0.24 111111 250 47 1111114"x6"-PGxHAS-138A-003 GTL EAST SPRG SUP'T, PINNED 0 ECIEE1111111 268-F11111 0.24 1E1111 250 47 1111111 4"x6"-PGxHAS-1313A003 GTL WEST SPRG SUP'T, PINNED 0 EBIE111111111111M10116 0. 15 417 430 84 11111114"x6"-PGxHAS-138A-001 REAMER SPRING SUP'T 0 anall1.1111ffiganall 0.07 170 111111 70 illiun-Rvamooe PSV-05020 OUTLET SUPT WAVr SH-20 11111 8-268-F 11111 0.418 100 110 MIN 0. 779 4"-HAS-138A-206 HAS TO TARS V RBIBEIMIIIII 98 11E11 0.735 111111 168 11.1611111118M214"-HAS-13BA-206 HAS TO TARS 4 MILE.11011 98 all 1.042 1b2 180 111111a. 2.002 4"-HAS-138A-206 HAS TO TARS i li14' ............_Ea{EEIN,_IBN 98 alliminim....1111183111..........94 105 10 1.610 4"-HAS-138A-206 HAS TO TARS 7. WIT Witatinill 98 NiliggriningekadINEM 0.643 4"-HAS-138A-206 HAS TO TARS flti EBIE11111011 8-268-F 11111 °• 764 265 111111 63 0.636 4"-HAR-138A-207 TARS HAR TO GTL VI gams. 3-268-F 11111 0.602 324 362 63 0,403 4"-HAR-138A-208 TARS HAR TO GTL M ,....„0121111,11111111 82-F am 0.447 195 /0 0.571 4"-HAR-138A-208 TARS HAR TO GTL 7,-,9f migullmull 8-268-F 11111 0.85 88 106 IMIIII 0.243 4"-HAR-138A-207 TARS HAR TO GTL 1=111111111111118-268-A 6 0.396 111111111111 84 11111116"-PG-KEA-°°7 Ai ,„„,...... PRU PSV SUPT, WEST SIDE -"- LAMIIIIIMI 8-268-A 11111 0.395 300 Imal 63 11111116"-PG-KEA-007 PRU PSV SUPT, EAST SIDE ,...., 111:3 att.5 an 9-268-A 11111 0.500 460 50',4 84 0.810 T y.S , ,14",41t NORTH SI DE SUPPORT 1••, KZ/eh-8'4 l'Ull 0-268-A 6 0,500 460 502- 84 0.810 T'' IN EC OR SOUTH SIDE SUPPORT VII* Page 1 of 1 -°f44) Section 3 • Riser Clamp—S.D. Part # 362 r ovIs' o..) P#0-4 nt , a. , t t r - c-c - r i ii 'tc4c MATER[AL TYPES:Carbon steel.dworrie �PLFINISH:Black. Galvanized. molybdenumcustomer specifications.«s stainless steel. lugs which are welfed to Clamps:Riser are used for Pipe.(Shear lugs note of vertical .Load carried by shear MAXIMUM TEMPERATURE:As required ORDERING: Specify Part#362, d RDE ion,rod diameter material,exact pipe size,load, and if connected to a spring or Gam. temperature, rtsulati thickness,C-C 11435 Britlmoae Park Ode,mon,Texas USA 77011 Phone No:t714 4514777 Fax Na(713)454.1547 Web:vstere.Ritecunig.eorn 34, Section 3 Part # 361 �3 Riser Clamp—Standard ei (31 \mirli."1"\ 0 , SIZE RANGE:2"to 24"inches. MATERIAL TYPES:Carbon Steel FINISH:Black,Galvanized,or coated to customer motions. APPLICATIONS:Riser Clamps are used for the support of vertical piping. MAXIMUM TEMPERATURE:650•F(343•C) ORDERING:Specify pipe size,part number,name and finish. Load(Ibs)•Weight(Ibs)•Dimensions(inches) 'Mm Load Pips Size Weight A f3 C C-C E F S Stock �� size 2 900 1800 17.501110111111uniarinn 217 19.10 18©0 ®� 20 10 �� '�x2 3 1500 3000 - `�`= #�� fi 29.40 * 2 en 4 220020 10 111= '8x3 4400 38.50 1"x 22 22* 2 11111 22 i i 11 1 ° '4x 3 5 2200 4400 43.20 t'- -*41x4 6 3000 6000 56.80 x e, ��®� 12 X '_ 7% ts4x 4 X4 1. ' --111100 143.0 �mumRan 12 7800 15600 184.0 gni m3. A 30 15 2 E- 1 x 7 16 14 7800 15600 195.0 1 '-. 3 1 x 7 ami MEM 1 2 :_ 1 x 7 16 9000 18000 225.0 KRElimg EN a t `M 18 9000 18000 281.0 WM MI Eva1 +x 6 20 13500 27000 429.0 am Ka 21 num— 1 zx 3''= 1 ` 8 24 13500 27000 465,0 2`' 4 :4 4 45 �:, 2 -1x8 3� 1 ''+x 8 *Based on Allowable stresses shown ut She ASME Cock for Pressure t'fpting 3-10 11435 Brit niorne Park Skive Houston,Texas USA 77041 Phone No:(713)406.777 Fax No:(713)4066547 W.b:ww.R leomrs.co„,